HomeMy WebLinkAboutEngineered Plans - Rev. 2016LOCUS DATA
CURRENT OWNER RICHARD GENTILE
PLAN REFERENCE 72-57
DEED REFERENCE 29441-235
ZONING DISTRICT R-25
FLOOD ZONE AE -11
ASSESSORS MAP 34
PARCEL 224
OVERLAY DISTRICT NONE
UPLAND LOT AREA 10,294± S.F.
SITE & SEWAGE
REPAIR PLAN
#88
BREEZY POINT ROAD
IN
S. YARMOUTH, MASS
DATE: MAY 18, 2016
REV: SEPT. 23, 2016
OWNER/APPLICANT:
RICHARD J. GENTILE
88 BREEZY POINT ROAD
S. YARMOUTH, 02664
(603) 930-6857
SHEET 1 OF 3
PREPARED BY:
EAS SURVEY, INC.
P.O. BOX 1729
SANDWICH, MA 02563
PH. (508) 888-3619
CELL (508) 527-3600
EAS. SU RVEY@YAH 00. COM
BENCHMARK
CENTER OF DRAIN
MANHOLE. EL 4.79
BVW#1
E 263'±
N g1.16'50
\ BVW#2
\ PROPOSED
—� 1,500 GALLON ����.
MONO SEPTIC
\ TANK. \
ED#2 BED# \ WATERPROOF
\AT FACTORY
\ BVW#3
ED#3 BATH \
#88 LIVING
KI HEN ROOM
6.2x DECK
P-1
z
28
SrReEr
v o M
Z
N
0 o N
0 0
D
0
LOCUS
LOCUS MAP
NOT TO SCALE:
16-0107
BVW#4
61.9' 1
4.5x
L 0 T 33 34 & 35
PROPOSED 650 GALLON \
PUMP CHAMBER WITHBVW#5 \ I 10,294± S.F. UPLAND
OUTSIDE CONTROL BOX
tK
via
PROPOSED
MP
\`-
LEACHING
(32)\
OPOSEDT
FENCELz
TCHAMBERS
\
#92
\1/
BVW#7
-- Permit valid for RF;PAIR M' SEPTIC SYS"t'EM
ONLY; due to State and I n.al septic variances.
Board, of Ilealth review ano approval is required for
any, future additions/reuti.iitiunsialterations to
EXISTING sewage facilities and/or structof esidwelting.
LEACHING AREk Yarmouth 11calltt t)cpartment
TO
\'( LOCATTEDEAN[
APPROVIFU
��� REMOVED FRO A�.�
PROPERTY. 4y
�-
ame Date
N 8 V 16' S0'
H of �ss9
EDWARD cyG
o A
STO 0 20 30 40
0.2 8 o-
s
'v L L NO
GRAPHIC SCALE:
1 INCH = 20 FEET
TOP OF FOUNDATION
ELEV. 7.36
CRAWL
SPACE I�f.
JOB # 16-0107
INV.= I III c m"'
4.87 10"TEE
FINISH GRADE
ELEV. 7.0
14"TEE
ZABEL
FILTER
RAISE (1) 24" COVERS
TO FINISH GRADE
RAISE (2) COVERS TO WITHIN O
6" OF FINISH GRADE
FINISH GRADE PUMP
ELEV. 6.7 CONTROLS,
1 O'OS= 0.015
4" PVC SCH 40
INV.=
4.70
•
4' "
-6 1/2 4'-1" LIQUID LEVEL
5'-7" WATER
EL=1.6 4'-5"1 WATER
BOT. 1P4
o EL=1.6
e (0.33) BOT.
PROPOSED 1,500 GALLON MONO SEPTIC TANK (-1.12)
SET ON 6" STONE OR LEVEL STABLE BASE
WATERPROOF AT FACTORY
4" DIA MIN. MANHOLE
r)\/PR RR(lllnWT Tn EL 7.0
TOP
5.63
WEIGHT
..
10' OF 2"
�
PVC SCH 40
OF SOIL=
INV.=
INV.=
4.55
4.55
888
SITE & SEWAGE
REPAIR PLAN
//88BRE-E-Z y POINT ROAD
IN
S. YARMOUTH, MASS
DATE: MAY 18, 2016
REV: SEPT. 23, 2016
OWNER/APPLICANT:
RICHARD J. GENTILE
88 BREEZY POINT ROAD
S. YARMOUTH, 02664
(603) 930-6857
SHEET 2 OF 3
PREPARED BY:
EAS SURVEY, INC.
P.O. BOX 1729
SANDWICH, MA 02563
PH. (508) 888-3619
CELL (508) 527-3600
EAS. SU R VEY@YAH 00. COM
PROPOSED 650 GALLON PUMP CHAMBER
SET ON 6" STONE OR LEVEL STABLE BA
WATERPROOF AT FACTORY
SE
TOP ELEV. = 6.3
1 4" PVC
INV.= 4.55 a
� � v
ALARM ELEV.= 1.96
LO
PUMP ON EL. = 1.63
PUMP OFF EL. = 0.96
BOT. INS. = 0.13
Rr1T FI = (-(145) v
4"x8"x16" SOLID
CONCRETE BLOCK
O.
I
I��
WEIGHT
..
6,080
�
WEIGHT
OF SOIL=
■
I •
WEIGHT
OF COLLAR=
888
o -ou ouou�o ou ou..ou
IN. 3/4" TO 1 1/2" STONE
650 GALLON H-20
PRECAST CONCRETE
PUMP CHAMBER
PUMP CHAMBER BUOYANCY CALCULATIONS
650 GALLON H-20
WITH COLLAR AT BOTTOM
WEIGHT
OF TANK=
6,080
LBS
WEIGHT
OF SOIL=
2,670
LBS
WEIGHT
OF COLLAR=
888
LBS
TOTAL
WEIGHT=
9,638
LBS
BUOYANCY FORCE: 4,923 LBS
4,923 f LBS < 9,638 + LBS= 4,715 + LBS
UPLIFT TANK/SOIL
COLLAR/SOIL
RAISE COVER TO WITHIN
6" OF FINISH GRADE
ELEV. 7.3
2" TO 4"
EXPANDER
LINER
6'
6 OUT
H-10
INV.= 6.2
HORIZ. "T"
tNOFMA�_
GR D E SE / 3C EW ON CAP ATION PORTS TO
FINISH GRADE
ELEV. 7.2 GROUND/ELEVATION 7.2
"z///-, `\ / //�\ 9" OF COVER �\
TOP ELEV 6.37 !
rilc
PROPOSED 40 MIL
POLY LINER.
TOP 6.5
BOT. 4.0
TOP 7.0
�
BOT. 5.7
(24) LOW PROFILE QUIK-4"s INFILTRATORS
INV.= 5.97 3 ROWS OF 8 UNITS
7_1
INV.= .03 EACH UNIT 34" x 48" x 8" o 0 88808888888
aof88888888888
32.0' o SEE DETAIL #1
11.33'x24.0' LEACHING AREA 4 ui
-ELEV. 1.6
ELEV. 5.70 ADJ. G.WATER TH#1
FH K.
12
0
_GISTE��
SAN TAR\P� LINER
cl
c
APPROX. 9"
COVER
�---QUICK DISCONNECT
2" PVC DISCHARGE
PIPE INV 4.55
1/4" WEEP HOLE
CHECK VALVE
ADJ. G.WATER 2" SCH 40
' ELEV. 1.6 PVC THREADED
PIPE
2 MERCURY FLOAT
LEVEL CONTROLS
MYERS 0.4 HP
� SEWAGE PUMP
(MODEL SMR)
LOCATE UNDER MH OR EQUIVALENT
PUMP TO HANDLE
MIN. 2" SOLIDS
DOSING CALCULATIONS:
OBSERVATION PORT(S) \
SCREW CAP
SAND FILL MIN 6" SAND FILL
T
�-- 2.83' -+- 2.83'---+-- 2.83'--
8.5'
15.5' OVERDIG
SIDE VIEW
STRIPOUT TO
TOP OF "B"
HORIZON
PER 310 CMR
15.255 (C)
TOWN OF YARMOUTH REQUIREMENTS
1.) SURVEYOR TO STAKEOUT LOCATION OF WALL.
2.) ENGINEER TO INSPECT OVERDIG
3.) ENGINEER TO INSPECT WALL FOOTING
4.) ENGINEER TO INSPECT S.A.S. & PUMPS
DETAIL #1
3" CAP TOP 7.0
T
10" BLOCK BOT. 5.9
j
VERSA LOC WALL OR 10" BLOCK `�
TI
APPROVED EQUAL
16'
6" GRAVEL88888888888
00000000000
00000000000
DESIGN FLOW TO CHAMBER = 330 GPD
REQ'D EMERGENCY STORAGE = 330 GAL
EMERGENCY STORAGE PROVO = 380 GPD (2.59' x 146.87 G/FT)
NUMBER OF DOSING CYCLES = 4 PER DAY/TITLE V
DEPTH PER CYCLE 0.67' = 8" INCHES
87 AlGDOSE
SEPTIC TANK BUOYANCY_ CALCULATIONS
1,500 GALLON H-10
WEIGHT OF TANK= 11,480 LBS
WEIGHT OF SOIL= 7.204
TOTAL WEIGHT= 18,384 LBS
0.67 x 146. = 98.4 / BUOYANCY FORCE: 4 718 LBS
DESIGN TDH (1.56'+8.72') = 10.28 < 12.4 CHART CSD 40 GPM '
DESIGN GPM = 40 GPM 4,718 � LBS < 18,384+ LBS =13,966 + LBS
RUNNING TIME = 98.4 GAL - 40 GPM = 2.46m UPLIFT TANK/SOIL
+/or 2 MIN 28 SEC.
CONSTRUCTION NOTES:
1. CONTRACTORS / INSTALLERS SHALL VERIFY GRADES AND
ELEVATIONS AND SITE CONDITIONS PRIOR TO COMMENCING
WORK ON THE SITE.
2. NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE
WITH DEEDED OR ZONING REGULATIONS. OWNER / APPLICANT
IS TO OBTAIN SUCH DETERMINATION FROM APPROPRIATE AUTHORITY.
3. VEHICULAR TRAFFIC, PARKING OF VEHICLES AND PLACING
MATERIALS OVER THE SEPTIC TANK, DISTRIBUTION BOX AND
S.A.S. AREA IS PROHIBITED
PUMP NOTES
1. POWER CABLES TO BE PLACED IN
CONDUIT IN ACCORDANCE WITH LOCAL
BUILDING AND WIRE CODES.
2. PUMP AND ALARM TO BE ON SEPERATE
ELECTRICAL CIRCUITS.
3. PUMP ALARM TO BE SET AT A CONVENIENT
LOCATION ADJACENT TO THE BUILDING AND
TO BE BOTH AUDIO AND VISUAL.
4. ELECTRICAL PERMIT REQUIRED
JOB # 16-0107
SITE & SEWAGE
REPAIR PLAN
#88
81l?EEZ)1 POINT ROAD
IN
S. YARMOUTH, MASS
DATE: MAY 18, 2016
REV: SEPT. 23, 2016
OWNER/APPLICANT:
RICHARD J. GENTILE
88 BREEZY POINT ROAD
S. YARMOUTH, 02664
(603) 930-6857
SHEET 3 OF 3
PREPARED BY:
EAS SURVEY, INC.
P.O. BOX 1729
SANDWICH, MA 02563
PH. (508) 888-3619
CELL (508) 527-3600
EAS. SU R VEY@YAH 00. COM
DATUM:
VERTICAL DATUM:
NAVD-1988
BENCH MARK USED:
CENTER OF
ELEVATION
GENERAL NOTES:
1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO D.E.P.
TITLE V AND THE TOWN OF YARMOUTH RULES AND REGULATIONS
FOR SUBSURFACE DISPOSAL OF SEWERAGE.
2. AT LEAST ONE ACCESS POINT OVER TANK TEES SHALL BE
ACCESSIBLE WITHIN 3" OF FINISH GRADE, WITH ANY REMAINING
ACCESS PORTS BROUGHT TO WITHIN 12" OF FINISH GRADE.
3. ALL COMPONENTS OF THE SANITARY SYSTEM SHALL BE
CAPABLE OF WITHSTANDING H-10 LOADING UNLESS
OTHERWISE SPECIFIED.
4. THE EXCAVATION CONTRACTOR SHALL VERIFY THE LOCATION
OF ALL UTILITIES PRIOR TO ANY EXCAVATION.
5. ANY MASONRY UNITS USED TO BRING COVERS TO GRADE
OR WITHIN 6" OF GRADE SHALL BE MORTARED IN PLACE.
6. FINISH GRADE SHALL HAVE A ' MINIMUM OF 0.02 FEET PER
FOOT OVER THE S.A.S. AND DISTRIBUTION BOX.
7. SEPTIC TANK SANITARY TEE'S SHALL BE CONSTRUCTED OF
SCHEDULE 40 PVC AND SHALL EXTEND A MINIMUM OF 6" ABOVE
THE FLOW LINE AND SHALL BE ON THE CENTERLINE AND
LOCATED DIRECTLY UNDER THE CLEAN OUT MANHOLES.
8. THE INLET PIPE INVERT ELEVATION SHALL BE NO LESS THAN
2 INCHES NOR MORE THAN 3 INCHES ABOVE THE INVERT
ELEVATION OF THE OUTLET PIPE,
9. THE SEPTIC TANK SHALL HAVE A MINIMUM COVER OF 9 INCHES
10. THE OUTLET SANITARY TEE SHALL BE EQUIPPED WITH A GAS
BAFFLE, 4 INCHES IN DIAMETER AND CONSTRUCTED OF 4" PVC
11. ALL PIPES SHALL BE SCHEDULE 40 PVC SEWER PIPE AND
SHALL BE SLOPED 1/4 INCH PER FOOT MIN. EXCEPT FOR THE
FIRST TWO FEET OUT OF THE DISTRIBUTION BOX WHICH SHALL
BE LEVEL
12. CHANGES OR REVISIONS TO SEPTIC DESIGN REQUIRE NOTIFICATION
TO EAS SURVEY INC. FOR B.O.H. AND DESIGN ENGINEERS REVIEW
AND APPROVAL.
13. MAGNETIC TAPE ON ALL COMPONENTS.
DRAIN MANHOLE IN STREET
4.79 NAVD-1988
VARIANCES APPROVED
TITLE 5:
1. 15.211 (1) TO ALLOW THE LEACHING FIELD TO BE 0.5' FROM THE STREET PROPERTY LINE.
2. 15.211 (1) TO ALLOW THE LEACHING FIELD TO BE 10' FROM CRAWL SPACE FOUNDATION IN LIEU OF
20'.
3. 15.211 (1) TO ALLOW THE SEPTIC TANK TO BE REPLACED IN ITS CURRENT LOCATION AT 6' FROM
THE CELLAR WALL IN LIEU OF 10'.
4. 15.212 (1) TO ALLOW 4' OF SEPARATION TO GROUNDWATER IN LIEU OF 5'
5. 15.255 (2) TO ALLOW THE LEACHING AREA TO BE 2' FROM THE FRONT WALL IN LIEU OF 5'.
6. 15.255 (5) TO ALLOW A REDUCTION TO 2' FROM 5' IN THE FRONT LEACHING AREA ALLOWING THE
EXTERIOR OVERDIG TO BE 15.5' WIDE IN LIEU OF 18.5'.
TOWN OF YARMOUTH:
1. (SECTION 3.7) TO ALLOW THE LEACHING AREA TO BE 57' FROM THE WETLANDS IN LIEU OF 100'.
DTH #1 ib
INDICATES DEEP
TEST HOLE
INDICATES
P-1 22" PERC TEST
SYSTEM DESIGN
DESIGN FLOW
3 BEDROOMS AT110 GPB/D 3-I0 GPD
REQUIRED SEPTIC TANK
330 x 2__ _ __660 GAL.
EX. SEPTIC TANK PROV. = _100 --GAL.
PROPOSED PUMP CHAMBER. = _ 6$O --GAL.**
SIZE OF LEACHING FACILITY REQUIRED
DESIGN PERC RATE -___MIN./INCH
LONG TERM APPL. RATE-2.74_GPD/S.F.
SIZE OF LEACHING SYSTEM PROVIDED:
330 _ 0.74 SF/GPD = 446 S.F. MIN. REQ.
USING 24 QUIK-4 INFILTRATORS CHAMBERS
LOW PROFILE UNITS AND NO STONE AROUND
4.73 SF / LF X (3 x 32) = 454 S.F
484 x 0.74 G/SF = 336 GPD
336 GPD PROV > 330 GPD REQ. = 6 GPD RES.
NO (GARBAGE DISPOSAL / GRINDER ALLOWED)
** 650 GALLON PUMP CHAMBER IS SPECIAL ORDER
34" INDICATES ADJ. GROUNDWATER
34" OBSERVED GROUNDWATER
GROUNDWATER ADJUSTMENT
TIDAL ELEVATION 1.6
B.O.H.
AMY VON HONE
SOIL EVALUATOR
ED. STONE
BACKHOE OPERATOR.
(KEVIN) ELLIS BROTHERS
SOIL TYPE: 1
PERC RATE: <2 MIN. PER INCH
LOADING RATE: 0_74 GAL/SF/MIN
D.T.H. #1 ib
DATE: 4-21-16
GROUND ELEV. 4.4
ADJ. GROUNDWATER
A
LOAMY SAND
EL.=3.7
1OYR 4/3
8"
B
22"
LOAMY SAND
1OYR 5/6
EL.=1.6
34"
C
MEDIUM SAND
2.5Y 6/6
EL.=( -3.6
96"
TIDAL ELEVATION 1.6
B.O.H.
AMY VON HONE
SOIL EVALUATOR
ED. STONE
BACKHOE OPERATOR.
(KEVIN) ELLIS BROTHERS
SOIL TYPE: 1
PERC RATE: <2 MIN. PER INCH
LOADING RATE: 0_74 GAL/SF/MIN