HomeMy WebLinkAboutMiscellaneous - 101 CROSSBOW LANE 2/1/2016 -�
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TOWN OF NORTH ANDOVER
HEALTH DEPARTMENT ° F ry 77
27 CHARLES STREET 4°
NORTH ANDOVER,MASSACHUSETTS 01845
spc�u��
Sandra Starr Telephone(978)688-9540 1
Public Health Director FAX(978)688-9542 1
July 15, 2003
Ben Osgood, Jr.
New England Engineering Services, Inc.
60 Beechwood Drive
North Andover, MA 01845
Re: 101 Crossbow Lane
Dear Mr. Osgood:
The Health Department has reviewed the proposed plans dated November 15, 2002 for the repair
of the septic system at 101 Crossbow Lane. Unfortunately, the plans cannot be approved as
submitted. Please address the issues below with a revised plan.
1. The trench end section shows reserve between the primary leach trenches, however, the
site plan does not reflect this. Also, there seems to be a stray reserve area shown as a
field in the front of the dwelling. Please clarify.
2. The septic leach area is less than 50 feet from the diverter drain.
3. Vent not protected from precipitation and/or animal entry. (3 10 CMR 15.241(1)(b))
4. The length of the trenches differs between the profile and the site plan. Please address.
5. There appears to be some of whether the percolation test was performed in the most
restrictive soil layer. Please address.
6. Depth to groundwater is less than the 5 feet required for a 2 mpi pert test. r
If you have any questions,please do not hesitate to call the office.
Sincerely,
Sandra Starr, R.S., C.H.O.
Public Health Director
Cc: Owner
BOH
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NEW ENGLAND ENGINEERING SERVICES
I N C
June 27, 2003
Sandra Starr,Administrator
North Andover Health Department
Town Hall Annex
27 Charles Street
North Andover, MA 01845
Re: 101 Crossbow Lane,North Andover, Septic system design
Dear Sandra:
Enclosed are the following documents concerning the septic system design plans for the
above referenced property.
1. 5 sets of design plans, one with an original stamp.
2. Draft copies of soil evaluator sheets. The final copies will be forwarded shortly.
3. Application for approval.
4. Fee to cover the review fee.
This plan'is being submitted for approval. If you have any questions regarding the
information submitted, please do not hesitate to contact this office.
Sincerely,
Benjamin C. Os od, Jr.,EIT r-
President
60 BEECHWOOD DRIVE-NORTH ANDOVER, MA 01845.-(978)686-1768..(888)359-7645 FAX(978)685-1099
SEPTIC PLAN SUBMITTALS
LOCATION: IC-1 _C&-5-,5 �?UL4✓ t_.)9ASL� Map &Parcel l� � ,
NEW PLANS: C2ES_) $225.00/Plan Check#:
REVISED PLANS: YES $ 60.00/Plan Check#:
SITE EVALUATION FORMS INCLUDED: NO
LOCAL UPGRADE FORM INCLUDED: YES NO ;7
DATE: I I xi DATE TO CONSULTANT:
DESIGN ENGINEER: O V NAG stn.}D Telephone#: -W b
6-6- 7
f�1 Cr l N tG G. �U)
When the submission is complete (including check),date stamp plans, COPY for
Conservation,and place in existing file with green Design Approval form.
NEW ENGLAND ENGINEERING SERVICES
INC
June 18, 2003
Sandra Starr, Administrator
North Andover Health Department
Town Hall Annex
27 Charles Street as
North Andover,MA 01845
Re: 101 Crossbow Lane,North Andover, Septic system design
Dear Sandra:
Enclosed are revised septic system design plans for the above referenced property. The
changes have addressed your comments as follows.
4. The trench end section has been revised. The reserve areas have been deleted. The
intent of the plan is to have the primary area at the rear of the lot and the reserve area
in the front. I realize additional test pits will be needed in the reserve area and am
prepared to perform the testing at your convenience.
12. No definition of"diverter drain" can be found in title 5. if this is meant to be a
subsurface drain that intercepts ground water,then the reviewer has mistaken the
street drains for groundwater drains. The fact is these drains are not designed to
intercept ground water and thus the required offset is 10 feet.
1. The vent detail has been revised to indicate the installation of an isect screen/charcoal
filter.
4. The length of the trench is labeled consistently in all locations on the plan.
,5. The percolation test was performed hi one of the sand layers. All of the layers will
obviously have a percolation rate of<2 min/inch. There is no question that the
percolation test is indicative of all of the soil layers.
6. The depth to ground water has been increased to 5 feet.
This plan is being submitted for approval. If you have any questions regarding the
information submitted, please do not hesitate to contact this office.
Sincerely,
Benjamin C. Osgood, T
President
60 BEECHWOOD DRIVE-NORTH ANDOVER, MA 01845-(978)686-1768-(888)359-7645-FAX(978)685-1099
..........--..........
I
CHECKLIST FOR NORTH ANDOVER
SEPTIC SYSTEM PLANS
Job
The following is a checklist that incorporates all Title 5 and local regulations for septic plans.
Name of Applicant:�� '�i"��,r� rd Name of Designer: ,�� ' 1
Plan Date: Revision Date: Date of Review:
Property Address: �, �r , d � �� Map: �. �4a� Lot:i7 r
BOH Reviewer: c A Type of Plan(new or upgrade):
Number of Bedrooms: �'r� gpd) Garbage Disposal Allowed: 4�..
General Information: N.A.=North Andover Septic Regulations Other numbers refer to Title 5
OK /Problem N/A
Street number and map/lot-220(4)(u)
Maximum scale of 1 "=40'for plot plan-220(4)
Maximum scale of 1 "=20'for profile and component details-220(4)
Legal boundaries of the facility being served-220(4)(a)
Names of abutters from recent tax map- NA 8.02j
Number of bedrooms,design cales., -NA 8.02i
Name&address of record owner&applicant- NA 8.02k
.,. Name&address of designer-NA 8.021
� Holder and location of all easements-220(4)(b)
Date plan drawn&any revision date- NA 8.02m
E m All dwellings and buildings,existing and proposed-220(4)(c)
Location of all existing or proposed impervious areas-220(4)(d)
" All distances on site plan—NA 8.03a-c
Elevation of proposed driveway-NA 8.02t
Location and elevation of foundation drain-NA 8.02y
Location and dimensions of the system incl.reserve(new const.)-220(4)(e)
Limits of excavation of leach area on site plan-NA 8.02z
Locus plan -220(4)(t) (Not to scale)
North arrow-220(4)(g)
'Existing and proposed contours-220(4)(g)
Locations and logs of deep holes-220(4)(h)
Locations and logs of percolation tests-220(4)(i)
Date(s)of soil testing-220(4)(h)&(i)
Existing grade elevation of each deep hole-220(4)(h)
r Elevation of percolation tests—N.A. 8.02n
_ Name of approving authority representative-220(4)(h) &(i)
Name of soil evaluator-220(4)0)
- Soil logs and perc test logs match BOH records
C Locations of waterlines,drains,and subsurface utilities-220(4)(m)
" Observed and adjusted g.w. elevation in the vicinity of the system-220(4)(11)
0' Complete profile of the system to scale-220(4)(o),NA 8.02c
t Cross section of leaching facility-NA 8.02w (Not to scale)
Location of benchmark(s) within 50-75 feet of facility-220(4)(q)
•w "" Note fisting all variance requests with proper citations-220(4)(p)
Local upgrade approval request form submitted-403(1)
i
2
Original R.S./P.E. stamp,signature&date-220(1) &(2)
-- P.E.,discipline specified within stamp. MGL C. 112 s. 81M
sfc, supplies(w/in 400'),pub. wells w/in 250'
( )>pvt. wells(w/in 1.50')-220(4)(
= Location of watercourses, wetlands,wells,etc. w/in 150'of system-NA 8.02r
Wetland disclaimer-NA 8.02s
— ° RLS plan reference&certification required (prop line setbacks)-220(3)
- Plan contains designer's certification statement
Use approvals/standards checked for I/A system-DEP does.,
Pere rate>30 MPI-not allowed for new,LUA for upgrade-245(1)&('3)
' Pere I-ate> 60 MPI-"'list use moclified tight tank or MA technology-245(4)
Proposed system qualifies as "shared" system-002(definitions)
4- b Z' Flow is over 2,000 gpd-No R.S. allowed-220(1)
4- Design flow was set in accordance with code-203
Existing system location and note on proper abandonment-354
Leaching facility at least 1' above Base Flood elevation-NA 9.05
All piping Sch 40 minimum-NA 10.01
Basement floor minimum 1' above groundwater elevation-NA 5.04
Foundation drain present with elevation-NA 8.02y
On-site Soil and Groundwater Review
OK/ Problem N/A
Proper deep observation hole logs on plan-220(4)(h)
All deep holes and peres shown,including aborted tests-NA 8.02n
Soil evaluation forms submitted within 60 days of field work-018(2)
- Proper percolation test log-220(4)(i)
f Ample deep observation holes in primary disposal area(minimum 2)- 102(2)
Ample deep observation holes in secondary disposal area(minimum 2)- 102(2)
Ample pere testing(one in each disposal area,3 in prim.>2,000 gpd)- 104(4)
t,, Deep hole testing conducted within two years-NA 7.05
Hole Identification Numbers:
ground elevation el.
acceptable soil el. �
Leach facility invert el.
ground water el.
4 refusal el. Jwcy
bottom of teach facility el. ,°
thickness of acceptable soil ` ,
before&after soil R&R
separation to groundwater C.. �
separation to refusal
soil class �= -
2
3
I
pere rate .,
1
loading rate
septic tank below g.w. table .' (yes or no)
pump tank below g.w. table (yes or no)
l.f in fill ':: -255(l)
Setback Distances(Given in feet) 15.21 1
YES ENO r Is the lot in the Lake Cochiewick Watershed? NA 6.00&5.02
OIL Problem N/A
Septic Tank Leach Facility
Property line 10
10
Cellar wall 10 20
Inground pool 10 20
Slab foundation 10 10
Deck, on footings,etc. 5 10
Waterline 10 10
Q m. Private drinking well 75 100
Irrigation well 75 1.00
1W" Wetlands 75 100
Public well 400 400
Wetlands bordering surface 150 150
water Supply or trib.
(in Watershed)
Trib.To Surface Water supply 325 325
' Reservoirs 400 400
r
Tributaries to reservoirs 200 200
Drains(wat. supply/trib.) 50 100
43 Drains(intercept g.w.)- 25 50
_ Foundation drains 10 20
Drains(Other) 5 10
Drywells 20
25
Downhill sloe
P 15'to 3:1 slope
3
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4
1
I
w/o barrier
t
1
Building Sewer
i
OIL Problem NIA
Grease trap required for certain uses(check 230 for details)
Pipe diameter listed (4" minimum)-222(1)
Pipe schedule listed-222(3)
Pipe cast iron or Sch 40 PVC—NA 11.02
Watertight joints specified-222(3)&(4)
Pipe laid on compact,fin base-222(5)
ry Pipe laid on continuous grade in straight line-222(7)@
Cleanouts precede all changes in alignment and grade-222(8)
Cleanout provided every 100 feet-222(8)
.°' Manhole at any 90 degree alignment change-222(8)
Invert elevation at building: `!:`; , rah
Invert on at sic t
P s�
Length of run:
Slope: (minimum of 0.01 -0.02 desired)-222(6)
10'offset to private well or suction line-222(2)
Septic Tank
OK „/Problem N/A
Tank is accessible-228(3)
No structures above tank—(228(3)
Tank can accommodate both primary&reserve—NA 9.04
200%of flow(required&provided given. 1500 min.)-220(4)(f)&223)(1)(a)
2-3" drop from inlet to outlet-227(5)
Minimum of 4'liquid depth-223(2)
3"air space above tees/baffle's(minimum)-227(4)
9"air space above flow line(minimum)-227(4)
Tees are not to be replaced by baffles-227(l)
Tees extend 6" above flow line-227(1)
r Inlet tee extends 10"below flow line(minimum)-227(6)
Outlet tee extends 14" below flow line(more for deeper tanks)-227(6)
Gas baffle installed on outlet-227(4)
Access manhole cover above center of tank&each tee(except 2 compact)
228(2)
3-20"manholes-228(2)
1 childproof,24"riser/manhole w/in 6"of final grade if<1000gpd-228(2)
Inlet and outlet tees on center line-227(1)
t Soil compaction below tank specified (if soil is non-native)-221(2)
6" of<=3/4"stone beneath tank specified-221(2)&22 8(1)
If> 1,000 gpd AND not a single fam. dwell.must be 2 tks or 2 comp. -223(1)(b)
If plan specifies disposal must be 2 tanks in series or 2 compact. tank-223(1)(c)
Buoyancy cales.required if tank at or below water table-221(8)
i" Tank is watertight-221 (1)
9" of cover over tank(minimum)-228(1)
° H- 1 0 loading(min.)-H-20 if traffic-226(3)
Top of tank<=36" below grade-221(7)
All pumping to tank(if applies)in accordance with-229
Tank is set to keep old system in service during install if possible
4
I
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5
1
f
F
Tight Tank(Check here if not present: " )
OK Problem N/A
500%of design flow or 2000 gallons provided—260(2)(a)
3-20"manholes—228(2)
Soil compaction below tank specified(if soil non-native)—221(2)
6"of<=3/4"stone beneath tank specified—221(2)&228(l)
Buoyancy calcs. Required if tank at or below water table—221(8)
Tank is watertight—221(1)
9"of cover over tank specified(minimum)—228(1)
H-10 loading(min.)—H-20 if traffic—226(3)
Top of tank<=36"below grade—221(7)
All pumping to tank(if applies)in accordance with—229
A/V alarm set at 3/5 tank capacity—260(2)(c)
Min. 1-24"frame w/cover at finished grade—228(2)(t)
Year round access for pumping—228(2)(g)
Distribution Box(Check here if not present: )
OK Problem N/A
,,.
Inlet elevation:
Outlet elevation:
' 0.17'drop from inlet to outlet(minimum)-232(3)(b)
6" sump(minimum)-232(3)(e)
All outlets at same elevation-232(3)(b)
Outlet pipes laid level for first 2 ft. -232(3)(c)
s^ " Pipe Sch 40-NA 10.01,
Number of outlets: Number of laterals:
Size of outlets:
Inlet baffle/tee min. 1" over outlet invert for all d-boxes-232(3)(a),
Soil compaction below distribution box specified (if soil is non-native)-221(2)
6" of stone beneath distribution box specified-221(2)
Box is watertight-221 (1)
Top of box<=36" below grade-221(7)
Buoyancy calculations required if box is at or below water table-221(8)
Pump Chamber(Check here if not present:
OK Problem N/A
Volume specified: d� � ��Z° 20(4)(r)
Pump on elevation- 220(4)(r)
Pump off elevation: 220(4)(x)
Alarm on elevation: 220(4)(r)
Number of cycles per clay-220(4)(r)(also 254(1)(d)if gravity from d-box)
Minimum 2" delivery line to d-box if gravity-254(1)(c)
Pressure dosed l.f.if flow>=2,000 d-
> gp 254 1
O(a) &254(2)(a)
Cycles per day is consistent with chamber volume-23 1
Volume calculations include flowback volume-2') 1(2)
5
I
6
24 hour storage capacity above pump on elevation-231(2)
Number of pumps: 2 if system serves>2 dwelling units-231(6) f
Capacity of pump(s)- gpm @ 'TDH-220(4)(r)
Pump can pass 1 1/4 "solids(minimum)-231(7)
Pump controls specified-220(4)(r)
Alarm equipment specified-231(2)
Alarm is in building and powered on separate circuit from pump-2') 1(9)
Pump sequence correct(off-lead on-lag on-alan-n on)-231(8)
Pump performance curves included-220(4)(r)
Manual operating switch-NA 12.01
Check valve, bleeder hole-NA 1.2.01
1 childproof,24"riser/manhole to final grade-2'31(5),
Soil compaction beneath pump chamber specified(if soil is non-native)-221(2)
6"of<=3/4"stone beneath chmbr. specified-221(2)&228(1),
Buoyancy calculations if chamber is at or below water table-221(8)@
9" of cover over chamber(minimum)-228(1)
H- 10 loading(min.)-H-20 if traffic-226(')),
Chamber is watertight-221 (1)
Top of chamber<=36" below grade-221(7)
Leaching Facility(general-complete for all designs)
OK Problem
50%larger if garbage disposal-240(4)
Trenches to be used whenever possible-240(6)
No vehicle or imperv.area above U unless unavoidable-240(7);NA 13.02
Vented if under impervious cover-241 (1)
_/ Vented through same pipes as distribution system-241 (1)(a)
' ( Vent protected from precipitation/animal entry-241 (1)(b)
Vent is placed beyond traffic or impervious area-24 1 (1)(c)
All lines connected to vent if bed or trenches-241(1)(d)
9" cover over peastone-240(9)
Reserve area provided(new construction)-248(1)
" Reserve 4' from primary leach area–NA 9.04
4'(5'if Pere rate<=2 MPI)separation to g.w.-212(a)&(b)
4'(down to 2'with variance or I/A-upgrades only)of natural soil under 11° GW separation is adjusted to highest existing grade if facility cuts into a hillside
Pipe slope minimum of 0.005-251(9)
Require 5'removal and replacement if in fill-255(5)
— Top of leach facility<=36" below grade-221(7)
Final grade over I.f.minimum 0.02 ft/ft-240(10)
Surface&subsurface drainage away from l.f. -240(l 1)&245(5)
Minimum design flow 440 gpd without deed restriction–NA 13.01
3:1 slope where grading required-255(2)
Toe of fill slope stops 5'from property line or Swale installed-255(2)
" Impermeable barrier if<3:1 slope or< 15 feet to–3:1 slope-255(2)
u.Z� Impermeable barrier/retaining wall poured concrete–NA 9.02
IZ Retaining wall stamped by P.B.-255(2)(b)
Top of retaining wall>=top of peastone elevation-255(2)(f)
— 10'offset from edge of leach facility to edge of ret. wall-255(2)(g)
t M Pere test(s)done in most restrictive layer- 104(2)
Pere test 4' below leaching elevation–NA 7.06
Design flow listed and required/provided leach area given-220(4)(f)
Leach pipes SCH40 PVC–NA 10.01
Leach pipes minimum 4" diameter except for dosed system–NA 14.04
6
7
1
Leach lines capped, vented,or connected together-251(9)
Pressure dosing guidance followed if pressure distribution-254(2)(c),
✓ Pressure dosing required over 2,000 gpd or with UA remedial use-231(1)
d Leaching Trenches(Check here if not present: )
0 Problem N/A
Number of trenches:
1 Minimum of 2 trenches-NA 9.01(2)
' rr
Depth of trenches(max eff. 2'): -247(1)
Width of trenches(2'min.,4'max.): -251 (1)(b)
Length of trenches(100'max.): -25 1 (1)(a)
Trenches are vented (when>50')-251 (11)
Trenches follow contour lines-251(2)
Trench spacing 3 times effective width or depth minimum-251 (1)(d)
In fill or reserve between trenches, 10' min. -NA 14.01& 14.03
Available leach area given(Min. 500 s.f.)-NA 9.01(2)
Bottom=L x W x# = s.f.
Sidewall=L x D x# x 2= s. f.
Effective leach area given
Loading factor:
Effective area=total area s.f. x LTAR = g/day
Effective area is>=design flow of facility being served
2"of 1/8"- 1/2" 2x washed peastone.-247(2)
Trench depth of 3/4" to 1 1/2" double washed stone-247(1)
Leaching Pits(Check here if not present:
OK Problem N/A
#of pits/pit systems: (dosing chamber if>1,231 (1))
Dimensions of each pit or system:L W D
Depth of pits (max eff. 2'): -253(1)(a)
Available leach area given
Bottom=L x W x#of systems= s.f.
Sidewall=L+W x D x 2 x#of systems= s.f.
Total area=bottom +sidewall = s.f.
Effective leach area given
Loading factor:
Effective area=total area s.f. x LTAR =—g/day
Effective area is>=design flow of facility being served
Minimum of 2 pits at least 13'X16'—NA 9.01(3)
Distribution for galleries/chmbrs.in trench config.-pipe every 20'-253(6)
Distribution for galleries/chmbrs. in bed config.-ea.pipe serves<=40 s.f.-253(6)
Spacing-2 times the effective width or depth(the greater)-253(1)(c)
2"of 1/8"- 1 /2" 2x washed peastone.-247(2)
3/4" to 1 1/2" double washed stone-247(1)
Each pit has at least one 20" access cover. 24" CI to grade over 2,000 gpd
-253(3)
Surrounding aggregate thickness between 1'(min.)and 4'(max.)-253(1)(b)
Vents, if necessary,extend under covers of pit(s)-241 (e)
Leach Fields (Check here if not present:
OK Problem N/A
Number of fields: (need dosing chamber if> 1,231 (1))
7
8
Length(100'max.): -252(2)(b)
Width:
Total area: L x W = s. f.
Minimum 900 square feet-NA 9.01(1)
Distribution lines connected with solid pipe—NA 15.01
Effective leach area given
Loading factor:
Effective area=total area s.f x LTAR = g/dav
Effective area is>=design flow of facility being served
Minimum of two distribution lines-252(2)(a)
6'line separation(max.)-252(2)(d)
4'maximum separation from edge of field to line-252(2)(e)
10'minimum separation between adjacent leach fields-252(2)(f)
Between 6" and 12" of 3/4- 1 1/2" stone beneath field-252(2)(g)&247(2)
2"of 1/8"-1/2" 2x washed peastone.-247(2)
Final Grading
OK Problem N/A
Slope over leach area minimum of 0.02 feet/foot—240(10)
Grading shall divert drainage away from leach area—240(l 1)
Grading slopes away from dwelling
5/24/01
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