Nace Engineering.05.23.2005MRY 24 2005 11:51AM HP LRSERJET 3200
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169 Haviland Road, Queensbury, NY 12804
Phone - 518-7454400 Fax - 518-792-8511
May 23, 2005
Project # 46210
Mr. Craig Brown
Zoning Administrator, Code Compliance Officer
Town of Queensbury
745 Bay Road
Queensbury, NY 12804
Re: Subdivision No. 7-2005
Schermerhorn — Hiland Estates
Dear Mr. Brown:
In response to staff comments and C.T. Male's review letter of May 2&, we have made revisions
to the subdivision plans and have the following responses:
Staff
L As noted, we have coordinated the location of the proposed subdivision road to align with the
proposed change in location of Meadowbrook Road. Since the majority of the PUD is
already developed without sidewalks, they are not being proposed for this subdivision.
2. The use of a crosswalk at the Haviland Road intersection is a matter for Warren County to
determine since they own the road.
3. The clearing limits are shown on Sheet S-4.
4. The 100' wetland setback, which is more restrictive than the 35' stream buffer, is shown on
Sheet S-4.
C. T. Male
1. As noted, a SWPPP has been submitted with the plans and a NOI is being prepared for
submission to NYSDEC.
2. The area of ACOE wetland disturbance has been shown on Sheet S-4. The total disturbance
is less than 0.1 acres, qualifying the project to use the Nationwide Permit.
3. The site appears steep because the Grading and Drainage Plan is drawn at 1"=60' with a 1'
contour interval. In fact the steepest building site is on Lot #2 where the existing grade in the
area of the house is 10%. This type of grade can easily be accommodated using normal
grading practices and I do not believe that a detailed grading plan is required to demonstrate
it's feasibility.
4. In order to provide some treatment of the stolmwater generated by the first section of
roadway I have changed catch basins #1 & 2 from 2'-0"X 2'-0" ID structures to 31-611X 4'-0"
ID structures with 2' min. sumps. This will provide some storage which will allow any
settleable solids to be deposited in the CB's instead of the adjacent wetlands.
MAY 24 2005 11:52HM HP LASERJET 3200
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5. The release rates required to comply with the 24 how detention of the channel protection
volumes (Cpv) for each pond are in the 0.1 to 0.2 cfs range. The corresponding orifice size
would be less than two inches which is almost certain to become plugged. The DEC
Stormwater Management Design Manual states "Cpv is not required at sites where the
resulting diameter of the ED (extended detention) orifice is too small, to prevent clogging".
In our design, we are not ignoring Cpv, but simply providing as much protection as possible
with the minimum practical orifice size (3" ).
6. A typical cross section of a stormwater pond embankment has been added to the pond outlet
detail.
7. The pond embankment cross section includes material and compaction requirements for the
embankment fill.
8. Once the site is stabilized and the basins are configured for stormwater management, there
should not be any significant amount of sediment entering the basins. The town has a routine
maintenance program for cleaning out catch basins which should keep all sediment off of the
road under control. I do not believe that sediment markers are warranted in this case.
9. The permanent pool in both of these stormwater basins is less than 4 feet deep and thus the
bench is not required. However, to comply with DEC requirements, I have increased the
depth of the forebay pool and therefore have provided a 5 foot wide bench around that
portion of the basins.
10. The bench area will be densely planted to discourage pedestrian activity near the water.
11. Stabilized, 12' wide access ways have been provided to both basins. These will be
constructed with Grasspave earth reinforcement units to provide a stable driving surface
while allowing grass to grow through them and become essentially invisible.
12. The stabilized access ways noted above provide access to both outlet structures.
13. I believe we have corrected the mislabeled elevations around the basins.
14. The entryway planting will all be moved out of the undisturbed wetland areas.
15. The SWPPP Requirements on Sheet S-6 includes instructions regarding required inspections.
It is not proposed to have any more than 5 acres disturbed at any one time. The road and
stormwater construction totals 4.7 acres of disturbance. The majority of this area will be
completed and stabilized prior to any construction on the house lots.
16. Said statement is included as note #5 under SWPPP Requirements on Sheet S-6.
17. Sediment basin calculations are now shown for each basin on Sheet S-6.
18. Dimensions for the individual basins may vary depending upon the contractor's method of
operation as long as the required volumes are maintained. These will be checked during the
weekly inspections by the engineer.
19. Since the types and locations of erosion control measures required for individual house
construction will vary depending on the layout and grading required for each lot, and each lot
will be a custom home and landscaping design, it is not practical to layout the measures for
the individual lots at this time. The general measures to be used are included on the SWPPP
and in the Narative.
20. Since the cut and fill slopes are short and do not receive any significant runoff from
upgradient areas, the use of erosion control blankets was deemed unnecessary.
21. The length of the single access road (from the end of the boulevard section to the throat of the
cul-de-sac) is 942 feet. I believe that this meets the Town standards as previously
interpreted.
22. The size of the water main has been increased to 8 inches as suggested.
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23. Warren County is presently designing the realignment of the north end of Meadowbrook
Road. Their connection point to Haviland Road has been finalized and we have adjusted the
location of our road to align with the new Meadowbrook Road. It is our intention to run the
sewer connection along the new Meadowbrook Road and we are awaiting the final plans and
profile from the County in order to finish laying out the sewer connection. We have
examined the relative grades, location and invert of the connection point to assure that the
connection is feasible. As soon as the we have the required information we will complete the
design of the sewer connection and forward it to the Town Sewer Department for their review
and approval.
24. The size of the existing water main is now shown on Sheet S-3. The sewer main on
Meadowbrook is S inch.
25. Inverts and rim elevations for the catch basins (and sewer manholes) have not been shown on
the plan sheets because the sheets are relatively busy and we felt it best to present this
information only on the profile sheet where it could be clearly read.
Attached are Xeroxed portions of the revised plans showing the major changes described above.
Please let me know if there are any further comments or questions.
Sincerely,
Thomas W. Nace, P.E.
Fax copy w/encl.: Jim Houston, C. T. Male Associates
Rich Schermerhom
Jon Lapper
MAY 24 2005 11:528M HPLASERJET 3200 P.5
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