HomeMy WebLinkAboutEngineered Plan - 2017LOCUS
SCALE 1 "=750'
1 �
93.27 93.00
EDGE OF PAVEMENT
14"
TP -1 ELEV. 96.0±
96.00
TOP OF FOUNDATION
ELEVATION 100.00
94.83 -
36" C1 93.00
LOAMY SAND
tOYR 6/6
132" ' ' 85.00
MOTTLING: NONE DATE: OCTOBER 25, 2017
WEEPING: NONE PERFORMED BY ASA MINTZ, PE
PERC RATE: <2 MIN./IN. WITNESSED BY: BRUCE G. MURPHY, R.S.
SOIL PROFILE
NOT TO SCALE
92.61
RISERS TO BE INSTALLED ON
IN
RTWON CHAMBERS TO
TO BE GRADED SUCH THAT
EXISTING TANK TO BRING COVERS
TO WITHIN 6" OF GRADE
/
�6"
RISER ON D -BOX TO
BE BROUGHT TO WITHIN
OF GRADE
COVER DOES NOT EXCEED 36"
PROVIDE SPEED LEVELERS ON OUTLETS
------ 94 ---------- ` 92.27
A--16.60' ` N`89'30'00" W = _ jC 93.47119*
+ R--385.00' o 80.50' - - y A /
-- tt 4 93.46
t 94.71 � , q`7
M
x �>0' 92.02
X 96 68 \• z I
96.87
IN
RTWON CHAMBERS TO
G
ROUGHTP
9" MNIMUM 3" OF GRA13E
2" OF j" PEASTONE OR
PROVIDE ZABEL
86' OF 4- SCH 40 36" MAXIMUM
8 OZ. NON WOVEN
A1800 FILTER
KS=0.010 MIN. V OF 4- SCH 40PVC,
cEOTExnLE
UTILITY POLE
S=0.005 MIN.
ELEV.=93.25 - TOP CHAMBER
TING 1,000 GALLON 14"
r(CENTERM
SOUTH YARMOUTH, MA 02
364
FORCED CONCRETE___SEPTIC TANI<
INV.=96.21 INV.=92.93 _
INV.=92.78 -� -�i= �c
_ 10" DEPTH OF Ni - 1 Jr DOUBLE
= WASHED CRUSHED STONE
WITH GAS BAFFLE
___EXISTING INV. -92.75E
J
- --
cELEV.=91.92 - BOT FIELD
IN TANK OPENING)
LEVEL STABLE BASE CONSISTING
Q4TE
LI4AWINC NO.
OF 6" CRUSHED STONE 4' , 34" X 75" LEACHING CHAMBER
( 4' ,
_ ]-
r" (SEE SITE PLAN FOR ORIENTATION)
5' MINIMUM SEPARATION TO
EXISTING SEPTIC
TANK TO REMAIN
PROPOSED 3- OUTLET (4)-H20 INFILTRATORS
DISTRIBUTION BOX PROPOSED SOIL ABSORPTION SL
SEASONAL HIGH GROUNDWATER
------ 94 ---------- ` 92.27
A--16.60' ` N`89'30'00" W = _ jC 93.47119*
+ R--385.00' o 80.50' - - y A /
-- tt 4 93.46
t 94.71 � , q`7
M
x �>0' 92.02
X 96 68 \• z I
96.87
0
-W---
G
NATURAL GAS LINE
CB Lm
0
HYD �
FIRE HYDRANT
WG ®
WATER GATE VALVE
UPS
UTILITY POLE
91 BLUE ROCK ROAD
SOUTH YARMOUTH, MA 02
364
p
I` ANTHONY AND NICOLE BO
ERS
ORA►NNC n7L£.•
SUBSURFACE SEWAGE DISPOSAL SYSTEMFtl
1 SITE PLAN AND PROFILE
SG1LE.
Q4TE
LI4AWINC NO.
1 "=20
11,5/2017
_ ]-
98,291
98
EXISTING
25.66'
DWELLING
TOF=100.00'
t a t
w
t
!
to
X 99.27
I I
0
99.20 ISH'
I
!
,r
o,
EXISTING 1,000 GALLON j
24.93'
TANK TO REMAIN --
�;�% t:;
It
DECK i
!!
AND BE REUSED
I I
-----X
L-------�
X 94.94 �
�o
STI 3
\�
'
/
97.13 1,
99.35
�
X 11.00'
32.7
GROUNDWATER NOT OBSERVED DURING
OBSERVATION HOLES
BOTTOM OF TEST HOLE ELEV.=85.00
SITE INFORMATION GENERAL NOTES:
1. THE PROPERTY IS LOCATED IN ZONE X Oj. THE CURRENT FEMA FLOOD MAP
ADDRESS: 91 BLUE ROCK ROAD
SOUTH YARMOUTH 2. THERE ARE.NO STREAMS OR WETLANDS WI IN 100 -FEET OF THE PROPOSED SYSTEM.
ASSESSORS MAP/LOT: 111/04
DEED BOOK/PG 17368/196 3. THIS PLAN IS FOR THE DESIGN AND CONS RUCTION OF THE SUBSURFACE SEWAGE
DISPOSAL SYSTEM ONLY
DESIGN CALCULCATIONS 4. VERTICAL DATUM IS ASSUMED
5. ALL CONSTRUCTION MEANS AND METHODS 3HALL CONFORM TO 310 CMR 15.00 STATE
DESIGN FLOW REGULATIONS AND LOCAL BOARD OF HEAL14 REGULATIONS
110 GALLONS/DAY/BEDROOM X 3 BEDROOMS = 330 GALLONS/DAY
6. ALL JOINTS IN THE TANK AND DISTRIBUTION BOX SHALL BE MADE WATERTIGHT
TANK CAPACITY THROUGH THE USE OF ASPHALT OR SYNTHETIC POLYMER SEALERS OR HYDRAULIC
200% DAILY - FLOW = 660 GALLONS; USE EXISTING 1,000 GALLON TANK CEMENT.
7. ALL UTILITIES SHOWN ON THIS PLAN ARE PROXIMATE ONLY AND SHALL BE FIELD
REQUIRED LEACHING CAPACITY
DESIGN PERC RATE _ < 2 MIN/INCH VERIFIED. DIGSAFE AND LOCAL UTILITY COMPANIES SHALL BE CONTACTED PRIOR TO - 330 GPD / 0.74 GALLONS PER DAY PER SQ. FT. = 445.94 SO. FT. ANY EXCAVATION OCCURRING.
8. THE SEPTIC SYSTEM INSTALLER SHALL NOT'
PROVIDED LEACHING CAPACITY BEGINNING INSTALLATIONOFTHE SYSTEM T0 � THE DESIGN ENGINEER 2 DAYS PRIOR TO
ALLOW FOR SCHEDULING OF INSPECTIONS _
91'91 BOTTOM _AREA = 36.00 X 11.00 = 396.00 SO. FT.
- - _ - _ - r f 9. THE EXISTING TANK SHALL BE REUSED. THE EXISTING OtS1T21BUlI0N BOX AND
SIDE 94.00 X 0.83 - -'"- = 78A2 SQ. FT. LEACHING PIT SHALL 8E ABANDONED/REM `VEO AND BACKFILLED WITH CLEAN SAND.
474 02 SQA[, 10. WHERE APPLICABLE, UNSUITABLE MATERIAL (A, 8 AND C HORIZONS) ENCOUNTERED
�i SPD PROVIDED = 350.77 GPD BELOW THE INVERT OF THE INLET TO THE SOIL ABSORPTION SYSTEM, SHALL BE
REMOVED TO A DISTANCE 5' AROUND THE SYSTEM AND BROUGHT BACK TO THE
APPROPRIATE ELEVATION WITH CLEAN SAND PER MASSACHUSETTS 310 CMR 15.00
REGULATIONS. I
Yarmouth Health Department
II 11. NO PRIVATE WATER SUPPLY WELLS EXIST WITHIN 150' OF THE PROPOSED SYSTEM.
LEGEND
� ���✓ ��� � (� 12. NO GRAVEL PACKED PUBLIC WATER SUPP WELLS OR SURFACE WATER SUPPLY EXIST
! 1�1 1(31e WITHIN 400' OF THE PROPOSED SYSTEM
l PROPERTY LIN Dote
t 13. THIS DESIGN DOES NOT ALLOW FOR THE USE OF A GARBAGE GRINDER
t - -104 - - EXISTING CONTOURi>rf7-/��k
t� I 14. THE ELEVATION OF THE EXISTING OUTLET INVERT OR BUILDING SEWER SHALL BE FIELD
---104 - - - PROPOSED CONTOUR VERIFIED PRIOR TO COMMENCEMENT OF CONSTRUCTION.
� I
�JX X X X STOCKADE FENCE -
92,18 OHP EXISTING OVERHEAD WIRES zo�56/,
EXISTING SEPTIC SYSTEM J !T -1 1
TO BE REMOVED/ABANDONED I T w I
(SEE GENERAL NOTES) X 99.63 j` o i y
t
�� LOT 2 PROPOSED 3 -OUTLET
°0 31,168 SQ. FT. t H-10 DISTRIBUTION, ,
BOX t
\) 0.72 ACRES
PROPOSED' S.A.S. ! !
(4) H-20 HIGH CAPACITY !� 4" INSPECTION 92.65
( X 10 3 23 INFILTRATORS WITH 4' OF STONE ROUND PORT (TY; .-BOTH SIDES) t
LIMIT OF ,! ! X 92. 3
CRUSHED STONE f
EXISTING ! I
SHED i X 95.49 \`� �
X94, `ro a0%
PRO X 98.84
Ty Ll
S 79-22'00,,
g'�2'
CB/DISK(FND) DD"
BENCHMARK E 1p0.00' 8 96
ELEV.=100.20' `\ao \
- c:
S 89'55'30" W 87.96' -
96
�
WATER LINE
-W---
G
NATURAL GAS LINE
CB Lm
CATCH BASIN
HYD �
FIRE HYDRANT
WG ®
WATER GATE VALVE
UPS
UTILITY POLE
�
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
f
E SITE D
SIGN, LLCyw T P%r
Resi41nt'l
Site Design. and Permitting
' LOC4nON.-
91 BLUE ROCK ROAD
SOUTH YARMOUTH, MA 02
364
CL/
I` ANTHONY AND NICOLE BO
ERS
ORA►NNC n7L£.•
SUBSURFACE SEWAGE DISPOSAL SYSTEMFtl
1 SITE PLAN AND PROFILE
SG1LE.
Q4TE
LI4AWINC NO.
1 "=20
11,5/2017
_ ]-
II NO. I DATE I I DESCRIPTION I
a