13-073 Letter to Huntley, Responce to Rockridge ProjectCOLER &
COLANT'ONIO
ENGINEERS AND SCIENTISTS May 9, 2003
Y
Mr. Ned Huntley, Assistant City Engineer
Department of Public Works
City of Northampton
125 Locust Street
Northampton, MA 01010
RE: File #03- SP -53, proposed addition and site improvements, Rockridge'Retirement
Community, 25 Coles Meadow Road,
Dear Mr. Huntley:
We are pleased to provide herewith our responses to your review comments regarding the
Rockridge project, as outlined in your memorandum of April 9, 2003. We have provided
responses to all of your comments except those regarding the effect of additional water
usage on the City water system, and looping of the water system. We have spoken with
Charlie Borowski, but he has not had time to review a copy of the plans yet. We will
respond to any comments that he may have as soon as we receive them. We have
provided the balance of our response at this time to allow you to review the bulk of the
information. Carolyn Misch has informed us that she will need to have a final response
back from DPW by May 15, in order to get the information out to the Planning Board
members with some lead -time prior to the May 22 hearing on the project. We greatly
appreciate any effort you can make to try and meet the Planning Department's schedule.
Your original comments and our corresponding responses are presented below.
Sanitary:
The applicant does not provide information as to sewer capacity of the City system as it relates
to their expansion. The King Street sewer line is overloaded (especially during rainfall events)
and the increase in flow could be detrimental to businesses further down gradient to the
expansion. DPW recommends that applicant perform full sewer study prior to approval.
Based on our discussion at your office on April 16, we have designed a
supplemental holding tank and pump system to be incorporated into the
sanitary sewer system at the site. The purpose of this system is to allow for storage
of the sanitary sewage flows with discharge to the municipal system at several off -
peak times. This will minimize the potential for aggravating the overloading of the
trunk line that is occurring further down King Street during peak use periods and
rainfall events. It is understood that this represents an interim solution to the
existing problem, and that at some point in the future, the problem downstream will
be corrected, and a direct connection to the municipal sewer will be made.
55 Bobala Road 413 313 -0100
Holyoke, MA 01040 Fax: 413 31 3 -01 90
10 recycles paper
The proposed holding tank and pump system will store flows from the facility
expansion and release to the City's sewer system at off -peak hours. Electronic
timers will be set to operate the proposed pump system twice daily at 2:OOam and
2:OOpm. The flow to the pump system is based on metered water use records for the
existing facility from October 1, 2001 through March 5, 2003. The anticipated flow
from the proposed expansion is approximately 1,700 gallons per day. The design is
presented in the following attachments: sketch SK-5, plan view of the proposed
installation; Pump Chamber Detail -Plan View; Pump Chamber Detail - Typical
Elevation; Pump Notes. We have also attached copies of the Water and Sewer Bills.
New sewer line as proposed is set to run under a light pole. Either one should be relocated.
The site plan has been revised to show t hat the existing light pole in question, along
with three others nearby, has been relocated to make room for the new sanitary
sewer alignment and the widening of the existing driveway. This information is
shown on attached sketch SK-1.
A clean out should be installed at the property line.
A clean out has been added at the recommended location. A clean out detail
is shown on the project detail sheets. This information is shown on
attached sketches SK-2.
Saw -cut lines should be moved east of the sanitary sewer to be included in the work
Saw -cut lines have been adjusted on the site plan to correspond to the proposed
sanitary sewer main location. This revision is shown on SK-3.
Although this will be a private sewer system, the DPW has concerns regarding the location of
the sanitary sewer line under any structure (interior ramp).
The site plan has been revised to indicate that the sections of sanitary sewer main
that pass beneath the ramps will be constructed of heavy -duty cast iron. This
information is shown on attached sketch SK4.
DPW recommends maintenance of a 10' lateral separation between sewer and drain lines
wherever possible
We have maintained as much separation between the various utility mains as
possible. However, due to the tightness of the site, we were unable to maintain 10'
separations at all locations. A minimum 10' separation between water and sanitary
sewer is maintained at all locations.
co
Water:
Applicant does not address water usage for the expansion and the effect (s) on the City System.
As mentioned in the opening paragraph, we are awaiting comments from the Water
Division.
All new water tie -ins will require final approval by the DPW— Water Division.
This is understood. Notes on the general notes page direct that all materials and
construction methods conform to all local standards.
DPW recommends that the applicant minimize the number of times the water and drain lines
cross. DPW recommends that DMH #1 be moved east of the existing waterline to avoid an
additional crossing.
This change has been made to the project plans, and is shown on attached sketch
SK -3.
All turns in the waterline should have thrust blocks.
We have added thrust block details, table and notes to Sheet D -5 of the project
All hydrants shall remain private.
It is the applicant's understanding that all of the proposed improvements will
remain private property.
Size and type of proposed waterlines is not stated on the plans.
This information has been added to the site plans.
DPW recommends maintenance of a 10' lateral separation between water and drain lines
wherever possible.
We have maintained as much separation between the various utility mains as
possible. However, due to the tightness of the site, we were unable to maintain 10'
separations at all locations. A minimum 10' separation between water and sanitary
sewer is maintained at all locations.
0paw
New facilities will need to have plumbing plans reviewed to determine if additional cross -
connection/back flow prevention devices will be required.
The site plans for the project are at a more advanced stage than the architectural
plans for the proposed buildings, in particular with regard to mechanical, electrical,
and plumbing systems. As the project moves forward to the building permit stage,
full details of all these systems will be provided to the appropriate City departments
for review and revision as necessary for compliance with all applicable codes.
Applicant should consider looping the waterline within the site to prevent stagnation of water at
the end of the line. If this is not feasible, applicant should discuss with water division the number
of times the hydrant should be flushed and how to deal with potential water quality problems.
As there are a number of different ways that this issue could be addressed, we
propose to wait to make our final determination until we have
received comments back from the Northampton Water Division.
Drainage:
The stormwater system as shown will remain a private system.
It is the applicant's understanding that all of the proposed improvements will
remain private property.
The submittal does not document the ability for the detention area under shallow cover to
support vehicle load(s).
The detention area has been designed to meet or exceed minimum cover
requirements for H- 20/H -25 live loading based upon 2 tons /sf corner bearing
pressure as published by the Contech Construction Products, Inc. Shop drawings
will be submitted for review at a later date detailing connections and bulkhead
designs.
0paw
As the direction of the stormwater flow was not mapped/marked on the plans, it was hard to
determine paths of drainage flow.
A comprehensive drainage analysis and design has been completed for the
Rockridge Assisted Living Facility. Storm drainage trunk lines generally flow from
south to north before treatment and outlet to the underground detention facility.
An invert table is shown on plan GU -1 that corresponds to a hydrograph routing
program and subcatchment area diagram found in the drainage report.
The stormceptor should be relocated out from underneath the dumpster, to facilitate inspections
and cleaning.
The dumpster has been relocated on the site plan to allow access to the stormceptor
chamber.
Sheet D -1 shows catch basins with a typical 3'sump. This should be revised to a 4'sump.
The typical catch basin detail has been revised to show a 4' sump.
Report states that no untreated stormwater to enter resource areas. Numerous drains (8" PVC
schedule 40) and area drains enter the system after the stormwater treatment chambers. DPW
cannot determine their function or their capacity to transport sedimentation to detention
facilities. The 8" PVC schedule 40 drain lines do not appear in the drainage report and provide
unknown volumes of stormwater or other flows to the system.
The 8" PVC drains are included to provide connection points for the roof drain leaders
from the proposed buildings. The several small area drains are utilized to drain small
depressions in the lawn areas near the entrance to the new congregate facility, and the
terrace at the proposed formal garden area at the north side of the main building.
None of these drains will convey stormwater contaminated by suspended solids to the
detention facilities. The drainage volumes conveyed by these drains from their
respective drainage areas have been included in the calculations and sizing of the
detention facilities.
0 ',pape`
Stormwater management plan does not specifically state who will be responsible for inspection
and maintenance of the stormwater system. If it will be on -site maintenance personnel, then
special training should be conducted.
Pages 11 -13 of the Storm Drainage Analysis and Design report comprise the
Stormwater Operation and Maintenance Plan for the system. The first page states that
Mr. Warren Jones, New England Deaconess' superintendent for the Rockridge facility,
will undertake day - today operations and maintenance.
Drainage system relies upon an infiltration system, however DPW could not find any
documentation within the drainage report that states where groundwater elevation is, or if deep
holes were excavated in the vicinity of the infiltration basins. Although soils classifications of
and B will infiltrate, the system will not work if seasonal high groundwater is near the surface.
DPW recommends on -site percolation tests and deep pits to verb design criteria.
The drainage system as designed incorporates a partial exfdtration -type detention
basin to recharge groundwater. Test borings were completed in January 1969 for a
previous expansion of the facility (plan attached). The borings indicate a
predominance of reddish -brown loamy -sands and gravels with no observed
groundwater found to the depths of borings. These borings are consistent with the
NRCS (SCS) USDA Soil Descriptions for Hinckley Loamy - Sands. A conservative long-
term infiltration rate of 0.003 feet per minute (corresponding to approx. a 20 minute
per inch perc. rate) was chosen in the hydrograph routing model. Confirmatory test
pits and percolations tests are scheduled and will be completed to bolster this boring
data.
Report states exfiltration rate of detention system. No documentation provided for the 60"
perforated pipes to provide this flow of water for exfiltration.
The detention facility has been designed to exfiltrate a portion of the runoff through a
perforated pipe with uniformly graded stone wrapped in a geotextile fabric. The
perforated CMP pipe system as designed employs 3/8" diameter holes meeting
AASHTO M -39 Class 2 and will provide approximately 2.5% open space area
available for recharge. Boring logs by McClintock and Craig indicate observed
ground water to be below 21 feet and the area near the detention facility appears to be
dominated by reddish -brown loamy sands and gravels.
10
Report calculations for underground detention system do not coincide with plans (elevation and
capacity).
The underground detention system consists of a series of barrels connected by a
header at either end. The system has been modeled for calculation purposes as storage
by wetted areas determined by irregular sections. For operational considerations a
gentle slope of %= of 1 percent was applied to the system profile to facilitate outlet of
stormwater effluent. The computer model reflects equivalent surface area, perimeter,
and open space percentages for each elevation of a flat section to determine cumulative
storage and wetted areas for routing. The data input for the hydrograph routing
model has been completed for the low invert of the detention system (low invert 191) as
the program does not allow for input of a sloped barrel cross - section. In accordance
with the manufacturers recommendations we have shown a design with approximately
10% excess volume to compensate for the assumptions made in the routing model.
Drain line from DMH #15 to northerly detention facility has several bends. Most construction
requires manholes for access to any bends.
The drain line in question is a 36" diameter corrugated steel pipe that will be
fabricated and braced to provide the appropriate bends. We do not feel it is necessary
to provide manholes at these bends.
A report on the maintenance of the stormwater system should be sent to the DPW once a year.
We have advised the applicant's site superintendent of this requirement.
DPW questions the long -term reliability of corrugated steel pipe (especially with winter salt
residuals) for the detention basin and some of the drain lines. Other materials are available that
may provide better longevity.
The detention facility has been designed with 12ga. (0.109 ") Aluminized Type 2
Corrugated Steel Pipe because it combines the corrosion resistance of aluminum with
the strength and economy of corrugated steel pipe. Long -term field- testing dating back
a half century has proven Aluminized Steel Type 2 as a superior product for storm
sewer and drainage projects. Based upon current conditions of surveyed pipe
installations, the data indicates a minimum service life of 75 years for 16 ga. (0.064 ")
Aluminized Type 2 Corrugated Steel Pipe when installed in accordance with the
manufacturer's recommendations. We feel that this service life is more than adequate
for a private detention facility.
10
Road.
Coles Meadow Road was recently paved. Five (S) year pavement moratorium applies.
We will comply with the requirements of the Northampton pavement moratorium,
L e., milling and repavement 20' each side of any cuts made in recently paved areas.
Other.
Filter fabric should be placed around 4" drains behind retaining walls to prevent fines from
migrating into pipe from drainage aggregate.
The retaining wall cross - section detail has been revised to show a filter fabric wrap
installed on the subdrain behind the wall.
We trust that the information provided herein adequately addresses your comments. Upon
completion of the review process by the City, we will issue the DPW a complete set of project
drawings incorporating all of the revisions outlined here, as well as any others that may have
been made through the review process. If you should any questions or require additional
information, please contact me at 413 - 313 -0121.
Sincerely,
Coler & Colantonio, Inc.
David M. Thompson, Jr.
Project Manager
Cc: New England Deaconess Association
Encl.
0paw
LIGHT POLE
R ELOCATION
COLER &
COLAN TON 10 z o
ROCKRIDGE AT LAUREL PARK
ADDITIONS AND SITE IMPROVEMENTS
COLES MEADOW ROAD AT
® NORTH KING STREET
NORTHAMPTON, MASSACHUSETTS
SCALE: 1* ° 20 DATE: MAY 6, 2003
SK -1
ADDENDUM / 1
SEWER CLEAN OUT
COLER &
COLAN TON 10
ROCKRIDGE AT LAUREL PARK
ADDITIONS AND SITE IMPROVEMENTS
COLES MEADOW ROAD AT
NORTH KING STREET
NORTHAMPTON, MASSACHUSETTS
SCALE: I' ° 20 DATE: MAY 6, 2003
SK-
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SAWCUT LINE REVISION
WATER /DRA CROSS REVISIO
COLER s►
COLAN TON K3
EMONE mm erwwTtc.c
ROCKRIDGE AT LAUREL PARK
ADDITIONS AND SITE IMPROVEMENTS
COLES MEADOW ROAD AT
NORTH KING STREET
NORTHAMPTON, MASSACHUSETTS
SCALE: 1" - 20' DATE: MAY 6, 2003
SK -3
ADDENDUM ! 1
SEWER MAIN REVISIONS
COLER &
COLAN TON 10 2
ENGOEM mo �„�,c
ROCKRIDGE AT LAUREL PARK
ADDITIONS AND SITE IMPROVEMENTS
COLES MEADOW ROAD AT
NORTH KING STREET
NORTHAMPTON
SCALE: 1 a 20'
SK -4
SSACHUSETTS f_
DATE: MAY 6, 2003 ADDENDUM 1 1
SEWER STORAGE &
PUMP CHAM BER
COLER &
COLAN TON 10
ma scimms-Is
ME
ROCKRIDGE AT LAUREL PARK
ADDITIONS AND SITE IMPROVEMENTS
COTES MEADOW ROAD AT
NORTH KING STREET
NORTHAMPTON, M
SCALE: 1' a 20'
SK -5
DATE: MAY 6, 200 1 ADDENDUM j 1
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ACCOUNT #: u rt
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CITY OF NORTHAMPTON WATER AND SEWER
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COLLECTOR'S OFFICE
212 MAIN STREET
NO RTHAMPTON. H AMPTON. WATER AND SEWER BILL
TELEPHONE 587 -1293
REV ENGLAND DEACONESS ASS
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NORTH -KING ST-ROCKRITc-E UNIT: a.TL*l : ir!Cjmljrl!2
City of Northampton
Office of the Tax Collector
212 Main Street, Room 305
Northampton, MA 01060 -3191
P.4: 587 -1293
40 I 013008001
NEW ENGLAND DEACONESS ASS
25 COLES MEADOW RD
NORTHAMPTON MA 01060
Rem loft a
Name
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WATER & SEWER BILI
Remit Cop
Please write your account rxxnber on Your ctm
and enclose this portion of bill with your paymer
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K Detach and return the above portion with your payment X Make IV-- Payable and yap 10.
City of Northampton
Office of the Tax Collector
212 Main Street, Room 305
Northampton, MA 01060 -3191
PH: 587 -1293
WATER & SEWER BIL
Customer Cog
Keep this - portion for your recor
NEW ENGLAND DEACONESS ASS
0 NORTH KING ST- ROCKtIpGE
4040006900 013008001 84579
03/28/2003 04/28/2003
METER (2") 03ro`5/2003 10/10/2002 0
WATER 03/0512003 10/10/2002 0 0 10.00
SEWER RESI 813200 0 146 88600 27.54
C ONTTRH ROL 8600 ,11 72460 N Days 82,888.36
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APPROVED By S
DATE PAID /C(
Mterest at" rate 14% per annum "a accrue on
until payment is made. sos.rsvwse side for knporfairt. •
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.00 51015.90 -45,015-90
WATER RATE $2.39 PER 100 CUBIC FEET WATER IS PRECOUS ....... PLEASE CONSERVE
SEWER RATE $3.26 PER 100 CUBIC FEET 100 CU. FT. '= 748 GALLONS
Rate Is per 100 cubic feet
Make Checks Payable to;
Remit To:
For as Correspondence or in person:
CITY OF NORTHAMPTON
OFFICE OF THE TAX COLLECTOR
CITY OF NORTHAMPTON
212 MAIN STREET, ROOM 305
NORTHAMPTON, MA 010603191
City or Northampton
125 Locust Street
Norlijampton, MA 01060
8:30 AM TO 4:30 PM Monday through Friday
Collector : 413 -587 -1293
Baling: 413- 587 -1570 EXT.104 OR 105
84579 I 04/28/2003 I $5,015.90
Consumption billed In hundreds of cubic fel
Non - receipt of issued bill not deemed excu:
for failure to pay. Properly owner responsih
for protection of meter from loss and from h
water, freezing or other damage. Any perst
other than an employee of this Wat
Company who turns water off or on at a ma
or pipe belonging to the City, witho
Permission, shall be punished in accordan4
with Chapter 165, Section 11, General Lav
of the Commonwealth.
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Office of the Tax Collector tame
212 Main Street, Room 305 skeek P0 Box
Northanipton, MA 01060 -3191
PH: 587 -1293 ter. sr. zr
s+o�e
4040006900 013008001
76253 12M%'2002 5,722.15
NEW ENGLAND DEACONESS ASS
25 coLES ME RD
NORTHAMPTON MA 01OW WATER & SEWER BILI
Remit Cop
Please write Your account nt number on your uhe
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MY of Northampton WATER &SEWER BILI
Office of the Tax Collector
212 Main Street, Room 305 De&gUenct Noth
NOrthanPton, MA 0 1060 -3191 Customer Co
PH: 587 -1293 Keep this portion for your recon
NEW ENGLAND DEACONESS ASS .
0 NORTH KING ST- ROCKRIDGE
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METER (2") 10110J2002 2
WATER 10MIM2002
SEWER RESI
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ACCOtlttTs__ 20 -
/n pay aE Ure late 141 ire sk►e on OVerd
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WATER RATE $2.39 PER 100 CU. FT.
SEWER RATE $3.26 PER 100 CU. FT.
Make Checks Payable to;
Remit To:
For all Corresponden0e.or in person:
Office Hou m:
Phones:
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CITY OF NORTHAMPTON
OFFICE OF THE TAX COLLECTOR
CITY OF NORTHAMPTON
212 MAIN STREET, ROOM 305
NORTHAMPTON, MA 01060.3191
City or No Locust Sh
NOrgemPton. MA 01060
8:30 AM TO 4:30 PM Monday twOugh Friday
Calector: 4 13 -587 -1293
BMV: 4 13 - 587 -1570 ExT.104 OR 105
WATER IS-PREClOW....... PLEASE CONSERVE
100 CU. FT. = 748 GALLONS
Rate Is per 100 cubic feet
Consumption billed in hundreds of cubic feel
Non - receipt of issued bill not deemed excuse
for failure to pay. Properly owner responsibit
for protection of meter from loss and from ho
water, freezing or other damage. Any pm
other than an employea of this Wate
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or pipe belonging to the City, withou
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COLER &
COLANTONIO z
ENGINEERS AND SCIENTISTS
May 14, 2003
Mr. Ned Huntley, Assistant City Engineer
Department of Public Works
City of Northampton
125 Locust Street
Northampton, MA 01010
RE: Soil Test Pit Logs and Percolation Results
File #03- SP -53, Proposed Addition and Site Improvements, Rockridge Retirement
Community, 25 Coles Meadow Road, Northampton Massachusetts
Dear Mr. Huntley:
We are pleased to provide you with four deep hole test pit logs and two percolation tests to
supplement the letter dated May 9, 2003 in order to fully address the departments comments to
the planning board dated - April - 9; - 2003. - 7&" s Se-o the tests as discussed Burin
16 meeting is to determine observed g our April
term infiltration rate contained within the Drainage Analysis and �i��as a estimated long -
gn Rockridge Retirement Community. The locations of testing can be found on the attached sketch
entitled Test Pit Locations.
The deep hole test pits performed at locations 1 and 2 indicate strata of silt loam contained at
approximately 5 %2 feet below the surface. Further to the south, test pit 2A indicates sandy -loams
and medium sands to a depth of 13 feet consistent with the test borings performed b
McClintock and Craig. We surmise that most likely the area between test pits 1/2 and 2A is near
the former bank of glacial Lake Hitchcock. The silt loam is presumably the remnants of
lacustrine deposits deposited when the lake covered much of the Pioneer Valley. Below this silt
loam is reddish brown medium sand with no evidence of observed groundwater confirmed by
test pit location 2. It appears that much of the silt loam
construction of the main detention facility to meet the deli stratum will be removed during
loam is remaining during construction, we recommend excavatinand removal of this material
or the construction of stone wick drains through the strata, to facilitate improved recharge to the
groundwater.
A percolation test was conducted at test pit 2A and yielded a rate less than 2 minutes/inch for the
main infiltration area; test pit 3 yielded a rate of 4 minutes per inch for the infiltration trench.
These rates are more than adequate to support the long -term estimated infiltration rate of 0.003
feet per minute or approximately 28 minutes/inch expressed as a perc. _
rate is represented in our calculations to address the presumed variability of Soil st and
complications of maintaining a subsurface infiltration system.
55 Bobala Road 413 313 -0100
Holyoke, MA 01040 Fax: 413 313 -0190
a paW
-- -
We appreciate your continued efforts to try and meet the Planning Department's schedule and ents, If you should
trust that the information provided herein adequately addresses your comm
any questions or require additional information please contact Mr. David Thompson, Jr. or
myself at (413) 313 -0100. ,
Sincerely,
CakA &- Colantoriio, Inc.
Jesse Moreno
Project Engineer
cc: New England Deaconess Association
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Coler & Colantonio, Inc.
•ColerRr(`„t.... _:_ SAH F.v91....4:.._ r.
No.
53"_ • 1 Sugarloaf Sheet
•Enoi,.oe.... y_ o_,_ ..
*South Deerfield, M 1 70 3 3
Date: $=
COM MONWEALTH OF MASSACHUSETTS
NOR M 4 mPIA M ASSACHUSETTS
Address: 2 r e* rw �d R#" Owner: IV'F#10*4*WP p NES
MR-- S
Date: . 3_
Percolation Test*
Obsevation Hole# Time: Z: Od — 3; 0
De th of Perc a
Start Pre -Soak K dF
End Pre -Soak Z : Zp
Time 12" 3 2: 3
!2: 3 S
Time 6» 2: 3S; 3p r 2•SO
Time
Time 9 "-6"
Rate JInch
* Minimum of 1 percolation test must be perform in
both the primary area reserve area,
2h- - _4 k- 7a A�AI� u pEp1Z/'—
Repair [] New Construction []
�Nfii"YRfkftdNl F'E7;�'rol� �ItCl�d1�/
Site Passed 5K Site FailedEl
Performed By:
Witnessed By:
Comments:
/N 6 F 7aX*,L
ilsRss�7 5 .�
DEP APPROVED FORM - 12/07/95