HomeMy WebLinkAbout0085 HUCKINS NECK ROAD - Health 85 HUCKINS NECK ROAD
Centerville
A = 252 - 014
S M E A D
No.2-153LOR
UPC 12M
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Town of Barnstable Barnstable
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Board of Health • � � �
i n Street, Hyannis MA 02601
nARNSTAnLe, 200 Mai
�o� e39m 2007
FD MA
Office: 508-862-4644 Wayne Miller,M.D.
FAX: 508-790-6304 Paul Canniff,D.M.D.
Junichi Sawayanagi
October 31, 2012
Mr. Michael Pimentel, E.I.T.
JC Engineering, Inc.
2854 Cranberry Highway
East Wareham, MA 02538
RE: ,85-95 Huckins Neck Road, Centerville A = 252 — 014 and -015
Dear Mr. Pimentel,
You are granted a conditional variance on behalf of your client, David W.
Jackson, Trustee of Jackson-Malden Realty Trust, to construct an onsite sewage
disposal system at 85-95 Huckins Neck Road, Centerville. The variances
granted are as follows:
310 CMR 15. 221 (7): To install the pump chamber with 4.5 feet of coverage, a
waiver of 1.5 feet from the maximum allowable coverage of three (3.0)
feet.
310 CMR 15. 221 (7): To install the soil absorption system with 6.0 feet of
coverage, a waiver of 3.0 feet from the maximum allowable coverage
of three (3.0) feet.
Section 360-1 of the Town of Barnstable Code: To install the H-20 monolithic
septic tank 66.1 feet away from a bordering vegetative wetlands, in
lieu of the minimum 100 feet separation distance required.
Section 360-1 of the Town of Barnstable Code: To install the H-20 monolithic
pump chamber 55.1 feet away from a bordering vegetative wetlands,
in lieu of the minimum 100 feet separation distance required.
Section 360-1 of the Town of Barnstable Code: To install a soil absorption
system 19.9 feet away from a bordering vegetative wetlands, in lieu of
the minimum 100 feet separation distance required.
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This variance is granted with the following conditions:
(1) No more than four (4) bedrooms are authorized at this property. Dens,.
study rooms, offices, finished attics, sleeping lofts, and similar-type rooms
are considered "bedrooms" according to the MA Department of
Environmental Protection.
(2) The applicant shall record a properly worded deed restriction, signed by
the owner of the property, at the Barnstable County Registry of Deeds
restricting the property to four bedrooms maximum. A copy of the
recorded deed restriction shall be submitted to the Health Agent prior to
obtaining a disposal works construction permit.
(3) The septic system shall be installed in strict accordance with the
engineered plans dated September 18, 2012 with the H-20 pump chamber
and the revision to the plan of using an H-20 septic tank.
(4) The designing, engineer shall supervise the construction of the onsite
sewage disposal system and shall certify in writing to the Board of Health
that the system was installed in substantial compliance with the plans
dated: September 18, 2012 with the H-20 pump chamber and the revision
to the plan of using an H-20 septic tank
This variance is granted because the proposed plan appears to meet the design
standards contained within the State Environmental Code, Title 5 and local
Health Regulations.
Sinc ely yours,
jayn Miller, M.D.
air an
Q:\WPFILES\85-95 HuckinsNeckRdCentSeptcVarOct2012.doc
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EXCERPT FROM THE BOARD OF HEALTH MEETING MINUTES 10/09/12:
A. Michael Pimentel, JC Engineering, and Richard Capen, Capewide
Enterprises, representing David Jackson, Trustee of Jackson-Malden Realty
Trust, owner — 85 and 95 Huckins Neck Road, Centerville, Map/Parcel 252-
014 and -015, 2 lots totals 22,084 square feet.
Mike Pimentel presented his plan dated 9/18/12. Due to the steep incline, they also
need approval on variances of the groundcover for the septic and the leaching. The
pump chamber is H2O because there is more than three feet of soil resting on it due to
the incline. The septic is under the paved walkway (not the driveway, itself). The
walkway will have to be dug up. To eliminate any issues with driving over the system,
the septic tank will also be H2O.
Upon a motion duly made by Dr. Canniff, seconded by Mr. Sawayanagi, the Board
voted to approve the septic plan dated 9/18/12 with the following conditions: 1) the
septic tank will be H2O, 2) a four-bedroom deed restriction will be recorded at the
Barnstable County Registry of Deeds, and 3) a proper copy of the deed restriction will
be submitted to the Barnstable Public Health Division. (Unanimously, voted in favor.)
QAMINUTES\EXCERPT OF MINUTES\Excerpt BOH Oct 2012 85-95 Huckins Neck Rd Cent.doc
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�V DATE: q 1,01� l Z
FEE:
BARNSPABLE,
v tunas. REC. BY
�p s6J9• Town of Barnstable
SCHED. DATE:
Board of Health
200 Main Street, Hyannis MA 02601
Office: 508-862-4644 Wayne A.Miller,M.D.
FAX: 508-790-6304 Junichi Sawayanagi
Paul J.Canniff,D.M.D.
VARIANCE REQUEST FORM
LOCATION
Property Address:_95 Huckins Neck Road,Centerville,MA
Assessor's Map and Parcel Number: _Map 252,Parcels 14& 15 Size of Lot:_22 084 s.f.
Wetlands Within 300 Ft. Yes X Business Name: N/A
No Subdivision Name: N/A
APPLICANT'S NAME: JC Engineering,Inc. Phone 508-273-0377
Did the owner of the property authorize you to represent him or her? Yes _X_ No
PROPERTY OWNER'S NAME CONTACT PERSON
Name:David W.Jackson,Trustee of Jackson-Malden Realty Trust Name: Michael Pimentel,E.I.T.QC Engineering Inc.)
Address:_387 Broadway,Malden,MA 02148 Address:2854 Cranberry Highway,East Wareham,MA (/
'Phone:. Phone: 508-273-0377
VARIANCE FROM REGULATION (List Reg.) REASON FOR VARIANCE (May attach if more space needed)
See attached Appendix A _
NATURE OF WORK House Addition 0 House Renovation Repair of Failed Septic System 0
r-a
Checklist(to be completed by office staff-person receiving variance request application)
Please submit copies in 4 separate completed sets.
Four(4)copies of the completed variance request form la _
_ Four(4)copies of engineered plan submitted(e.g.septic system plans)
Completed seven(7)page checklist confirming review of engineered septic system plan by submitting engineer or registered sanita an -
4 t:lD
_ Four(4)copies of labeled dimensional floor plans submitted(e.g.house plans or restaurant kitchen plans) d
Signed letter stating that the property owner authorized you to represent him/her for this request
Applicant understands that the abutters must be notified by certified mail at least ten days prior to meeting date at applicant's expense (for Title
V and/or local sewage regulation variances only) N '
Full menu submitted(for grease trap variance requests only) G
Variance request application fee collected(no fee for lifeguard modification renewals,grease trap variance renewals[same owner/lessee only], J t rs
outside dining variance renewals[same owner/leasee only],and variances to repair failed sewage disposal systems[only if no expansion to the
building proposed])
_ Variance request,submitted at least 15 days prior to meeting date
VARIANCE APPROVED Wayne Miller,Chairman
NOT APPROVED Junichi Sawayanagi
REASON FOR DISAPPROVAL Paul J.Canniff,D.M.D.
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JC ENGINEERING, Inc.
Civil & Environmental Engineering
r x 2854 Cranberry Highway
East Wareham, Massachusetts 02538
Ph. 508-273-0377—Fax 508-273-0367
APPENDIX A
Due to the location of the bordering vegetative wetlands and steep topography, the following
local upgrade approvals and local variances are requested.
The following local variances are requested from Article 1, Section 360-1:
(1.) A 66.1' variance (100.0' - 33.9') for the setback from the proposed 1,500
gallon H-10 monolithic septic tank to the bordering vegetative wetlands.
(2.) A 55.1' variance (100.0' -44.9') for the setback from the proposed 1,500
gallon H-20 monolithic pump chamber to the bordering vegetative wetlands.
(3.) A 19.9' variance (100.0' - 80.1') for the setback from the proposed leaching system
to the bordering vegetative wetlands.
In accordance with 310 CMR 15.401 - 15.405, the followin local ocal upgrade approvals are
requested from 310 CMR 15.221 (7):
(1.) A 1.5' waiver (3.0' - 4.5') for the maximum cover over the pump chamber.
(2.) A 3.0' waiver (3.0' - 6.0') for the maximum cover over the leaching system.
LIVING ROOM
BATH
DINING
KITCHEN
FIRST FLOOR
B.R.#1 B.R.#2
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B.R.#3 B.R.#4
BATH
SECOND FLOOR
Floor Plan of 95 Huckins Neck Road, Centerville JC Engineering, Inc.
2854 Cranberry Highway
September 18, 2012 E. Wareham, MA 02538
Not to scale (508)273-0377
I DELIVERY
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SUBJECT T ARPROVAL`OF t BOARD 'OF HEALTH
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TRANS.NO.:
CITY/TOWN: Centerville
APPLICANT:
ADDRESS: 95 Huckins Neck Road, Centerville, MA
DESIGN FLOW: 440 gpd
REVIEWED BY: DATE:
N/A OK NO
Legal boundaries denoted [310 CMR 15.220(4)(a)] X
Street, Lot,tax parcel number and lot number noted on plan [310
CMR 15.220(4)(u)] X
Locus Provided [310 CMR 15.2204(t)] X
Plan proper scale? (1"=40' for plot plans, 1"= 20' or fewer for
components) [310 CMR 15.220(4)] X
Easements shown [310 CMR 15.220(4)(b)] X
System located totally on lot served [310 CMR 15.405(l)(a) for
upgrades]- if not, a variance is required [310 CMR 15.412(4)] X
Location of impervious surfaces (driveways,parking areas etc.)
[310 CMR 15.220(4)(d)] X
Location all buildings existing and proposed 310 CMR
15.220(4)(c)] X
Location and dimensions of system components and reserve
areas. [310 CMR 15.220(4)(e)] X
System Calculations [310 CMR 15.220(4)(0] X
daily flow X
septic tank capacity (required andprovided) X
soil absorption system (required and provided) X
whether system designed for garbage grinder X
North arrow [310 CMR 15.220(4)(g)] X
Existing and ro osed contours [310 CMR 15.220(4)(g)] X
Location and log of deep observation holes (existing grade el. on
each test) [310 CMR 15.220(4)(h)] X
Names of soil evaluator and BOH representative [310 CMR
15.220(4)(h) and (i)] X
Location and date of percolation tests (performed at proper
elevation?) 310 CMR 15.220(4)(i)] X
Percolation test results match loading rate? [310 CMR 15.242] X
Certification statement by Soil Evaluator [310 CMR 15.220(4)0)] X
Observed and Adjusted groundwater(method for adjustment
given or indicated) [310 CMR 15.103(3) and 310 CMR
15.220(4)(n)] X
Address 95 Huckins Neck Road, Centerville, MA Sheet 1 of 7
r
i A [
N/A OK NO
Location of every water supply, public and private, [310 CMR
15:220(4)(k)] X
within 400 feet of the proposed system location in the case
of surface water supplies and gravel packed public water supply X
within 250 feet of the proposed system location in the case X
within 150 feet of the proposed system location in the case
of private water supply wells X
Location of all surface waters and wetlands located up to 100 ft.
beyond setbacks listed in 310 CMR 15.211 and any catch basins
located within 50 ft. [310 CMR 15.220(4)(1)] X
Water lines and other subsurface utilities located [310 CMR
15.220(4)(m)] (if water line cross see 310 CMR 15.211(1)[1]) X
Profile of system showing invert elevations of all system
components and the bottom of the SAS [310 CMR15.220(4)(o)] X
Stamp of designer [310 CMR 15.220(1) and 310 CMR 15.220(2)] X
Stamp of Registered Land Surveyor (required if construction
activities within 5 ft. of lot line) [310 CMR 15.220(3)] X
Test Holes adequate (two in each of the primary and reserve
unless trenches as permitted in 310 CMR 15.102(2) or as
approved for an upgrade under LUA at 310 CMR 15.405(1)(k)] X
Test hole adequate to demonstrate four feet of suitable material?
[310 CMR 15.103(4)] X
Test Holes adequate to confirm adequate groundwater separation?
[310 CMR 15.103(3)] X
Benchmark within 50-75' of system [310 CMR 15.220(4)O] X
Materials specifications noted? [various sections of 310 CMR
15.000] X
System components not> 36" deep (unless Local Upgrade
Approval or LUA requested) [310 CMR 15.405(1(b)] X
Address 95 Huckins Neck Road, Centerville,MA Sheet 2 of 7
' A
/A OK � NO
Size OK? [310 CMR 15.223(1)] X
Inlet tee located ten inches below flow line [310 CMR 15.227(6)] X
Outlet tee 14" or 14" + 5" per foot for increase ft depth [310 CMR
15.227(6)] X
Outlet tee with gas baffle or approved filter [310 CMR 15.227(4)] X
Note regarding installation on stable compacted base [310 CMR
15.228(1)] X
Separation between inlet and outlet tees (no less than liquid
depth) [310 CMR 15.227(2)] X
Inlet/Outlet elevations at least 12" above high groundwater
(except as described 310 CMR 15.227(5)) or permitted for
upgrades under LUA [310 CMR 15.405(1)(k)] X
Minimum cover 9" (Tanks buried more than 9" must have risers
on all openings and on the d-box) [310 CMR 15.2228(1) and 310
CMR 15.232(3)(0] X
Three access covers (inlet and outlet must be 20" or greater) -
middle access at least 8" (by 7/07) [310 CMR 15.228(2)] - X
Access to within 6 " of grade - one port for systems<1 000gpd,
two for systems >1000 gpd [310 CMR 15.228(2)] X
All at-grade covers secured to unauthorized access? [310 CMR
15.228(2)] X
> 10 ft from building foundation [310 CMR. 15.211 1)] X
Buoyancy calculation Required/Done [310 CMR 15.221(8)] X
H-20 Where appropriate? [310 CMR 15.226(3)] X
Setbacks from resources [310 CMR. 15.211] X
multi��mpartmt�`TanksY� u�x � "� � �'
Required when other than single-family dwelling or flow>1000
g d [310 CMR 15.223(1)(b)] X
First compartment 200% daily flow; Second compartment 100%
daily flow [310 CMR 15.224(2) and (3)] X
"U" pipe through or over baffle, outlet of each compartment with
gas baffle or approved filter [310 CMR 15.224(4)] X
Address 95 Huckins Neck Road, Centerville, MA Sheet 3 of 7
I
N/A OK NO
Located at least ten feet from any waterline? [310 CMR
15.222(2)] X
Disposal piping at least 18" below water line (when water and
sewer cross, see 310 CMR 15.21l(1)[11) X
Cleanouts required/provided ? [310 CMR 15.222(8)] X
Thrust blocks specified in force mains? 310 CMR 15.221(6)(c)] X
Slope of sewer line not less than 0.01 (1/8"/ft) 0.02 preferable
[310 CMR 15.222(6)] X
Proper pitch on all runs? (.005 within gravity-distributed trenches
and beds) [310 CMR 15.251(9) and 310 CMR 15.252(2)(c)] X
Siphonproblem/ (leachfield below pump chamber) X
Endcaps or vent manifoldspecified? X
Size and orientation of discharge holes specified? (not smaller
than 3/8" not larger than 5/8") [310 CMR 15.251(8) and 310
CMR 15.252(2)(h)] X
Materials specified (310 CMR 15.251(5) specifies various pipe
types allowed) X
f'S
Stable compacted base [310 CMR 15.221(2) and 310 CMR
15.232(2)(a)] X
Splash plate or baffle tee required on inlet/provided? (when
pressure sewer to d-box or steep pitch of gravity sewer) [310
CMR 15.323(3)(a)] X
Riser if deeper than 9" [310 CMR 15.232(3)(0] X
Inside minimum dimension 12" [310 CMR 15.232(2)(b)] X
Minimum sump 6" [310 CMR15.232(3)(e)] X
Watertight cover if<2000gpd); waterproof manhole if>2000gpd
[310 CMR 15.232(3)(d)] X
Capacity(emergency storage above working=design flow)? [310
CMR 231(2)] X
Proper setbacks [310 CMR 15.211 (same as septic tanks)] X
Watertight 20-in minium access manhole at least 20" MUST BE
TO GRADE [310 CMR 15.231(5)] X
Service components accessible (not too deep with piping,
disconnects accessible) X
Alarm floats - alarm on circuit separate from pumps specified? X
Exceeds two units must have two pumps operating in lead-lag
mode. [310 CMR 15.231(6) and (8)] X
Stable Compacted Base [310 CMR 15.221(2)] X
Buoyancy calculations needed ? Provided? [310 CMR 15.221(8)17 X
Address 95 Huckins Neck Road, Centerville,MA Sheet 4 of 7
N/A OK NO
,�H.r,,., �^ ..�.. �„� ,.m::� .>.a„...gym.,. �;. .�'. `,� �'�;�"' .N.,,✓s,, i.�r.�t>x�� 5
Calculations correct? X
4 feet of naturally occurring material demonstrated? [310 CMR
15.240(1)] X
Required separation to groundwater? [310 CMR 15.212)] X
Aggregate specified as double washed [310 CMR 15.247(2)] X
System Venting required/provided? (system under driveway or
>36" deep) [310 CMR 15.241] X
Inspection ports specified and within 3"final grade? [310 CMR
15.240(13)] X
Breakout requirements met? (No violation of breakout elevation
within 15 ft of SAS unless barrier) [310 CMR 15.211(1)[4] and
Guidance Document] X
Chambers and Gal. in trench configuration supplied with inlet
every 20 ft. [310 CMR 15.253(6)] X
Each structure with one inspection manhole (if>2000 gpd must
be to grade) [310 CMR 15.253(2)] X
Aggregate 1'minimum- 4' maximum. [310 CMR 15.253(1)(b)] X
2' sidewall credit maximum [310 CMR 15.253(1)(a)] X
In bed configuration, inlet every 40 s . ft. [310 CMR 15.253(6)] - X
Width T minimum 3' maximum [310 CMR 15.251(1)(b)] X
100 feet - maximum length [310 CMR 15.251(1)(a)] X
Minimum separation 2x effective depth or width whichever
greater(3x if reserve between trenches) [310 CMR 251(1)(d)] X
Situated along contours [310 CMR 15.251(2)] X
Breakout OK? [310 CMR 15.211(1)[4] and Guidance Document] X
minimum 2 distribution lines [310 CMR 15.252(2)(a)] X
Maximum separation between lines 6' [310 CM R15.252(2)(d)] X
Maximum separation between lines and outside of bed 4' [310
CMR 15.252(2)(e)] X
Aggregate depth below discharge pipes 6" minimum, 12"
maximum. [310 CMR 15.252(2)(g)] X
Separation between beds 10' minimum. [310 CMR 15.252(2)(f)] X
Bottom area used in calculations only [310 CMR 15.252(2)(i)] X
Address 95 Huckins Neck Road Centerville MA Sheet 5 of 7
N/A OK NO
Pressure Dosed System ? Provided pump and piping
calculations as required [3 10 CMR 15.220(4)(r)] x
Pressure dosing required on all systems>2000gpd or alternative
systems under remedial approval [3 10 CMR 15.254(2) and VA
Remedial Use Approvals] x
If used in gravelless system - make sure jet is directed as not to
scour soil interface [Guidance Document] x
Inspections once per year (systems<2000 gpd) or quarterly
(>2000gpd) good to note on plan [3 10 CMR 15.254(2)(d)] x
Construction in fill - Did the plan specify that the fill shall meet
the specification of 310 CMR 15.255(3)? x
Impervious barrier and/or retaining wall ? [Guidance Document] x
Impervious barrier installation must be supervised by
designer [310 CMR 15.255(2)(b)] x
Retaining wall must be designed by Registered Professional
Engineer [310 CMR 15.255(2)(a)] 'X
Side slope not exceed 3:1 ? [3 10 CMR 15.255(2)] x
Breakout requirements met? [3 10 CMR 15.252(2) and
Guidance Document] :Ix
At least 5 ft. from impervious barrier to edge of SAS (10 ft.
recommended) [3 10 CMR 15.255 (2)(e)] x
Check DEP Approval letters for credits and design conditions x
If used with pressure dosing do not allow pressure discharge
to scour soil interface x
771711
Was DEP Approval Letter provided and/or have you
reviewed the letter for conditions? x
Is the technology being properly applied and does it meet all
DEP Approval Conditions? x
Is there a note on the plan regarding the requirement for
perpetual maintenance agreement? x
Any alarms involved on separate circuits x
Did the applicant submit an operation and maintenance
manual? x
Has applicant submitted a copy of a maintenance x
01"I"MIZ- 1 0'NWEVA"O'
Are the variances listed on the plan ? [3 10 CMR 15.220
(4)(g)] x
RLS Stamp necessary on plan if a component is within five
feet of property line [3 10 CMR 15.412(4)] x
New construction or increased flow proposed - [Refer to 310
CMR 15.414] x T
Address 95 Huckins Neck Road, Centerville,NIA Sheet 6 of 7
N/A OK NO
Nrtrage�.Ser�sitrve Areas , , ,
F -
Is the system in a Designated Nitrogen Sensitive Area(Zone II for
a public supply well)? [310 CMR 15.214, 310 CMR 15.215 and
310 CMR 15.216 - also refer to Policy regarding upgrades of such
existing systems] X
Is the system proposed on the same lot as served by private well ?
[310 CMR 15.214(2)] X
Are the nitrogen loads proposed in compliance? [310 CMR
15.216(1)] X
Pumping to septic tank ? [ 310 CMR 15.229] X
Shared System [310 CMR 15.290] X
Address 95 Huckins Neck Road Centerville MA Sheet 7 of 7
IAug 30 12 04:13p Jackson 17813247755 p.1
David W_ Jackson, Trustee of Jackson-Malden Realty Trust
87 Broadway
Malden,MA 02148
August 30, 2012
Board of Health
Town of Barnstable
200 Main Street
Hyannis, MA 02601
Re: Declaration of Authorization
95 Huckins Neck Road, Centerville, MA
Dear Members of the Board:
Let it be known that I, David W. Jackson, Trustee of the Jackson-Malden Realty Trust,
do hereby authorize JC Engineering, Inc. of East Wareham, MA 02538 to represent my
interest regarding the upgrade of the sewage disposal system located at 95 Huckins Neck
Road, Centerville, MA in meetings both public and private.
Sincerely,
David W. Jackson, tee of Jackson-Malden Realty Trust
Town of Barnstable P#
' Departi neut of Regulatory Services
grABLA Public Health Division Date
r4u 1 bt 200 Main Street,Hyannis MA 02601
Date Scheduled Time Fee Pd.
Soil Suitabili ,Assessment f or
tJ' f Sewa zsposal
Performed-By:
Witnessed By:
LOCATION& GENERAL INFORMATION
FLocaflon l; � ,►-e-J,� ae Owners Name 'I(0t-�C.S C v) pAddress C,s H0 L.� l) Yl t- t\
ssessors Map/Parcel: 2 S 2/0 1 � Engineer's Name
NEW CONSTRUCTION REPAIR �/ Telephone#
Land Use: SI(I FOm(,14 AUR(`f,0 Slopes 96 O
P ( ) q Surface Stones
Distance's from: Open Water Body /0U r ft Possible Wet Area Drinking Water Well ft
Drainage Way ft Property Une 7 I-Oft Other ft
SKETCH,(Street name,dimensions of lot,exact locations of test holes&pore tests,locate wetlands In proximity to holes)
' r
see- a k�c�ec� Ic"I
4
Parent material(geologic) Depth to 130drge)l 1 2-G b S
Depth to Groundwater. Standing Water in Hole: — Weeping from Plt Face
Estimated Seasonal High Groundwater El 3`,00' .kjoD 21 (P2+` loc"( 9W Otcy
DETERMINATION FOR SEASONAL HIGH WATER TABLE
Method Used: LXQI 1301-1 VQ :,V '8,0 N(iUt7
Depth Observed standing in obs:hole: C�•- '�• In, Depth to s911 mottles: ln,
Depth to weeping from side of obs.hole: ' In, Groundwater Adjustment
Index Well# Reading Date: - Index Well IvVol Adj,thctbr Adj.Groundwater level
PERCOLATION TEST Dote NJ-12 Thne A11ly
Observation
Hole# Time at 9"
Depth of Peru 3011 Y Time at G"
Start Pre-soak Time @ w•10 R17 Time(9'.'-6") ^
End Pre-soak
Rate Min./luch 2 -
Site Suitability Assessment: Site Passed Yes Site Failed: Additional Testing Needed(Ym) N
Original: Public Health Division Observation Hole Data To Be Completed on Back---------
***If percolation test is to be conducted within 100' of wetland,you must first notify the.
Barnstable Conservation Division at least one(1) week prior to beginning.
Q:IS EPTIC\PERCPORM.DOC
DEEP.OBSERVATION HOLE LOG Hole# 1 +2-
Depth from Soil Horizon Soil Texture .Sdil Color Soil. Other
Surface(in.) (USDA) (Munsell) Mottling (Structure,Stones;Boulders.
o i ten;Y.%'Gravel)
L S ft)Y r 3/1
36 -12-6 C- M-CS 2.5`t.1l6 20-30% 9Cc-dr-cb l�s
DEEP OBSERVATION HOLE LOG Hole#
Depth from Soil Horizon Soil Texture Soil Color Soil Other
Surface(in.) (USDA) (Munsell) Mottling (Structure,Stones,Boulders.
_C011919LOOV,%Ora e
DEEP OBSERVATION HOLE LOG Hole#
Depth from Soil Horizon Soil Texture Soil Color Soil Other.
Surface(in.) (USDA) (Munsell) Mottling
(Structure,Stones,Boulders.
r-ongiatency,%O e
DEEP OBSERVATION HOLE LOG Hole#
Depth from Soil Horizon Soil Texture Soil Color 5011 Other
Surface(in.) (USDA) (Munsell) Wiling (Structure,Stoney;Boulders.
Cositn
y
Flood"Insurance Rate
Above 500 year flood boundary No_ Yer
Within 500 year boundary No t/ Yes
Within 100 year flood boundary No. Yes .
Depth of Naturally Occurring Pervious Material
Does at least four feet of naturally occurring pervious mtiterial exist in all areas observed throughout the
area proposed for the soil absorption system? `e-5
If not,what is the depth.of naturally occurring pervious material?
Certification
I certify that on (date)I have pa,ased the soil evaluator examination approved by the
Department of Environmental Protection and that the above analysis was performed by me consistent with .
the required training,expertise a d expert described in�10 CNM 15.017.
Signature Da
tt
Q:1S.EPTICTBRCP0RM.D0C
TOF= 47.5 ± PROVIDE H.D.P.E. RISER FINISH GRADE OVER D-BOX= 60.2'± GENERAL NOTES
WITH COVER TO WITHIN PROVIDE H.D.P.E. RISER WITH REMOVABLE, PROP. 4"VENT WITH CHARCOAL
FINISH GRADE 6"OF F.G. (TYP OF 3) SECURED, WATER-TIGHT COVER TO F.G. REMOVABLE WATERTIGHT RISER 4 o
SCHEDULE 40 PVC MIN. SLOPE 1 /o FILTER TO ABOVE GRADE 1. UNLESS OTHERWISE NOTED, ALL SYSTEM COMPONENTS AND CONSTRUCTION
' METHODS SHALL BE IN ACCORDANCE WITH TITLE 5 OF THE STATE
@ FND. EL.= 2"SCH. 40 FINISHED GRADE OVER BIODIFFUSERS = rjQ,Q - 62.9
44.9'± F.G. OVER TANK EL.= 44.2'± F.G. OVER P.C. EL.= 46.1'± (max) TO D-BOX TO WITHIN 6"OF FINISHED GRADE
SLOPE @ 2% MIN. ENVIRONMENTAL CODE AND ANY APPLICABLE LOCAL RULES.
_ 5" DIA. OUTLET(S) INSPECTION PORT WITH
20"MIN. 9"MIN. EL.=41.6'
ACCESS BOX TO WITHIN 3"OF 2. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY THE BOARD
EL.=42.03f�o
(TYP) 9" MAX. 20"MIN. 4.5'(max) - F.G. (ONE PER OUTER ROW) OF HEALTH AND THE DESIGN ENGINEER.
PROPOSED , (TYP) 3. 4"SCHEDULE 40 P} VC PIPE WITH WATER TIGHT JOINTS SHALL
4 SCH. 40 PVC
PROP. 9"MIN. I BE USED IN DISPOSAL SYSTEM UNLESS OTHERWISE NOTED.
3" 4"SCH. 36"MAX.
2" DROP MAX. 40 PVC 6.00' MAX. 4. TO PREVENT BREAKOUT, THE PROPOSED FINISH GRADE SHALL NOT BE LESS THAN
SLOPE @ 2%min3" DROP MAX. g" =- � � SEE VARIANCE TOP OF SAS/B.O. = 56.90'
NOTE 2 ELEVATION = 56.90' FOR A DISTANCE OF 15'AROUND THE PERIMETER OF THE SAS. UNLESS
SLOPE 1%min.
NL-12'± A 40 MIL GEOMEMBRANE LINER IS PLACE AT LEAST FIVE FEET FROM S.A.S.AND THE TOP OF
40.9048" INV. OUT= 14 _= ALARM oN 2" PVC TEE 4"SCH.40 PVCLIQUID 40.65' 40.50' OUT TO SAS THE LINER IS NOT LESS THAN THE BREAKOUT ELEVATION.
LEVEL 1.33 5. SLOPE ALL SOLID PIPE AT 1.0 /o MINIMUM.
,,�� � UMP ON j 16N 1 o
pri
r_4
TEE TEE uMP -�, (TYP.) CLEAN
10.7'TO FND. t 1, 0.90, 10.75"(TVP) SAND I 6. THIS SYSTEM IS NOT DESIGNED FOR A GARBAGE DISPOSAL.
6 i
EL.=36.4' 22"L#Al FILTER FF 56.80' 12" MIN. 56.63' I , + I 7. LOCAL BOARD OF HEALTH TO BE NOTIFIED PRIOR TO BACK FILLING WHEN
MODEL# BOTTOM)
OM)4X22 EL.=36.0' 56.47 55.57 (laid flat) 2.875'(34.5")--I SYSTEM IS NEARLY COMPLETE AND READY FOR INSPECTION. SYSTEM IS NOT TO
6"CRUSHED STONE (GAS BAFFLE ON BOTTOM) 6'CRUSHED STONE 40.25 6 CRUSHED STONE (TYP.) BE BACK FILLED WITHOUT FIRST OBTAINING APPROVAL FROM BOARD OF HEALTH.
OVER MECHANICALLY 5.0'
OVER MECHANICALLY OVER MECHANICALLY
COMPACTED BASE (TYP.) 5' MIN.
COMPACTED BASE COMPACTED BASE 8.625' 8. ELEVATIONS BASED ON N.G.V.D 1929 DATUM. BENCHMARK ELEVATION OF 60.40'
REQ'D
LENGTH 10'-2.5" WIDTH 6'-0.5" HEIGHT 5'-7.5" LENGTH 8'-3.5" WIDTH 5'-5.5" HEIGHT 5'-7.5" 45.0' ESTABLISHED ON TOP OF A NAIL SET IN A UTILITY POLE AS SHOWN ON PLAN.
1 ,500 GAL. H-10 MONOLITHIC SEPTIC TANK 1 ,000 GAL. H-20 MONOLITHIC PUMP CHAMBER 5 OUTLET DISTRIBUTION BOX (TYP.) 9. CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION
TO BE INSTALLED ON A LEVEL STABLE GROUND WATER ELEV.- * 34.80' THROUGH DIG-SAFE AT LEAST 72 HOURS PRIOR TO COMMENCING WORK ON SITE
BASE. FIRST TWO FEET OF OUTLET BIODIFFUSERS (END VIEW) AT 1-888-DIG-SAFE AND ANY OTHER APPLICABLE AGENCIES. REPORT ANY
TANKS SHALL BE INSTALLED ON A LEVEL STABLE BASE PIPES TO BE LAID LEVEL. BIODIFFUSERS (PROFILE) DISCREPANCIES TO THE DESIGN ENGINEER.
1 ,500 GALLON H-10 MONOLITHIC SEPTIC TANK & CROSS SECTION VIEW (BY INFILTRATOR SYSTEMS, INC.) *EL. OF WEQUAQUET LAKE PER B.O.H. 10. ALL JOINTS WHERE PIPE ENTERS AND EXITS CONCRETE STRUCTURES SHALL BE MADE
1 ,000 GALLON H-20 MONOLITHIC PUMP CHAMBER DISTRIBUTION BOX DETAIL ARC 36HC (#3616BD) H-20 BIODIFFUSERS j WATERTIGHT.
NOT TO SCALE NOT TO SCALE NOT TO SCALE 11. NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE WITH DEEDED OR
ZONING REGULATIONS. OWNER/APPLICANT IS TO OBTAIN SUCH
MAP 252
PARCEL 16 ��~� '� ''�-��s
(#107 HUCKINS NECK RD) DESIGN DATA , TEST PIT DATA DETERMINATION FROM APPROPRIATE AUTHORITY.
� �-� G��"-� � � � � \
PERC NO. 13731 12• ALL SEPTIC SYSTEM COMPONENTS SHALL WITHSTAND H-10 LOADING UNLESS
#107 1 GP i NUMBER OF BEDROOMS(DESIGN) 4 �� ' INSPECTOR: David W. Stanton, R.S. LOCATED UNDER PAVEMENT, DRIVES OR TRAVELED WAYS IN WHICH CASE
1 l \ I I EXISTING THEY SHALL WITHSTAND H-20 LOADING.
�Ps ' I I DESIGN FLOW 110 GAUDAY/BEDROOM ' EVALUATOR: Michael Pimentel, EIT, CSE
DWELLING / \U.P I \ \ 1 I Benchmark 13. DOUBLE WASHED CRUSHED STONE SHALL BE FREE OF ALL DIRT, DUST AND FINES.
Nail in U.P. TOTAL DESIGN FLOW -440 GAUDAY •� ( C.S.E. APPROVAL DATE: Oct. 27, 1999
lElev.=60.40' 0 14. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL LOAM, SUBSOIL AND
N85°26'43"W �, ` DESIGN FLOW x 200/0 880 GAUDAY DATE OF TEST PIT: Sept. 13, 2012
�' ` �, cs� c,° I I N.G.V.D. 29 USE PROPOSED 1 500 GALLON PTI
• • TEST PIT#: 1 UNSUITABLE MATERIAL IN AREA BENEATH AND FOR 5 FT. ON ALL SIDES OF
G LLO SEPTIC TANK
co COD o c, ,�13T± '� a Q rn / 0 LEACHING FACILITY. REPLACE ALL UNSUITABLE MATERIAL WITH CLEAN
z, -'� °' ELEV TOP= 62.00' COARSE SAND FREE FROM CLAY, FINES OR OTHER UNSUITABLE MATERIAL IN
\ I I \ \ �� �, o� `q I�l� �� - ACCORDANCE WITH 310 CMR 15.255(3).
o INSTALL 27 ARC 36HC (#3616BD) H-20 BIODIFFUSERS ELEV WATER= 34.80 (see above)
`\ O;.CORNER 15. CONTRACTOR SHALL NOTIFY DESIGN ENGINEER OF ANY DISCREPANCIES FOUND IN I I � , � � ! / i'. • -
WET-11 I i 1�1� = SYSTEM CAPACITY
PERC RATE - <2 Min./In. SITE CONDITIONS FROM THOSE SHOWN PRIOR TO CONTINUATION OF WORK.
\ V / 95 0\ I i o r. (TOTAL L.F. OF BIO'S&COUPLINCS)(4.8 SF/LF)(0.74 GPD/SQ.FT.)_ + s « • r o DEPTH OF PERC= 30"-48" 16- PROPOSED PROJECT IS LOCATED WITHIN:
X,S�1NG mom` , I �; (� (135')(4.8 SF/LF)(0.74 GAL/SQ.FT.j= 479.5 GAL. LEACHING/DAY " ` ! • • • . TEXTURAL CLASS: 1 ASSESSORS MAP 252 PARCELS 14& 15
gE�RooM ,, I I �I\ ` m rn ti+ ?or • •
4 \NG WAT MET R PI pq 0 v M r . •••. 17. OWNER OF RECORD: DAVID W. JACKSON
G� m z e2 �Islan
GK DwEL�5x ' �` m o TOTALS: . `�.. „ ,
�N E F= ) J/ _ cN 11 0 62.00 ADDRESS: TRUSTEE OF JACKSON-MALDEN REALTY TRUST
S�\NG00CK \ 0 0 0�,�g 5+ /Hiw1, oiww U.P. E ( p c Z TOTAL NUMBER OF BIODIFFUSERS: 27 I 87 BROADWAY
I ..
X �\ 11 1 w idler LOCUS Fill
E \ 0 ` J oo y E_ ITI TOTAL NUMBER OF COUPLINGS: 0
MALDEN MA 02148
O.H.CORNER w o n n N TOTAL LEACHING AREA: 648.0 P 18" 60.50' '
I o m r- � 0. , A Loamy Sand FEMA FLOOD ZONE C
m I I o > TOTAL LEACHING CAPACITY: 479.5 • '� 1OYR 3/1
EXISTING CESSPOOL TO BE PUMPED 1
AND FILLED WITH CLEAN SAND - \� I I PROP ( o O O • ' i ;l�/ 20" 60.33' AS SHOWN ON COMMUNITY PANEL# 250001 0005 C
O TP `� D * ' Loam Sand 18. PLAN REFERENCES:
STEpSNOS r °- ° 64 0' S C7 DOSING & STORAGE REQUIREMENTS . ' • : ; ` B 1OYR 5/6 1.)L.C. PLAN 20239-C
E�F� �F IA
sUR� � ° � � F � a, .. � • 2.)P.B. 21, PG. 93
' WET-10 PR.C/O X 0 j 'Xk, a, a� I I DESIGN FLOW: 440 GPD • • ' • 30" 59.50'
3 9 1 I 19. DEED REFERENCES:
3 1 I PROPOSED TOTAL 27 ARC DOSING REQUIRED. 4 CYCLES /DAY . ,. ZONE 2 ' �� Perc 1. BOOK 1462 PAGE 44
PROPOSED 1,500 GALLON \ 4 O I ,� ) 9
MONOLITHIC SEPTIC TANK 2� 1 ' ° �-• 36HC #3616BD BIODIFFUSERS • • i 48" 58.00 2. L.C.C.#47794
O � I � Y' ( ) 440 GPO/4= 110 GAUCYCLE ac )
PARCEL 15 o N !� 1 IN A FIELD CONFIGURATION • + •
\ WET-9 PARCEL 14 LO ` DISTANCE REQUIRED BETWEEN PUMP - . 1 20. ALL DISTURBED AREAS SHALL BE RESTORED TO ORIGINAL CONDITION.
4. ` At
Med. -Coarse Sand
°`' `�, o PROPOSED INSPECTION PORT ON AND PUMP OFF FLOATS: � � • • •
�"' �' I / • . • 2.5Y 6/6 21. PROPERTY LINE INFORMATION IS ONLY APPROXIMATE. THIS PLAN IS TO BE USED ONLY
Lo o WITH ACCESS BOX TYP OF 2 _ �` �'� • -
PROPOSED 1,000 GALLON H-20 °' Q �I t" 1 I ( ) 110 GAUCYCLE 250 GAUFT = 0.44 FT/CYCLE C (20-30%gravel& FOR SEPTIC SYSTEM UPGRADE. JC ENGINEERING WILL NOT ASSUME ANY LIABILITY
MONOLITHIC PUMP CHAMBER ; ( ' II�I (USE 0.50'TO PROVIDE FOR BACKFLOW) _ cobbles; stratified FOR USES OF THIS PLAN OTHER THAN ITS INTENDED PURPOSE.
7ri� I I STORAGE REQUIRED ABOVE WORKING LEVEL:440 GAL. sands) 22. CONTRACTOR TO PROVIDE THRUST BLOCKING AT ALL ANGLES, BENDS, BRANCHES, PLUGS
SILT FENCE (TYP) I I BIT.�DRIVEWAY
�y I ! c , STORAGE PROVIDED ABOVE WORKING LEVEL: 625 GAL. LOCUS PLAN AND WHEREVER ELSE NECESSARY TO PREVENT DISRUPTION OF PROPER FUNCTIONING OF
aa�? THE FORCE MAIN.
� I , X / r• � ! dt I = _
WEQUAQUET LAKE I WET-8 � SCALE: 1" 1000'I I ' \ I 126„ 51.50
01' LEGEND
TOWN DESIGNATED EL.= 34.8'± (N.G.V.D. 29) �m I rf �I I I I '�\ No standing,weeping, or mottling observed
PROPOSED 4" PVC VENT; - -
ACTUAL SURVEY EL. = 33.4'± (N.G.V.D. 29) rn 1 i EXACT LOCATION PER OWNER TEST PIT DATA -- 50 EXISTING CONTOUR
(TAKEN ON SEPTEMBER 6, 2012) O I I; I ' ° I I 1 NOTE: PUMP MUST BE EQUIPPED WITH A HIGH
71 I I I I X q I PROPOSED 40 MIL. IMPERVIOUS PERC NO. 13731
GEOMEMBRANE LINER LEVEL ALARM LOCATED IN THE HOUSE SERVED 50 PROPOSED SPOT GRADES
m INSTALL 1-1/4" PVC TO HOUSE.JOINTS TO BE MADE WHICH IS POWERED BY A CIRCUIT SEPARATE INSPECTOR: David W. Stanton, R.S.
i I I I I �� I I I 3 I I TOP EL. = 56.90'
m I m I ° FROM THE CIRCUIT TO THE PUMP. �_
WET-7 � / I I I 1 I - , I WATERTIGHT. WIRE PUMP AND FLOATS TO SIMPLEX EVALUATOR: Michael Pimentel, EIT, 1'SE 50 PROPOSED CONTOUR
to to CONTROL PANEL No. 1-CC2 NEMA-1 MFG. HOOVER C.S.E.APPROVAL DATE: Oct. 27, 1999 ELEC PROPOSED UNDERGROUND ELECTRIC
INSTRUMENTS.
( SWING TIES SCALE: 1"=20' DATE OF TEST PIT: Sept. 13, 2012 _
/ i o �� �p� er �� 1 b 1 I + NEMA 4 JUNCTION BOX CORROSION RESISTANT& HOISTING CABLE 7 x 19 STAINLESS STEEL ❑/H/W EXISTING OVERHEAD UTILITIES
10
` J ° DESCRIPTION HCA HC-2 WSO LIQUID-TIGHT CABLE CONNECTORS SUPPORTED 1/8"DIA. / 1,760 LB. STRENGTH TEST PIT#: 2 -
( ' 64 co ) CONNECTORS SUPPORTED BY 1n Co -1/4"PVC CONDUIT, ELEV TOP= 62.00' W W- EXISTING WATERLINE
c 1 ` SEPTIC COVER IN (1) 12.5' 25.2' -- JOINTS TO BE MADE WATERTIGHT 2"BALL VALVE w/ UNIONS SCH. 80 PVC
1 t / I GEORGE FISHER CO. MODEL NO. 560 ELEV WATER= 34.80'(see above) TEST PIT LOCATION
SEPTIC COVER OUT(2) 19.4' 29.3' -- -
co
TPERC RATE _
WET-6 ` PUMP COVER IN (3) 25.9' 27.9' -- 7 - CO 3" 2"SCH.40 TO D-BOX PROPOSED 1,500 GALLON H-10 MONOLITHIC SEPTIC TANK
° I = DEPTH OF PERC -
o PUMP COVER OUT 4 27.8' 26.1' -- ALARM ON 2 SCH. 40 TEE w/CLEAN-OUT CAP f
o co ( ) _ TEXTURAL CLASS: 1 O O PROPOSED 1,000 GALLON H-20 MONOLITHIC PUMP CHAMBER
I
um oN - 1/4"WEEP HOLE IN DISCHARGE PIPE p PROPOSED DISTRIBUTION BOX
MAP 252
PARCELS 14& 15 �N BIODIFFUSER CORNER(5) 56.5' 40.4' 25.5'
22,084 S.F.± �' BIODIFFUSER CORNER(6) 64.9' 48.2' 17.3' PUMP 2" BALL CHECK VALVE SCH. 80 PVC 100 0„ 62.00' PROPOSED 4"SOLID SCHEDULE 40 PVC PIPE
WET-5 7�2� � P.S.I. FLOWMATIC MODEL No. 208S
BIODIFFUSER CORNER(7) 85.9' 77.7' 54.0' Fill
SPECIAL NOTES: FM FM PROPOSED 2"SOLID SCHEDULE 40 PVC FORCEMAIN
BIODIFFUSER CORNER(8) 79.7' 73.1' 57..1' (2)WIDE ANGLE CONTROL FLOATS io 0 1/4"WEEP HOLE IN DISCHARGE PIPE 18A Loamy Sand 60.50
1.) MAGNETIC MARKING TAPE SHALL BE PLACED ALONG THE TOP EDGE OF (BARNES 073618) O ' 1OYR 3/1 0 PROPOSED ARC 36HC (#3616BD) H-20 BIODIFFUSER
EACH SEPTIC SYSTEM COMPONENT. MAP 252 / Ex° .''`'` lv 2"SCH.40 PVC DISCHARGE PIPE 20" 60.33'
o� vN 1: PUMP ON/OFF 120 ACTIVATION
PARCEL 8 HC-2 2: ALARM ACTIVATION BARNES SE774L PUMP 0.75 H.P., B Loamy Sand REV. DATE BY APP'D. DESCRIPTION
2.) CONTRACTOR SHALL VERIFY SOIL CONDITIONS IN THE LOCATION OF THE (#61 BEECHWOOD RD) O.H.CORNER
HC-1 t✓ � 200/240 V, 2"DISCHARGE PASSING 10YR 5/6 , ----- --- -
PROPOSED LEACHING SYSTEM TO ENSURE CONSISTENCY WITH TEST PIT _K �\�\. 2"SOLIDS OR APPROVED EQUAL 30" 59.50' PROPOSED SEPTIC SYSTEM UPGRADE
DATA SHOWN ON THIS PLAN. REPORT TO ENGINEER AND LOCAL BOARD OF
HEALTH IF SOILS ARE NOT CONSISTENT WITH TEST PIT DATA. 'oOEG N 0 4/11 WSO PREPARED FOR.
3. ALL PROPOSED WORK I LOCATED '- 4 VI: 1 1 ,000 GALLON H-20 MONOLITHIC PUMP CHAMBER CAPEWIDE ENTERPRISES
S OC ED OUTSIDE THE LIMITS OF ANY AQUIFER V
PROTECTION AREAS OR ESTUARINE WATERSHEDS.
(1 5 O 10.0' 19.6'-a LOCATED AT
( RESERVED FOR BOARD OF HEALTH USE Med. -Coarse Sand
(2 4) " r 6) 2.5Y6/6 95 HUCKINS NECK ROAD
VARIANCE REQUESTS (3 C (20-30%gravel&cobbles; stratified CENTERVILLE, MA 02632
1. THE FOLLOWING LOCAL VARIANCES ARE REQUESTED FROM ARTICLE 1,SECTION 360-1: sands)
(1.) A 66.1'VARIANCE (100.0'-33.9') FOR THE SETBACK FROM THE PROPOSED 1,500 b to
GALLON H-10 MONOLITHIC SEPTIC TANK TO THE BORDERING VEGETATIVE WETLANDS. U) Im SCALE: 1 INCH = 20 FT. DATE: SEPTEMBER 18, 2012
(2.) A 55.1'VARIANCE (100.0'-44.9') FOR THE SETBACK FROM THE PROPOSED 1,500 p A 0 10 20 ao 80 FEET
GALLON H-20 MONOLITHIC PUMP CHAMBER TO THE BORDERING VEGETATIVE WETLANDS. �' �r
(3.) A 19.9'VARIANCE (100.0'-80.1')FOR THE SETBACK FROM THE PROPOSED LEACHING SYSTEM D 126 51.50 ` PREPARED BY:
� �'= JOFIN L.
TO THE BORDERING VEGETATIVE WETLANDS. m No standing,weeping, or mottling observed " CFi��c LL JR. �� JC ENGINEERING INC.
m L
N . ;8 �= 2854 CRANBERRY HIGHWAY
2. IN ACCORDANCE WITH 310 CMR 15.401 -15.405, THE FOLLOWING LOCAL UPGRADE Iz
APPROVALS ARE REQUESTED FROM 310 CMR 15.221 (7): SITE PLAN (8 .6' 10.0' EAST WAREHAM MA 02538
(1.) A 1.5'WAIVER(3.0'-4.5') FOR THE MAXIMUM COVER OVER THE PUMP CHAMBER. 7) k\ 508-273-0377
(2.) A 3.0'WAIVER(3.0'-6.0') FOR THE MAXIMUM COVER OVER THE LEACHING SYSTEM. SCALE: 1"=20' 19.2' ' ' -�-- -
Drawn By: MCP Designed By: MCP Checked By:JLC Job No.:2296
t
TOF = 47.5'+ PROVIDE H.D.P.E. RISER
WITH COVER TO WITHIN PROVIDE H.D.P.E. RISER WITH REMOVABLE, FINISH GRADE OVER D-BOX= 60.2 GENERAL NOTES
PROP.4"VENT WITH CHARCOAL 1. UNLESS OTHERWISE NOTED, ALL SYSTEM COMPONENTS AND CONSTRUCTION
FINISH GRADE 6"OF F.G. (TYP OF 3) SECURED, WATER-TIGHT COVER TO F.G. o FILTER TO ABOVE GRADE
2 SCH. 40 TO WITHIN 6"OF FINISHED
RISER 4 SCHEDULE 40 PVC MIN. SLOPE 1 /o FINISHED GRADE OVER BIODIFFUSERS - 59,0' - 62,9'
@ FND. EL.= �� _ METHODS SHALL BE IN ACCORDANCE WITH TITLE 5 OF THE STATE
44,9'± F.G. OVER TANK EL.= 44.2'+ F.G. OVER P.C. EL.= 46.1'± (max) TO D-BOX TO WITHIN 6 OF FINISHED GRADE 5DIA. OUTLET(S) INSPECTION PORT WITH SLOPE @ 2% MIN. ENVIRONMENTAL CODE AND ANY APPLICABLE LOCAL RULES.
20"MIN. EL.=41.6' } ACCESS BOX TO WITHIN 3"OF 2. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY THE BOARD
EL.=42.03 (TYP) 9"MIN. 20"MIN. 4.5'(max) F.G. (ONE PER OUTER ROW) OF HEALTH AND THE DESIGN ENGINEER.
36 MAX. 1 3. 4" SCHEDULE 40 PVC PIPE WITH WATER TIGHT JOINTS SHALL
PROPOSED (TYP) --
4"SCH. 40 PVC PROP• 9"MIN.
BE USED IN DISPOSAL SYSTEM UNLESS OTHERWISE NOTED.
91
3�� 2" DROP MAX. 3�� 4"SCH. 36"MAX. 6.00'MAX.
SLOPE @ 2%min. 40 PVC
3" DROP MAX. g" SEE VARIANCE TOP OF SAS/B.O. - ' 4. TO PREVENT BREAKOUT, THE PROPOSED FINISH GRADE SHALL NOT BE LESS THAN
SLOPE @ 1%min. NOTE 2 - 56.90 ELEVATION = 56.90' FOR A DISTANCE OF 15'AROUND THE PERIMETER OF THE SAS. UNLESS
40.90' _ 14" L=12'± A 40 MIL GEOMEMBRANE LINER IS PLACE AT LEAST FIVE FEET FROM S.A.S.AND THE TOP OF
48" INV. OUT= ALARM ON 2" PVC TEE 4"SCHAO PVC
L41 .0'+ LIQUID 40.65� 40,rj0' OUT TO SAS THE LINER IS NOT LESS THAN THE BREAKOUT ELEVATION.
TEE LEVEL PUMP ON 1.33' 5. SLOPE ALL SOLID PIPE AT 1.0% MINIMUM.
TEE-/'
"
10.7'TO FND. j VTEE UMP -T, 0 90, (TYP.) 10 75„R�,PI CLEAN 6 6. THIS SYSTEM IS NOT DESIGNED FOR A GARBAGE DISPOSAL.
OFF
1 6"
7. LOCAL BOARD OF HEALTH TO BE NOTIFIED PRIOR TO BACK FILLING WHEN
MODEL# BOTl 801TOM)
OM)4X22 56.47' �- 55. laid at) 2.875'(34.5")--I SYSTEM IS NEARLY COMPLETE AND READY FOR INSPECTION. SYSTEM IS NOT TO
6"CRUSHED STONE (GAS BAFFLE ON BOTTOM) EL.=36.0 6"CRUSHED STONE 40.25� 6"CRUSHED STONE (TYP.) BE BACK FILLED WITHOUT FIRST OBTAINING APPROVAL FROM BOARD OF HEALTH.
OVER MECHANICALLY
4W 5.0'
COMPACTED BASE COMPACTED BASE COMPACTED BASE OVER MECHANICALLY OVER MECHANICALLY (TYP.) & MIN. 8.625' 8. ELEVATIONS BASED ON N.G.V.D 1929 DATUM. BENCHMARK ELEVATION OF 60.40'
LENGTH 10'-2.5" WIDTH 6-0.5" HEIGHT 5'-7.5" LENGTH 8'-3.5" WIDTH 5'-5.5" HEIGHT 5'-7.5" 5 45.0' REQ'D ESTABLISHED ON TOP OF A NAIL SET IN A UTILITY POLE AS SHOWN ON PLAN.
1 ,500 GAL. H-10 MONOLITHIC SEPTIC TANK 1 ,000 GAL. H-20 MONOLITHIC PUMP CHAMBER OUTLET DISTRIBUTION BOX (TYP.) 9. CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION
TO BE INSTALLED ON A LEVEL STABLE * ' THROUGH DIG-SAFE AT LEAST 72 HOURS PRIOR TO COMMENCING WORK ON SITE
BASE. FIRST TWO FEET OF OUTLET GROUND WATER ELEV.= 34.80 BIODIFFUSERS (END VIEW) AT 1-888-DIG-SAFE AND ANY OTHER APPLICABLE AGENCIES. REPORT ANY
TANKS SHALL BE INSTALLED ON A LEVEL STABLE BASE PIPES TO BE LAID LEVEL. BIODIFFUSERS (PROFILE) DISCREPANCIES TO THE DESIGN ENGINEER.
1 ,500 GALLON H-10 MONOLITHIC SEPTIC TANK & CROSS SECTION VIEW (BY INFILTRATOR SYSTEMS, INC.) *EL. OF WEQUAQUET LAKE PER B.O.H. 10. ALL JOINTS WHERE PIPE ENTERS AND EXITS CONCRETE STRUCTURES SHALL BE MADE
1 ,000 GALLON H-20 MONOLITHIC PUMP CHAMBER DISTRIBUTION BOX DETAIL ARC 36HC (#3616BD) H-20 BIODIFFUSERS WATERTIGHT.
NOT TO SCALE NOT TO SCALE NOT TO SCALE 11. NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE WITH DEEDED OR
-� - -- ---- __� ZONING REGULATIONS. OWNER/APPLICANT IS TO OBTAIN SUCH
MAP 252 OFPARCEL 16 `"-- '� �-��s�AS'� - - DESIGN DATA �- TEST PIT DATA DETERMINATION FROM APPROPRIATE AUTHORITY.
- fig PERC NO. 13731 12. ALL SEPTIC SYSTEM COMPONENTS SHALL WITHSTAND H-10 LOADING UNLESS
#10(#107 HUCKINS NECK RD) � �.- �� � � LOCATED UNDER PAVEMENT, DRIVES OR TRAVELED WAYS IN WHICH CASE
P
EXISTING
\ \ \ I NUMBER OF BEDROOMS (DESIGN) 4
,4� INSPECTOR: David W. Stanton, R.S. I THEY SHALL WITHSTAND H-20 LOADING.
DWELLING NG VPS ' U P� \ ( DESIGN FLOW 110 GAUDAY/BEDROOM 4:1 EVALUATOR: Michael Pimentel, EIT, CSE
\ l \ � \ 1 I Benchmark 13. DOUBLE WASHED CRUSHED STONE SHALL BE FREE OF ALL DIRT, DUST AND FINES.
Nail in U.P. TOTAL DESIGN FLOW 440 GAUDAY his ifs C.S.E. APPROVAL DATE: Oct. 27, 1999
Elev.=60.40' DESIGN FLOW x 200% 880 GAUDAY DATE OF TEST PIT: Sept. 13, 2012 14. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL LOAM, SUBSOIL AND
N85°26'43"W > 0 1 N.G.V.D. 29 rf► UNSUITABLE MATERIAL IN AREA BENEATH AND FOR 5 FT. ON ALL SIDES OF
`r6' �' rn 6, 6, d, USE PROPOSED 1,500 GALLON SEPTIC TANK TEST PIT#: 1
/ s LEACHING FACILITY. REPLACE ALL UNSUITABLE MATERIAL WITH CLEAN
° o137± o N p00
ELEV TOP= 62.00' COARSE SAND FREE FROM CLAY, FINES OR OTHER UNSUITABLE MATERIAL IN
INSTALL 27 ARC 36HC (#3616BD) H-20 BIODIFFUSERS ELEV WATER= ' 34.80'(see above) ACCORDANCE WITH 310 CMR 15.255(3).
I O.H.CORNER ` 15. CONTRACTOR SHALL NOTIFY DESIGN ENGINEER OF ANY DISCREPANCIES FOUND IN
+ / • PERC RATE _ <2 Min./In. SITE CONDITIONS FROM THOSE SHOWN PRIOR TO CONTINUATION OF WORK.
9W/ ET-1 I l o\t , ' I .�, I Izll = SYSTEM CAPACITY
Y / 095 �1, i j �,o C: (TOTAL L.F. OF BIO'S&COUPLINGS)(4.8 SF/LF)(0.74 GPD/SQ.FT.)_ • r s DEPTH OF PFRC- 30"-48" 16. PROPOSED PROJECT IS LOCATED WITHIN:
X\g\\NG , I N o C7 V (135')(4.8 SF/LF)(0.74 GAUSQ.FT.)= 479.5 GAL. LEACHING/DAY • ' •
�\ ( E M ,\ � m I I ' � \ + . + • TEXTURAL CLASS: 1 ASSESSORS MAP 252 PARCELS 14& 15
OO
g�OR �`-v+!ATtM
ET t?PST' i ICI + •..• 17. OWNER OF RECORD: DAVID W. JACKSON
Ec) m z c-Asland
N DECK o�F;415 k . ' I , I m o TOTALS: . `•.. "
0 62.00 ADDRESS: TRUSTEE OF JACKSON-MALDEN REALTY TRUST
G DOCK o FE=�`a 5I.P. / r 1 -n C z TOTAL NUMBER OF BIODIFFUSERS: 27 87 BROADWAY
1ST\N Uller Fill
oo I D r ITI TOTAL NUMBER OF COUPLINGS: 0 LOCUS " MALDEN, MA 02148
,I < n n y TOTAL LEACHING AREA: 648.0 18 60.50
O.H.CORNER ` w oo m . , q y FEMA FLOOD ZONE C
- C O m TOTAL LEACHING CAPACITY: 479.5 ' Loam Sand
EXISTING CESSPOOL TO BE PUMPED ` � I � � � �w I �I i? - m � s i s , 10YR3/1
AND FILLED WITH CLEAN SAND -- _ \ o K i ` J POP �� O O • * a r f11 20" 60.33 AS SHOWN ON COMMUNITY PANEL# 250001 0005 C
�t 1 SNOT - D- O 64 �: .- S DOSING & STORAGE REQUIREMENTS s * • . B Loamy Sand 18. PLAN REFERENCES:
QU EMENTS (. 3 10YR 5/6 1.)L.C. PLAN 20239-C
y \ WET-10 s I PR.C/O • O \\X ~k� 0) ) ` 1 DESIGN FLOW: 440 GPD +► ' • 30" 59.50' 2.)P.B. 21, PG. 93
' \ 339 I i PROPOSED TOTAL 27 ARC DOSING REQUIRED: 4 CYCLES /DAY • r Perc 19. DEED REFERENCES:
PROPOSED 1,500 GALLON q� T� ( s • ZONE 2 II 1.1 BOOK 1462, PAGE 449
MONOLITHIC SEPTIC TANK ) • i ' \ O O I ! 36HC (#3616BD) BIODIFFUSERS 440 GPD/4= 110 GAUCYCLE ss '* • 48" 58.00' 2.�L.C.C.#47794
PARCEL 15 a N I j,(0 CO , �' ; IN A FIELD CONFIGURATION • )
ip
PARCEL 14 � DISTANCE REQUIRED BETWEEN PUMP r� �7 # ! + . . 20. ALL DISTURBED AREAS SHALL BE RESTORED TO ORIGINAL CONDITION.
N ON AND PUMP OFF FLOATS: • s Med. -Coarse Sand
PROPOSED INSPECTION PORT �� +
�'r • r ' . * 2.5Y C6/6
oarse
21. PROPERTY LINE INFORMATION IS ONLY APPROXIMATE. THIS PLAN IS TO BE USED ONLY
I WITH ACCESS BOX (TYP OF 2) �` �� 1 - C o FOR SEPTIC SYSTEM UPGRADE. JC ENGINEERING WILL NOT ASSUME ANY LIABILITY
PROPOSED 1,000 GALLON H-20 °' x ` °' I 110 GAUCYCLE - 250 GAUFT = 0.44 FT/CYCLE (20-30/o gravel&
MONOLITHIC PUMP CHAMBER r / ` (USE 0.50'TO PROVIDE FOR BACKFLOW) cobbles; stratified I FOR USES OF THIS PLAN OTHER THAN ITS INTENDED PURPOSE.
I
STORAGE REQUIRED ABOVE WORKING LEVEL:440 GAL. sands) 22• CONTRACTOR TO PROVIDE THRUST BLOCKING AT ALL ANGLES, BENDS, BRANCHES, PLUGS
SILT FENCE (TYP) �� � ( STORAGE PROVIDED ABOVE WORKING LEVEL: 625 GAL. LOCUS PLAN- AND WHEREVER ELSE NECESSARY TO PREVENT DISRUPTION OF PROPER FUNCTIONING OF
BIT. DRIVEWAY
>c � THE FORCE MAIN.
i
SCALE: 1"= 1000' 126" 1 51.50' r-
WEQUAQUET LAKE WET-8�TOWN DESIGNATED EL.= 34.8'± (N.G.V.D. 29) o I I ' / I I \~� _,,``\ I PROPOSED 4" PVC VENT; - No standing,weeping, or mottling observed I LEGEND
ACTUAL SURVEY EL. = 33.4'± (N.G.V.D. 29) m i 1 EXACT LOCATION PER OWNER
(TAKEN ON SEPTEMBER 6, 2012) O I h
I I I TEST PIT DATA
50 EXISTING CONTOUR
r1 I x I I I PROPOSED 40 MIL. IMPERVIOUS NOTE: PUMP MUST BE EQUIPPED WITH A HIGH PERC NO. 13731
l m I I I I I GEOMEMBRANE LINER - LEVEL ALARM LOCATED IN THE HOUSE SERVED David W. R.S. 50 PROPOSED SPOT GRADES
-Di i f �\ I I I I I I TOP EL. - 56.90' I INSTALL 1 1/4 PVC TO HOUSE. JOINTS TO BE MADE WHICH IS POWERED BY A CIRCUIT SEPARATE INSPECTOR: Stanton,
rri i I I m I I o f -
� I WET 7 / / � / I 1 � I � i I WATERTIGHT. WIRE PUMP AND FLOATS TO SIMPLEX FROM THE CIRCUIT TO THE PUMP. PROPOSED CONTOUR
I EVALUATOR: Michael Pimentel, EIT, CSE f
I / CONTROL PANEL No. 1-CC2 NEMA-1 MFG. HOOVER C.S.E.APPROVAL DATE: Oct. 27, 1999 ELEC-_ PROPOSED UNDERGROUND ELECTRIC
SWING TIES SCALE: 1" =20' INSTRUMENTS. DATE OF TEST PIT: Sept. 13, 2012
i / t q� o ry p0. v ` NEMA 4 JUNCTION BOX CORROSION RESISTANT& HOISTING CABLE 7 x 19 STAINLESS STEEL ❑/H/W EXISTING OVERHEAD UTILITIES
�5 52 f ) \ DESCRIPTION HC-1 HC-2 WSO LIQUID-TIGHT CABLE CONNECTORS SUPPORTED 1/8"DIA. / 1,760 LB. STRENGTH TEST PIT#: 2
54 � j , CONNECTORS SUPPORTED BY 1-1/4" PVC CONDUIT, " ELEV TOP= 62.00' W W -- EXISTING WATERLINE
1 i r/ 1 SEPTIC COVER IN (1) 12.5 25.2 -- JOINTS TO BE MADE WATERTIGHT 2 BALL VALVE w/UNIONS SCH. 80 PVC
/ ("'), GEORGE FISHER CO. MODEL NO. 560 ELEV WATER= "34.80'(see above) TEST PIT LOCATION
c ` ` J \ I SEPTIC COVER OUT(2) 19.4' 29.3' --
f WET-6 ` ii P P __ f 3" 2"SCH.40 TO D-BOX PERC RATE = p p p PROPOSED 1,500 GALLON H-10 MONOLITHIC SEPTIC TANK
UM COVER IN (3) 25.9 27.9
1 DEPTH OF PERC=
PUMP COVER OUT 4 27.8' 26.1' -- tiTF ALARM ON 2"SCH.40 TEE w/CLEAN-OUT CAP
o co ( ) - TEXTURAL CLASS: O O PROPOSED 1,000 GALLON H-20 MONOLITHIC PUMP CHAMBER
_ S 1
MAP 252 \ N BIODIFFUSER CORNER 5 56.5' 40.4' 25.5' 1/4"WEEP HOLE IN DISCHARGE PIPE i
Ng- PARCELS 14& 15 „° O d LIMP ONco
- - p PROPOSED DISTRIBUTION BOX
�o2�"Opp� 22,084 S.F.± Q! BIODIFFUSER CORNER(6) 64.9' 48.2' 17.3' o MP 2"BALL CHECK VALVE SCH. 80 PVC 100 0�� 62.00' PROPOSED 4"SOLID SCHEDULE 40 PVC PIPE
P.S.I. FLOWMATIC MODEL No. 208S Fill
BIODIFFUSER CORNER(7) 85.9' 77.7' 54.0' FM FM PROPOSED 2"SOLID SCHEDULE 40 PVC FORCEMAIN
SPECIAL NOTES: -, ,
BIODIFFUSER CORNER(8) 79.7' 73.1' 57.1' (2)WIDE ANGLE CONTROL FLOATS o 0 1/4"WEEP HOLE IN DISCHARGE PIPE 18q Loamy Sand 60.50
1.) MAGNETIC MARKING TAPE SHALL BE PLACED ALONG THE TOP EDGE OF BARNES 073618 10YR 3/1 PROPOSED ARC 36HC (#3616BD) H-20 BIODIFFUSER
EACH SEPTIC SYSTEM COMPONENT. MAP 252 �X�s���`c iv, ( ) 2"SCH. 40 PVC DISCHARGE PIPE 20" 60.33'
o�FwN" I 1: PUMP ON/OFF 120 ACTIVATION
PARCEL 8 HC-2 �' �� 2: ALARM ACTIVATION Loam Sand
2.) CONTRACTOR SHALL VERIFY SOIL CONDITIONS IN THE LOCATION OF THE (#61 BEECHWOOD RD) O.H.CORNER BARNES SE774L PUMP 0.75 H.P., B 10YR a REV. DATE BY APP D. DESCRIPTION
HC-1 200/240 V, 2" DISCHARGE PASSING PROPOSED SEPTIC SYSTEM UPGRADE
PROPOSED LEACHING SYSTEM TO ENSURE CONSISTENCY WITH TEST PIT \�w E 2"SOLIDS OR APPROVED EQUAL 30 59.50 DATA SHOWN ON THIS PLAN. REPORT TO ENGINEER AND LOCAL BOARD OF CK
E w .
HEALTH IF SOILS ARE NOT CONSISTENT WITH TEST PIT DATA. '00 WSO PREPARED FOR:
3.) ALL PROPOSED WORK IS LOCATED OUTSIDE THE LIMITS OF ANY AQUIFER '- ^� 1 1 ,000 GALLON H-20 MONOLITHIC PUMP CHAMBER CAPEWIDE ENTERPRISES
PROTECTION AREAS OR ESTUARINE WATERSHEDS. (1 10.0' Med. -Coarse Sand LOCATED AT
(2
0 (5 19.6'--a
4) 6) RESERVED FOR BOARD OF HEALTH USE 2.5Y 6/6 95 HUCKINS NECK ROAD
VARIANCE REQUESTS (3 C (20-30%gravel&
cobbles; stratified CENTERVILLE, MA 02632
1. THE FOLLOWING LOCAL VARIANCES ARE REQUESTED FROM ARTICLE 1,SECTION 360-1: sands)
(1.) A 66.1'VARIANCE (100.0'-33.9')FOR THE SETBACK FROM THE PROPOSED 1,500 I
m SCALE: 1 INCH = 20 FT. DATE: SEPTEMBER 18, 2012
GALLON H-10 MONOLITHIC SEPTIC TANK TO THE BORDERING VEGETATIVE WETLANDS. IO #� 0 10 20 40
(2.)
A 55.1'VARIANCE 100.0'-44.9' FOR THE SETBACK FROM THE PROPOSED 1,500 m P` H of rtigss 80 FEET
GALLON H-20 MONOLITHIC PUMP CHAMBER TO THE BORDERING VEGETATIVE WETLANDS.
(3.) A 19.9'VARIANCE (100.0'-80.1') FOR THE SETBACK FROM THE PROPOSED LEACHING SYSTEM D 126" 51.50' JOFr� PREPARED BY:
TO THE BORDERING VEGETATIVE WETLANDS. m No standing,weeping, or mottling observed " CHURc!-ii L JR JC ENGINEERING INC.
Cl
2. IN ACCORDANCE WITH 310 CMR 15.401 -15.405,THE FOLLOWING LOCAL UPGRADE Iz A� No 80 2854 CRANBERRY HIGHWAY
APPROVALS ARE REQUESTED FROM 310 CMR 15.221 (7): (8 •6' 10.0' °�' �F EAST WAREHAM MA 02538
(1.) A 1.5'WAIVER(3.0'-4.5') FOR THE MAXIMUM COVER OVER THE PUMP CHAMBER. SITE PLAN 7) `, T_ ,
(2.) A 3.0'WAIVER(3.0'-6.0') FOR THE MAXIMUM COVER OVER THE LEACHING SYSTEM. "_ ,J 508-273-0377
SCALE. 1 20 9.2 Drawn By: MCP Designed By: MCP Checked By:JLC Job No.:2296