HomeMy WebLinkAboutCorrespondence - 80 FLAGSHIP DRIVE 9/12/1995 i
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THOMAS s N-11LEVE
ASSOCIATES, G
September 12, 1995
John C. Chessia, P.E.
Coler & Colantonio, Inc.
101 Accord Park Drive, Suite One
Norwell,MA 02061-1685
Re: Central Metal Finishing
80 Flagship Drive
North Andover, MA 01845
Dear Mr. Chessia:
We are in receipt of your September 5, 1995, Engineering Review of Central Metal Finishing, 80
Flagship Drive. We offer these responses and additional information for your review and look
forward to working with you in resolving any further issues or concerns you may have.
The following responses coincide with your numbered comments:
The woods and grass area included in Subcatchment 1 have been labeled on the
hydrology plans.
The woods and grass area shown in Subcatchment 1 was drafted incorrectly, the
woods/grass limit represented on the post-developed hydrology plans was used for the
analysis of pre and post conditions and has been revised on the pre-developed hydrology
plans. With the woods/grass limit shown in this location, a flow length of 30' of light
wooded area is used for analysis.
The soil pile that exists on site has established vegetation growth, therefore has been
included as open space (Soil D). The gravel parking area is located within the limits of
Subcatchment 1 and is shown in the CN calculations for that subcatchment.
In the Tc calculations for Subcatchment 3 (Pre-Developed), Path 3 contains flow down
the soil pile. The flow path down this pile is 30' long at a slope of 26.7%. A spot grade
has been added to the pre-developed hydrology plans to help clarify where the slope
calculations came from.
• ENGINEERS • • LAND SURVEYORS • • LAND USE PLANNERS •
U.S. Route #1 Topsfield, MA 01983
447 Old Boston Road FAX (508) 887-3480
(508) 887-8586
Mr. John C. Chessia Page 2
September 12, 1995
5. The drainage divide between Subcatchments 2 and 3 has been moved to include the
proposed grading. The limits of Subcatchments 2, 3 and 4 have been revised to conform
to the new proposed detention pond. Please find attached revised calculations for
Subcatchments 2, 3 and 4, Pond 1, Reaches 1 and 2 and Design Point #1. A Hydrologic
Summary has been provided for your review. By reviewing the table, these changes have
no adverse effects on the project, they actually produce less runoff than before.
6. The tree/grass area shown in the north easterly portion of the site is correct on the post-
developed hydrology plans. All calculations regarding the woods/grass area, pre and
post, was done with the delineation of this area as shown on the post-developed
hydrology plans. The Pre-developed hydrology plans have been revised to reflect this
change. (See response 2).
7. Street drainage in the Town of North Andover is designed on the 10 year storm event. By
examining the pre-developed flow rate from our site to the catch basin located
approximately 160' west of our site on Flagship Drive, where our pre-developed flow
enters the existing drainage system, we have flow rates for the 10 and 100 year storm
events of 5.4 and 8.6,CFS respectively. The post-developed flow rates into the existing
drainage system on Flagship Drive, Design Point #1, are 5.2 and 7.9 CFS for the 10 and
100 year storm events respectively. We have decreased the flow into the system in both
cases. Since street drainage is designed for a 10 year storm event, it is possible that
higher storm events may produce a lag time in the system. Located west of our site on the
abutters property, Tru Green-Chemlawn, there exists a catch basin, rim elevation of
239.94, that is tied into the existing drainage system on Flagship Drive. This drainage
system enters the central detention pond for the North Andover Business Park, the 100
year flood plain elevation of this pond is 236.3'. The invert out on the catch basin located
on the north west corner of the proposed parking lot on our site is 241.45, 1.5' higher than
the rim of the catch basin on the abutters property. If the drainage system was surcharged
down slope from the point at which our drainage system enters the existing system, water
would discharge up and out of the existing catch basin rim on the abutters property at
elevation 239.94. This area would have to flood up to elevation 241.45 before it would
have any effect on the drainage system proposed.
8. The top of the pond has been increased to 6' wide with 2:1 slopes on either side. A
detailed cross section of the pond and emergency spillway has been added to the plans.
9. A pipe inlet detail has been added to the plans.
10. The rim of the Emergency Spillway structure has been lowered to elevation of 251.3, 0.1'
higher then the 100 year flood plain elevation of 251.2. A beehive grate has been added
to the outlet of the pond to protect the orifice from being plugged. Any storm greater
than the 100 year event will exit the pond through the catch basin rim. We would not
Mr. John C. Chessia Page 3
September 12, 1995
want to build a spillway that would direct emergency discharge directly onto the abutters
property in a concentrated area. We feel that the emergency catch basin rim can handle
emergency discharge. Any additional flow should be allowed to top the south and west
sides of the pond and flow down the grass areas into the wetlands.
11. Soil test pits will be conducted on the site and in the location of the detention pond to
determine soil classification and maximum seasonal groundwater elevations.
12. Roof drainage will be collected by roof drains per plan and discharged into the detention
� v pond via a 10" pipe, outlet invert elevation = 249.0'. Overflow scuppers will be located
,�-- 1 on the south side of the building directing overflow into the pond as well.
13. The emergency spillway will use a standard catch basin grate, 24 openings, each opening
approximately 2. 1/8" x 3 3/4". Please find attached equations used by Hydro Cad to
calculate rectangular grates and revised calculations for Pond 1 showing the discharge of
this grate. The original grate was entered.incorrectly and has been revised to reflect the
conditions above.
14. The 100 year flood elevation for this development as represented on the
Asbuilt/Permitted plans submitted for your reference was calculated by Neve Associates
in 1989 to be elevation 236.3'. This calculation confirmed previous calculations of H.W.
Moore Inc. and was accepted by the Planning Board and Conservation Commission DEP
File#242-484.
n 15. The precast concrete chemical storage units will now be located inside the building with
` appropriate provisions for spill containments and ventilation.
16. Spot grades have been provided which clarify that all storm water will drain away from
the building and towards the detention pond along the curb at the south edge of the paved
area. The slope along this curb has been increased to 0.6%. be
17. Spot elevations have been provided.
18. The revised grades will not require any wetland alteration.
19. The referenced railroad ties and parking spaces are to be deleted. Notation has been
added to clarify this.
with the Planning Board on Tuesday, September 19 1995 tourther discussY�
We plan on meeting g y, p ,
and close this hearing. I hope this information provides you with sufficient data to complete
your review and issue your approval of the project.
Mr. John C. Chessia Page 4
September 12, 1995
If you should have any further questions please do not hesitate to contact me.
Very truly yours,
THOMAS E. NEVE ASSOCIATES, INC.
John Morin, E.I.tT.,.
Civil Engineering Consultant
JM/km
Attachments
cc; North Andover Planning Board
North Andover Conservation Commission
4 1429 JON.W PS
Ho
S EK.INCO
a
R
November 17, 1995
Jahn C. Chessia,P.E.
Coler& Colantonio,111c.
101 Accord Park Drive, Suite One
Norwell,MA 02061-1685
Re: Central Metal Finishing
80 Flagship Drive
North Andover,MA 01845
Dear Mr.Chessia:
We are in receipt of your September 27, 1995, Supplemental Fngineering Review of
Central Metal Finishing, 80 Flagship Drive, We offer these responses and additional
irfori-,Yation for your review and use feel that with this additional infonnation all your
questions and conccrus have been answered.
The fc)llowing responses coincide with your numbered continents:
7. Find attached calculations and worksheets which shoe that andex full flow
conditions freeboard (0.6 feet) still results in the proposed detention pond. Also,
please note that the 100 year storm event produces volumes Which do not create
full-flow conditions, therefore,this space is available if backflow over than what
is expected is produced from the Flagship Drive drainage system.
8. Filter fabric has been provided under the rip rap slopes.
9. A detail of the Neenah Foundry beehive grate, Model No. R-4340-11, is attached
and the model number has been added to the plan. one can see from the detail
that the grate would not be more of a restriction than the orifice.
10. A V-Notch weir spillway has been added to the southern side of the detention
basin. This spillway is designed to pass a 100 year storm with the outlet plugged
(see calculations attached).
if yo1j should have any t7 ier questions please do not hesitate to contact n1e,
Very truly yours,
THOM.A.S E.NEVE ASSOCIATES, TNC.
John Morin. E.I.T.
Civil Engineering Consultant
Jt,4/krn
AttacImients
cc: North Andover. Planning Board
North Andover Consen ation Commission
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