HomeMy WebLinkAbout34.228 - Sewage Disposal System DesignTYPICAL SEPTIC TANK: 1,500 GALLON TYPICAL DISTRIBUTION BOX:
SOIL TEST PIT DATA: NOT To SCALE NOT TO SCALE
5. INLET AND OUTLET TEES TO BE CAST IRON, NO. OF OUTLETS: 5
NOTES: 1. SEPTIC TANK SHALL BE STEEL SCHED. 40 PVC OR CAST -IN-PLACE CONCRETE.
TEST PIT 98_1 REINFORCED CONCRETE. TEES TO BE CENTERED UNDER MANHOLE COVER.
GRD. EL. 11.0 INDICATES INDICATES 2. SEPTIC TANK TO WITHSTAND H-10 LOADING FINISHED GRADE
INDICATES 6. RECOMMENDED ANUFACTURER-ROTON00 OR.
GW. EL. 7'0 PERU. OBSERVED �- ESTIMATED UNLESS UNDER PAVEMENT, DRIVES OR APPROVED EQUAL NOTES:
0' - SEASONAL HIGH TRAVELED WAYS WHEREIN H-20 LOADING 2" WALLS
10"
16"
m
Ap, LOAMY SAND
2.5Y 4/1
DRY, FRIABLE
Bw, SAND, 10YR 5/8
FRIABLE, MED. SAND
C, SAND, 2.5Y 5/4-
LOOSE
/4LOOSE MED TO FINE
SAND, NO STONES
31"�-
48"�_
TEST - GROUND WATER
GROUND WATER
SHALL APPLY.
.
1=12.20
REMOVABLE
COVER
I
NEW TOP FOUNDATION
i. DIST. BOX WITHSTAND LOADING
BE SET LEVEL
2'
3. ALL PIPE CONNECTIONS AND CONCRETE
EL= 15.0±
(BRING TO FINISH GRADE)
FOR MIN.
m
, DRIVES OR
UNLESS UNDER PAVEMENT, DRI
40 OR EQUAL
CONSTRUCTION SHALL BE WATERTIGHT.
a2"
HIGH
MIN.
2" P%CBARRR
TRAVELED WAYS WHEREIN H-20 LOADING
-
4. FILL ALL UNUSED KNOCKOUTS WITH
6. REPLACE WITH CLEAN WASHED SAND
o
4" PVCd/^��
�d�
SHALL APPLY.
DATE:
9/24/98
MORTAR.
2-24"
DIA C.I. MIN.) MANHOLE COVERS
<5 % OF No. 4 SIEVE SHALL
j x
15"
2. PROVIDE INLET TEE OR BAFFLE WHERE
3/4"-1 1/2" DOUBLE WASHED STONE
TEE TO BE UNDER BROUG
ISH
T TO FINISH GRADE
- ENGINEER SHALL LOCATE AND STAKE FOOTING
a,
T
SLOPE OF PIPE EXCEEDS 0.08 FT./FT OR
TEST BY:
M.H. OPENING 12"
IN.
6"
5,5" OUTLETS t
8"
IN PUMPED SYSTEM.
THE BSC GROUP, INC.
WITNESSED BY:
28" AMY VON HONE
PERC. RATE:
< 2 MIN./INCH
46" SOIL EVALUATOR
JAMES ES
W BURKE
SOIL CLASS:
I
L. T. A. R.
0.74 G.P.D./SQ.FT.
3
/ %--,
a's" *4 �� atetoe oatof T3. FIRST TWO FEET OF PIPE OUT OF DIST.
RAISE M.H W//.4d/,G�//� " '*//,C 4" $a,'��a� gaen gs`�,� �q�ae,e4° 'a L- BOX TO BE LAID LEVEL.
10'-6" SEWER BRICK<.: •= 2"d: • ' d '� BOTTOM ON LEVEL10'-0" & MORTAR 12"aSTABLE BASE 6" MIN. 3/4" TO4. RECOMMENDED MANUFACTURER-ROTONDO
NORM L WATER LEVE CROSS-SECTION 1 1/2' CRUSHED OR APPROVED EQUAL.
NOTE: STONE BASE
s 3" _
�c PRECAST SEPTIC TANK - - 10" 2D T.
ADJUSTMENT PER WELL #MIW29 = 1.4' 17'` INLET TE e 4'-9"
AS OF 8/31/98, ADJUSTED ELEVATION = 8.4' - - 4,-6" 5'-4"
ADJUSTMENT, = 7.7' S-2. 4'-Q" MIN. ouW E�NDON d 15 1/2 -
UID 1 2 ADJU z
USE - _ -
EP
/ LI U D D
F
Q O•
O )',
�S
TEE
O
I
DATUM:
VERTICAL DATUM: N.G.V.D.
BENCH MARK: TOP OF WOODEN POST = 14.17'
PROFILE: NOT TO SCALE
or
EL= 15.8
.
1=12.20
OUTLETS TO
1=12.40
NEW TOP FOUNDATION
MANHOLES & COVERS AS REQUIRED
BE SET LEVEL
2'
Z
EL= 15.0±
(BRING TO FINISH GRADE)
FOR MIN.
m
< >
40 OR EQUAL
14.D±
a2"
HIGH
MIN.
4" PVC (PERF)
o
ALL TOPSOIL, SUBSOIL AND OTHER
€al"6
6. REPLACE WITH CLEAN WASHED SAND
o
4" PVCd/^��
�d�
_
2"-1 8"-3 8' DOUBLE WASHED
CEMENT
SCH 40
4"PV CH40
<5 % OF No. 4 SIEVE SHALL
z m
UNIFORMITY COEFFICIENT ® No. 4
FINISH GRADE ��
3/4"-1 1/2" DOUBLE WASHED STONE
INSPECTION
#2
- ENGINEER SHALL LOCATE AND STAKE FOOTING
OF RETAINING WALL PRIOR
I-1 00 1=12.65
-3 1=12.57 6" 1= 2.33
Z w
.
1=12.20
I=12.8
1=12.40
z
CONSTRUCTION OF THE SEWAGE
1,500 GALLON
1.500
BY THE YARMOUTH BOARD OF HEALTH.
o <
BOTTOM EL=
PRECAST CONCRETE
5 OUTLET
< >
40 OR EQUAL
SEPTIC TANK
DIST. BOX
HIGH
WATER EL.=7.7
DICAL RETAINING
WALL:
ALL TOPSOIL, SUBSOIL AND OTHER
€al"6
6. REPLACE WITH CLEAN WASHED SAND
4,000 PSI
CONFORMING TO THE FOLLOWING
SIEVE ANALYSIS:
.-,
CEMENT
CONCRETE
\
<5 % OF No. 4 SIEVE SHALL
I 10 I AT 28 -DAY.
�
UNIFORMITY COEFFICIENT ® No. 4
FINISH GRADE ��
I I
INSPECTION
#2
2" CL.
#7 @ 12"
O.C. -
3" x 6" CONT. KEY
#6 ® 10" E.W. �
3" CL.
EXPOSED FACE SHALL. BE
-#4®18" VERTICALLY STRIATED OR FLUTED
TO PREVENT GRAFFITI (1"'DEEP
E.W. BY 2" WIDE MIN.)
4'-8" MAX.
2" CL.
EXISTING
GROUND
iM
I
N
4'-1 12" 6"
LES SHALL NO
E PROVIDED.
BREAKOUT HQBARRIER BDETAIL
NOT TO SCALE
4" LOAM
ELEV. = 14.0± 3
4" LOAM & SEED 1
9" COMMON FILL 4
6" 0
ELEV. = 12.7terse! 12"
2" PEASTONE
O -�
. T FRS�I'F/r' pVFFO
6" OF 3/4" - 1 1/2" STONE C 6
ELEV. = 11.7 DRQ/Fj�
N
I CLEAN WASHED SAND
o .
IELEV. = 9.7
PLAN VIEW
��BI TOT
c BOTTOM N LEVEL STABLE BASE O:V$
d C.�Y/h _ N 7 1/2
6" MIN. 3/4" TO / CRO S -SECTION VIEW //fid\ PLAN VIEW
1 1/2" STONE
5. ALL PIPE CONNECTIONS AND CONCRETE
CONSTRUCTION SHALL BE WATERTIGHT.
6. FIT BREAKOUT BARRIER SNUG AROUND
- X INF
D BOX AND USE EPDXY RES OR WATER
TIGHT SEAL.
7. FILL ALL UNUSED KNOCKOUTS WITH MORTAR.
I I \\
I \
! TOP OF WOOD
POST EL.
/ \ 14.17' NGVD
I \
BREEZY p
OINT�-- --� �
ROAD W.G. �
o PRIVATELAN \
O
40' TOWN LAYOUT ....
� I t
NTS AND SCHEDULE:�\ J
TYPICAL LEACHING FIELD:
NOT TO SCALE
36" MAX .COVER
FINISHED GRADE
1^
Ono�tfa4eett-' eaD�e4Kt-a><° a 'l nO�.a1 Ofi�t SnP�at"4fO9�t P�a ,9fOtOY •°O.I
\//
CAP ENDS
�V�-D4PVC- �
of Po f a 0 o enQ°"TfPQof6' DEPTH/;r
Ot OLL O'{
\ \ LEVEL BOTTOM \
r 25'
PROFILE
36" MAX. - 12" MIN. COVER
2% MIN. FINISH GRADE 4" MIN. LOAM & SEED
3d MAXIMUM INN
v
\ J .,.. o+ac o f do��� o♦ a ¢� o t,. a .. o t� T
�ip•
6• typo °t:W6 i"W°o r
RP Ufiy a °tea 2" 'MIN. OF 1/8" TO
r ..° t.,°o t <hepvr ° t ., eft• °o to°o t aPa °.Pa°- TPP 1/2" WASHED STONE
I _ S I _ 3' 1 3' I 3' I 3'
T (� T _
-3/4" TO 1 1/2" DOUBLE CROSS-SECTION
WASHED ST;NE (NO FINES)
INVERT ELEVATIONS:
PROPOSED FINISHED FLOOR 15.8
4" INVERT AT BUILDING (PROPOSED) 13.00
(DWELLING TO RAISED 3.5')
4" INVERT AT SEPTIC TANK (IN) 12.80
4" INVERT AT SEPTIC TANK (OUT) 12.65
4" INVERT AT DIST. BOX (IN) 12.57
4" INVERT AT DIST. BOX (OUT) 12.40
INVERTS AT LEACHING FACILITY:
4" INVERT AT BEGINNING
OF LEACHING FIELD 12.33
4" INVERT AT END
OF LEACHING FIELD 12.20
ELEVATION AT BOTTOM
OF LEACHING FIELD 11.7
ESTIMATED GROUNDWATER
ELEVATION 7.7
GROUNDWATER ADJUSTED PER WELL
#MIW 29, DATED 8/20/98
DESIGN CRI I Rip.%.
DESIGN FLOW:
,_3- BEDROOMS AT110G.P.B./D 330 G.P.D.
INSTALLATION OF THE SEWAGE DISPOSAL SYSTEM SHALL BEI
SPECTED BY THE DESIGN
\
2. 12/3/98 3 -BEDROOM
GENERAL NOTES:
1. THIS PLAN IS FOR DESIGN AND
CONSTRUCTION OF THE SEWAGE
ENGINEER AND
BY THE YARMOUTH BOARD OF HEALTH.
MATERIALS SHALL CONFORM TO MASS.
D.E.P TITLE 5 AND LOCAL BOARD
OF HEALTH REGULA110i•iS.
3. ALL PIPES LOCATED UNDER PAVEMENT
OR TRAVELED WAY SHALL BE SCHEDULE
40 OR EQUAL
T"
INSPECTION
# 1
_ REQUIRED
- ENGINEER SHALL INSPECT WHEN THE
EXCAVATION IS COMPLETE.
\
ALL TOPSOIL, SUBSOIL AND OTHER
€al"6
6. REPLACE WITH CLEAN WASHED SAND
CONCRETE RETAINING WALL
CONFORMING TO THE FOLLOWING
SIEVE ANALYSIS:
10% (MAX) BY WT. SHALL
PASS No. 50 SIEVE
<10 % OF No. 4 SIEVE SHALL
\
<5 % OF No. 4 SIEVE SHALL
PASS No. 200
UNIFORMITY COEFFICIENT ® No. 4
_
TOP OF WALL - 13.0
7. EXISTING UTILITIES WHERE SHOWN
INSPECTION
#2
- ENGINEER SHALL LOCATE AND STAKE FOOTING
OF RETAINING WALL PRIOR
:a. .=
AND THE APPLICABLE UTILITY
COMPANY AND MAINTAINING THE
EXISTING UTILITY SYSTEM IN SERVICE.
iG (SEE DETAIL)
THE STATE OF MASSACHUSETTS
STATUTE CHAPTER 82, SECTION 409
AT TEL 1-800-322-4844. THE
POURING.TO
THEIR ACCURACY OR THAT ALL -
UTILITIES AND SUBSURFACE STRUCTURES
ELEVATIONS OF UNDERGROUND UTILITIES
TAKEN FROM RECORD PLANS. THE '.
BUFFER
LOCATION AND INVERTS OF UTILITIES
INSPECTION
#3
- ENGINEER SHALL INSPECT FOOTING LOCATION
AND REBAR PRIOR TO
WATER SERVICE TO
h
4�
S. THIS SYSTEM IS NOT DESIGNED FOR
THE USE OF A GARBAGE GRINDER.
POURING OF WALL.
< A GARBAGE GRINDER IS NOT.
BE RELOCATED AND
1`I
RECOMMENDED DUE TO RECOGNIZED
ADVERSE IMPACTS TO THE LEACHING
INSPECTION
#4
-ENGINEER SHALL INSPECT WHEN CLEAN FILLSLEEVED
WITH A PERCOLATION
WITH
WATER TIGHT PIPING,,
I
s
ED..L
f .
~'
The BSCL Group, Inc.
" �A
RATE OF LESS THAN TWO (2) MINUTES PE
INCH HAS BEEN
293 WASHINGTON STREET
I
(781) 659-7981
PROJECT TITLE:
' ,/
SYSTEM DESIGN
108 BREEZY
POINT ROAD
PROPERLY DEPOSITED.
-
5 LIMIT. OF EXCAVATION---'
PREPARED FO
108 BREEZY POINT ROAD
S. YARMOUTH, MA 02664
INSPECTION
#5
- ENGINEER SHALL INSPECT THE COMPONENT3
OF THE SEPTIC SYSTEM
BREAKOUT BARRIER
DWG NO. 5113-02
SHEET 1 OF 1
JOB NO. 4-8021.00
AND THE BREAKOUT BARRIER WHEN THEY
AVE BEEN INSTALLED.1
1500 GAL
SEPTIC TANK
THE DESIGN
ENGINEER SHALL CERTIFY TO THE YARMOUTH HE
LTH DEPARTMENT THAT
a
•,\
# 106
THE RETAINING
WALL, SEPTIC SYSTEM, AND BREAKOUT BARRI
R HAVE BEEN INSTALLED
ACCORDING
TO
THE ENGINEERED PLAN.
cj
EROSION
CONTROL
# 110
NO"' BARRIER
sk
EXISTING CESSPOOL
TO BE PUMPED, FILLED
/WITH CGNn 4Nn ARGNn
LOCAL UPGRADE APPROVAL REQUESTED:
TITLE 5 VARIANCES:
1. 310 CMR 15.211(1): MINIMUM SETBACK DISTANCES
A. A SETBACK OF 6' FROM THE PROPERTY LINE TO THE DOE
OF THE SOIL ABSORPTION SYSTEM.
B. A VARIANCE IS REQUESTED TO ALLOW A SETBACK OF '
FROM THE ABSORPTION FIELD TO THE WATER LINE.
2. 310 CMR 15.212: DEPTH TO GROUNDWATER PLAN VIEW - `'"ASTAL BANK
A VARIANCE IS REQUESTED TO ALLOW 4' OF SEPARATION
BETWEEN THE BOTTOM OF THE STONE UNDERLYING THE�{ MAP 29 PARCEL T44
LEACHING FIELD AND THE HIGH GROUNDWATER, ELEVATION SCALE: 1 20 FEET 47,400 S.F.
UPLAND 6,817 S.F.
0 10. 20 40 FT,
REQUIRED SEPTIC TANK:
200% @ 330 GPD 660 GAL.
SEPTIC TANK PROVIDED: = 1500 GAL.
SIZE OF LEACHING FACILITY REQUIRED:
DESIGN PERC. RATE: 5 MIN./ INCH
LONG TERM APPL. RATE 0.74 G.P.D/S.F.
330/0.74 = 446 S.F.
SIZE OF LEACHING FACILITY PROVIDED:
25' X 18' LEACHING FIELD
25' X 18' = 450 S.F. > 446 S.F.
450 S.F. X 0.74 GPD/S.F. = 333 GPD
LOCUS PLAN: NO SCALE
1 °8 WILLOW ST.
o:
LOCUS /
m�
REVISIONS
NO. DATE DESCRIPTION
1. 10/26/98 BOH REVISIONS
2. 12/3/98 3 -BEDROOM
GENERAL NOTES:
1. THIS PLAN IS FOR DESIGN AND
CONSTRUCTION OF THE SEWAGE
DISPOSAL FACILITY ONLY.
2. ALL CONSTRUCTION METHODS AND
MATERIALS SHALL CONFORM TO MASS.
D.E.P TITLE 5 AND LOCAL BOARD
OF HEALTH REGULA110i•iS.
3. ALL PIPES LOCATED UNDER PAVEMENT
OR TRAVELED WAY SHALL BE SCHEDULE
40 OR EQUAL
4. THERE ARE NO KNOWN PRIVATE WELLS
LOCATED WITHIN 1 F
50 FT 0 THE
PROPOSED LEACHING FACILITY NOR
ANY KNOWN WELLS PROPOSED WITHIN
150' OF ANY KNOWN LEACHING FACILITY.
5. WITHIN LIMIT OF EXCAVATION REMOVE.
ALL TOPSOIL, SUBSOIL AND OTHER
IMPERVIOUS MATERIAL
6. REPLACE WITH CLEAN WASHED SAND
OR OTHER CLEAN GRANULAR SOILS
CONFORMING TO THE FOLLOWING
SIEVE ANALYSIS:
10% (MAX) BY WT. SHALL
PASS No. 50 SIEVE
<10 % OF No. 4 SIEVE SHALL
PASS No. 100
<5 % OF No. 4 SIEVE SHALL
PASS No. 200
UNIFORMITY COEFFICIENT ® No. 4
SIEVE </=6.0
7. EXISTING UTILITIES WHERE SHOWN
IN THE DRAWINGS ARE APPROXIMATE.
THE CONTRACTOR SHALL BE RESPON-
SIBLE FOR PROPERLY LOCATING AND
COORDINATING THE PROPOSED CON-
STRUCTION ACTIVITY WITH DIG -SAFE'
AND THE APPLICABLE UTILITY
COMPANY AND MAINTAINING THE
EXISTING UTILITY SYSTEM IN SERVICE.
DIG -SAFE SHALL BE NOTIFIED PER
THE STATE OF MASSACHUSETTS
STATUTE CHAPTER 82, SECTION 409
AT TEL 1-800-322-4844. THE
ENGINEER DOES NOT GUARANTEE
THEIR ACCURACY OR THAT ALL -
UTILITIES AND SUBSURFACE STRUCTURES
ARE SHOWN. LOCATIONS AND
ELEVATIONS OF UNDERGROUND UTILITIES
TAKEN FROM RECORD PLANS. THE '.
CONTRACTOR SHALL VERIFY SIZE,
LOCATION AND INVERTS OF UTILITIES
AND STRUCTURES AS REQUIRED PRIOR
TO THE START OF CONSTRUCTION.
S. THIS SYSTEM IS NOT DESIGNED FOR
THE USE OF A GARBAGE GRINDER.
< A GARBAGE GRINDER IS NOT.
RECOMMENDED DUE TO RECOGNIZED
ADVERSE IMPACTS TO THE LEACHING
FACILITY.
ED..L
f .
The BSCL Group, Inc.
" �A
+3 k
293 WASHINGTON STREET
NORWELL, MA 02061
(781) 659-7981
PROJECT TITLE:
SEWAGE DISPOSAL
SYSTEM DESIGN
108 BREEZY
POINT ROAD
SOUTH YARMOUTH
O
JAMESW
BURKE
CIIAL
No.38418
PREPARED FO
LYNN & PETER LANDRY
108 BREEZY POINT ROAD
S. YARMOUTH, MA 02664
DATE: SEPTEMBER 24, 1998
COMP./DESIGN: J. BURKE
CHECK: J. BURKE
DRAWN: PH/NR/MM
FILE NO. 8021SEP2.DWG
DWG NO. 5113-02
SHEET 1 OF 1
JOB NO. 4-8021.00
l /7 -S�_ (1595 )