HomeMy WebLinkAbout13 Route 6A - SewageDisposal System Design Repair 2SOIL TEST PIT DATA: NOVEMBER 22, 2005
TEST PIT fiL TEST PIT -#j
GRD. EL. 105.6 GRD. EL 96.5
HIGH GW. N/A EST. HIGH GW. EST. HIGH GW. 96.5 EST. HIGH GW. HIGH GROUNDWATER COMPUTATION
SANDY
101D'RYP5%3M
LOAMY SAND
1OYR56
EL = 102.85
COARSE.1 SAND
2.5Y 6/6
C-2
MED. SAND
2.5Y 7/4
EL = 96.85
BOG IRON
SANDY LOAM
NO G.WATER
EL = 93.6 144
VARIANCES REQUESTED: SEPTIC TANK DETAIL:
1,500 GALLON H-10 WATERPROOF AT FACTORY
NONE:
BUOYANCY CALCULATION:
BUOYANCE FORCE = 2.7 X 62.4 Ib/cf X 5.66' X 10.5' = 10,012 LBS
WEIGHT OF TANK ='11,480 LBS
WEIGHT OF SOIL (1' X 5.66' X 10.5') X 85 ib/cf = 5,070 LBS
11,480 LBS + 5,070 LBS = 16,550 LBS > 10,012 LBS - OK
NOTES:
FLOOR PLANS: 1. REINFORCEDKCOSHALL BE
NCRETE. STEEL
2. SEPTIC TANK TO WITHSTAND H-10 LOADING
3. ALL PIPE CONNECTIONS AND CONCRETE
SEE ATTACHED: CONSTRUCTION SHALL BE WATERTIGHT.
4. FILL ALL UNUSED KNOCKOUTS WITH
MORTAR.
5. INLET AND OUII- T TEES TO BE CAST IRON,
SCHED. 40 PVC OR CAST -IN-PLACE CONCRETE
- TEES TO BE CENTERED UNDER MANHOLE COVER.
INVERT ELEVATIONS:
PRECAST, SEPTIC TANK
TOP OF FOUNDATION - 100.80 A _ _
4" INVERT AT PIPE (LOWER) 99.10 B _ - 5-2'
4" INVERT AT SEPTIC TANK (IN) 98.30 C ��// 5'-8"
4" INVERT `AT SEPTIC TANK(OUT) 98.05 D GW. 74.6
( )
4" INVERT AT PUMP CHAMBER (IN) 97.75 E PLAN VIEW BOT. EL 72.7
4" INVERT AT PUMP CHAMBER (OUT) 97.50 F NOT TO SCALE
4" INVERT AT DIST. BOX (IN) 102.44 G 12-21" DIA MANHOLE COVERS TO WITHIN
4" INVERT AT DIST. BOX (OUT) 102.27 H TEE TO BE UNDER 6' OFF FINISH GRADE
M. H. OPENING
INVERTS AT LEACHING FACILITY: / 7z ' .F-3'
12" MIN. II r 4.
RAISE M H Wle
LCOVE
4" INVERT AT BEGINNING
DATE:
EL 96_5_
r-
�_
DATE:
BASED ON TP#1)
4" INVERT AT END
11/22/05
OF LEACHING FIELD
102.00 K
-_I
11/22/05
OF LEACHING FIELD
101.50 L
21"
TEST BY:
APPROX. 24" COVER
NOTES:
5. WITHIN LIMIT OF EXCAVATION REMOVE
TEST BY-
DEPTH To WATER
2.4
PUMP OFF EL = 94.8
BSC GROUP, INC. ;
DISCHARGE
10% (MAX) BY WT. SHALL
;
BSC GROUP, INC.
INDEX WELL AIW-247
<5 % OF No. 4 SIEVE SHALL
iWATER
WITNESSED BY:
2.
A
2" GALV. UNION
WITNESSED BY:
LEVEL. RANGE ZONE
B
33"
;
LYNN MULKEEN
2" SCH 80
3.
;
LYNN MULKEEN
CURRENT DEPTHONDEX WELL(11/05)
23.2
PIPE
ENGINEER DOES NOT GUARANTEE
OVERLAY DISTRICT. NOT A ZONE II
3 MERCURY FLOAT
4.
RAISE MANHOLE TO FINISH GRADE WITH
WATER LEVEL ADJUSTMENT
2.5
SEWER BRICK AND MORTAR. FULL OUTER
PERC. RATE
; ;
MORTAR PARGE TO PROVIDE WATER
21
PERC. RATE
I DEPTH TO ADJUSTED HIGH WATER
0.0
ADVERSE IMPACTS TO THE LEACHING
-2-MIN./INCH
(MODEL MYERS)
B
POWER CABLES TO BE PLACED IN
MIN./INCH
SCALE: 1' =
20 FEET
657 Main Street, Unit 6
SOIL EVALUATOR
' EL
t
94.1
29„
- ;
SOIL EVALUATOR
100.07 ASSUMED
REPAIR
49"
,
C. FIELD
- =-
EL
------------
- 93.8
33
C. FIELD
INDICATES FM
INDICATES
DATE: DECEMBER 14, 2005
SOIL CLASS:
ADD 2" TEE AT END
C
FIELD: D.G. / J.McC.
SOIL CLASS:
y ESTIMATED
= SEASONAL HIGH
PERCTEST.
JOB NO.4-8901.00
1
1
GROUND WATER
63"
FOR MIN. 2' FINISH GRADE
L 105. ELEVATION 103.5
LT.A.R.
L.T.A.R.
INDICATES
INDICATES
0.74 G.P.D./SQ.FT.
0.74 G.P.D./SQ.FT.
lu OBSERVED ❑
UNSUITABLE
105"
GROUND WATER
E
MATERIAL
117"
EL
= 86.5
120"
1
"
EL = 93.6 144
VARIANCES REQUESTED: SEPTIC TANK DETAIL:
1,500 GALLON H-10 WATERPROOF AT FACTORY
NONE:
BUOYANCY CALCULATION:
BUOYANCE FORCE = 2.7 X 62.4 Ib/cf X 5.66' X 10.5' = 10,012 LBS
WEIGHT OF TANK ='11,480 LBS
WEIGHT OF SOIL (1' X 5.66' X 10.5') X 85 ib/cf = 5,070 LBS
11,480 LBS + 5,070 LBS = 16,550 LBS > 10,012 LBS - OK
NOTES:
FLOOR PLANS: 1. REINFORCEDKCOSHALL BE
NCRETE. STEEL
2. SEPTIC TANK TO WITHSTAND H-10 LOADING
3. ALL PIPE CONNECTIONS AND CONCRETE
SEE ATTACHED: CONSTRUCTION SHALL BE WATERTIGHT.
4. FILL ALL UNUSED KNOCKOUTS WITH
MORTAR.
5. INLET AND OUII- T TEES TO BE CAST IRON,
SCHED. 40 PVC OR CAST -IN-PLACE CONCRETE
- TEES TO BE CENTERED UNDER MANHOLE COVER.
INVERT ELEVATIONS:
PRECAST, SEPTIC TANK
TOP OF FOUNDATION - 100.80 A _ _
4" INVERT AT PIPE (LOWER) 99.10 B _ - 5-2'
4" INVERT AT SEPTIC TANK (IN) 98.30 C ��// 5'-8"
4" INVERT `AT SEPTIC TANK(OUT) 98.05 D GW. 74.6
( )
4" INVERT AT PUMP CHAMBER (IN) 97.75 E PLAN VIEW BOT. EL 72.7
4" INVERT AT PUMP CHAMBER (OUT) 97.50 F NOT TO SCALE
4" INVERT AT DIST. BOX (IN) 102.44 G 12-21" DIA MANHOLE COVERS TO WITHIN
4" INVERT AT DIST. BOX (OUT) 102.27 H TEE TO BE UNDER 6' OFF FINISH GRADE
M. H. OPENING
INVERTS AT LEACHING FACILITY: / 7z ' .F-3'
12" MIN. II r 4.
RAISE M H Wle
LCOVE
4" INVERT AT BEGINNING
TOP EL = 99.00
OF LEACHING FIELD
102.13 J
BREAKOUT ELEVATION
102.63
4" INVERT AT END
TO WALL
OF LEACHING FIELD
102.00 K
ELEVATION AT BOTTOM
~ o
OF LEACHING FIELD
101.50 L
ADJUSTED GROUNDWATER
96.5 M
PUMP POWER
& FLOAT
CONTROL -
CABLES -
INLET j
TEE +
8'-0"
FIN. GR. EL = 100-101 orcvv
TOP EL = 99.00
STONE
FROM SEPTIC
INV.=97.75 TANK
SECURE CHAIN
= GPM
TO WALL
ADJ. G.W. 96.5
EMER. a
i STOR.
ALARM ELEV.=95.6
~ o
- (TOWN WATER)
to
5" m
PUMP ON EL =
no
APPROX. 24" COVER
NOTES:
5. WITHIN LIMIT OF EXCAVATION REMOVE
1.
cr
�!5-
2" PVC
PUMP OFF EL = 94.8
Q IL w m
DISCHARGE
10% (MAX) BY WT. SHALL
PASS No. 50 SIEVE
PIPE INV 76.80
PASS No. 100
<5 % OF No. 4 SIEVE SHALL
1_J
SEWER BRI
& MORTARINV 98.30
rz
4'-6' 4'-0" MIN.
Z LIQUID DEPTH -
96.5 �-
w
- °•eve::•-:tea::�e�-
BOTTOM 93 8
14.111N15'1," 1
a"m�a) ���
a•
�e BOTTOM ON LEVEL STABLE BASE
6" MIN. 3/4" TO &*v%w " CROSS-SECTION VIEW
1 1/2' STONE
101&-Mlexg-•Lxfl91i1LI.6�
DESIGN FLOW TO CHAMBER = 440 GPD
REQ'D EMERGENCY STORAGE = 440 GAL
EMERGENCY STORAGE PROV'D = GAL
NUMBER OF DOSING CYCLES = 4 PER DAY
DEPTH PER CYCLE = INCHES
5"x4' -4"x8' -0"x7.48 GAL/CF =
DESIGN TDH
STONE
= �ETL/DOSE
DESIGN GPM
DISPOSAL FACILITY ONLY.
= GPM
C.I. MANHOLE COVER
NOT
TO
FINISH GRADE BOLT ON COVERS
40 GPM ® 5' MH
- (TOWN WATER)
4. THERE ARE NO KNOWN PRIVATE WELLS
LOCATED WITHIN 150 FT. OF THE
PARCEL: 25.1
APPROX. 24" COVER
NOTES:
5. WITHIN LIMIT OF EXCAVATION REMOVE
1.
PUMP CHAMBER TO WITHSTAND
2" PVC
OR OTHER CLEAN GRANULAR SOILS
H-10 LOADING
DISCHARGE
10% (MAX) BY WT. SHALL
PASS No. 50 SIEVE
PIPE INV 76.80
PASS No. 100
<5 % OF No. 4 SIEVE SHALL
PASS No. 200
2.
WATERPROOF AT FACTORY
2" GALV. UNION
IN THE DRAWINGS ARE APPROXIMATE.
OR APPROVED EQUAL
CHECK VALVE
COORDINATING THE PROPOSED CON-
STRUCTION ACTIVITY WITH DIG -SAFE
2" SCH 80
3.
ALL PIPE CONNECTIONS AND CONCRETE
PVC THREADED
GROUNDWATER
CONSTRUCTION SHALL BE WATERTIGHT.
PIPE
ENGINEER DOES NOT GUARANTEE
OVERLAY DISTRICT. NOT A ZONE II
3 MERCURY FLOAT
4.
RAISE MANHOLE TO FINISH GRADE WITH
LEVEL CONTROLS
CONTRACTOR SHALL VERIFY SIZE.
SEWER BRICK AND MORTAR. FULL OUTER
AND STRUCTURES AS REQUIRED PRIOR
PANEL #250015 0003 C
MORTAR PARGE TO PROVIDE WATER
°aa YDROMATIC SUBMERSIBLE
VIEW
TIGHT SEAL
a4 SEWAGE PUMP SRM -4
ADVERSE IMPACTS TO THE LEACHING
FACILITY.
(MODEL MYERS)
5.
POWER CABLES TO BE PLACED IN
6" MIN. 3/4" TO 1
1/2"
STONE
OR EQUIVALENT CONDUIT IN. ACCORDANCE WITH LOCAL
MAP 112
DISPOSAL FACILITY ONLY.
2. ALL CONSTRUCTION METHODS AND
LOCATED UNDER MH BUILDING AND WIRE CODES.
NOT
TO
SCALE
40 GPM ® 5' MH
M
ISTRIBUTION BOX DETAIL:
NOT TO SCALE
NO. OF OUTLETS 5
FINISHED GRADE
REMOVABLE 2" WALLS
COVER
2 Px BAMM
1
INLET
TEE j 75 1/2'
T T.
6" 5,5" OUTLETS
g°b4°Ae� 4°ao�a �� o4,°ao4°fig L- 2.
BOTTOM ON LEVEL �
STABLE BASE 11 1%2 CRUSHED
CROSS-SECTION STONE BASE
3)1/2-
TEE
)1/2'TEE
PRECAST DIST.
807
T T T
7 1;'
PLN VIEW
NOTES:
1. DIST. BOX TO WITHSTAND H-10 LOADING
UNLESS UNDER PAVEMENT, DRIVES OR
TRAVELED WAYS WHEREIN H-20 LOADING
SHALL APPLY.
2. PROVIDE INLET TEE OR BAFFLE WHERE
SLOPE OF PIPE EXCEEDS 0.08 FT./FT OR
IN PUMPED SYSTEM.
3. FIRST TWO FEET OF PIPE OUT OF DIST.
BOX TO BE LAID LEVEL
4. ALL PIPE CONNECTIONS AND CONCRETE
CONSTRUCTION SHALL BE WATERTIGHT.
5. FILL ALL UNUSED KNOCKOUTS WITH MORTAR.
------------- E 6A - HALLETT ROAD ---- ------
ROU � _ __------®-
OHW
----- - --- \ / e 0HW
- _ - - -- - - - -' - oh --= OH --- - % I
------ OHW orw----- OHW 109.26- - - - - - - II
- -- oHw - oHw r /N85'56'40"_ \ l
011 1 1 1 11
Tpfl Iry
.3p"ti i I 1 1 1 1
\ / I �,✓ I 1 1 0��
/ / r
LEACHING FIELD DETAIL: NOT TO SCALE
36" MAX .COVER
MINIMUM 2% CROSS SLOPE FINISHED GRADE
_ CAP ENDS
4" PVC o a •e =�foe PFS
��aa SS�F( 40 gYC S= 005'4',
6• LEPTH
�ea�f }tePPacq��e�a ea�6�
LEVEL BOTTOM
F-- 30'
EACH SIDE
PROFILE
36' MAX. - 12" MIN. COVER
�2% MIN. FINISH GRADE 4" MIN. LOAM & SEED
LOAM & SEED DISTURBED AREAS
5' MI 1 5' MIN
�0 MIN. OF 1/80 TO
6' q°pc`hPa3`°P41$ �°P° ° ` ° °�`+°e 1/2' WASHED STONE
ti i d e. e0p04 ° 0�4- °�-
f ---4' ;---I 4' I 4' T 4-I
To 1-1/,"CROSS-SECTION
DOUBLE wasHEa
STONE (NO FlNES)
DESIGN CRITERIA:
DESIGN FLOW:
4 BEDROOMS AT110G.P.B./D 440 G.P.D.
REQUIRED SEPTIC TANK:
440 X 200% = 880 GAL.
SEPTIC TANK PROVIDED: = 1500 GAL.
1 \ �i
1 1 I ` � SIZE OF LEACHING FACILITY REQUIRED:
1
o I \\� �// / 0 o�
� -9� DESIGN PERC. RATE: <2 MIN./ INCH
o\� / f 1 0 �98, LONG TERM APPL RATE 0.74 G.P.D/S.F.
cNi
`O SIZE OF LEACHING FACILITY PROVIDED:
3 I
440 GPD + 0,74 SF/GPD = 595 S.F.
r
USE LEACHING FIELD
Ld\\ \PROPOSED 1 /� TPROPC�SE DXWELLNG 3 BEITT❑M. 20' x 30' = 600 S.F
co ` �� 1009S�ALLON 9g ADDI t]N INV I "v
o ``��7 PUMP CHAMBER L` 1 99.1 I M 600 S.F X 0.7.4- SF/GPD = 444 GPD
%
Z 102.9 ?� \ \ / �7 99.5 1 NOTE:
�` �1 I ALL EXISTING LOCUS INFORMATION
RO�OSED ��" _ \�fi 02.3 �- /
SEPTIC COMPONENTS
\
\I PROP SED
1500 LLON \ \
/ SEPTIC NK\ PROPOSED
2• `\ 2 CAR
; \\GARAGE
\ 10.0 \ \ \ \\
�N \
\ \ Q
\ \ o\ \ \
0 \ X 102.4\\
\ \ \ PROPOSED 1 \
� \ \
X \\ 8.$' \\ "D" Bad
I 109.1 ',709, \ 1 1
\ \\ X 104.17 0 0
I I
MAP 112 109.9
PARCEL 25.2 107.7 \ \ \I I I
(TOWN WATER) \ r I
159.80,
NZg73,s5"w l\ j
LOCUS PLAN: NO SCALE
9
�O
vd
N 7L
tr` 6A
A LOCUS
�2
�0,A OGS <<O
<O ��
I c' TO BE REMOVED CURRENT OWNER: FRANK B. GOUDEY
I FROM SITE IN
ACCORDANCE WITH TITLE REFERENCE: DEED BOOK 1172, PAGE 291
T TITLE 5.
EXISTING
BAR/GAR.
PROFILE: NOT TO SCALE:
MANHOLE COVERS AS REQUIRED
A (BRING TO FINISH GRADE)
= 4" PVC SCH 40
4" PVC
SCH 40
I=
1= C
93.8
�t
1,500 GALLON1,D00 GALLON
PRECAST CONCRETE PRECAST CONCRETE
SEPTIC TANK PUMP CHAMBER
6" STONE BASE
4" PVC
WASHED SiONE" 102.63
I UH Uy
0Sz., f
_ LEACHING FIELDIj
walA'.
BOT£LEV.=}L-
I=F
SAND FILL, SEEADJUSTED
NOTES 5 & 6 6' STONE BASE GROUNDWATER = M
93.50 000 GALLON H-10 PUMP CHAMBER:
BUOYANCE FORCE _ (30') X 62.4 Ib/cf X 4.8' X 8.5 = 7,637 LBS
WEIGHT OF TANK = 8,21-0 LBS
WEIGHT OF SOIL = (1' ) 5.3' X 9') X 85 Ib/cf = 4,054 LBS
8,240 LBS + 4,054 LBS = 12,294 LBS > 7,637LBS - OK
�I
%11.11 Y.Y Iw Tis: s
REVISIONS
NO. DATE DESCRIPTION
GENERAL NOTES:
PLAN REFERENCE: PLAN BOOK 553, PAGE 21
MAP 112
DISPOSAL FACILITY ONLY.
2. ALL CONSTRUCTION METHODS AND
MATERIALS SHALL CONFORM TO MASS.
PARCEL 22
OF HEALTH REGULATIONS.
3. ALL PIPES LOCATED UNDER PAVEMENT
RS MAP: 112 ASSESSORS
- (TOWN WATER)
4. THERE ARE NO KNOWN PRIVATE WELLS
LOCATED WITHIN 150 FT. OF THE
PARCEL: 25.1
5.08'
150' OF ANY KNOWN LEACHING FACILITY.
5. WITHIN LIMIT OF EXCAVATION REMOVE
RESIDENTIAL ZONE: R-40
N76;3g52"W
6. REPLACE WTH CLEAN WASHED SAND
OR OTHER CLEAN GRANULAR SOILS
SETBACKS: FRONT
SIEVE ANALYSIS:
10% (MAX) BY WT. SHALL
PASS No. 50 SIEVE
20'
PASS No. 100
<5 % OF No. 4 SIEVE SHALL
PASS No. 200
REAR 20'
IMINIMUM
7. EXISTING UTILITIES WHERE SHOWN
IN THE DRAWINGS ARE APPROXIMATE.
LOT SIZE: 40,000 S.F.
SIBLE FOR PROPERLY LOCATING AND
COORDINATING THE PROPOSED CON-
STRUCTION ACTIVITY WITH DIG -SAFE
EXISTING LOT SIZE: 40,044t S.F.
S'
EXISTING U11UTY SYSTEM IN SERVICE.
DIG -SAFE SHALL BE NOTIFIED PER
GROUNDWATER
N
AT TEL 1-800-322-4844. THE
ENGINEER DOES NOT GUARANTEE
OVERLAY DISTRICT. NOT A ZONE II
UTILITIES AND SUBSURFACE STRUCTURES
ARE SHOWN. LOCATIONS AND
ELEVATIONS OF UNDERGROUND UTILITIES
FLOOD ZONE: C.
CONTRACTOR SHALL VERIFY SIZE.
LOCATION AND INVERTS OF UTILITIES
AND STRUCTURES AS REQUIRED PRIOR
PANEL #250015 0003 C
PLAN
VIEW
DATUM: VERTICAL DATUM:
BENCHMARK
ADVERSE IMPACTS TO THE LEACHING
FACILITY.
9. EXISTING I? VERTS ARE TO BE CHECKED BY
ASSUMED
TOP OF CONCRETE
ANY FIELD CHANGES THAT MAY BE
SCALE: 1' =
20 FEET
657 Main Street, Unit 6
BOUND. ELEVATION
02673
508 778 8919
PROJECT TITLE:
BENCH MARK SET:
100.07 ASSUMED
REPAIR
0 10 20
40
TOP OF CONCRETE
MASSACHUSETTS
PREPARED FOR:
I
BOUND. EL = 100.07
HARWICH, MA 02645
DATE: DECEMBER 14, 2005
NOTE CONCRETE COVERS TO WITHIN
ADD 2" TEE AT END
OF FORCE MAIN
FIELD: D.G. / J.McC.
6 TO FINISH GRADE
DWG NO. XXXXXX
SHEET 1 OF 1
JOB NO.4-8901.00
FIRST PIPE LENGTH
TO BE SET LEVEL
FOR MIN. 2' FINISH GRADE
L 105. ELEVATION 103.5
1,500 GALLON1,D00 GALLON
PRECAST CONCRETE PRECAST CONCRETE
SEPTIC TANK PUMP CHAMBER
6" STONE BASE
4" PVC
WASHED SiONE" 102.63
I UH Uy
0Sz., f
_ LEACHING FIELDIj
walA'.
BOT£LEV.=}L-
I=F
SAND FILL, SEEADJUSTED
NOTES 5 & 6 6' STONE BASE GROUNDWATER = M
93.50 000 GALLON H-10 PUMP CHAMBER:
BUOYANCE FORCE _ (30') X 62.4 Ib/cf X 4.8' X 8.5 = 7,637 LBS
WEIGHT OF TANK = 8,21-0 LBS
WEIGHT OF SOIL = (1' ) 5.3' X 9') X 85 Ib/cf = 4,054 LBS
8,240 LBS + 4,054 LBS = 12,294 LBS > 7,637LBS - OK
�I
%11.11 Y.Y Iw Tis: s
REVISIONS
NO. DATE DESCRIPTION
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 REGULATIONS.
3. ALL PIPES LOCATED UNDER PAVEMENT
OR TRAVELED WAY SHALL BE SCHEDULE
40 OR EQUAL
4. THERE ARE NO KNOWN PRIVATE WELLS
LOCATED WITHIN 150 FT. OF 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 WTH 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 0 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 U11UTY 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.
8. 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.
9. EXISTING I? VERTS ARE TO BE CHECKED BY
THE CONTRACTOR PRIOR TO CONSTRUCTION
10. THE ENGINEER IS TO BE NOTIFIED OF
ANY FIELD CHANGES THAT MAY BE
REQUIRED.
;9 BSC GROUP
657 Main Street, Unit 6
W. Yarmouth Massachusetts
02673
508 778 8919
PROJECT TITLE:
SEWAGE DISPOSAL
SYSTEM DESIGN
REPAIR
11
13
ROUTE 6A
YARMOUTH PORT
MASSACHUSETTS
PREPARED FOR:
Mr. FRANK GOUDEY
7 LARKIN LANE
HARWICH, MA 02645
DATE: DECEMBER 14, 2005
COMP. DESIGN: K. HEALY
CHECK: M. DIBB
DRAWN: K. HEALY
FIELD: D.G. / J.McC.
FILE NO. 8901-SEP.DWG
DWG NO. XXXXXX
SHEET 1 OF 1
JOB NO.4-8901.00
w„ afTh�rn,, IT