HomeMy WebLinkAboutEngineer Planz
a
I �
I SITE 0
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I �
Z, ROUTE 2.9
CLwl
zi
Ir
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PROJECT LOCUS
SCALE I"=500'
- - --
o11
GROUNDWATER
LOCUS
NO.
STATE
_.---.-SHEET
HIGHWAY
,_ --SHEET
HTM
REVISIONS PER HEALTH DEPARTMENT COMMENTS
-ROUTE
28
W
J
Na
a
REVISED SAS VENT CONFIGURATION %i
I
ACTUAL
m
DATE
2ME 9_E6SIIR M NT BELOW
a
~
WATER
1
FILL
ELEVATION
N
z
SITE
2:12PM 10.15'
90.73
91.33
'
2/3/20
1:50PM 10.13'
I �
91.35 .
1
w
90.73
91.33
46"
-
a
91.55 (PRECIPITATION)
I n
11:41AM 9.97'
90.91
91.51 (PRECIPITATION)
*2/18/20
10:30AM 10.03'
90.85
91.45
JANUARY 27,2020 READING=6.32
(MIW29)
ADJUSTMENT= O.6'
EXISTING BUIIAING
I
*WITNESSED BY YARMOUTH HEALTH
DEPARTMENT
- MALLORY LANGLER
1
- - - - - - - - - - ---moi
SITE
LOCUS
SCALE
1"=500'
DATE: JULY 12,
2006
PERFORMED BY: STEPHEN
SILVA, COLER & COLANTONIO
WITNESSED BY: PHIL RENAUD, YARMOUTH HEALTH
TP -1
TP -2
- - --
o11
GROUNDWATER
97.68
NO.
0
OBSERVATION
HTM
REVISIONS PER HEALTH DEPARTMENT COMMENTS
2
READINGS
W
J
Na
a
REVISED SAS VENT CONFIGURATION %i
J
m
ACTUAL
m
DATE
2ME 9_E6SIIR M NT BELOW
a
~
WATER
FILL
ELEVATION
N
32"
N
z
2:12PM 10.15'
90.73
91.33
z
2/3/20
1:50PM 10.13'
90.75
91.35 .
2/8/20
12:20PM 10.15'
90.73
91.33
46"
-
93.84
91.55 (PRECIPITATION)
45"
MED SAND
2.5Y 6/8
PERC ® 50"
LOAMY SAND
10Y 5/8
MED SAND
2.5Y 6/8
97.62
94.95
93.87
111" 1 1 88.43 111" ' 88.37
STANDING WATER AT 86" STANDING WATER AT 86"
PERC RATE: < 2 MIN/IN. PERC RATE: < 2 MIN/IN.
NOTE
PERC TEST INFORMATION TAKEN FROM, "DETAILS SHEET 1, PREPARED
FOR CHRISTMAS TREE SHOPS, 529 ROUTE 28, WEST YARMOUTH, MA
02673, PREPARED BY COLER AND COLANTONIO, NORWELL MA, DATED
AUGUST 22, 2006.
SOIL PROFILE
NOT TO SCALE
pe„ ,t valid for REPAIR. QF SEPTIC SYSTEM LEGEND
UNI t d„c to State anti Loeat septic variaates:
IIc,.Nh ,eview and approval is required far PROPERTY LINE I
se" a i�plip l,, nuJ'on�lrenovations/aiKeratiouY-1�
siroctores/dweliingr
EXISTING CONTOUR
Yar o„a,I6111,111 Pcpa rhneat
100 PROPOSED ELEVATION CONTOUR
t) `) IlU V tJ 1)
I TING FENCE
GROUNDWATER
REVISIONS
NO.
DATE
OBSERVATION
WELL
/1
W EXISTING WATER LINE -
REVISIONS PER HEALTH DEPARTMENT COMMENTS
2
READINGS
ADDED GREASE TRAP
Na
a
REVISED SAS VENT CONFIGURATION %i
ACTUAL
ADJUSTED
DATE
2ME 9_E6SIIR M NT BELOW
WATER
WATER
TOP OF CASING
ELEVATION
ELEVATION
�1 TP -1 LOCATION OF TEST PIT/PERC TEST
449.et1�
2/2/20
2:12PM 10.15'
90.73
91.33
2/3/20
1:50PM 10.13'
90.75
91.35 .
2/8/20
12:20PM 10.15'
90.73
91.33
*2/14/20
11:58AM 9.93'
90.95
91.55 (PRECIPITATION)
2/15/20
11:41AM 9.97'
90.91
91.51 (PRECIPITATION)
*2/18/20
10:30AM 10.03'
90.85
91.45
JANUARY 27,2020 READING=6.32
(MIW29)
ADJUSTMENT= O.6'
*WITNESSED BY YARMOUTH HEALTH
DEPARTMENT
- MALLORY LANGLER
pe„ ,t valid for REPAIR. QF SEPTIC SYSTEM LEGEND
UNI t d„c to State anti Loeat septic variaates:
IIc,.Nh ,eview and approval is required far PROPERTY LINE I
se" a i�plip l,, nuJ'on�lrenovations/aiKeratiouY-1�
siroctores/dweliingr
EXISTING CONTOUR
Yar o„a,I6111,111 Pcpa rhneat
100 PROPOSED ELEVATION CONTOUR
t) `) IlU V tJ 1)
I TING FENCE
STATE
HIGHWAY -ROUTE 28
40' R.o.w. BENCHMARK
- MAG NAIL i
o EL=96.82' CENTER CATCH BASIN GRATE = 96.18 (ASSUMED) o
97.20 N 83'23'54" W 110.94'
,G o o
97.26
/�" j� . 7 0
f [96.82 �V s
I dna b�j
IuI?:VC` C��`�.�.._.� `�� 98 21
97.21
I 96.23 �
~ t�� � M' ' �
EXISTING PAVED DRIVEWAY AREA �' $ _+
97.48
I 9
1 , \
CONCRETE WALKWAY 10' (MIN)
RESERVE AREA
2,712 S.F. I
97.18
97.91 -'�-
g EXISTING \ 9671
\ PARKING EXISTING
98.1
ISLAND PARKING
\ I \ \ LIMIT OF 40 MIL HDPE I
\\ IISLAND IMPERVIOUS LINER
�\ 3" PERFiSCH 40
�� ELEV. 95.25 TO ELEV, 97.25 I
g PVC VENA PIPING
97.82 I (TYP.) \Y \ \ tO.O'
\ , . x 97.07
3" SOLID SCH (ll'P.)
PROPOSED RELOCATED
97.26 VENT WITH
WATER SERVICE `\ -- ---= 40 PVC VENT PIPING \ CHARCOAL
® 98---- FILTER p i
_ _ _ _
r 76.50'
/ s _
I i
/ CLEANOUT I 1 ---- ------ -------- INSPECTION (II Ila 15.0'
(TYP.) s I IC.O. 1 - -� PORT'-. - - Ilo 1
/ x:' ^, 97.81 i T•. -" 61797.47 3 ww�n
7
o
0
98 34 9
{►� bl -------_
I {
- -- - --_ ____ 35' X 76.5' LEACHING BED
I '61
I °'.. (PRESSURE DISTRIBUTION)7-
EXISTING
B UILDING I , iG:O. ' X 97.83
SO 40 PVC. I 1)
SLAB FOUNDATION E 10MIN) PERFORATED
TOP OF FOUNDATION EL.=XX.XX 1C.0. VENT PIPING -I
-. .. ,...
98.2X 1 INSPECY RT � --- --`
-- -- ---`- -----
-
E C.0 T
{.
{,1- -- - X 97.34 1 �1 y ; z
-I r, 1/4" ORIFICE WITH _mw
IL -...._ 1 134' !
-/!{• ORENCO ORIFICE SHEILD JJ 6.84 I O' IN W
' 4 --DOWNWARD FACING) ® I 3tl 1
(2) 4" SCH 40 PVC TO BE SLEEVED e I y !
WITH 6" SCH 40 WITHIN 10' OF -- F a
WATER SERVICE. ENDS OF SLEEVE -------
- -
SHALL BE SEALED WITH HYDRAULIC CEMENT `fw' �- --98-----
" O �� "�0 O O Q O 9z4o 7.13 _-�-_ _ •, �
f 97.'68 - - - - - - EXISTING x
i�
97.68 CLEANOUT" 1i c
i \ EXISTING GAS TIIRON VJU
/�//�'� CLEANOUT AND INSPECTION
_ x (TYP.) ,9j oIM
/ COVERS TO BE ADJLISTED INSPECTION 39 \ / E
% TO MEET PROPOSED GRADE Y PORT O I �• /�
£ I (TYP. cif�ll) PROPOSED 1,500 GALLON O gi ., ._ _ N
REINFORCED CONCRETE
GREASE TR (H20)-.�- - o
98.21 CASt IRON COVER 10' (M U ,
)'� i 97.03 3
TO GRADE -
/ (TYP. OF 6) O 1�/!
PROPOSED 6,000 GALLON
TP_2 APPROXI 7E LOCATION OF LOW (PROFILE PRECAST
/ / I 97.62 EXISTIN LEACHFIELD� CONCRETE SEPTIC TANK // x
�x 97.21 6.78 N
98.61 97.9y7 1 / 3 R
ING
i v i A A I
x
EXISTING LEACHING BASIN
(ASSUMED 4 -FEET OF STONE
SURROUNDING UNIT)
-ASSUMED LIMIT, OF STONE
10
TOE OF SLOPE SHALL EXTEND NO
CLOSER THAN 5' TO THE
PROPERTY LINE
l i 97.5 i // 18.7' ( 0' MIN)
JJ
I i J s
c� PROPOSED 3'500 GALLON
% PRECO CONCRETE
�- 0 0 � PUOP CHAMBER
��' r------- ----- -1. a
36" X 48" ALUMINUM � 3
ACCESS HATCH o =
G G 98.11 F 97.80 w o
98.57
----� '�'• 97.00
\ 96.60 z
Ln I / w o
PARKING
STRIPING
XISTIN EXISTIN -
PARKING 96.69
_ _ PARKING 96.87 =
F - 97.63 - ® 7.16 �- ISLAND -. _ �_. ISLAND
` - - - L - - - - - - fid' 7.29 MONITORING. WELL`
BOLLARD CAP EL=96.90'
98.53 /
APPROXIMATE LOCATION OF - " ' SN
EXISTING TANK AND PUMP __ __ __ = 96.43 F 96.36
97.49 .-_ __ _.-
'", CHAMBER
96.15 9.8397 - I
CB x 96.47 ,
96.01 I s
� ' � EXISTING PAVED PARKING AREA
o
x 96.16 i 9 .74 I
� 3
� 9
1
X38.1 10 0
M M -ss- M � 96.92
f 97,.43 98.13
NEE
MIT OF 40 MIL HDPE
PERVIOUS LINER
LEV. 95.25 TO ELEV. 97.25
XISTING EDGE OF PAVEMENT TO BE
EPLACED IN ORIGINAL PLAN LOCATION.
ALL PARKING STRIPING I SHALL BE
E -STRIPED IN ORIGINAL LOCATIONS
THRUST BLOCKS
TO BE LOCATED ON A
3" FORCEMAIN BENDS
KEIRAN J & JOAN M HEALY
543A & 5438 ROUTE 28
MAP 31, LOT 136.6
SITE INFORMATION
ADDRESS: 517-541 ROUTE 28, YARMOUTH
ASSESSORS MAP/LOT: 31/138.1
DEED: 29539/0211
GENERAL NOTES:
1. THE SUBJECT PROPERTY IS WITHIN THE LIMITS OF FEMA FLOOD HAZARD ZONE X AS SHOWN ON
PANEL NO. 25001CO588J, EFFECTIVE DATE JULY 16, 2014.
2. THIS PLAN IS FOR THE DESIGN AND CONSTRUCTION OF THE SUBSURFACE SEWAGE DISPOSAL
SYSTEM ONLY.
3. VERTICAL DATUM IS ASSUMED
4. ALL CONSTRUCTION MEANS AND METHODS SHALL CONFORM TO 310 CMR 15.00 STATE
REGULATIONS AND LOCAL BOARD OF HEALTH REGULATIONS
5. CARE SHALL BE TAKEN TO NOT DISTURB EXISTING SEPTIC SYSTEM COMPONENTS SERVING
OTHER UNITS DURING THE INSTALLATION OF THE PROPOSED SYSTEM. TRENCH BOXES OR
OTHER MEANS OF SHORING MAY BE REQUIRED DURING THE INSTALLATION OF THE TANK, PUMP
CHAMBER AND GREASE TRAP.
6. ALL SYSTEM COMPONENTS SHALL BE H2O LOADING RATED
7. ALL JOINTS IN THE TANK AND DISTRIBUTION BOX SHALL BE MADE WATERTIGHT THROUGH THE
USE OF ASPHALT OR SYNTHETIC POLYMER SEALERS OR HYDRAULIC CEMENT. SEPTIC TANK/
PUMP CHAMBER SHALL BE SEALED WITH A BITUMASTIC COMPOUND
8. ALL UTILITIES SHOWN ON THIS PLAN ARE APPROXIMATE ONLY AND SHALL BE FIELD VERIFIED.
DIGSAFE AND LOCAL UTILITY COMPANIES SHALL BE CONTACTED PRIOR TO ANY EXCAVATION
OCCURRING.
ENGINEER 2
YS
9 THE BEGINNING CINS ATLLATIONEM TOFLTHE SYSTEM TO ALLOW ER SHALL NOTIFY T OFOR NSCHEDULING OF INSPECTIONS
SP PRIOR CTIIONS
10. WHERE APPLICABLE, UNSUITABLE MATERIAL (A, B AND C HORIZONS OR FILL) ENCOUNTERED
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.
11. NO PRIVATE WATER SUPPLY WELLS EXIST WITHIN 100' OF THE PROPOSED SYSTEM.
12. EXISTING SEPTIC SYSTEM COMPONENTS (IF APPLICABLE) SHALL BE PUMPED DRY, EXCAVATED
AND REMOVED FROM THE SITE
13. THIS DESIGN DOES NOT ALLOW FOR THE USE OF A GARBAGE GRINDER.
14. EXISTING BUILDING SEWER LOCATION AND/OR ELEVATIONS OF TANK OUTLETS SHALL BE FIELD
VERIFIED PRIOR COMMENCEMENT OF CONSTRUCTION
15. EXISTING CONDITIONS
DENNISPORT MA 02639
DESIGN CALCULATIONS
DESIGN FLOW
20 GALLONS/DAY/SEAT X 98 SEATS = 1,960 GALLONS/DAY
75 GALLONS/1000 SF OFFICE X 272 SF OFFICE = 21 GALLONS/DAY
TOTAL FLOW = 1,981 GALLONS/ DAY
TANK CAPACITY
1ST COMP (48 HR. DETENTION TIME) = 3,962 GALLONS
2ND COMP (24 HR. DETENTION TIME) = 1 981 GAI I ONS
= 5,943 GALLONS
USE 6.000 GALLON LOW PROFILE SEPTIC TANK
REQUIRED LEACHING CAPACITY
DESIGN PERC RATE = < 2 MIN/INCH
1,981 GPD / 0.74 GALLONS PER DAY PER SQ. FT. = 2,677.02 SQ. FT.
PROVIDED LEACHING CAPACITY
BOTTOM AREA = 76.50' X 35.00' _ ? 677.50 SO FT
PROVIDED FLOW CAPACITY = 1-981.35 GPD
REQUIRED INSPECTIONS
THESE INSPECTIONS ARE REQIRED BY THE ENGINEER OF RECORD
• VERIFICATION OF EXCAVATION OF SOILS/OVERDIG
• INSPECTION OF LATERALS AND LOCATION OF PERFORATIONS PRIOR TO FABRIC INSTALLATION
• PUMP HARDWARE INSTALLATION
• PUMP TEST TO VERIFY DISTAL HEAD / FINAL INSPECTION
���;I✓uul�i
AUG 017 2020
HEALTH DEPT,
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
SITE DESIGN, LLC
Site Design and Permitting
LOCATION.,
517-541 ROUTE 28
WEST YARMOUTH, MA 02673
cLAENr. SERPONE INNOVATIONS, LLC
21G FRUEAN WAY
SOUTH YARMOUTH, MA 02664
DRAW/NO T/TLE.•
SUBSURFACE SEWAGE DISPOSAL SYSTEM
SITE PLAN AND PROFILE
SCALE DATE.' DRAW/NG NO.
1"=10' 2/16/20 1 OF 2_
EX S
REVISIONS
NO.
DATE
DESCRIPTION
1
/1
W EXISTING WATER LINE -
REVISIONS PER HEALTH DEPARTMENT COMMENTS
2
Date G EXISTING NATURAL GAS UNE
ADDED GREASE TRAP
Na
a
REVISED SAS VENT CONFIGURATION %i
OHP EXISTING OVERHEAD POWER/TELCOM
99.76 ,' EXISTING SPOT ELEVATION
-0- EXISTING UTILITY POLE
UP
�1 TP -1 LOCATION OF TEST PIT/PERC TEST
449.et1�
PROPOSED SPOT ELEVATION
♦
Ce EXISTING CATCH BASIN
STATE
HIGHWAY -ROUTE 28
40' R.o.w. BENCHMARK
- MAG NAIL i
o EL=96.82' CENTER CATCH BASIN GRATE = 96.18 (ASSUMED) o
97.20 N 83'23'54" W 110.94'
,G o o
97.26
/�" j� . 7 0
f [96.82 �V s
I dna b�j
IuI?:VC` C��`�.�.._.� `�� 98 21
97.21
I 96.23 �
~ t�� � M' ' �
EXISTING PAVED DRIVEWAY AREA �' $ _+
97.48
I 9
1 , \
CONCRETE WALKWAY 10' (MIN)
RESERVE AREA
2,712 S.F. I
97.18
97.91 -'�-
g EXISTING \ 9671
\ PARKING EXISTING
98.1
ISLAND PARKING
\ I \ \ LIMIT OF 40 MIL HDPE I
\\ IISLAND IMPERVIOUS LINER
�\ 3" PERFiSCH 40
�� ELEV. 95.25 TO ELEV, 97.25 I
g PVC VENA PIPING
97.82 I (TYP.) \Y \ \ tO.O'
\ , . x 97.07
3" SOLID SCH (ll'P.)
PROPOSED RELOCATED
97.26 VENT WITH
WATER SERVICE `\ -- ---= 40 PVC VENT PIPING \ CHARCOAL
® 98---- FILTER p i
_ _ _ _
r 76.50'
/ s _
I i
/ CLEANOUT I 1 ---- ------ -------- INSPECTION (II Ila 15.0'
(TYP.) s I IC.O. 1 - -� PORT'-. - - Ilo 1
/ x:' ^, 97.81 i T•. -" 61797.47 3 ww�n
7
o
0
98 34 9
{►� bl -------_
I {
- -- - --_ ____ 35' X 76.5' LEACHING BED
I '61
I °'.. (PRESSURE DISTRIBUTION)7-
EXISTING
B UILDING I , iG:O. ' X 97.83
SO 40 PVC. I 1)
SLAB FOUNDATION E 10MIN) PERFORATED
TOP OF FOUNDATION EL.=XX.XX 1C.0. VENT PIPING -I
-. .. ,...
98.2X 1 INSPECY RT � --- --`
-- -- ---`- -----
-
E C.0 T
{.
{,1- -- - X 97.34 1 �1 y ; z
-I r, 1/4" ORIFICE WITH _mw
IL -...._ 1 134' !
-/!{• ORENCO ORIFICE SHEILD JJ 6.84 I O' IN W
' 4 --DOWNWARD FACING) ® I 3tl 1
(2) 4" SCH 40 PVC TO BE SLEEVED e I y !
WITH 6" SCH 40 WITHIN 10' OF -- F a
WATER SERVICE. ENDS OF SLEEVE -------
- -
SHALL BE SEALED WITH HYDRAULIC CEMENT `fw' �- --98-----
" O �� "�0 O O Q O 9z4o 7.13 _-�-_ _ •, �
f 97.'68 - - - - - - EXISTING x
i�
97.68 CLEANOUT" 1i c
i \ EXISTING GAS TIIRON VJU
/�//�'� CLEANOUT AND INSPECTION
_ x (TYP.) ,9j oIM
/ COVERS TO BE ADJLISTED INSPECTION 39 \ / E
% TO MEET PROPOSED GRADE Y PORT O I �• /�
£ I (TYP. cif�ll) PROPOSED 1,500 GALLON O gi ., ._ _ N
REINFORCED CONCRETE
GREASE TR (H20)-.�- - o
98.21 CASt IRON COVER 10' (M U ,
)'� i 97.03 3
TO GRADE -
/ (TYP. OF 6) O 1�/!
PROPOSED 6,000 GALLON
TP_2 APPROXI 7E LOCATION OF LOW (PROFILE PRECAST
/ / I 97.62 EXISTIN LEACHFIELD� CONCRETE SEPTIC TANK // x
�x 97.21 6.78 N
98.61 97.9y7 1 / 3 R
ING
i v i A A I
x
EXISTING LEACHING BASIN
(ASSUMED 4 -FEET OF STONE
SURROUNDING UNIT)
-ASSUMED LIMIT, OF STONE
10
TOE OF SLOPE SHALL EXTEND NO
CLOSER THAN 5' TO THE
PROPERTY LINE
l i 97.5 i // 18.7' ( 0' MIN)
JJ
I i J s
c� PROPOSED 3'500 GALLON
% PRECO CONCRETE
�- 0 0 � PUOP CHAMBER
��' r------- ----- -1. a
36" X 48" ALUMINUM � 3
ACCESS HATCH o =
G G 98.11 F 97.80 w o
98.57
----� '�'• 97.00
\ 96.60 z
Ln I / w o
PARKING
STRIPING
XISTIN EXISTIN -
PARKING 96.69
_ _ PARKING 96.87 =
F - 97.63 - ® 7.16 �- ISLAND -. _ �_. ISLAND
` - - - L - - - - - - fid' 7.29 MONITORING. WELL`
BOLLARD CAP EL=96.90'
98.53 /
APPROXIMATE LOCATION OF - " ' SN
EXISTING TANK AND PUMP __ __ __ = 96.43 F 96.36
97.49 .-_ __ _.-
'", CHAMBER
96.15 9.8397 - I
CB x 96.47 ,
96.01 I s
� ' � EXISTING PAVED PARKING AREA
o
x 96.16 i 9 .74 I
� 3
� 9
1
X38.1 10 0
M M -ss- M � 96.92
f 97,.43 98.13
NEE
MIT OF 40 MIL HDPE
PERVIOUS LINER
LEV. 95.25 TO ELEV. 97.25
XISTING EDGE OF PAVEMENT TO BE
EPLACED IN ORIGINAL PLAN LOCATION.
ALL PARKING STRIPING I SHALL BE
E -STRIPED IN ORIGINAL LOCATIONS
THRUST BLOCKS
TO BE LOCATED ON A
3" FORCEMAIN BENDS
KEIRAN J & JOAN M HEALY
543A & 5438 ROUTE 28
MAP 31, LOT 136.6
SITE INFORMATION
ADDRESS: 517-541 ROUTE 28, YARMOUTH
ASSESSORS MAP/LOT: 31/138.1
DEED: 29539/0211
GENERAL NOTES:
1. THE SUBJECT PROPERTY IS WITHIN THE LIMITS OF FEMA FLOOD HAZARD ZONE X AS SHOWN ON
PANEL NO. 25001CO588J, EFFECTIVE DATE JULY 16, 2014.
2. THIS PLAN IS FOR THE DESIGN AND CONSTRUCTION OF THE SUBSURFACE SEWAGE DISPOSAL
SYSTEM ONLY.
3. VERTICAL DATUM IS ASSUMED
4. ALL CONSTRUCTION MEANS AND METHODS SHALL CONFORM TO 310 CMR 15.00 STATE
REGULATIONS AND LOCAL BOARD OF HEALTH REGULATIONS
5. CARE SHALL BE TAKEN TO NOT DISTURB EXISTING SEPTIC SYSTEM COMPONENTS SERVING
OTHER UNITS DURING THE INSTALLATION OF THE PROPOSED SYSTEM. TRENCH BOXES OR
OTHER MEANS OF SHORING MAY BE REQUIRED DURING THE INSTALLATION OF THE TANK, PUMP
CHAMBER AND GREASE TRAP.
6. ALL SYSTEM COMPONENTS SHALL BE H2O LOADING RATED
7. ALL JOINTS IN THE TANK AND DISTRIBUTION BOX SHALL BE MADE WATERTIGHT THROUGH THE
USE OF ASPHALT OR SYNTHETIC POLYMER SEALERS OR HYDRAULIC CEMENT. SEPTIC TANK/
PUMP CHAMBER SHALL BE SEALED WITH A BITUMASTIC COMPOUND
8. ALL UTILITIES SHOWN ON THIS PLAN ARE APPROXIMATE ONLY AND SHALL BE FIELD VERIFIED.
DIGSAFE AND LOCAL UTILITY COMPANIES SHALL BE CONTACTED PRIOR TO ANY EXCAVATION
OCCURRING.
ENGINEER 2
YS
9 THE BEGINNING CINS ATLLATIONEM TOFLTHE SYSTEM TO ALLOW ER SHALL NOTIFY T OFOR NSCHEDULING OF INSPECTIONS
SP PRIOR CTIIONS
10. WHERE APPLICABLE, UNSUITABLE MATERIAL (A, B AND C HORIZONS OR FILL) ENCOUNTERED
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.
11. NO PRIVATE WATER SUPPLY WELLS EXIST WITHIN 100' OF THE PROPOSED SYSTEM.
12. EXISTING SEPTIC SYSTEM COMPONENTS (IF APPLICABLE) SHALL BE PUMPED DRY, EXCAVATED
AND REMOVED FROM THE SITE
13. THIS DESIGN DOES NOT ALLOW FOR THE USE OF A GARBAGE GRINDER.
14. EXISTING BUILDING SEWER LOCATION AND/OR ELEVATIONS OF TANK OUTLETS SHALL BE FIELD
VERIFIED PRIOR COMMENCEMENT OF CONSTRUCTION
15. EXISTING CONDITIONS
DENNISPORT MA 02639
DESIGN CALCULATIONS
DESIGN FLOW
20 GALLONS/DAY/SEAT X 98 SEATS = 1,960 GALLONS/DAY
75 GALLONS/1000 SF OFFICE X 272 SF OFFICE = 21 GALLONS/DAY
TOTAL FLOW = 1,981 GALLONS/ DAY
TANK CAPACITY
1ST COMP (48 HR. DETENTION TIME) = 3,962 GALLONS
2ND COMP (24 HR. DETENTION TIME) = 1 981 GAI I ONS
= 5,943 GALLONS
USE 6.000 GALLON LOW PROFILE SEPTIC TANK
REQUIRED LEACHING CAPACITY
DESIGN PERC RATE = < 2 MIN/INCH
1,981 GPD / 0.74 GALLONS PER DAY PER SQ. FT. = 2,677.02 SQ. FT.
PROVIDED LEACHING CAPACITY
BOTTOM AREA = 76.50' X 35.00' _ ? 677.50 SO FT
PROVIDED FLOW CAPACITY = 1-981.35 GPD
REQUIRED INSPECTIONS
THESE INSPECTIONS ARE REQIRED BY THE ENGINEER OF RECORD
• VERIFICATION OF EXCAVATION OF SOILS/OVERDIG
• INSPECTION OF LATERALS AND LOCATION OF PERFORATIONS PRIOR TO FABRIC INSTALLATION
• PUMP HARDWARE INSTALLATION
• PUMP TEST TO VERIFY DISTAL HEAD / FINAL INSPECTION
���;I✓uul�i
AUG 017 2020
HEALTH DEPT,
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
SITE DESIGN, LLC
Site Design and Permitting
LOCATION.,
517-541 ROUTE 28
WEST YARMOUTH, MA 02673
cLAENr. SERPONE INNOVATIONS, LLC
21G FRUEAN WAY
SOUTH YARMOUTH, MA 02664
DRAW/NO T/TLE.•
SUBSURFACE SEWAGE DISPOSAL SYSTEM
SITE PLAN AND PROFILE
SCALE DATE.' DRAW/NG NO.
1"=10' 2/16/20 1 OF 2_
REVISIONS
NO.
DATE
DESCRIPTION
1
3/4/2020
REVISIONS PER HEALTH DEPARTMENT COMMENTS
2
7/5/2020
ADDED GREASE TRAP
38/3/2020
REVISED SAS VENT CONFIGURATION %i
EXISTING DWELLING
75' OF 4" PVC SCH 40
SCH. 40
5=0.020 MIN.
96.00 (TO TANK)
96.25 (TO G.T.)
94.75
BOTTOM OF G.T.
ELEV.=90.00
MIN. COVER 1'
129^
TEE WITH GAS BAFFLE
(CENTERED IN TANK OPENING)
1,500 GALLON
REINFORCED CONCRETE
GREASE TRAP
(H2O, WATERPROOF)
PROPOSED
24" CAST IRON FRAME
AND BOLTED COVER (TYP.)
ADJUST TO GRADE WITH
BRICK COURSES (TYP.)
13' OF 4" PVC SCH 40 (FROM G.T.)
84' OF 4'. PVC SCH 40 (FROM BLDG)
U94.50
CH. 40
.010 MIN.' FROM G.T.)
.020 MIN,', FROM BLDG)
I
LEVEL]
BASE OF 94.36
12" 6" CRUSHED
STONE
TT
BOTTOM OF TANK
SYSTEM PROFILE GREASE TRAP
NOT TO SCALE
PUMP NOTES
1. USE ZOELLER MODEL 641 OR APPROVED EQUAL CAPABLE OF PUMPING 130 GPM AT 30 FT
TDH. PUMP SHALL BE SINGLE PHASE 230 VOLT. A COMPATABLE SLIDE RAIL AND CHAIN
SYSTEM SHALL BE PROVIDED SUCH THAT EITHER PUMP CAN BE REMOVED WITHOUT ENTERING
THE CHAMBER. ALL SLIDE RAIL COMPONENTS SHALL BE 316 STAINLESS STEEL.
2. BOTH VISUAL AND AUDIO (AUDIBLE AND LIGHT) ALARMS ARE TO BE LOCATED WITHIN THE
DWELLING AND BE POWERED BY A SEPARATE CIRCUIT FROM THE PUMPS
3 THF_OI T¢IOF_OF TUE P_IIMP_CH. MAFLR-IS T(LAF_¢ AI_F_O-WITHd A I7ITIIMASTLC_ COMPOLINO
4. ELECTRIC JUNCTION BOX SHALL BE EXPLOSION PROOF NEMA 4X AND SHALL BE LOCATED
OUTSIDE THE PUMP CHAMBER IN A SEPARATE STRUCTURE. ALL ELECTRICAL CONNECTIONS
SHALL BE LOCATED OUTSIDE THE PUMP CHAMBER
5. PUMP SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURERS SPECIFICATIONS AND
TITLE 5 REGULATIONS.
6. THE PUMP SHALL BE ABLE TO BE REMOVED FROM THE PUMP CHAMBER WITHOUT ENTERING
THE STRUCTURE
7. THRUST BLOCKS SHALL BE INSTALLED AT ALL BENDS IN THE FORCEMAIN
8. PUMPS SHALL OPERATE IN THE FOLLOWING SEQUENCE:
•• PUMPS OFF
•• PRIMARY (LEAD) PUMP ON
•• BACKUP (LAG) PUMP ON AND ALARM ON
•• PUMPS MUST ALTERNATE DUPLEX CONTROL PANEL
TO POWER
MIN. COVER 1'
Ito" 24"I 10"24" 1
11
TEE WITH GAS BAFFLE AND
ZABEL FILTER MODEL A1800
(CENTERED IN TANK OPENING)
II
6,000 GALLON
REINFORCED CONCRETE LOW PROFILE
TWO-COMPARTMENT SEPTIC TANK
(WATERPROOF)
PROPOSED
SEPTIC TANK
24" CAST IRON FRAME
AND BOLTED COVER (TYP.)
ADJUST TO GRADE WITH
BRICK COURSES (TYP.)
4' OF 4" PVC SCH 40
S=0.01 MIN.
94.11 9
24" CAST IRON FRAME
AND BOLTED COVER (TYP.)
36" X 48" ALUMINUM ACCESS HATCH
WITH SAFETY GRATE OR NET
10"DUPLEX PUMPS
WITH SLIDE RAIL
AND LIFTING CHAIN
(SEE DETAIL)
1.1 PUMP CHAMBER VOLUME = 718.17 GALLONS PER FOOT OF HEIGHT
2. VOLUME DOSED PER PUMPING CYCLE = 495.25 GALLONS
3. DRAIN -BACK VOLUME = 60 GALLONS
4.'1 TOTAL DOSE VOLUME = 555.25 GALLONS OR 0.77' (9"±)
6.1 DOSES PER DAY = 5
SUPPLY
JELECTRICJUNCTION BOX SHALL BE EXPLOSION PROOF NEMI,
AND SHALL BE LOCATED OUTSIDE THE PUMP CHAMBER
A SEPARATE STRUCTURE. ALL ELECTRICAL CONNECTIONS
LL BE LOCATED OUTSIDE THE PUMP CHAMBER
DISCONNECT
SWITCH
36" X 48" ALUMINUM ACCESS HATCH. PUMPS SHALL BE
ABLE TO BE REMOVED WITHOUT ENTERING THE CHAMBER
CONTINUOUS RUN TO
ABOVE GROUND
JUNCTION BOX
I
PROVIDE STRAIN RELIEF FOR POWER
AND FLOAT CALBES
3" TEE
•
-- - }" WEEP HOLE
'71IH.�f'7_�»I_G1ZM1.1��1c�k]
M
M
LAG PUMP AND ALARM EL.=91.24
:r
LEAD PUMP ON EL.=90.91
I
Z w
rn ¢
a �
0
PUMP OFF EL.=90.14
BOTTOM OF CHAMBER ELEV. _
I.
;TION A A'
NOT TO SCALE
3" BALL VALVE
(BOTH SIDES)
-3" CHECK VALVE
(BOTH SIDES)
STAINLESS STEEL SLIDE RAIL SYSTEM
�- WITH STAINLESS STEEL LIFTING CABLE
OR CHAIN. (316 SS)
-ZOELLER VARIABLE LEVEL CONTROL
SWITCH OR
APPROVED EQUAL (TYP. OF 3)
3" SCH 40 PVC RISER PIPE
-DUPLEX ZOELLER MODEL 641 3HP
PUMP OR APPROVED EQUAL CAPABLE
OF PUMPING 130 GPM AT 30 FT TDH
3" SCH 40 PVC
BUOYANCY CALCULATIONS
y�1�IM[iw,IM.1�1.1
ELEVATION OF HIGH GROUNDWATER
ELEVATION OF BOTTOM OF TANK
AREA OF TANK = 10' X 17'
If 88.39
LEVEL
= 36,279 LBS UPLIFT
BASE OF
= 67,500 LBS DOWNFORCE
6" CRUSHED
3,500 GALLON
STONE
REINFORCED CONCRETE
ELEVATION OF BOTTOM OF CHAMBER
PUMP CHAMBER
3
(WATERPROOF)
AREA OF TANK = 7' X 17'
PROPOSED
(119 S.F. X 3.06 FT) X 62.4 LBS/C.F.
PUMP CHAMBER
1.1 PUMP CHAMBER VOLUME = 718.17 GALLONS PER FOOT OF HEIGHT
2. VOLUME DOSED PER PUMPING CYCLE = 495.25 GALLONS
3. DRAIN -BACK VOLUME = 60 GALLONS
4.'1 TOTAL DOSE VOLUME = 555.25 GALLONS OR 0.77' (9"±)
6.1 DOSES PER DAY = 5
SUPPLY
JELECTRICJUNCTION BOX SHALL BE EXPLOSION PROOF NEMI,
AND SHALL BE LOCATED OUTSIDE THE PUMP CHAMBER
A SEPARATE STRUCTURE. ALL ELECTRICAL CONNECTIONS
LL BE LOCATED OUTSIDE THE PUMP CHAMBER
DISCONNECT
SWITCH
36" X 48" ALUMINUM ACCESS HATCH. PUMPS SHALL BE
ABLE TO BE REMOVED WITHOUT ENTERING THE CHAMBER
CONTINUOUS RUN TO
ABOVE GROUND
JUNCTION BOX
I
PROVIDE STRAIN RELIEF FOR POWER
AND FLOAT CALBES
3" TEE
•
-- - }" WEEP HOLE
'71IH.�f'7_�»I_G1ZM1.1��1c�k]
M
M
LAG PUMP AND ALARM EL.=91.24
:r
LEAD PUMP ON EL.=90.91
I
Z w
rn ¢
a �
0
PUMP OFF EL.=90.14
BOTTOM OF CHAMBER ELEV. _
I.
;TION A A'
NOT TO SCALE
3" BALL VALVE
(BOTH SIDES)
-3" CHECK VALVE
(BOTH SIDES)
STAINLESS STEEL SLIDE RAIL SYSTEM
�- WITH STAINLESS STEEL LIFTING CABLE
OR CHAIN. (316 SS)
-ZOELLER VARIABLE LEVEL CONTROL
SWITCH OR
APPROVED EQUAL (TYP. OF 3)
3" SCH 40 PVC RISER PIPE
-DUPLEX ZOELLER MODEL 641 3HP
PUMP OR APPROVED EQUAL CAPABLE
OF PUMPING 130 GPM AT 30 FT TDH
3" SCH 40 PVC
BUOYANCY CALCULATIONS
y�1�IM[iw,IM.1�1.1
ELEVATION OF HIGH GROUNDWATER
ELEVATION OF BOTTOM OF TANK
AREA OF TANK = 10' X 17'
= 91.45
= 88.03
3.42 FT.
= 170 S.F.
(170 S.F. X 3.42 FT) X 62.4 LBS/C.F.
= 36,279 LBS UPLIFT
WEIGHT OF EMPTY TANK
= 67,500 LBS DOWNFORCE
PUMP CHAMBER
f/ Y ) ...: wf f��.4
ELEVATION OF HIGH GROUNDWATER
= 91.45
ELEVATION OF BOTTOM OF CHAMBER
= 88.39
3
3.06 FT.
AREA OF TANK = 7' X 17'
= 119.00 S.F.
(119 S.F. X 3.06 FT) X 62.4 LBS/C.F.
= 22.722 LBS UPLIFT
WEIGHT OF EMPTY TANK
= 41,600 LBS DOWNFORCE
GREASE TRAP
ELEVATION OF HIGH GROUNDWATER
= 91.45
ELEVATION OF BOTTOM OF CHAMBER
= 90.00
1.45 FT.
AREA OF TANK = 9' X 5.25'
= 47.25 S.F.
(47.25 S.F. X 1.45 FT) X 62.4 LBS/C.F.
= 4,275 LBS UPLIFT
WEIGHT OF EMPTY TANK
= 17,250 LBS DOWNFORCE
VENT STICK UP 36" MIN.
SEE LOCATION ON SITE PLAN
MIN. CROWN i 8 oz. NON WOVEN GEOTEXTILE FABRIC
EL.=98.44
ELEV.=98.00
MIN. COVER 9" (TYP.)
-` --- ---�` ----------------- WEV.=97.051
------ ------ ---
I v v o v v v 75.5' OF 2" PERF. SCH 40 PVC S=0.000 v v v v v o
_
vv
v v ° v °v (SEE PRESSURE DISTRIBUTION DETAIL) 1 vv v v v vv ° ° i EL�5
3/4"-1 1/2" DOUBLE WASHED STONE
5' 76.5' LONG BY 35' WIDE LEACHING BED 5' 1
OVERDIGOVERDIG 5' MIN.
L - - - - _ e - - LIMIT OF EXCAVATION _ SOIL REMOVAL TO BE TO APPROXIMATE ELEVATION 93.8±- - - -
- - - - -
LIMIT OF 40 MIL HDPE IMPERVIOUS ELEV.=91.55'
1 LINER ON EAST SIDE OF SAS AS
SHOWN ON THE SITE PLAN ADJUSTED SEASONAL
ELEV. 95.25 TO ELEV. 97.25 HIGH GROUNDWATER
PERFORATED 2" SCH 40 PVC PIPE
(PERFORATIONS AS SPECIFIED)
LEACHING FACILITY
CAST IRON
COVER TO GRADE
EXISTING BITUMINOUS CONCRETE PAVEMENT (TO REMAIN)
i
SAWCUT
SEAL JOINT AFTER INSTALLATION OF NEW PAVEMENT
TACK COAT
VERTICAL SURFACE
BITUMINOUS CONCRETE
8 oz. NON WOVEN GEOTEXTILE FABRIC
PAVEMENT SURFACE
3" SCHEDULE 40 PVC PERFORATED VENT LINE:
(SEE SITE PLAN FOR LOCATION OF LATERALS)
(BACKFILL, BASF AND PAVEMENT)
3" SCH 40 PVC
MANIFOLD
3" SCH 40 PVC
FORCEMAIN FROM
PUMP CHAMBER
TYPICAL LEACH FIELD CROSS SECTION
SECTION B -B'
NOT TO SCALE
3.25'
2" SCH 40 PVC
WITH 1/4" PERFORATIONS IN THE
TOP OF THE PIPE (SPACING SHOWN)
5.0'
CAST IRON
COVER
TO GRADE
X1/4" ORIFICE WITH ORENCO
ORIFICE SHIELD (DOWNWARD FACING)
PIPE TO BE RUN LEVEL
5.0'
76.50'
LIMIT OF CRUSHED STONE
PRESSURE DISTRIBUTION DETAIL
NOT TO SCALE
5.0'
3.25'
I
9° MIN. COVER;
1-1/2" DOUBLE WASHED
8" DEPTH OF 3/4" TO
CRUSHED STONE
THREADED
END CAP
45' BEND
MAXIMUM
MIN.
UNDISTURBED
'-COMPACTED AS
REQUIRED
EXISTING GRAVEL
BASE
1" WEARING COURSE
2" BINDER COURSE
: 6" DENSE GRADE OR 8" T -BASE
COMPACTED BASE MATERIAL
SUITABLE STABLE
SUB -GRADE
PAVING DETAIL
NOT TO SCALE
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
SITEAc=F, M
DESIGN, LLC
Site Design and Permitting
LOG4770N.•
517-541 ROUTE 28
WEST YARMOUTH, MA 02673
CL/ENT.• SERPONE INNOVATIONS, LLC
21G FRUEAN WAY
SOUTH YARMOUTH, MA 02664
DRAWNG 777ZE.•
SUBSURFACE SEWAGE DISPOSAL SYSTEM
DETAIL SHEET
SCALE`., DATE.• 0AWW/NG NO.
AS NOTED 2/16/20 2 OF 2
r+3.-_:
f
f "`v
DATE
Sr. .A i:l .t i ..I"•+h
I' .Y}
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(•N i \v iY
-2jl i t i• 'r4: J •,.
a
-0,t. < y L[
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r
3
8/3/2020
REVISED SAS VENT CONFIGURATION
_TC
COVER MATERIAL
Ov
-�----i-- �'L
d�ryv;77T=vim
-;- 77
oo�
v4 40 0
0
v
e
°
C
4
V,
4° �
2'-6" 6'-0"
6'-0"
6'-0"
6'-0"
6'-0"
2'-6"
mac• n^
3" SCH 40 PVC
MANIFOLD
3" SCH 40 PVC
FORCEMAIN FROM
PUMP CHAMBER
TYPICAL LEACH FIELD CROSS SECTION
SECTION B -B'
NOT TO SCALE
3.25'
2" SCH 40 PVC
WITH 1/4" PERFORATIONS IN THE
TOP OF THE PIPE (SPACING SHOWN)
5.0'
CAST IRON
COVER
TO GRADE
X1/4" ORIFICE WITH ORENCO
ORIFICE SHIELD (DOWNWARD FACING)
PIPE TO BE RUN LEVEL
5.0'
76.50'
LIMIT OF CRUSHED STONE
PRESSURE DISTRIBUTION DETAIL
NOT TO SCALE
5.0'
3.25'
I
9° MIN. COVER;
1-1/2" DOUBLE WASHED
8" DEPTH OF 3/4" TO
CRUSHED STONE
THREADED
END CAP
45' BEND
MAXIMUM
MIN.
UNDISTURBED
'-COMPACTED AS
REQUIRED
EXISTING GRAVEL
BASE
1" WEARING COURSE
2" BINDER COURSE
: 6" DENSE GRADE OR 8" T -BASE
COMPACTED BASE MATERIAL
SUITABLE STABLE
SUB -GRADE
PAVING DETAIL
NOT TO SCALE
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
SITEAc=F, M
DESIGN, LLC
Site Design and Permitting
LOG4770N.•
517-541 ROUTE 28
WEST YARMOUTH, MA 02673
CL/ENT.• SERPONE INNOVATIONS, LLC
21G FRUEAN WAY
SOUTH YARMOUTH, MA 02664
DRAWNG 777ZE.•
SUBSURFACE SEWAGE DISPOSAL SYSTEM
DETAIL SHEET
SCALE`., DATE.• 0AWW/NG NO.
AS NOTED 2/16/20 2 OF 2
REVISIONS
NO.
DATE
DESCRIPTION
1
3/4/2020
REVISIONS PER HEALTH DEPARTMENT COMMENTS
2
7/5/2020
ADDED GREASE TRAP
3
8/3/2020
REVISED SAS VENT CONFIGURATION