HomeMy WebLinkAbout83-1963W919AS Ogdas Bupsixa epejbdn'
AS 'anua aJO4S 44noS 6S
1;c 0
5�
��
OMAN
m'N
ym�<o:mm
mPmm
mo�Nmowa3m
0 n
0
mm
3=aSm mmn
oa o�.o�m
onAnly
m
a r.�
pyo m�mj.3m<'?
m
o _mmoam o'm
rn'� .:
m0
T
Omo.
�aJ;^m»�o�
mvrnsFn- F.o
a�nm
33To
0ymaoomw
O- n_
mxc 0
3m j�p-c
moo a
'?m=a-
3.._m
m��
m�.cdooi-ma
0 IM
�j
FIRST FLOOR 8'3 4" DIA. PVC
ELEVATION - 9.52' GRAVITY SEWER
-� MIN. 1/4" PER FT. PITCH
EXISTING
SEWER UNE
NEOPRENE BC
5 5't IN
ELEV.
3.67'
ELEV.
2.5'
ELEV
HIGH
GROUNDWATER
ELEVATION
HIGH GROUNDWATER ELEVATION 2.5'
TAKEN FROM ON SITE MONITORING WELL
FROM 2/10/13 UNTIL 2/19/13
NEOPRENE BOOT
Iff
3,500 GALLON 7'x17' REINFORCED
CONCRETE H-20 TIGHT TANK
r DRIVE
INSTALL N DIAMETER AND
BO RISER AND ,/'ZZ1BO SI�0 Q.E
CAST IRON GA GRADE
AND BOLTED COVER 1 rJYy�
E FINISH GRADE AT ACCESS PORTS ��
SEAL FLOAT
CONDUIT EXISTING GRADE - 8.0'3 s�pRI VAT E)
/ 9' MINIMUM COVER
TO ALARM Ja' MAXIMUM COVER 5 Q•t � -
TIGHT TANK BUOYANCY CALCULATION:
DIAMETER (H-20) RISER AND
ASKETED AND BOLTED COVER
GRADE AT ACCESS PORTS
TANK PLAN VIEW
NOT TO SCALE
VOLUME OF TANK DISPLACED BY HIGH GROUNDWATER - 842 CUBIC FEET (ASSUMES TOTAL SUBMERSION)
BUOYANT FORCE IN POUNDS EXERTED VERTICALLY ON TANK - 52,500 LBS.
ADD 105 FACTOR OF SAFETY -
57,750 LBS.
PROVIDE WATERTIGHT
LOCATION OF EXISTING
SEAL TO TANK TOP ---/APPROXIMATE
F
8,000 LBS.
(TYP.)
I WATER SERVICE
'
YEESLEEVE
� R,0 ALARM FLOAT LEVEL
EXISTING WATER LINE
Mm) SEWAGE
FROM CURB STOP TO INSIDE
HOLDING
-
CRAWL SPACE
TANK
EXISTING
PROVIDE 3 CUBIC YARDS
�.RHE.�
OF CONCRETE FOR
BUOYANCY
UTILRZES ppygAlENT
p OF
'INC
PROVIDE 6" COMPACTED 3,500 GALLON 7'x17' REINFORCED
TIMBERS -
CRUSHED STONE BASE CONCRETE H-20 TIGHT TANK
I
&
PROPOSED 4"ay'00
Fl"E
TANK PROF VIEW
SCH.40 PVC GRAVITY X80
40.68
NOT TO SCALE
SEWER (TVP.)
�•_ - __I
R. 12)- -
TIGHT TANK BUOYANCY CALCULATION:
DIAMETER (H-20) RISER AND
ASKETED AND BOLTED COVER
GRADE AT ACCESS PORTS
TANK PLAN VIEW
NOT TO SCALE
VOLUME OF TANK DISPLACED BY HIGH GROUNDWATER - 842 CUBIC FEET (ASSUMES TOTAL SUBMERSION)
BUOYANT FORCE IN POUNDS EXERTED VERTICALLY ON TANK - 52,500 LBS.
ADD 105 FACTOR OF SAFETY -
57,750 LBS.
EMPTY TANK WEIGHT (FROM MANUFACTURER) -
38,240 LBS.
WEIGHT OF SOIL COVER ABOVE TANK -
8,000 LBS.
WEIGHT OF ADDITIONAL CONCRETE -
12,150 LBS
BUOYANT FORCE EXERTED ON TANK OF 57,750 LBS.
IS LESS THAN TOTAL WEIGHT OF 3.500 GALLON TANK
AND SOIL COVER AND CONCRETE (58,390 LBS.)
OK TO USE 3-500 GAILDN H - 2Q TI HT TANK MIQM ABOVE
FOR THIS APPLICATION
6'-0' 7'-0"
PARCEL 9
A� l YlV BEDROOM
0
16TCIHEN
DECK
REDUCTIONS REQUESTED UNDER TITLE 5 REGULATIONS: V
(310 CMR 15.405: CONTENTS OF LOCAL UPGRADE APPROVAL) „d
a) 10'3 TO THE 10' MINIMUM SETBACK REQUIRED FOR PROPOSED TIGHT TANK TO ROAD PROPERTY UNE.
(0't SETBACK PROVIDED) � 7
a) 7'3 TO THE 10' MINIMUM SETBACK REQUIRED FOR PROPOSED TIGHT TANK TO SIDE PROPERTY UNE.
(3'3 SETBACK PROVIDED)
b) 17'3 TO THE 20' MINIMUM SETBACK REWIRED FOR PROPOSED TIGHT TANK
(3't SETBACK PROVIDED) TO CRAWLSPACE FOUNDATION. W 1
t
i1-
�•1
HIGH LEVEL ALARM SPECIFICATIONS:
1. AN AUDIO AND VISUAL HIGH WATER ALARM PANEL SHALL BE PROVIDED IN AN EASILY ACCESSIBLE LOCATION.
2. THE ALARM SHALL BE CONTROLLED BY A SINGLE FLOAT SWTCH SET TO OPERATE THE AUDIO AND VISUAL FEATURES WHEN THE TANK REACHES 3/5 CAPACITY.
3. ALL WIRING FOR THE ALARM SYSTEM SHALL BE PERFORMED BY A LICENSED ELECTRICIAN, AND INSPECTED BY THE TOWN OF YARMOUTH ELECTRICAL INSPECTOR.
4. PROPER OPERATION OF THE ALARM SHALL BE INSPECTED BY THE DESIGN ENGINEER AND REPRESENTATIVE OF THE LOCAL APPROVING AUTHORITY PRIOR TO FINAL CERTIFICATION.
PRE -CAST CONCRETE TIGHT TANK SPECIFICATIONS:
1. THE PROPOSED TIGHT TANK SHALL BE CONSTRUCTED OF REINFORCED CONCRETE, WITH A H-20 DESIGN LOADING.
2. MINIMUM TANK CAPACITY SHALL BE 500% OF DAILY FLOW BUT NO LESS THAN 2,000 GALLONS. EXISTING 674 S.F. LIVING AREA INCLUDING 1 PRIVATE BEDROOM O 110gpd PER BEDROOM - 110gpd ESTIMATED DAILY FLOW.
(1100gpd x 5007. - 550 GALLONS). A 3,500 GALLON TANK IS PROPOSED.
3. TANK SHALL BE PROVIDED WITH TWO 24" MINIMUM DIAMETER ACCESS PORTS LOCATED OVER INLET TEE AND OPPOSITE END OF TANK.
4. A 24" MINIMUM DIAMETER GASKETED AND BOLTED CAST IRON COVER LABELED "SEWER" SHALL BE PROVIDED TO FINISH GRADE OVER THE BOTH ACCESS PORTS IN THE PRE -CAST TANK TOP. THE CAST IRON COVERS SHALL REST
ON CONCRETE RISERS SEALED TO THE TANK TOP AND CAST IRON FLANGES BY HYDRAULIC CEMENT.
5. ELECTRICAL CONDUIT PENETRATIONS THROUGH THE CONCRETE RISER OR PRE -CAST TANK FOR THE ALARM SHALL BE SEALED TO PREVENT THE INFILTRATION OF GROUND WATER.
6. THE TANK SHALL BE PROVIDED WITH A SINGLE INLET KNOCKOUT FOR A 4"DIA. INLET UNE. NO OUTLET SHALL BE PROVIDED.
7. A 4' NEOPRENE BOOT SHALL BE PROVIDED AT THE INLET KNOCKOUT OF THE PRE -CAST TANK. THE BOOT SHALL BE FITTED WITH A STAINLESS CLAMP TO PROVIDE A WATERTIGHT SEAL TO THE 4'PVC INLET UNE.
8. THE PRE -CAST TANK MANUFACTURER SHALL PROVIDE A WATERTIGHT TANK BY IMPLEMENTING SUFFICIENT METHODS FOR THE SEALING OF ALL CONCRETE SURFACES. AND SEALING OF ALL SEAMS BETWEEN TANK SECTIONS AND
ANY PENETRATIONS. BOTH AT THE FACTORY AND IN THE FIELD.
GENERAL NOTES:
1. THE HOLDING TANK SHOWN HAS BEEN DESIGNED IN ACCORDANCE WITH COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION REGULATION 310 CMR 15.260(2)
2. THE TIGHT TANK SHALL RECEIVE WASTE FROM ALL FIXTURES WITHIN THE EXISTING DWELLING.
3. THE DESIGN ENGINEER SHALL INSPECT THE INSTALLATION OF THE TIGHT TANK AND CERTIFY THAT IT HAS BEEN INSTALLED WATERTIGHT. CONTACT ENGINEER PRIOR TO CONSTRUCTION TO
SCHEDULE INSPECTIONS.
4. NO FLOW SHALL BE DISCHARGED TO THE TIGHT TANK UNTIL THE DESIGN ENGINEER HAS CERTIFIED THE INSTALLATION TO THE LOCAL APPROVING AUTHORITY AND THE McDEP. SN Flfn 6+�
S,.
5. THE TIGHT TANK SHALL BE PUMPED AT 3/5 CAPACITY BY A LICENSED SEPTAGE HAULER AND THE CONTENTS DISPOSED OF AT AN APPROVED WASTEWATER TREATMENT PLANT. et4`\y TC"OTHY JS`
6. THE OWNER SHALL RECORD THE APPROVAL ISSUED BY McDEP OR IF THE DEPARTMENT ISSUES A PRESUMPTIVE APPROVAL• THE LOCAL APPROVAL SHALL BE RECORDED AT THE REGISTRY _ .ROT!Y
OF DEEDS IN THE CHAIN OF PROPERTY TITLE. ,s j
IL
7. NO WELLS OR POTABLE WATER SUPPLIES EXIST WITHIN 50' OF HOLDING TANK. V.
e. DATUM IS N.G. V.D. �
9. EXISTING SITE FEATURES AND TOPOGRAPHY TAKEN FROM SITE PLAN FOR DAWN KAROL PREPARED BY SLADE ASSOCIATES, INC. M /up., ,
iQ
10. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY EAST CAPE ENGINEERING. INC. vi
11. ENGINEER TO STAKE OUT TANK LOCATION FOR CONSTRUCTION.
12. ENGINEER TO VERIFY TANK LOCATION FOLLOWING CONSTRUCTION.
13. THERE ISA 1-1/4' DIAMETER PIPE RUNNING THROUGH THE CESSPOOL, BELIEVED TO BE AN ABANDONED WATERLINE. EXCAVATE CAREFULLY TO VERIFY. APPROVED DATE
BENCHMARK
TOP OF FIRST FLOOR
ELEVATION = 9.52'
DATUM = 1929 NG VD
7WG O g�C�Y
D fuRA�ONSTI? TTOr
WAS
BED
RpG
OM
EXISTING CESSPOOL TO
BE REMOVED
EXISTING WOOD
RETAINING WALL
F]
1
OF
INSTALL SHEET PILING DURING CONSTRUCTION FOR
FOUNDATION PROTECTION AND DEWATERING
-PROPOSED 3,500 GALLON
H-20 CONCRETE TIGHT TANK 4AC� 404 us
-REMOVE & RECONSTRUCT
^y
WOOD STEPS
.9�
_EXISTING SINGLE FAMILY RESIDENCE
(CRA WISPACE FOUNDATION)
PARCEL 7 "- / `ego ue 8w�
OUQ/\ S/As
PROPOSED STRAW BALE
DEWATERING PIT
o
SEA
COASTAL
-PARCEL 8 -
3,575 SQ. FT,.t,'
O'Ni
jNOTE: THE ENTRE PROJECT IS WITHIN tOOFT. OF NANTUCKET SOUND.
1 NANTUCKET
/ SOUND
�A4
=SITE PLAN=
Dr�v WASTEWATER TIGHT TANK DESIGN
a r -'LOCUS: 53 SOUTH SHORE DRIVE
i � a � dL 13East Cape Engineering, Inc.
CIVIL ENGINEERS YARMOUTH, MA
LAND SURVEYORS
I I�I'F''`Q DAA REF: ASSESSOR'S MAP 19, PARCEL 8
=r{+ 4 111 44 Route 28, Orleans, Mass.Rp/ 6 (508) 255-7120 PREPARED FOR: DAWN KAROL
80A D OF HEALTH
YARMOUTH MA SCALE: 1"=10' DATE: 03/21/2013 DWG:030507
REVISED: 04/02/2013 03-050
I
Z Z
ZO U U�
TOP OF FINISH F_OOR F F Z 2 „ORIFICE SHIELD TORI! SLOTTED TYPE MANUFACTURED DY
� 18.52' O 0 2 2111 CRENCO SYSTEMS INCORPORATED.
W
INSTALL (H-20) RISER AND 2 2 <6 ALTERNATE ORIFICE SHIELD MAY BE SUBSTITUTED
ELEV. _INSTALL (H-20) 1215ER ANO COVER 30" DIAMETER COVER O oZ W W FOR THE UNIT BROWN IF APPROVED R. BE
TO WITHIN 6- OF FINISH GRADE TO FINISH GRADE 4 III��L Ia. prcpU EQUIVALENT BY THE DESIGN ENGINEER.
0 O o O V' - AND ORIFlOFILTER 7IC IS SH ELD$ BEFOREBE ALLED OVER B CKFIIWNG MTHR SAND
EXISTING PARKING AREA W CLEAN SAND BACKFILL 3/4 DECK BOARD (TYP.) W W j BAC"ITH pN SOVE VERB ND LAYER O FILTER FABRIC
ELEVATION - 6.0'3 Z Z< 2 Z(
FINISH FLOOR 7 33 2x8 TIMBER SLEEPER (TW.) 7 J3
8't 4" :SCH.40 ALL ELECTRICAL C014NECTIONS _ FLUSH WITH TO - _ FILTER F/IBRIC
P OF WAU_ TOP OF WOOD BOARDWALK El_ 9.2'i
TOP OF UNER/RE TAININO N'ALL EL. 9.0'3
9' MINIMLM TO BE ROUTED THROUGH
PVC SI_WER 9' MINIMUM .JUNCTION BOX -SLOTTED ORIFICE 110 SCH.40 PVC FILTER FABRIC 1.00' DIAMETER BAND BACKFILL
e 1'f 4" SCH.40 ` ., - -:SHIELD (TYP.) ITS ISUTION LATERAL, '(TYP. TOP OF CHAMBER E_, 8.2'3:
SCH. 40 LATERAL _ 1\.,
PVC SEWER - :
'' • - '• • 5.00' REMOVE SHINGLES ON EXISTING .
C
_ FOUNDATION AND PROVIDE
IN •' OUT-- "' "y.'- '-•. ELEV. FLASHING AND VINYL LINER
• LATERAL INVERT EL. 7.83' 01
IN
ELEV. -� 20't .^_" SCH.40 - -
-3.83 / 3' 3.58• uFT cHAw+ PVC FORCE MAIN o33' - _ y�1 T4 0 1-tiz ORI ICE 0111yy�vE�R
3.50' - t Br�r`�,'1
ELEV. ELEV. _� TRUE UNION 3.50'a 2D't - - 0.010.83't BOTTOM OF CHAMBER EL. 7.BO'
BALL VALVE. 00 - 4' ORIFICE \ 3 4- TO 1-1/2 DOUBLE', ELEV. - 01 NVERT (TYP.) -WASHED STONE <TYP.)
INSTALL INLET TEE ELEV. /
(10" MIN.) ., ESTIMATED HIGH - '
GROUNDWATER 3/8" BLEEDER 2• DIA. SCH.40
--E%15TIN0/IMPORTE[) CLEAN SAND
INSTALL OUTLET TEE ELEV-2.5 , PVC FORCE MAIN VINYL UNER _
WITH GAS BAFFLE 3B" CHECK VALVE (TYP.)
CULTEC FIELD DRAIN CONTACTOR C4 CHAMBER
STORAGE CAPACITY
AeoVE PUwP LELLVEL SIMPLEX MYERS CHAMBER WIDTH 40'
Bl" 27e 9AONs HIGH HEAD WASTEWATER
R PUMP BOTTOM OF LINER EL. 9.0'i_
ORIFICE
PUMP OPERATION TO BE CONTROLLED . � 1.00'
FIELD INSTALL 113" LAYER BY FLOAT SWITCHES 11 '` : - ESTIMATED HIGH GROUNDWATER EL X2.50• DIAMETER
NON -REINFORCED CONCRETE - - L (((111 ABOVE /1 BOH. 40
(MIN. 1401p cu.ft. UNIT WT 16 OPERATION SE TTM TA EXCAVATE ANO REMOVE ALL UNSUITABLE SOILS \\� LATERAL
/ ) BETWEEN RETAINING WALL AND FOUNDATION WALL
(MEASURED FROM TANK FLOOR)
�• T UNTIL CLEAN SAND ENCOUNTERED.
HIGH WATER ALARM ON: -22'
7 - '• PUMP ON: 16" CONFORMING TO 310A MR MATERIAL
VAVH CLEAN SAND
6" OF CRUSHED 'STONE _ SUMP (PUMP OFF) -12" .
6" OF CRUSHED STONE SOIL ABSORPTION SYSTEM (END VIEW) ORIFICE SHIELD DETAIL
1000 GALLON (H-20) CONCRETE SEPTIC TANK 5.0' 1. D. CH -20) CONCRETE PUMP CHAMBER (NOT TO SCALE) _ (NOT TO SCALE)
( (NOT TO SCALE) (NOT TO SCALE)
w
a
p < H.O.P.E. VALVE VHF. OF RETAINING
3/4 DECK BOARD (TYP.) 4'0 SCH.40 PVC BOX (TYP.)
W 4'0 SCH.4O PVC CAPPED INSPECTION
? CAPPED INSPECTION 2x'S TIMBER SLEEPER (TYP.) PORT (TIP.)
PORT (TYP.) FLUSH WITH TOP OF WALL TOP OF W000 BOARDWALK EL. 9.2'3
TOP OF LINER/RETAINING WALL EL 0.0'3
L2'0 SCH.40 SLOTTED ORIFICE ' SOLID 1'e SCHAO - lY SCH.40
Q SECTIOSCH.40 PVC
PVC MANIFOLD SHIELD (T.) TWEN CAMBER DISTIBUON LATERAL CLEAN BANp BACK
'1'I SWEEP
P WTH
NS (TYTHREADED PLUG (TYP.)
TOP OF CHAMBER EL. - 8.2'
3
HU QQQ Q O Q U Q O O O Q Q Q Q O Q Q Q Q Q Q Q Q Q Q Q Q O LATERAL INVERT EL. 7.83'
OPO O O O O 0Q Q Q QFIQQOQQQQ QQ 1.413, BOTTOM OF CHAMBER EL - 7
.30'
2'4 SCH-40
ORIFICE 0 INVERT
TEE/ELSOW ./4ECE WITH (9 REWIRED THIS SECTION) EXISTNGAMPORED CLEAN $A (12 REQUIRED THIS SECTION) LAST 1/4' ORIFIIN EACH
LATERAL
2-:1' BUSHING
SHALL BEAT CROWN _ (TYP.)
(1) FULL CULTEC FIELD DRAIN C014TACTOR C4 CHAMBER - -' - -
(1) CUT CULTEC FIELD DRAIN CONTACTOR C4 CHAMBER - (3) CULTEC FIELD DRAIN CONTACTOR C4 CHAMBERS 30'
(EFFECTIVE LENGTH 9.S) (EFFECTIVE LENGTH 24.3')
'.. .
BOTTOM OF LINER EL. - S.O'i
ESTIMATED HIGH GROUNDWATER EL 2.90'
DEEP OBSERVATION HOLE LOGS: SOIL ABSORPTION SYSTEM (SIDE VIEW)
TT J�j
(NOT TO ;:GALE) �g�• D� �/�LJ
TEST DATE: TO BE DETERMINED - IZZ180 SHO
TEST E3 Y: CHRIS DETERMINED
- CERTIFIED SOIL E 0ARD F PRE -CAST CONCRETE TANK SPECIFICATIONS: 1
l"O BE DETERMINED - AGENT' FOR E)OARD OF HEALTH - C UTI.,
PERC RATE: IN MEDIUM SAND < 5 MINUTES PER INCH _ 1. ALL PRE -CAST CONCRETE STRUCTURES SHALL BE WATERTIGHT AND CAPABLE .7o /•r�DTTjAT J)
TEST - OLE #1 ELEVATION OF WITHSTANDING AASHTO HS20 LOADING. r+ / t R 1
2. A -L SEWER LINE PENETRATIONS INTO PRE -CAST COMPONENTS SHALL BE AS l
DEPTH ELEVATION HORIZON TEXTURE SHOWN ON PLANS. CONNECTIONS OF PVC PIPING TO CONCRETE STRUCTURES EXISTING
SHALL 13E MADE BY THE USE OF A FLEXIBLE NEOPRENE BOOT INSTALLED N OVERHEAD P�ZOPOSED 1000 GALLON
THE PRE -CAST OPENING DURING MANUFACTURE. SEALS SHALL BE OF CORRECT
SIZE FOR THE PIPE DIAMETER AND INCLUDE STAINLESS STEEL CLAMPS. UTILITIES rH-20 CONCRETE
3. THE CONTRACTOR AND MANUFACTURER ARE RESPONSIBLE FOR ASSURING THAT / SEPTIC TANK
APPROXIMATE LOCATION OF EXISTING /
HIGHEST OBSERVED GROUNDWATER IN ON-SITE MONITORING WELL
ALL PRE -CAST COMPONEN fS ARE INSTALLED WATERTIGHT.
A'ATER SERVICE
.� 1/4 INCH DIAMETER RENCHMARK
DURING PERIOD 2/10/13 to 2/19/13)
F- ����
4. A_L CONSTRUCTION JOINTS BETWEEN PRE -CAST SECTIONS AND RISERS
SHALL
34.0'
x 6.7 Sq.Ft./Lin.Ft. - :227 Sc.Ft. PROPOSED > 223 Sq.Ft. REQUIRED
3.
BE INSTALLED WITH BUTYL SEALS OR HYDRAULIC CEMENT.
SLEEVE EMSTING WATER LINE
4.
SEWAGE DISPOSAL SYSTEM DESIGN:
FROM CURB STOP TO
INSIDEDCE
Op pA?�-D"pLA,
310
CMR 15.404: MAXIMUM FEASIBLE COMPLIANCE -APPROVALS FOR UPGR/,r)FS
CRAWL
SPA CENC C0
Q�7• DESIGN FLQ�y; 2 BEDROOMS e9 110 3ALLONS PER DAY PER BEDROOEA 220 GALLONS
SEPTIC TANK BUOYANCY CALCULATION:
(CRA WLSEACE FOUNDATION)
NECK
'PrAyAS y011
-
6.
•--____---•••--"--••
--- - -
ry
D Rpt
FOR CON57'
SEPTIC TANK REQUIREbIENT:
BUOYANT FORCE ON TANK (ASSUMING FULLY SUBMERGED): 17,690 LB
EXISTING
y
O
220 GALLONS x 200% - 440 GALLONS MINIMUM CAPACITY REQUIRED
WEIGHT OF EMPTY TANK: 14,500 LB
TIMBERS r
I
O
rs }
INSTALL 1.000 GALLON H-20 CONCRETE SEPTIC TANK
WEIGHT OF SOIL COVER OVER TANK: 3,780 LB
9.
MANIFOLD LENGTH: 2.0 FEET
'}
(REFERENCE: 310 CMR 15.404:(2)(a) - MAXIMUM FEASIBLE COMPLIANCE
PROPOSED e 0
a)
6't TO THE 10' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO SIDE PROPERTY LINE. (4't SETBACK PROVIDED)
TOTAL WEIGHT OF EMPTY TANK AND SOIL COVER (18,280LB)
.SCI. 40 PVC FORCE
R VIDEO)
SYSTEMPROPERTY
SOIL ABS C)RPT10 4 SYSTEM REQUIREMENT I
EXCEEDS BUOYANT FORCE ON FULLY SUBMERGED TANK (17,6911
MAIN
68
40. 4,
PERCOLATION RATE <5 MINUTES PER INCH IN MEDIUM SAND
6't TO THE 'O' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO FOUNDATION WALL. (4' SETBACK PROVIDED)
1.
12) l
I
25% REDUCTION IN REQUIRED SUBSURFACE. AREA DESIGN REQUIREMENT
PUMP CHAMBER BUOYANCY CALCULATION:
'
EL.
v 5(EL16j
20't TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
(REFERENCE: 310 CMR 15.405:(c) -- CONTENTS OF LOCAL UPGRADE APPROVAL
CROWN TO ALLOW AIR WITHIN THE LATERAL TO BE PURGED DURING EACH DOSE.
PROPba'ED 4"D
(10.5' SECTION OF F.A.S.. IS O' FROM FOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
(220 God / 0.74 Gpd/Sq.Ft.) = 297 Sq.Ft. REQUIRED AT FULL ,SIZE
BUOYANT FORCE ON CHAMBER (ASSUMING FULLY SUBMERGED): 11,910 LB
SCH-40 PVC GRAVITY
BEDRpO
THE LATERALS SHALL BE INSTALLED LEVEL TO ALLOW DRAINING FOLLOWING EACH DOSE CYCLE.
C)
WEIGHT OF EMPTY CHAMBER WITH ADDITIONAL CONCRETE: 9,980 LB
SEWER (TYF.J
O.
297 Sq.Ft. x TSIs 223 Sq.Ft. REQUIRED WITH 257 REDUCTION
3.
THE FORCE MAIN SHALL BE PITCHED BACK TO THE PUMP CHAMBER TO .ALLOW COMPLETE
___ -
.
}
- WEIGHT OF SOIL COVER OVER CHAMBER: 2,543 LB
g)
5'f TO THE '�0' REQUIRED SETBACK FCR PROPOSED SEPTIC TANK TO WATERLINE. (5't SETBACK PROVIDED)
1 g3,
USING CULTEC CHAMBERS IN A BED CONFIGURATION WITHOUT AGGREGATE
AS SPECIFIED IN 310 CMR 15.251 (1)(e), THE SYSTEM SHALL BE SIZED ILI
---"
i -.-
W✓�'
AN EFFECTIVE LEACHING AREA OF E.7 Sq.Ft/LIn.Ft. FOR FIELD DRAIN CONTACTOR
TOTAL WEIGHT OF EMPTY CHAMBER AND SOIL COVER (12,523LB)
PROPOSED STAIRS
BATH
FLED
SYSTEM REQUIREMENT: SUBMERSIBLE SIMPLEX SEWAGE PUMP CAPABLE OF PASSING 1-Y4" SOLIDS,
EXCEEDS BUOYANT FORCE ON FULLY SUBMERGED CHAMBER (1•:,91OLB)
DATUM S N.G.V.D•
_
AND PUMPING 65 GE- ® 19 FT. T.D.H.
C4 CHAMBER.
MUNICIPAL WA -ER IS AVAILABLE
AND PLATFORM
E'UMP MODEL SPECIFIED:
3.
REFERENCE_: CERTIFICATION FOR GENERAL USE ISSUED BY MaDEP TO CULTEC, INC.REMOVE
EXISTING STAIRS &
4.
DESIGN LOADING FOR ALL PRE -CAST UNITS: AASHTO-H-10-44, H-20-44 WHERE VEHICLE LOADS ARE ANTICIPATED
TRANSMITTAL No. W037676, REVISED DATE OF ISSUE FEBRUARY 22, 2010.
PRESSURE DISTRIBUTION SYSTEM SPECIFICATIONS'
OR WHEN SUBJECT TO 4 FT, OR MORE OF COVER.
5.
PLATFORM IN THIS AREA
3.
FORCE MAIN SHALL BE 2" DIA- SCH. 40 P.V.C. PIPE - PLACE 1C.F. OR EQUIVALENT
PROPOSE SOIL ABSORPTION BED CQNFIGLRATIOP4
c'IZE
1 PERFORATION •
JUTCHEN
J�
PROPOSED 57 D.
_17-H-20 PUMP CHAMBER
EXISTING CESSPOOL TO
BE REM'OVE'D
EXISTING WOOD
RETAINING WALL
4' CON . WA
_ PROPPROPOSED PRESSURE DOSED
SOIL ABSORPTION SYSTEM
F (1) FULL CULTEC C-4 CHAMBER &
1' (1) CUT CULTEC C-4 CHAMBER
OVERALL LENGTH 9.5'
PROPOSED RETAINING WALL
TOP OF WALL ELEV-=9.0'
PROPOSED BOARDWALK OVER SAS AREA
BETWEEN HOUSE AND RETAINING WALL
(REMOVABLE FOR S.A.S. MAINTENANCE)
INSTALL 4FT. TALL VINYL LIAER ALONG
BLOCK FOUNDATION WALL AND INSIDE
OF RETAINING WALL
PROPOSED PRESSURE DOSED
ROOM SOIL ABSORPTION SYSTEM
(3) CULTEC C-4 CHAMBERS
DECK \ , OVERALL LENGTH 24.5'
E3CIS�'ING BOARDiYALK -
I
1 r
1 .
1
OYM)IG UNSMMABLE
1 SOILS (SEE DETAd)
I (
1
1 �
D1 ,
' 1
1
l-
0
OF WORK
I ��IC,
BEACH
PARCEL
CONAL
PARCEL 8
3, 575 SQ. FT. f
A�29�13
N1.H'N•
)\� cam, ftin -
ATANTUCKET
SOUND
PROPOSED STRAW BALE
DEWATERING PIT
PARCEL 7
NEF
LN.
LOCUS Ngo
LOCUS MAP
DATE
East Cape Engineering, Inc.
CIVIL ENGINEERS
LAND SURVEYORS
# 44 Route 28, Orleans, Mass.
(508) 255-7120
SITE IPLAIy
SANITARY SUBSURFACE SEWAGE
DISPOSAL SYSTEM
LOCATION:-,
53 SOUTH SHORE DRIVE
YARMOUTH, MA
REFERENCE:
ASSESSORS MAP 19
PARCEL 8
PREPARED FOR:
DAWN KAROL
1
2
3
No. Revision/Issue Date
Project JOB# 03-050 Sheet
03050SSP.dwg
Date
05/21/13
1 OF 1
Scale 111_10'
.� 1/4 INCH DIAMETER RENCHMARK
TOTA!_ LENGTH OF CULTEC FIELD DRAIN CONTACTOR C4 CHAMBER - 34.0'
2.
PERFORATION SPACING: 2'-0" ON CENTER TOP OF FIRST FLOOR
34.0'
x 6.7 Sq.Ft./Lin.Ft. - :227 Sc.Ft. PROPOSED > 223 Sq.Ft. REQUIRED
3.
PERFORATIONS PER LATERAL: ELE{ATION = 9.52'
REDUCTIONS REQUESTED UNDER TITLE 5:
4.
17 PERFORATIONS
DATUM = 1909 NGVD
LATERAL DIAMETER:
1 INCH DIAMETER
310
CMR 15.404: MAXIMUM FEASIBLE COMPLIANCE -APPROVALS FOR UPGR/,r)FS
5.
LATERAL SPACING: 1 FT. ON CENTER EXISTING SINGLE FAMILY RESIDENCE
(CRA WLSEACE FOUNDATION)
(2)(a).
A SEPTIC TANK WITH AN EFFECTIVE LIQUID CAPACITY PROVICING NO LESS THAN 24 HOURS
6.
LATERAL LENGTH: 34.0 FEET
OF RETENTION TIME OR 1000 GALLONS HAS BEEN PROVIDED WHERE A 1500 GALLON TANK IS
NORMALLY REQUIRED.
7.
TOTAL LATERALS: 3 LATERALS
310
<3MR 15.405: CONI-ENTS OF LOCAL UPGRADE APPROVAL
8.
MANIFOLD DIAMETER: 2 INCH DIAMETER -
a)
10't TO THE 10' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO ROAD PROPERTY LINE. (0' SETBACK PROVIDED)
9.
MANIFOLD LENGTH: 2.0 FEET
a)
10't TO THE 10' REQUIRED SETBACK FOR PROPOSED PUMP CHAMBER TO ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
PARCEL 9
a)
6't TO THE 10' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO SIDE PROPERTY LINE. (4't SETBACK PROVIDED)
R VIDEO)
SYSTEMPROPERTY
I
a)
:i: SESETBACKRO
9't TO THE ';0' REQUIRED SETBACK FCR PROPOSED SOIL ABSORPTION TOS DhE PROPERTY LINE. (1SETBACK PROVID D)
PRESSURE DISTRIBUTION SYSTEM NOTES:
b)
6't TO THE 'O' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO FOUNDATION WALL. (4' SETBACK PROVIDED)
1.
ALL ORIFICES SHALL BE LOCATED AT THE INVERT OF THE DISTRIBUTION LATERAL WITH THE
b)
6't TO THE "O' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO FOUNDATION WALL-. (4'3 SETBACK PROVIDED)
EXCEPTION OF THE DISTAL ORIFICES (1 PER LATERAL) WHICH SHALL BE LOCATED AT THE
b)
20't TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
CROWN TO ALLOW AIR WITHIN THE LATERAL TO BE PURGED DURING EACH DOSE.
(10.5' SECTION OF F.A.S.. IS O' FROM FOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
2.
THE LATERALS SHALL BE INSTALLED LEVEL TO ALLOW DRAINING FOLLOWING EACH DOSE CYCLE.
C)
A 257 REDUCTION 1'0 THE REQUIRED SUBSUR=ACE SEWAGE DISPOSAL AREA DESIGN REQUIREMENT.
3.
THE FORCE MAIN SHALL BE PITCHED BACK TO THE PUMP CHAMBER TO .ALLOW COMPLETE
III)
7':t TO THE 50' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO MEAN HIGH WATER. (43't SETBACK PROVIDED)
CRAINING FOLLOWING EACH DOSE CYCLE.
g)
5'f TO THE '�0' REQUIRED SETBACK FCR PROPOSED SEPTIC TANK TO WATERLINE. (5't SETBACK PROVIDED)
DOS114G PUMP SYSTEM SPECIFICATIONS:
GENERAL N01ES:
1.
SYSTEM REQUIREMENT: SUBMERSIBLE SIMPLEX SEWAGE PUMP CAPABLE OF PASSING 1-Y4" SOLIDS,
1.
DATUM S N.G.V.D•
AND PUMPING 65 GE- ® 19 FT. T.D.H.
2.
MUNICIPAL WA -ER IS AVAILABLE
E'UMP MODEL SPECIFIED:
3.
PIPE PITCH: 1/8" PER FOOT MINIMUM ON 4" SCH. 40 PVC
MYERS WHR5H 1/2HP HIGH HEAD WASTEWATER PUMP, 115 VOLT SINGLE PHASE
4.
DESIGN LOADING FOR ALL PRE -CAST UNITS: AASHTO-H-10-44, H-20-44 WHERE VEHICLE LOADS ARE ANTICIPATED
2.
PUMP LEVELS SHALL BE CONTROLLED BY FLOAT SWITCHES OR APPROVED EQUIVALENT.
OR WHEN SUBJECT TO 4 FT, OR MORE OF COVER.
5.
MINIMUM GROUND COVER OVER ALL SEWAGE LEACHING FACILITIES: (0.75) FT.
3.
FORCE MAIN SHALL BE 2" DIA- SCH. 40 P.V.C. PIPE - PLACE 1C.F. OR EQUIVALENT
CONCRETE THRUST BLOCKS AT ALL FORCE MAIN ANGLE POINTS.
6.
THIS DESIGN DOES NOT PROVIDE FOR THE INSTALLATION OF GARBAGE GRINDERS.
4.
THE CONTROL PANEL AUDIO AND VISUAL HIGH WATER ALARM SHALL BE POWERED BY
7.
CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH CCMM. OF' MASS. STATE ENVIRONMENTAL CODE TITLE 5.
A SEPARATE CIRCUIT- FROM THE PUMP.
8.
CONTRACTOR T -O NOTIFY DIG -SAFE PRIOR TO CONSTRUCTION. (1 -888 -DIG -SAFE)
5.
EQUIVALENT SYSTEM COMPONENTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED ONLY
UPON APPROVAL OF THE DESIGN ENGINEER.
9.
NO KNCWN WELLS PROVIDING WATER FOR HUMAN CONSUMPTION ARE KNOWN TO EXIST WITHIN 100' OF PROPOSED
`TOIL ABSORPTION SYSTEM.
6.
ALL SYSTEM COMPONENTS ARE TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS.
ALL ELECTRICAL WORK SHALL BE PERFORMED BY A LICENSED ELECTRICIAN UNDER A PERMIT
10.
THIS SITE PL<,N IS INTENDED FOR SEWAGE SYSTEM DESIGN PURPOSES ONLY. UNDER NO C,RCUMSTANCES ARE
ISSUED BY THE TOWN OF YARMOUTH.
BEARINGS. DISTANCES, OR FEATURES SHOWN TO BE USED TO ESTABLISH PROPERTY LINES.
11.
EXISTING SITE FEATURES INCLUDING: TOPOGRAPHY AND BUILDING LOCATION TAKEN FROM SITE PLAN DATED MARCH 19, 2013
7.
A SEPARATE EXTERIOR ELECTRICAL DISCONNECT SWITCH SHALL BE PROVIDED WITHIN SIGHT
PREPARED BY SLADE ASSC.CIATES, INC. FOR DAWN KAROL.
DISTANCE OF THE PUMP CHAMBER TO DE -ENERGIZE THE PUMP PRIOR TO ACCESS.
PROPOSED 57 D.
_17-H-20 PUMP CHAMBER
EXISTING CESSPOOL TO
BE REM'OVE'D
EXISTING WOOD
RETAINING WALL
4' CON . WA
_ PROPPROPOSED PRESSURE DOSED
SOIL ABSORPTION SYSTEM
F (1) FULL CULTEC C-4 CHAMBER &
1' (1) CUT CULTEC C-4 CHAMBER
OVERALL LENGTH 9.5'
PROPOSED RETAINING WALL
TOP OF WALL ELEV-=9.0'
PROPOSED BOARDWALK OVER SAS AREA
BETWEEN HOUSE AND RETAINING WALL
(REMOVABLE FOR S.A.S. MAINTENANCE)
INSTALL 4FT. TALL VINYL LIAER ALONG
BLOCK FOUNDATION WALL AND INSIDE
OF RETAINING WALL
PROPOSED PRESSURE DOSED
ROOM SOIL ABSORPTION SYSTEM
(3) CULTEC C-4 CHAMBERS
DECK \ , OVERALL LENGTH 24.5'
E3CIS�'ING BOARDiYALK -
I
1 r
1 .
1
OYM)IG UNSMMABLE
1 SOILS (SEE DETAd)
I (
1
1 �
D1 ,
' 1
1
l-
0
OF WORK
I ��IC,
BEACH
PARCEL
CONAL
PARCEL 8
3, 575 SQ. FT. f
A�29�13
N1.H'N•
)\� cam, ftin -
ATANTUCKET
SOUND
PROPOSED STRAW BALE
DEWATERING PIT
PARCEL 7
NEF
LN.
LOCUS Ngo
LOCUS MAP
DATE
East Cape Engineering, Inc.
CIVIL ENGINEERS
LAND SURVEYORS
# 44 Route 28, Orleans, Mass.
(508) 255-7120
SITE IPLAIy
SANITARY SUBSURFACE SEWAGE
DISPOSAL SYSTEM
LOCATION:-,
53 SOUTH SHORE DRIVE
YARMOUTH, MA
REFERENCE:
ASSESSORS MAP 19
PARCEL 8
PREPARED FOR:
DAWN KAROL
1
2
3
No. Revision/Issue Date
Project JOB# 03-050 Sheet
03050SSP.dwg
Date
05/21/13
1 OF 1
Scale 111_10'
5.5'1
ELEV.
z
i
w
a
0
w
z4
TOP OF FINISH F_OOR
77- _1).52'
A ELEV.
INSTALL (H-20) RISER AND COVER
1"0 WITHIN 6" OF FINISH GRAD=-
8':h
RAD=
8't 4" SCH.40 9" MINIMLM
PVC SEWER }-
1 IN -
-3.83• / 3,.
ELEV.
INSTALI_ INLET TEE
(10" MIN.)
EXISTING PARKING AREA
- 6.0'1
ESTIMATED HIGH
GROUNDWATER
ELEV-2.5'
-
ALL ELECTRICAL CONNECTIONS
TO BE ROUTED THROUGH
w w5/
2 2�
FINISH FLOOR J 3
CLEAN SAND BACKFILL
_
W 2
4 DECK BOARD (T.) w
W
E2'16 TIMBER SLEEPER (T.) D
FLUSH WITH TOP OF WALL
w:1ELEVATION
2f
j;
TOP OF WOOD BOARDWALK EL - II
TOP OF UNER/RE TAtNINO WALL EL. G.I
-
CONFORMING TO 31D CMR 15.255(D)
61"
B' MINIMUM
JUNCTION BOX
Z
2
'/' 1'. SCH.40 PVC � FILTER FABRIC
8" OF CRUSHED STONE
OF - - ptACE
SEWAGE DISPOSAL SYSTEM DESIGN:
SOIL ABSORPTION SYSTEM (END VIEW)
INSTALL (H-20) RISER AND
2
foz
F30"
FIELD INSTALL 115" LAYER
DIAMETER COVER
3
Y NECON
D R CONSTR
w
E
ww
TO FINISH GRADE
w
4"0 SCH.40 PVC
POPPED INSPECTION
PORT (TYP)
PVC SEWER
CAPPED INSPE:CTON
PORT (TW.)
REMOVE SHINGLES
ON EXISTING
bl
b 0
EXISTING PARKING AREA
- 6.0'1
ESTIMATED HIGH
GROUNDWATER
ELEV-2.5'
-
ALL ELECTRICAL CONNECTIONS
TO BE ROUTED THROUGH
w w5/
2 2�
FINISH FLOOR J 3
CLEAN SAND BACKFILL
_
W 2
4 DECK BOARD (T.) w
W
E2'16 TIMBER SLEEPER (T.) D
FLUSH WITH TOP OF WALL
w:1ELEVATION
2f
j;
TOP OF WOOD BOARDWALK EL - II
TOP OF UNER/RE TAtNINO WALL EL. G.I
-
CONFORMING TO 31D CMR 15.255(D)
61"
B' MINIMUM
JUNCTION BOX
AGI P'JMP LEVEL
2741 GALLONS
SLOTTED CRIFlCE
'/' 1'. SCH.40 PVC � FILTER FABRIC
8" OF CRUSHED STONE
OF - - ptACE
SEWAGE DISPOSAL SYSTEM DESIGN:
SOIL ABSORPTION SYSTEM (END VIEW)
1000 GALLON (H--20) CONCRETE SEPTIC TANK
5.00 I.D. (H-20) CONCRETE
SHIELD (T1PJ
III LATERAL', (TIP.
FIELD INSTALL 115" LAYER
TOP OF CHAMBER E_. - EI
1'f 4" SCH.40
Y NECON
D R CONSTR
SEPTIC TANK REQUIREMIENT:
BY FLOAT SWITCHES •, ESTIMATED HIGH GROUNDWATER EL. - 2.50'
`EXCAVATE
'
4Y SCH.40 PVC
(IST
O O
4"0 SCH.40 PVC
POPPED INSPECTION
PORT (TYP)
PVC SEWER
CAPPED INSPE:CTON
PORT (TW.)
REMOVE SHINGLES
ON EXISTING
(MIN. 1401b/Cu.Tt. UNIT WT)
TOP OF WOOD BOARDWALK EL - III
EXCEPTION OF THE DISTAL ORIFICES (1 PER LATERAL) WHICH SHALL BE LOCATED AT THE
b)
20'1 TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
BETWEEN RETAINING WALL
(MEASURED FROM TANK FLOOR) ALL AND FOUNDATION WALL
5.00' FOUNDATION AND PROVIDE
PROPOSED 2'0
(10.5' SECTION OF F.A.S.. IS O' FROM ITOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
(REFERENCE: 310 CMR 15.404:(2)(a) - MAXIMUM FEASIBLE COMPLIANCE
OUT-
-.
-'-:l ELEV. FLASHING AND
VINYL LINER
SOIL ABSQRPTION SYSTEM REQUIREMENT:
EXCEEDS BUOYANT FORCE ON FULLY SUBMERGED TANK (17,6901-13)
MAIN
LATERAL INVERT Z63'
PERCOLATION RATE <5 MINUTES PER INCH IN MEDIUM SAND
IN
20'1 2" SCH.40
g)
257 REDUCTION IN REQUIRED SUBSURFACE AREA DESIGN REQUIREMENT
�
3.58'
LIFT CHAIN
PVC FORCE MAIN
203 .:-
PROPb5EO 4"m
0.83't
BOTTOM OF CHAMBER EL. - 7.50'
ELEV.
3.50'
_� TRUE UNION
3.50'a
1
(220 Gpd / 0.74 Gpd/Sq.Ft.) = 297 Sq.Ft. REQUIRED AT FULL ,SIZE:
0 0•
SEWER (TIP.)
MUNICIPAL WA -ER IS AVAILABLE
°
INSTALL OUTLET TEEP
WITH GAS BAFFLE
(14" MIN.)STORAGE
ESTIMATED HIGH
GROUNDWATER
ELEV-2.5'
ELEV
ALARM 01
3B•
BALL VALVE-.
3/8" BLEEDER`
I
CHECK VALVE
CAPACITY
�- f
-.•
00 1/4 ORIFICE 3/4 TO 1-1/2 DOUBLE
ELEV. ., O INVERT (TW) ...WASHED STONE (TYP)
•2" DIA. SCH.40 YL LINER ' !-EXISTNO/IMPOR TED CLEAN SAND�3
PVC FORCE MAIN (TW.) - STI ." "50'
CULTEC FIELD DRAIN CONTACTOR C4 -CHAMBER
CHAMBER WIDTH ♦ O'
OFF) 12"
CONFORMING TO 31D CMR 15.255(D)
61"
{T �. �.�_
-_
_' A'D"
AGI P'JMP LEVEL
2741 GALLONS
o)
SIMPLEX MYERS 'NNRSH BOTTOM OF LINER EL. 3.0'!:
HIGH HEAD WASTEWATER PUMP
8" OF CRUSHED STONE
OF - - ptACE
SEWAGE DISPOSAL SYSTEM DESIGN:
SOIL ABSORPTION SYSTEM (END VIEW)
1000 GALLON (H--20) CONCRETE SEPTIC TANK
5.00 I.D. (H-20) CONCRETE
PUMP OPERATION TO BE CONTROLLED
CHAMBER
FIELD INSTALL 115" LAYER
(NOT TO SCALE)
(NOT TO SCALE)
Y NECON
D R CONSTR
SEPTIC TANK REQUIREMIENT:
BY FLOAT SWITCHES •, ESTIMATED HIGH GROUNDWATER EL. - 2.50'
`EXCAVATE
'
4Y SCH.40 PVC
NON -REINFORCED CONCRETE
O O
4"0 SCH.40 PVC
POPPED INSPECTION
PORT (TYP)
18'
CAPPED INSPE:CTON
PORT (TW.)
OPON SETTINGS: AND REMOVE ALL UNSUITABLE SOILS
b)
(MIN. 1401b/Cu.Tt. UNIT WT)
TOP OF WOOD BOARDWALK EL - III
EXCEPTION OF THE DISTAL ORIFICES (1 PER LATERAL) WHICH SHALL BE LOCATED AT THE
b)
20'1 TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
BETWEEN RETAINING WALL
(MEASURED FROM TANK FLOOR) ALL AND FOUNDATION WALL
WEIGHT OF SOIL COVER OVER TANK: 3,780 LB
-.
PROPOSED 2'0
(10.5' SECTION OF F.A.S.. IS O' FROM ITOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
(REFERENCE: 310 CMR 15.404:(2)(a) - MAXIMUM FEASIBLE COMPLIANCE
TOTAL WEIGHT OF EMPTY TANK AND SOIL COVER (18,280LB)
UNTIL CLEAN SANG ENCOUNTERED.
" ' '' - �_' •' - "`Y ' '''
I I '+ I •= I
HIGH WATER
ALARM 01
REPLACE ALL EXCAVATED MATERIAL PATH CLEAN SAND
4. A -L CONSTRUCTION JOINTS BETWEEN PRE -CAST SECTIONS AND RISERS
�- f
-.•
PUMP ON:
SUMP (PUMP
OFF) 12"
CONFORMING TO 31D CMR 15.255(D)
6" OF CRUSHED ST ONE
{T �. �.�_
-_
_' A'D"
MANIFOLD DIAMETER: 2 INCH DIAMETER
o)
10'f' TO THE 10' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
8" OF CRUSHED STONE
OF - - ptACE
SEWAGE DISPOSAL SYSTEM DESIGN:
SOIL ABSORPTION SYSTEM (END VIEW)
1000 GALLON (H--20) CONCRETE SEPTIC TANK
5.00 I.D. (H-20) CONCRETE
PUMP
CHAMBER
(NOT TO SCALE) .
(NOT TO SCALE)
(NOT TO SCALE)
Y NECON
D R CONSTR
SEPTIC TANK REQUIREMIENT:
BUOYANT FORCE ON TAINK (ASSUMING FULLY SUBMERGED): 17,Ei90 LB
'
4Y SCH.40 PVC
W
5/4 DECK BOARD (T.)
{TW.)
O O
4"0 SCH.40 PVC
POPPED INSPECTION
PORT (TYP)
H.D. P.E. 'VALVE
WLINE: OF RETAINING
BOX ,T.)
CAPPED INSPE:CTON
PORT (TW.)
lye TIMBER SLEEPER
FLUSH PATH TOP OF WALL
b)
6't TO THE '.O' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO FOUNDATION WALL.. (4't SETBACK PROVIDED)
TOP OF WOOD BOARDWALK EL - III
_ ��� ,,,•., ..�_ TOP OF UNER/RETAINING WALL EL - 0.0'3
SCH.40 SLOTTED ORIFICE - SOLID 1"4 SCHAD 1'. SCH.40 P11111-1'VC
N
MA1: 1: SHIELWL
D (T.) PVC BETWEEN CHAMBER DISTRIBUTION LATERA - CLEAN SAND BACKFILL 1'41 SWEEP WITH
SECTIONS (TW.) THREADfZD PWG (TYP.) TOP OF CHAMBER EL - 6.2'3
O O O Q O 0 O O 0 O O O 0 O
- CRIFICE SHIELD TO BIC SLOTTED TWE MANUFACTURED BY -
ORENCO SYSTEMS INCORPORATED.
ALTERNATE ORIFICE SHIELD MAY BE SUBSTITUTED
FDR THE UNIT SHOWN IF APPROVED TO BE
EDUIVALENT BY THE DESIGN ENGINEER. --.--�
FILTER FABRIC IS TO BE INSTALLED OVER LATERALS
AND ORIFICE SHIELDS BEFORE BACKFILLING W MH SAND
BACKFILL OVER LAYER OF FILTER FABRIC
WITH ON-SITE SAND FELL Se WAMPANOAG
ptE. RD.
3 . FILTER F,0BRIC \
1.00" DIAMETER SANG BACKFILL1'
E:CH..40 LATERAL _ NEPTUNE
W' is
y f
a c
i
> ISI
O O /�o,�, 1�y ORIFICE OI VER y� £
/3/4' TO t-1/2 C y
A
SOUTH
SHORE d`_0
ORIFICE DRIVE 01�
1.00' LOCUS 1a SOJ
DIAMETER
OVE // SCM. 40 -
i/LATERAL
LOCUS MAP
ORIFICE SHIELD DETAIL
(NOT TO SCALE)
LATERAL INVERT EL. - 7.83'
0 0 0=0 ° o 0 o Q o 0 0 o O o 0 0 0 0 0 0 0 o Q Q o 0
11 1.63' BOTTOM OF CHAMBER EL. 7.50_'
III"4 SCH.401/4" ORIFICE: O INVERT (TW.) 1/4' ORIFICE O INVERT (TW.) ,. -EE/ELBOW 'MTM (5 REQUIRED THIS SECTION) EXISTNGAMPORTED CLEAN SANG (11 REQUIRED THIS SECTION) - LAST J/4' ORIFICE IN EACH LATERAL
SHAUI AT CRO WN, (TYP.)
(1) FULL CULTEC FIELD DRAIN CONTACTOR C4 CHAMBIER- -
(1) CUT CULTEC FIELD DRAIN COE.TACTOR C4 CHAMBER _.(3) CULTEC FIELD DRAIN CONTACTOR C4 CHAMBERS - .
(EFFECTIVE LENGTH 9A') (EFFECTIVE LENGTH 24.5') 5'O'
BOTTOM OF LINER EL 5.0'3
ESTIMATED HIGH GROUNDWATER EL. 2.50'
SOIL ABSORPTION SYSTEM (SIDE VIEW)
DEEP OBSERVATION HOLE LOGS: (NOT TO SCALE) ���yyy.�'f DRIVE
I TEST DATE: TO BE DETERMINED .. }'22/90 � /�/ O�j�
TEST BY: CHRIS WICKSON' - CERTIFIED SOIL EVALUA-'OR PRE -CAST CONCRETE TANK SPECIFICATIONS: (MI
T 11
TO BE DETERMINED - AGENT FOR BOARD OF HEALTH(/''J� ( T1}r{T
PERC RATE: IN MEDIUM SAND < 5 MINUTES PER INCH 1. ALL PRE -CAST CONCRETE STRUCTURES SHALL BE WATERTIGHT AND CAPABLE s\,/ pRI 17A TE)
OF WITHSTANDING AASHTO HS20 LOADING. / 1 Ll
TESTHOLE #1 ELEVATION ll`
2. A_L SEWER LINE PENETRATIONS INTO PRE -CAST COMPONENTS SHALL BE AS
DEPTH ELEVATION HORIZON TEXTURE SHOWN ON PLANS. CONNECTIONS OF PVC PIPING TO CONCRETE STRUCTURES EXISTING
SHALL BE MADE BY THE USE OF A FLEXIBLE NEOPRENE BOOT INSTALLED IN OVERHEAD PPOPOSED 1000 GALLON
THE PRE -CAST OREP41NG DURING MANUFACTURE. SEALS SHALL BE OF CORRECT
SIZE FOR THE PIPE DIAMETER AND INCLUDE STAINLESS STEEL CLAMPS. UTILITIES H-20 CONCRETE
3. THE CONTRACTOR AND MANUFACTURER ARE RESPONSIBLE FOR ASSURING THATSEPTIC TANK
APPROXIMATE LOCATION OF EXISTING
HIGHEST OBSERVED GROUNOWATER IN ON-SITE MONITORING WELL
e
ALL PRE -CAST COMPONENTS ARE INSTALLED WATERTIGHT.
A'ATER SERVICE
1/4 INCH DIAMETER
2'-0" ON CENTER
17 PERFORATIONS
DURING: PERIOD 2/10/13 to 2/19/13)
4. A -L CONSTRUCTION JOINTS BETWEEN PRE -CAST SECTIONS AND RISERS
SHALL
4.
5.
LATERAL DIAMETER:
LATERAL SPACING:
P1 FVATION -, 2,5'
BE INSTALLED WITH BUTYL SEALS OR HYDRAULIC CEMENT.
SLEEVE EXISTING WATER LINE
FROM CURB STOP TO INSIDE
_' A'D"
MANIFOLD DIAMETER: 2 INCH DIAMETER
o)
10'f' TO THE 10' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
E
OF - - ptACE
SEWAGE DISPOSAL SYSTEM DESIGN:
10'1 TO THE 10' REQUIRED SETBACK FOR PROPOSED PUMP CHAMBER I'D ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
CRAWL
SPACE
---`j ov s Cpg,91, S ya
DAlll• DEcIGN FLOW: 2 BEDROOMS C9 110 GALLONS PER DAY PER BEDROOM 220 GALLONS
SEPTIC TANK BUOYANCY CALCULATION:
____..._--••"""'.
Jr. V
Y NECON
D R CONSTR
SEPTIC TANK REQUIREMIENT:
BUOYANT FORCE ON TAINK (ASSUMING FULLY SUBMERGED): 17,Ei90 LB
EXISTING
9't TO THE 50' REQUIRED SETBACK FCR PROPOSED SOIL ABSORPTION TO SIDE PROPERTY LINE. (1't SETBACK: PROVIDED)
O O
220 GALLONS x 2001 - 440 GALLONS MINIMUM CAPACITY REQUIRED
WEIGHT OF EMPTY TANK: 14,500 LB
TIMBERS
I
b)
6't TO THE '.O' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO FOUNDATION WALL.. (4't SETBACK PROVIDED)
EXCEPTION OF THE DISTAL ORIFICES (1 PER LATERAL) WHICH SHALL BE LOCATED AT THE
b)
20'1 TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
INSTALL 1,000 GALLON H-20 CONCRETE SEPTIC TANK
WEIGHT OF SOIL COVER OVER TANK: 3,780 LB
-.
PROPOSED 2'0
(10.5' SECTION OF F.A.S.. IS O' FROM ITOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
(REFERENCE: 310 CMR 15.404:(2)(a) - MAXIMUM FEASIBLE COMPLIANCE
TOTAL WEIGHT OF EMPTY TANK AND SOIL COVER (18,280LB)
,SCH.40 PVC FORCEs'
2.
THE LATERALS SHALL. BE INSTALLED LEVEL TO ALLOW DRAINING FOLLOWING EACH DOSE CYCLE.
SOIL ABSQRPTION SYSTEM REQUIREMENT:
EXCEEDS BUOYANT FORCE ON FULLY SUBMERGED TANK (17,6901-13)
MAIN
40.68 All
PERCOLATION RATE <5 MINUTES PER INCH IN MEDIUM SAND
7':1: TO THE 50' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO MEAN HIGH WATER. (43'1 SETBACK PROVIDED)
I
Al2 EL 12
g)
257 REDUCTION IN REQUIRED SUBSURFACE AREA DESIGN REQUIREMENT
:
PUMP CHAMBER BUOYANCY CALCULATION.
�
V15i EL'16F
,
�1,
'.. (REFERENCE: 310 CMR 15.40:i: (c) -• CONTENTS OF LOCAL UPGRADE APPROVAL
GENERAL NOTES:
PROPb5EO 4"m
BUOYANT FORCE ON CHAMBER (ASSUMING FULLY SUBMERGED): 11,910 LB
SCH.40 PVC GRAVITY
t?E DROOM
1
(220 Gpd / 0.74 Gpd/Sq.Ft.) = 297 Sq.Ft. REQUIRED AT FULL ,SIZE:
AND PUMPING 65 GPM HID 19 FT. T.D.H.
SEWER (TIP.)
MUNICIPAL WA -ER IS AVAILABLE
°
E'UMP MODEL SPECIFIED:
WEIGHT OF EMPTY CHAMBER WITH ADDITIONAL CONCRETE: 9,980 LB
PIPE PITCH: 1/8" PER FOOT MINIMUM ON 4" SCH. 40 PVC
MYERS WHR5H 1/2HP HIGH HEAD WASTEWATER PUMP, 115 VOLT SINGLE PHASE
297 'Sq.Ft. x 757.223 Sq.Ft. REQUIRED WITH 25% RIEDUCTION
DESIGN LOADING FOR ALL PRE -CAST UNITS: AASHTO-H-10-44, H-20-44 WHERE VEHICLE LOADS ARE ANTICIPATED
2.
-�- _
1•g3 }
OR WHEN SUBJECT TO 4 FT, OR MORE OF COVER.
WEIGHT OF SOIL COVER OVER CHAMBER: 2,543 LB
_ -
USING CULTEC CHAMBERS IN A BED CONFIGURATION WITHOUT AGGREGATELLQ
FORCE MAIN SHALL BE 2" DIA. SCH. 40 P.V.C. PIPE - PLACE 1C.F. OR EQUIVALENT
5.
BATH
WALL
AS SPECIFIED IN 310 CMR 15.251 (1)(e), THE SYSTEM SHALL BE SIZED USING
TOTAL WEIGHT OF EMPTY CHAMBER AND SOIL COVER (12.523LB)
PROPOSED STAIRS
4.
B
AN EFFECTIVE LEACHING AREA OF E.7 Sq.1=t/LIn.Ft. FOR FIELD CRAIN CONTACTOR.
EXCEEDS BUOYANT FORCE ON FULLY SUBMERGED CHAMBER (1'„91OLB)
AND PLATFORM
.- -
_
2'
C4 CHAMBER.
5.
EQUIVALENT SYSTEM COMPONENTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED ONLY
REFERENCE: CERTIFICA"PION FOR GENERAL USE ISSUED 3Y MaDEP TO CULTIC, INC.
UPON APPROVAL OF THE DESIGN ENGINEER.
REMOVE EXISTING STAIRS &
NO KNCWN WELLS PROVIDING WATER FOR HUMAN CONSUMPTION ARE KNOWN TO EXIST WITHIN 100' OF PROPOSED
TRANSMITTAL No. WO37676, REVISED DATE OF ISSUE FEBRUARY 22, 2010,
PRESSURE DISTRIBUTION SYSTEM SPECIFICATIONS:
PLATFORM IN THIS AREA
N
ALL SYSTEM COMPONENTS ARE TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS.
SOil ABSORPTION BED CONFIGL RATIOP4
c-
�TC1�E
10.
IZJ EG-�
TOTAL LENGTH OF CULTEC FIELD DRAIN CONTACTOR C4 CHAMBER - 34.0'
34.0'F►xP76.7 Sq.Ft./LIn.Ft. = 227 Sc.Ft. PROPOSED > 223 Sq.Ft. REQUIRED
1.
2.
3.
PERFORATION SIZE.
PERFORATION SPACING:
PERFORATIONS PER LATERAL:
1/4 INCH DIAMETER
2'-0" ON CENTER
17 PERFORATIONS
$ENCHMARK
TOP OF FIRST FLOUR
ELEVATION = 9.52'
DATUM = 1929 NGVD
Lfyfl<fG �
10009
DECK
'!REDUCTIONS' REQUESTED UNDER 'TITLE 5:
'', 31 O ('MR 15 404'. MAXIMUM FEASIBLE COMPLIANCE -APPROVALS FOR UPGRADES
4.
5.
LATERAL DIAMETER:
LATERAL SPACING:
1 INCH DIAMETER
1 FT. ON CENTER
EXISTING SINGLE FAMILY RESIDENCE
(CRA WLSPACE FOZINDATION)
BO�Di4A
STING
(2)(a). A SEPTIC TANK WITH AN EFFECTIVE. LIQUID CAPACITY PROVICING NO LESS THAN 24 HOURS
6.
LATERAL LENGTH: 34.0 FEET
OF RETENTION TIME OR 1000 GALLONS HAS BEEN PROVIDED WHERE A 1500 GALLON TANK IS
NORMALLY REQUIRED. 1
7.
TOTAL LATERALS: 3 LATERALS
310 0R 15.405CONTENTS OF LOCAL' UPGRADE APPROVAL
8.
MANIFOLD DIAMETER: 2 INCH DIAMETER
o)
10'f' TO THE 10' REQUIRED SETBACK FOR PROPOSED SEPTIC TANK TO ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
9.
MANIFOLD LENGTH: 2.0 FEET
a)
10'1 TO THE 10' REQUIRED SETBACK FOR PROPOSED PUMP CHAMBER I'D ROAD PROPERTY LINE. (O' SETBACK PROVIDED)
PARCEL 9
a)
6't TO THE ':O' REQUIRED SETBACK. FOR PROPOSED PUMP CHAMBER TO SIDE PROPERTY LINE. (4't SETBACK PROVIDED)
4't TO THE `O' REQUIRED SETBACK. FOR PROPOSED SOIL ABSORPTION SYSTEM TO ROAD PROPERTY LINE. (6'f: SETBACK PROVIDED)
o)
9't TO THE 50' REQUIRED SETBACK FCR PROPOSED SOIL ABSORPTION TO SIDE PROPERTY LINE. (1't SETBACK: PROVIDED)
PRESSURE DISTRIBUTION SYSTEM NOTES:
b)
6't TO THE '0' REQUIRED SETBACK' FOR PROPOSED SEPTIC TANK TO FOUNDATION WALL. (4' SETBACK ZROVIDED)
1.
ALL ORIFICES SHALL BE LOCATED AT THE INVERT OF THE DISTRIBUTION LATERAL WITH THE
b)
6't TO THE '.O' REQUIRED SETBACK FCR PROPOSED PUMP CHAMBER TO FOUNDATION WALL.. (4't SETBACK PROVIDED)
EXCEPTION OF THE DISTAL ORIFICES (1 PER LATERAL) WHICH SHALL BE LOCATED AT THE
b)
20'1 TO THE 20' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO FOUNDATION WALL. (O' SETBACK PROPOSED)
CROWN TO ALLOW AIR WITHIN THE: LATERAL TO BE PURGED DURING EACH DOSE.
(10.5' SECTION OF F.A.S.. IS O' FROM ITOUNDATION WALL, 24.5' SECTION IS 2't FROM FOUNDATION WALL)
2.
THE LATERALS SHALL. BE INSTALLED LEVEL TO ALLOW DRAINING FOLLOWING EACH DOSE CYCLE.
c)
A 25% REDUCTION 1-0 THE REQUIRED SUBSUR=ACE SEWAGE: DISPOSAL AREA DESIGN REQUIREMENT.
3.
THE FORCE MAIN SHALL BE PITCHED BACK TO THE PUMP CHAMBER TO ALLOW COMPLETE
f)
7':1: TO THE 50' REQUIRED SETBACK FOR PROPOSED SOIL ABSORPTION SYSTEM TO MEAN HIGH WATER. (43'1 SETBACK PROVIDED)
CRAINING FOLLOWING EACH DOSE CYCLE.
g)
5't TO THE `IO' REQUIRED SETBACK FCR PROPOSED SEPTIC TANK TO WATERLINE. (5t SETBACK PROVIDED)
DOS114G PUMP SYSTEM SPECIFICATIONS:
GENERAL NOTES:
1.
SYSTEM REQUIREMENT: SUBMERSIBLE SIMPLEX SEWAGE PUMP CAPABLE OF PASSING 1.-W, SOLIDS,
1.
DATUM S N.G.V.D.
AND PUMPING 65 GPM HID 19 FT. T.D.H.
2.
MUNICIPAL WA -ER IS AVAILABLE
E'UMP MODEL SPECIFIED:
''. 3.
PIPE PITCH: 1/8" PER FOOT MINIMUM ON 4" SCH. 40 PVC
MYERS WHR5H 1/2HP HIGH HEAD WASTEWATER PUMP, 115 VOLT SINGLE PHASE
4.
DESIGN LOADING FOR ALL PRE -CAST UNITS: AASHTO-H-10-44, H-20-44 WHERE VEHICLE LOADS ARE ANTICIPATED
2.
PUMP LEVELS SHALL BE CONTROLLED BY FLOAT SWITCHES OR APPROVED EQUIVALENT.
OR WHEN SUBJECT TO 4 FT, OR MORE OF COVER.
3.
FORCE MAIN SHALL BE 2" DIA. SCH. 40 P.V.C. PIPE - PLACE 1C.F. OR EQUIVALENT
5.
MINIMUM GROUND COVER OVER ALL SEWAGE LEACHING FACILITIES: (0.75) FT.
CONCRETE THRUST BLOCKS AT ALL FORCE MAIN ANGLE POINTS.
6.
'.
THIS DESIGN DOES NOT PROVIDE FOR THE INSTALLATION OF GARBAGE GRINDERS.
4.
THE CONTROL PANEL AUDIO AND VISUAL. HIGH WATER ALARM SHALL BE POWERED BY
'.. 7.
CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH CCMM. OF MASS. STATE ENVIRONMENTAL CODE TITLE 5.
A SEPARATE CIRCUIT FROM THE PUMP.
8.
CONTRACTOR 1'0 NOTIFY OIC -SAFE PRIOR TO CONSTRUCTION. (1 -888 -DIG -SAFE)
5.
EQUIVALENT SYSTEM COMPONENTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED ONLY
UPON APPROVAL OF THE DESIGN ENGINEER.
9.
NO KNCWN WELLS PROVIDING WATER FOR HUMAN CONSUMPTION ARE KNOWN TO EXIST WITHIN 100' OF PROPOSED
SOIL ABSORPTION SYSTEM.
6.
ALL SYSTEM COMPONENTS ARE TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS.
ALL ELECTRICAL WORK SHALL BE PERFORMED BY A LICENSED ELECTRICIAN UNDER A PERMIT
10.
THIS SITE PLAN IS INTENDED FOR SEWAGE SYSTEM DESIGN PURPOSES ONLY. UNDER NO CIRCUMSTANCES ARE
ISSUED BY THE TOWN OF YARMOUTH.
BEARINGS, DISTANCES, OR FEATURES SHOWN TO BE USED TO ESTABLISH PROPERTY LINES.
INCLUDING TOPOGRAPHY AND BUILDING LOCATION TAKEN FROM SITE PLAN DATED MARCH 19, 2013
7.
A SEPARATE EXTERIOR ELECTRICAL DISCONNECT SWITCH SHALL BE PROVIDED WITHIN :SIGHT
PRIOR 70 ACCESS.
11.
EXISTING SITE FEATURES
DISTANCE OF THE PUMP CHAMBER TO DE -ENERGIZE THE PUMP
PREPARED BY SLADE ASSOCIATES, INC. FOR DAWN KAROL.
r
I �
1
0VEROIG UNSUITABLE J
SOBS (SEE DBTALV
1 (
' Lfhf;
1
I ' I
PROPOSED 5 I D.
H-20 PUMP CHAMBER
EXISTING CESSPOOL TO
-BE REMOVED
_EXISTING WOOD
RETAINING WALL
_ PROPOSED PRESSURE DOSED
SOIL ABSORPTION SYSTEM
(1) FULL CULTEC C-4 CHAMBER &
(1) CUT CULTEC C-4 CHAMBER
OVERALL LENGTH 9.5'
PROPOSED RETAINING WALL
,I TOP c7F WALL ELEV=9. 0'
PROPOSED BOARDWALK OVER S. A S. AREA
BETWEEN HOUSE AND RETAINING WALL(REMO
(REMOVABLE FOR ,S. A. S. MAINTENANCE)
INSTALL 4FT. TALL VINYL LINER ALONG
BLOCK FOUNDATION WALL AND INSIDE
OF RETAINING WALL
PROPOSED PRESSURE DOSED
SOIL ABSORPTION SYSTEM
(3) CULTEC C-4 CHAMBERS
` OVERALL LENGTH 24.5'
� I
OWORK
1 <��C
��RIP-RAPS DJC
D��
�� TAL BEACH
PARCEL 8
3,5 75 SQ. F.T. f
4�29�13
NANTUCKET
SO UND
PROPOSED STRAW BALE
DEWATERING PIT
PARCEL 7
■ '■
'57 ( -Z ( 13
DATE
East Cape Engineering/ Inc.
CIVIL ENGINEERS
LAND SURVEYORS
# 44 Route 28, Orleans. Mass.
(508) 255-7120
SITE PLAT
SANITARY SUBSURFACE SEWAGE
DISPOSAL SYSTEM
LOCATION:
53 MOUTH SHORE DRIVE
YARMOUTH, MA
REFERENCE:
ASSESSORS MAP 19
PARCEL 8
PREPARED FOR:
DAWN KAROL
1
2
3
No. Revision/Issue Date
Project IOB# 03-050 Sheet
03050SSP.dwg
Date
05/21/13
1 OF 1
Scale
FIRST FLOOR 8"f 4" DIA. PVC
VATION - 9.52' GRAVITY SEWER
MIN. 1/4" PER FT. PITCH
EXISTING
SEWER UNE
NEOPRENE
5.3't IN
ELEV.
3.67'
HIGH GROUNDWATER ELEVATION 2.5'
TAKEN FROM ON SITE MONITORING WELL
-FROM 2/10/13 UNTIL 2/19/13
'.1'd,'.'-.T`aT
3,500 GALLON 7'x17'
CONCRETE H-20
2.5'
IN
INLE` TEE
(10' MIN.)
INSTALL 24' DIAMETER (H-20) RISER AND
CAST IRON GASKETED AND BOLTED COVER
TO FINISH GRADE AT ACCESS PORTS
SEAL FLOAT
2'-1 I"
%I 9' MINIMUM COVER
36' MA MUNI COVER
FLOAT LEVEL
SEWAGE
HOLDING
TANK
/22/80 T17,11ti%OJJ
GRADE - 6.0'* o VAl
E)
ELE V.
APPROXIMATE LOCATION OF EXISTING BENCHMARK
I WATER SERVICE TOP OF FIRST FLOOR
SLEEVE EXISTING WATER LINE ELEVATION = 9.52
DATUM = 1929 NG N
7-1- FROM CURB STOP TO INSIDE VD/
I I CRAWL SPACE
PROVIDE 6" COMPACTED) L3,500 GALLON 7'x17' REINFORCED
CRUSHED STONE BASE CONCRETE H-20 TIGHT TANK
TANK PROFILE VIEW
NOT TO SCALE
TIGHT TANK BUOYANCY CALCULATION:
7'-0'
6'-0'
INSTALL 24' DIAMETER (H-20) RISER AND
CAST IRON GASKETED AND BOLTED COVER
TO FINISH GRADE AT ACCESS PORTS
:..4111 W:l zanI
VOLUME OF TANK DISPLACED BY HIGH GROUNDWATER - 842 CUBIC FEET (ASSUMES TOTAL SUBMERSION)
BUOYANT FORCE IN POUNDS EXERTED VERTICALLY ON TANK - 52,500 LBS.
ADD 10% FACTOR OF SAFETY -
57.750 LBS.
EMPTY TANK WEIGHT (FROM MANUFACTURER) -
38.240 LBS.
WEIGHT OF SOIL COVER ABOVE TANK -
8.000 LBS•
WEIGHT OF ADDITIONAL CONCRETE -
12,150 LBS
BUOYANT FORCE EXERTED ON TANK OF 57,750 LBS.
IS LESS THAN TOTAL WEIGHT OF 3,500 GALLON TANK
AND SOIL COVER AND CONCRETE (58,390 LBS.)
OK TO USE • 500 GALLON H-20 TIGHT TANK SHOWN ABOVE
FOR THIS APPLICATION
PROVIDE 3 CUBIC YARDS
SOF CONCRETE FOR
BUOYANCY
EXISTING
OVERHEAD
U=Fs
TIMBERS
PROPOSED 4"0
SCK40 PVC GRAVITY -
SEWER (TYP.)
PARCEL 9
DRIVE
EXISTING CESSPOOL TO
BE REMOVED
EpGE Of pe.� v_. 1 WLACE
V. G11,91S �y EXISTING WOOD
n VER S C UPON o RET ANG WALL
1} CONC•
_ $
NB0 29 00"E S z< _ INSTALL SHEET PILING DURING CONSTRUCTION FOR
40.66' _ FOUNDATION PROTECTION AND DEWATERING
_ 3 PROPOSED 3,500 GALLON
1 (ELF6 H-20 CONCRETE TIGHT TANK
REMOVE & RECONSTRUCT
BEDROOM �1 WOOD STEPS
1
1
D
BE
C-111BATH EXISTING SINGLE FAMILY RESIDENCE
(CRA WLSPACE FOUNDATION)
1 SCHEN 1, PARCEL 7
4. ROOM b to
ci
DECK '� 1
ARD
BOWALK
PROPOSED STRAW BALE
-I- ' DEWATERING PIT
REDUCTIONS REQUESTED UNDER TITLE 5 REGULATIONS:
(310 CMR 15.405: CONTENTS OF LOCAL UPGRADE APPROVAL)
a) 10't TO THE 10' MINIMUM SETBACK REWIRED FOR PROPOSED TIGHT TANK TO ROAD PROPERTY UNE.
(0't SETBACK PROVIDED)
a) 7't TO THE 10' MINIMUM SETBACK REWIRED FOR PROPOSED TIGHT TANK TO SIDE PROPERTY UNE.
(3't SETBACK PROVIDED)
b) 17't TO THE 20' MINIMUM SETBACK REWIRED FOR PROPOSED TIGHT TANK TO CRAWLSPACE FOUNDATION.
(3't SETBACK PROVIDED)
HIGH LEVEL ALARM SPECIFICATIONS:
1. AN AUDIO AND VISUAL HIGH WATER ALARM PANEL SHALL BE PROVIDED IN AN EASILY ACCESSIBLE LOCATION.
2. THE ALARM SHALL BE CONTROLLED BY A SINGLE FLOAT SWITCH SET TO OPERATE THE AUDIO AND VISUAL FEATURES WHEN THE TANK REACHES 3/5 CAPACITY.
3. ALL WIRING FOR THE ALARM SYSTEM SHALL BE PERFORMED BY A LICENSED ELECTRICIAN. AND INSPECTED BY THE TOWN OF YARMOUTH ELECTRICAL INSPECTOR.
4. PROPER OPERATION OF THE ALARM SHALL BE INSPECTED BY THE DESIGN ENGINEER AND REPRESENTATIVE OF THE LOCAL APPROVING AUTHORITY PRIOR TO FINAL CERTIFICATION.
PRE -CAST CONCRETE TIGHT TANK SPECIFICATIONS:
1. THE PROPOSED TIGHT TANK SHALL BE CONSTRUCTED OF REINFORCED CONCRETE. WITH A H-20 DESIGN LOADING.
2. MINIMUM TANK CAPACITY SHALL BE 500% OF DAILY FLOW BUT NO LESS THAN 2.000 GALLONS. EXISTING 674 S.F. LIVING AREA INCLUDING 1 PRIVATE BEDROOM O 1109pd PER BEDROOM - 110gpd ESTIMATED DAILY FLOW.
(11009pd x 500% - 550 GALLONS). A 3.500 GALLON TANK IS PROPOSED.
3. TANK SHALL BE PROVIDE[) WITH TWO 24' MINIMUM DIAMETER ACCESS PORTS LOCATED OVER INLET TEE AND OPPOSITE END OF TANK.
4. A 24' MINIMUM DIAMETER GASKETED AND BOLTED CAST IRON COVER LABELED 'SEWER' SHALL BE PROVIDED TO FINISH GRADE OVER THE BOTH ACCESS PORTS IN THE PRE -CAST TANK TOP. THE CAST IRON COVERS SHALL REST
ON CONCRETE RISERS SEALED TO THE TANK TOP AND CAST IRON FLANGES BY HYDRAULIC CEMENT.
5. ELECTRICAL CONDUIT PENETRATIONS THROUGH THE CONCRETE RISER OR PRE -CAST TANK FOR THE ALARM SHALL BE SEALED TO PREVENT THE INFILTRATION OF GROUND WATER.
6. THE TANK SHALL BE PROVIDED WITH A SINGLE INLET KNOCKOUT FOR A 4'DIA. INLET UNE. NO OUTLET SHALL BE PROVIDED.
7. A 4' NEOPRENE BOOT SHALL BE PROVIDED AT THE INLET KNOCKOUT OF THE PRE -CAST TANK. THE BOOT SHALL BE FITTED LOUTH A STAINLESS CLAMP TO PROVIDE A WATERTIGHT SEAL TO THE *'PVC INLET UNE.
8. THE PRE -CAST TANK MANUFACTURER SHALL PROVIDE A WATERTIGHT TANK BY IMPLEMENTING SUFFICIENT METHODS FOR THE SEALING OF ALL CONCRETE SURFACES. AND SEAUNG OF ALL SEAMS BETWEEN TANK SECTIONS AND
ANY PENETRATIONS. BOTH AT THE FACTORY AND IN THE FIELD.
GENERAL NOTES'
1. THE HOLDING TANK SHOWN HAS BEEN DESIGNED IN ACCORDANCE WITH COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION REGULATION 310 CMR 15.260(2)
2. THE TIGHT TANK SHALL RECEIVE WASTE FROM ALL FIXTURES WITHIN THE EXISTING DWELLING.
3. THE DESIGN ENGINEER SHALL INSPECT THE INSTALLATION OF THE TIGHT TANK AND CERTIFY THAT IT HAS BEEN INSTALLED WATERTIGHT. CONTACT ENGINEER PRIOR TO CONSTRUCTION TO
SCHEDULE INSPECTIONS.
4. NO FLOW SHALL BE DISCHARGED TO THE TIGHT TANK UNTIL THE DESIGN ENGINEER HAS CERTIFIED THE INSTALLATON TO THE LOCAL APPROVING AUTHORITY AND THE MaDEP.
S. THE TGHT TANK SHALL BE PUMPED AT 3/5 CAPACITY BY A LICENSED SEPTAGE HAULER AND THE CONTENTS DISPOSED OF AT AN APPROVED WASTEWATER TREATMENT PLANT.
6. THE OWNER SHALL RECORD THE APPROVAL ISSUED BY L(aDEP OR IF THE DEPARTMENT ISSUES A PRESUMPTIVE APPROVAL. THE LOCAL APPROVAL SHALL BE RECORDED AT THE REGISTRY
OF DEEDS IN THE CHAIN OF PROPERTY TITS.
7. NO WELLS OR POTABLE WATER SUPPLIES EXIST WITHIN 50' OF HOLDING TANK.
S. DATUM IS N.G.VD.
9. EXISTING SITE FEATURES AND TOPOGRAPHY TAKEN FROM SITE PLAN FOR DAWN KAROL PREPARED BY SLADE ASSOCIATES. INC.
10. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY EAST CAPE ENGINEERING. INC.
11. ENGINEER TO STAKE OUT TANK LOCATION FOR CONSTRUCTION.
12. ENGINEER TO VERIFY TANK LOCATION FOLLOWING CONSTRUCTION.
APPROVED DATE
13. THERE IS A 1-1/4' DIAMETER PIPE RUNNING THROUGH THE CESSPOOL. BELIEVED TO BE AN ABANDONED WATERLINE EXCAVATE CAREFULLY TO VERIFY.
r' 4.
OFI /
1
o
COASTAL
,,, "PARCEL 8 -
3,575 SQ. FT. f ,
03
1*1
NOTE: THE ENTRE PROJECT IS WITHIN 100FT. OF NANTUCKET SOUND.
i
' NANTUCKET
- ' SOUND
- =SITE PLAN=
DZ 13East Cape Engineering Inc.
CIVIL ENGINEERS
.DATE LAND SURVEYORS
Ip 44 Route 28, Orleans, Mass.
(508) 255-7120
BOARD OF HEALTH
YARMOUTH , MA
WASTEWATER TIGHT TANK DESIGN
LOCUS: 53 SOUTH SHORE DRIVE
YARMOUTH, MA
REF: ASSESSOR'S MAP 19, PARCEL 8
PREPARED FOR: DAWN KAROL
SCALE: 1"=10' DATE: 03/21/2013
REVISED: 04/02/2013
FIRST FLOOR 8't 4" DIA. PVC
:NATION - 9.52' GRAVITY SEWER
I MIN. 1/4" PER FT. PITCH
EXISTING
SEWER UNE
NEOPRENE
5.5. IN
ELEV.
3.67'
ELEVATION
HIGH GROUNDWATER ELEVATION 2.5'
TAKEN FROM ON SITE MONITORING WELL
FROM 2/10/13 UNTIL 2/19/13
2.5' INLET IEE
.LE V. ;• (10" MIN.)
5'-8"
INSTALL 24" DIAMETER (H-20) RISER AND
CAST IRON GASKETED AND BOLTED COVER
TO FINISH GRADE AT ACCESS PORTS
9- MINIMUM COVER
36" MAXIMUM COVER
PROVIDE WATERTIGHT
SEAL TO TANK TOP
(TYP.)
FLOAT LEVEL
SEWAGE
HOLDING
TANK
EXISTING GRADE - e.O'f
T7'-1
''..
PROVIDE 6" COMPACTEDJ L3,500 GALLON 7'x17' REINFORCED
CRUSHED STONE BASE CONCRETE H-20 TIGHT TANK
TANK PROFILE VIEW
NOT TO SCALE
INSTALL 24" DIAMETER (H-20) RISER AND
NEOPRENE Boar CAST IRON GASKETED AND BOLTED COVER
TO FINISH GRADE AT ACCESS PORTS ,
IN
U -
3,500 GALLON 7'07' REINFORCED
CONCRETE H-20 TIGHT TANK
TANK PLAN VIEW
NOT TO SCALE
PROVIDE 3 CUBIC YARDS
SOF CONCRETE FOR
BUOYANCY
,f22/80 SO UTTI ,y 'f %O1? E
�pRI VA TE)
APPROXIMATE LOCATION OF EXISTING _
I WATER SERVICE
SLEEVE EXISTING WATER LINE
FROM CURB STOP TO INSIDE
CRAWL SPACE
EXISTINC
OVERHEAD
UTILITIES pAPEMEN7,
TIMBERS -
PROPOSED 4"0
SCH.40 PVC GRAVITY'
SEWER (TIP.)
PARCEL 9
BENCHMARK
TOP OF FIRST FLOOR
ELEVATION = 9.52'
DATUM = 1929 NGVD
1 REPLACE
Y REMgRB �OY�O
V WRYAS 77ON
/
-5.
X804 fib f
Al i6
V15i
BEDROOM
CT
cT1
4.
d
CZ
4z
0
TIGHT TANK BUOYANCY CALCULATION: REDUCTIONS REQUESTED UNDER TITLE 5 REGULATIONS:
VOLUME OF TANK DISPLACED BY HIGH GROUNDWATER - 642 CUBIC FEET (ASSUMES TOTAL SUBMERSION) (310 CMR 15.405: CONTENTS OF LOCAL UPGRADE APPROVAL)
BUOYANT FORCE IN POUNDS EXERTED VERTICALLY ON TANK - 52,500 LBS. a) 10't TO THE 10' MINIMUM SETBACK REQUIRED FOR PROPOSED TIGHT TANK TO ROAD PROPERTY UNE.
ADD 10% FACTOR OF SAFETY - 57,750 LBS. (0't SETBACK PROVIDED) I
EMPTY TANK WEIGHT (FROM MANUFACTURER) 38,240 LBS. a) 7't TO THE 10' MINIMUM SETBACK REWIRED FOR PROPOSED TCHT TANK TO SIDE PROPERTY UNE.
(3't SETBACK PROVIDED)
WEIGHT OF SOIL COVER ABOVE TANK - 8.000 LES. b) 17't TO THE 20' MINIMUM SETBACK REWIRED FOR PROPOSED TIGHT TANK TO CRAWLSPACE FOUNDATION.
WEIGHT OF ADDITIONAL CONCRETE - 12,150 LBS (3'1: SETBACK PROVIDED)
BUOYANT FORCE EXERTED ON TANK OF 57,750 LBS.
15 LESS THAN TOTAL WEIGHT OF 3,500 GALLON TANK
AND SOIL COVER AND CONCRETE (58.390 LBS.) �I
OK TO USE 3-500 GALLON H-20 TIGHT TANK SHOWN ABOVE FOR THIS APPLICATT
HIGH LEVEL ALARM SPECIFICATIONS:
1. AN AUDIO AND VISUAL HIGH WATER ALARM PANEL SHALL BE PROVIDED IN AN EASILY ACCESSIBLE LOCATION.
2. THE ALARM SHALL BE CONTROLLED BY A SINGLE FLOAT SWITCH SET TO OPERATE THE AUDIO AND VISUAL FEATURES WHEN THE TANK REACHES 3/5 CAPACITY.
3. ALL HIRING FOR THE ALARM SYSTEM SHALL BE PERFORMED BY A LICENSED ELECTRICIAN, AND INSPECTED BY THE TOWN OF YARMOUTH ELECTRICAL INSPECTOR.
4. PROPER OPERATION OF THE ALARM SHALL BE INSPECTED BY THE DESIGN ENGINEER AND REPRESENTATIVE OF THE LOCAL APPROVING AUTHORITY PRIOR TO FINAL CERTFICATON.
PRE -CAST CONCRETE TIGHT TANK SPECIFICATIONS:
1. THE PROPOSED TIGHT TANK SHALL BE CONSTRUCTED OF REINFORCED CONCRETE, WITH A H-20 DESIGN LOADING.
2. MINIMUM TANK CAPACITY SHALL BE SOOR OF DAILY FLOW BUT NO LESS THAN 2.000 GALLONS. EXISTING 674 S.F. LIVING AREA INCLUDING I PRIVATE BEDROOM O 110ppd PER BEDROOM 1109pd ESTIMATED DAILY FLOW.
(1100gpd x 500% w 550 GALLONS). A 3,500 GALLON TANK IS PROPOSED. i
3. TANK SHALL BE PROVIDED WITH TWO 24" MINIMUM DIAMETER ACCESS PORTS LOCATED OVER INLET TEE AND OPPOSITE END OF TANK.
4. A 24" MINIMUM DIAMETER GASKETED AND BOLTED CAST IRON COVER LABELED "SEWER" SHALL BE PROVIDED TO FINISH GRADE OVER THE BOTH ACCESS PORTS IN THE PRE -CAST TANK TOP. THE CAST IRON COVERS SHALL REST
ON CONCRETE RISERS SEALED TO THE TANK TOP AND CAST IRON FLANGES BY HYORAUUC CEMENT.
5. ELECTRICAL CONDUIT PENETRATIONS THROUGH THE CONCRETE RISER OR PRE -CAST TANK FOR THE ALARM SHALL BE SEALED TO PREVENT THE INFILTRATION OF GROUND WATER.
6. THE TANK SHALL BE PROVIDED WITH A SINGLE INLET KNOCKOUT FOR A 4"DIA. INLET LINE. NO OUTLET SHALL BE PROVIDED.
7. A 4" NEOPRENE BOOT SHALL BE PROVIDED AT THE INLET KNOCKOUT OF THE PRE -CAST TANK. THE BOOT SHALL BE FITTED WITH A STAINLESS CLAMP TO PROVIDE A'WATERTIGHT SEAL TO THE 4"PVC INLET UNE.
S. THE PRE -CAST TANK MANUFACTURER SHALL PROVIDE A WATERTIGHT TANK BY IMPLEMENTING SUFFICIENT METHODS FOR THE SEALING OF ALL CONCRETE SURFACES. AND SEALING OF ALL SEAMS BETWEEN TANK SECTIONS AND
ANY PENETRATIONS. BOTH AT THE FACTORY AND IN THE FIELD.
GENERAL NOTES:
1. THE HOLDING TANK SHOWN HAS BEEN DESIGNED IN ACCORDANCE WITH COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION REGULATION 310 CMR 15.260(2)
2. THE TGHT TANK SHALL RECEIVE WASTE FROM ALL FIXTURES WITHIN THE EXISTING DWELLING.
3. THE DESIGN ENGINEER SHALL INSPECT THE INSTALLATON OF THE TIGHT TANK AND CERTIFY THAT IT HAS BEEN INSTALLED WATERTIGHT. CONTACT ENGINEER PRIOR TO CONSTRUCTION TO
SCHEDULE INSPECTIONS.
4. NO FLOW SHALL BE DISCHARGED TO THE TIGHT TANK UNTIL THE DESIGN ENGINEER HAS CERTIFIED THE INSTALLATION TO THE LOCAL APPROVING AUTHORITY AND THE MnDEP.
5. THE TIGHT TANK SHALL BE PUMPED AT 3/5 CAPACITY BY A LICENSED SEPTAGE HAULER AND THE CONTENTS DISPOSED OF AT AN APPROVED WASTEWATER TREATMENT PLANT.
e. THE OWNER SHALL RECORD THE APPROVAL ISSUED BY M9DEP OR IF THE DEPARTMENT ISSUES A PRESUMPTIVE APPROVAL THE LOCAL APPROVAL SHALL BE RECORDED AT THE REGISTRY
OF DEEDS IN THE CHAIN OF PROPERTY TITLE.
7. NO WELLS OR POTABLE WATER SUPPLIES EXIST WITHIN 50' OF HOLDING TANK.
8. DATUM IS N.G.V.D.
9. EXISTING SITE FEATURES AND TOPOGRAPHY TAKEN FROM SITE PLAN FOR DAWN KAROL PREPARED BY SLADE ASSOCIATES. INC.
10. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY EAST CAPE ENGINEERING. INC.
11. ENGINEER TO STAKE OUT TANK LOCATION FOR CONSTRUCTION.
12. ENGINEER TO VERIFY TANK LOCATION FOLLOWING CONSTRUCTION.
13. THERE ISA 1-1/4" DIAMETER PIPE RUNNING THROUGH THE CESSPOOL, BELIEVED TO BE AN ABANDONED WATERLINE. EXCAVATE CAREFULLY TO VERIFY. APPROVED DATE
0
TALL _ ' 1
BED
DRIVE
EXISTING CESSPOOL TO
BE REMOVED
EXISTING WOOD
RETAINING WALL
NEPTUNE
I.N.
pSa
W'AMPANOA9
RD.
SHORE Ct
DRIVE d
0
Lows
LOCUS MAP
INSTALL SHEET PILING DURING CONSTRUCTION FOR
FOUNDATION PROTECTION AND DEWATERING
PROPOSED 3,500 GALLON
H-20 CONCRETE TIGHT TANK
REMOVE & RECONSTRUCT
1 WOOD STEPS
1
1 S
1
10TC110 1
1
tok ROM 1,
DECK 11
.6ALK
0 Df
z /
i ,,1g OF
� �•T 1 �-cel'. !\ 7
EXISTING SINGLE FAMILY RESIDENCE
(CRA WLSPACE FOUNDATION)
14
C> COASTALEA�/� 1�+
"PARCEL 8
3575 SQ. FT. t , , '
' Al 1813
8 W oi/�,� ,
PARCEL 7
PROPOSED STRAW BALE
DEWATERING PIT
o�
NOTE: THE ENTIRE PROJECT IS WITHIN 10OFT. OF NANTUCKET SOUND.
1 NANTUCKET
SO UND
=SITE PLAN=
- p2 l3East Cape Engineering, Inc.
CIVIL ENGINEERS
DALE LAND SURVEYORS
111 44 Route 28, Orleans, Mass.
(508) 255-7120
BOARD OF HEALTH
YARMOUTH . MA
WASTEWATER 11GHT TANK DESIGN
LOCUS: 53 SOUTH SHORE DRIVE
YARMOUTH, MA
REF: ASSESSOR'S MAP 19, PARCEL 8
PREPARED FOR: DAWN KAROL
1"-10' DATE: 03/21/2013
SCALE: DWG: 03050TTP
REVISED: 04/02/201 1 03-050
FIRST FLOOR 8'd= 4" DIA. PVC
;VATION 9.52' GRAVITY SEWER
I MIN. 1/4" PER FT. PITCH
EXISTING
SEWER UNE
NEOPRENE BOOT
5.5'd IN
ELEV.
3.67'
ELEV.
2.5' INUET TEE (10' MIN.)
ELEV.
HIGH] 5' -8 -
GROUNDWATER I '�-
ELEVATON
HIGH GROUNDWATER ELEVATION 2.5'
TAKEN FROM ON SITE MONITORING WELL
FROM 2/10/13 UNTIL 2/19/13
DIAMETER (H-20) RISER AND
4SKETED AND BOLTED COVER
GRADE AT ACCESS PORTS
9' MINIMUM COVER ////
Se' MAXIMUM COVER
FLOAT LEVEL
2•-1r
SEWAGE
HOLDING
TANK
GRADE _ 6.W*
T-/-/77/7
PROVIDE 6" COMPACTEDJ L3,500 GALLON 7'x17' REINFORCED
CRUSHED STONE BASE CONCRETE H-20 TIGHT TANK
TANK PROFILE VIEW
NOT TO SCALE
PROVIDE 3 CUBIC YARDS
SOF CONCRETE FOR
BUOYANCY
NOTE: THE ENTRE PROJECT IS WITHIN 10OFT. OF NANTUCKET SOUND.
,{72180 DRIVE E
RE D
i S p UTH �p NATE)
APPROXIMATE LOCATION EXISTING CESSPOOL TO
OF EXISTING WATER /BE REMOVED
SLEEVE EXISTING WATER LINE-SERP7CI
FROM CURB STOP TO INSIDE __----
EXISTING CRAWL SPACE
0VERHEAD
UT=IES
E of -- OyE AND BSS aNE EXISTING WOOD
-------- - ESTING CO NECESSARY RETAINING WALL
AyPDRIVER'AyONSTRUCTION o
II FOR 1+ C_0 *�
=STING
TIMBERS
77-0
PROPOSED 4"A
SCH40 PVC GRAVITY
SEWER (TIP)
INSTALL 24' DIAMETER (H-20) RISER AND
NEOPRENE BOOT CAST IRON GASKETED AND BOLTED COVER
TO FINISH GRADE AT ACCESS PORTS
IN
6'-0' 7'-0'
;4
PARCEL 9
e
TIGHT TANK BUOYANCY CALCULATION:
VOLUME OF TANK DISPLACED BY HIGH GROUNDWATER - 842 CUBIC FEET (ASSUMES TOTAL SUBMERSION)
BUOYANT FORCE IN POUNDS EXERTED VERTICALLY ON TANK - 52,500 LBS.
ADD 105 FACTOR OF SAFETY - 57,750 LBS.
EMPTY TANK WEIGHT (FROM MANUFACTURER) - 38,240 LBS.
WEIGHT OF SOIL COVER ABOVE TANK 8.000 LBS.
WEIGHT OF ADDITIONAL CONCRETE - 12.150 LBS
BUOYANT FORCE EXERTED ON TANK OF 57,750 LBS
IS LESS THAN TOTAL WEIGHT OF 3,500 GALLON TANK
AND SOIL COVER AND CONCRETE (58,390 LBS.)
OK TO USE • 500 GALLON H-20 TIGHT TANK SHOWN ABOVE FOR THIS APPUCATON
GALLON 7'x17' REINFORCED
ETE H-20 TIGHT TANK
Ns0 o s8 "E
Al2( 126)
V15(
ON
CT
x
4.
c�1
Az
O
GENERAL NOTES:
1. ENGINEER TO STAKE OUT TANK FOR CONSTRUCTION.
2. ENGINEER TO VERIFY LOCATION FOLLOWING CONSTRUCTION.
3. THERE IS A 1 1/4' t PIPE RUNNING THROUGH THE CESSPOOL BELIEVED TO BE AN
ABANDONED WATER LINE. EXCAVATE CAREFULLY TO VERIFY.
HIGH LEVEL ALARM SPECIFICATIONS:
1. AN AUDIO AND VISUAL HIGH WATER ALARM PANEL SHALL BE PROVIDED IN AN EASILY ACCESSIBLE LOCATION.
2. THE ALARM SHALL BE CONTROLLED BY A SINGLE FLOAT SWITCH SET TO OPERATE THE AUDIO AND VISUAL FEATURES WHEN THE TANK REACHES 3/5 CAPACITY.
3. ALL WIRING FOR THE ALARM SYSTEM SHALL BE PERFORMED BY A LICENSED ELECTRICIAN, AND INSPECTED BY THE TOWN OF YARMOUTH ELECTRICAL INSPECTOR.
4. PROPER OPERATION OF THE ALARM SHALL BE INSPECTED BY THE DESIGN ENGINEER AND REPRESENTATIVE OF THE LOCAL APPROVING AUTHORITY PRIOR TO FINAL CERTIFICATION.
PRE -CAST CONCRETE TIGHT TANK SPECIFICATIONS:
1. THE PROPOSED TIGHT TANK SHALL BE CONSTRUCTED OF REINFORCED CONCRETE. WITH A H-20 DESIGN LOADING.
2. MINIMUM TANK CAPACITY SHALL BE 5005 OF DAILY FLOW BUT NO LESS THAN 2,000 GALLONS. EXISTING 874 S.F. LIVING AREA INCLUDING 1 PRIVATE BEDROOM O 110gpd PER BEDROOM - 1109pd ESTIMATED DAILY FLOW.
(1100gpd x 5005 - 550 GALLONS). A 3,500 GALLON TANK IS PROPOSED,
3. TANK SHALL BE PROVIDED WITH TWO 24' MINIMUM DIAMETER ACCESS PORTS LOCATED OVER INLET TEE AND OPPOSITE END OF TANK.
4. A 24' MINIMUM DIAMETER GASKETED AND BOLTED CAST IRON COVER LABELED 'SEWER' SHALL BE PROVIDED TO FINISH GRADE OVER THE BOTH ACCESS PORTS IN THE PRE -CAST TANK TOP. THE CAST IRON COVERS SHALL REST
ON CONCRETE RISERS SEALED TO THE TANK TOP AND CAST IRON FLANGES BY HYDRAULIC CEMENT.
5. ELECTRICAL CONDUIT PENETRATIONS THROUGH THE CONCRETE RISER OR PRE -CAST TANK FOR THE ALARM SHALL BE SEALED TO PREVENT THE INFILTRATION OF GROUND WATER.
6. THE TANK SHALL BE PROVIDED PATH A SINGLE INLET KNOCKOUT FOR A 4"DIA. INLET UNE. NO OUTLET SHALL BE PROVIDED.
7. A 4' NEOPRENE BOOT SHALL BE PROVIDED AT THE INLET KNOCKOUT OF THE PRE -CAST TANK. THE BOOT SHALL BE FITTED WITH A STAINLESS CLAMP TO PROVIDE A WATERTIGHT SEAL TO THE 4 -PVC INLET UNE.
8. THE PRE -CAST TANK MANUFACTURER SHALL PROVIDE A WATERTIGHT TANK BY IMPLEMENTING SUFFICIENT METHODS FOR THE SEALING OF ALL CONCRETE SURFACES, AND SEALING OF ALL SEAMS BETWEEN TANK SECTIONS AND
ANY PENETRATIONS, BOTH AT THE FACTORY AND IN THE FIELD.
GENERAL NOTES:
1. THE HOLDING TANK SHOWN HAS BEEN DESIGNED IN ACCORDANCE WITH COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION REGULATION 310 CMR 15.260(2)
2. THE TIGHT TANK SHALL RECEIVE WASTE FROM ALL FIXTURES WITHIN THE EXISTING DWELLING.
3. THE DESIGN ENGINEER SHALL INSPECT THE INSTALLATION OF THE TIGHT TANK AND CERTIFY THAT IT HAS BEEN INSTALLED WATERTIGHT. CONTACT ENGINEER PRIOR TO CONSTRUCTION TO
SCHEDULE INSPECTIONS.
4. NO FLOW SHALL BE DISCHARGED TO THE TIGHT TANK UNTIL THE DESIGN ENGINEER HAS CERTIFIED THE INSTALLATION TO THE LOCAL APPROVING AUTHORITY AND THE MaDEP.
5. THE TIGHT TANK SHALL BE PUMPED AT 3/5 CAPACITY BY A LICENSED SEPTAGE HAULER AND THE CONTENTS DISPOSED OF AT AN APPROVED WASTEWATER TREATMENT PUNT.
6. THE OWNER SHALL RECORD THE APPROVAL ISSUED BY MaDEP OR IF THE DEPARTMENT ISSUES A PRESUMPTIVE APPROVAL THE LOCAL APPROVAL SHALL BE RECORDED AT THE REGISTRY
OF DEEDS IN THE CHAIN OF PROPERTY TITLE.
7. NO WELLS OR POTABLE WATER SUPPLIES EXIST WITHIN 50' OF HOLDING TANK.
8. DATUM IS N.G.V.D.
9. EXISTING SITE FEATURES AND TOPOGRAPHY TAKEN FROM SITE PLAN FOR DAWN KAROL PREPARED BY SLADE ASSOCIATES, INC.
10. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY EAST CAPE ENGINEERING. INC.
L
- INSTALL SHEET PILING DURING CONSTRUCTION FOR
f FOUNDATION PROTECTION AND DEWATERING
PROPOSED ?500 GALLON
H-20 CONCRETE TIGHT TANK
REMOVE & RECONSTRUCT
1 WOOD STEPS
1
SIND �N LY �II S
1
1
� 1
w 1
FF 1
DECK 11
BOARDNA� �
i
a /
G�1 7
( LJMIT OF
APPROVED DATE
TOP OF FIRST FLOOR
ELEVATION = 9.52'
DATUM = 1929 NG VD
PARCEL 7
STRAW BALE
DEWATERING PIT
BEACH
O
COASTAL FT
-PARCEL 8 -
3,575 SQ. FT. -t-
03 03 ,
NANTUCKET
SOUND
=SITE PLAN=
WASTEWATER TIGHT TANK DESIGN
East Cape Engineering, Inc.
CIVIL ENGINEERS
DATE LAND SURVEYORS.
M 44 Route 28. OHeons, Mase.
(508) 255-7120
BOARD VY HEALIH
YARMOUTH , MA
LOCUS: 53 SOUTH SHORE DRIVE
YARMOUTH, MA
REF: ASSESSOR'S MAP 19, PARCEL 8
PREPARED FOR: DAWN KAROL
SCALE: 1 "=10' DATE: 03/21 /2013