Nace Engineering.05.14.2001.2• 6FILE
169 Haviland Road, Queensbury, NY 12804
Phone-518-745-4400 Fax - 518-792-8511
May 14, 2001
Job 947319
Mr. Chris Round 1Z
Director of Community Development RAC �V 1
Town of Queensbury
742 Bay Road
Queensbury, NY 12804
TOWN OF CUEENSBURY
PLANMNG OFFICE
Re: Site Plan No. 13-01 — North Country Day Care
Dear Chris:
In response to C. T. Male's review letter of April 27, we have the following responses and have
revised the referent site plans as follows:
1. This site should not generate very much silt or sediment from "first flush" storm flows once
the ground cover is established. Additionally, the top of the check dam is constructed of
NYSDOT "light stone fill" which should remain porous. If, for any reason the check dam
does become impervious, then it will have to be replaced. I have shown a silt fence and hay
bale dam on the upstream side of the check dam to detain sediment until the site is stabilized.
I have also shown hay bale dams on the swale leading into the detention basin.
2. The bottom of the detention basin has been raised so that it will drain to the edge of the
wetland buffer. The surrounding grading has been raised accordingly. The elevations shown
on the check dam detail on S-4 have been adjusted accordingly. I have also rerun the
HydroCAD calculations for the basin using the revised grading to assure that there is
adequate storage capacity in the basin. A copy of the results is attached.
3. Only a small portion of pavement at the west entry drive drains back toward the road and
practically no pavement at the east drive drains toward the road. Additional spot grades have
been added to better define the pavement grades. Also, the catch basins on the main road
have been shown.
4. The water main tapping detail shown on Sheet S-4 has been changed to show an eight inch
main.
5. Both lots are owned by Schermerhorn Construction and the proposed grading will be
performed by Schermerhorn Construction. Therefore a grading easement will not be
necessary.
6. The western drive with directional (right in only) flow will help to promote more orderly
traffic flow on site and thus help to eliminate queuing problems. This facility will not be like
a normal school, with students all arriving at the same time. Rather, children's arrival will be
spread out depending on the parents' work schedule and location of workplace.
0
l J
7. A proposed ground mounted sign location is shown on the plans. The sign details are not
finalized at this time.
8. The walkway lights are over 150 feet from the travel lanes on Bay Road and are relatively
well shielded from oncoming northbound traffic by the building. They are also partially
shielded from southbound traffic by the landscaping. We have looked at the individual light
distribution in the parking and entry area for placement of the fixtures. We do not feel that it
is necessary to produce a complete site illumination plan for such a simple site.
9. Parking has been provided in accordance with requirements of the daycare operator, based on
his experience with similar facilities in the capital district. In accordance with his
requirements, we have added 6 spaces for a total of 38. Additional spaces could be added in
the rear if future requirements or use of the site changed.
As you are aware, there is concern regarding the time frame for having sewer service available to the
Baybrook Professional Park Subdivision. Therefore we have designed a temporary septic system to
serve the proposed development on lots #4 and #5 of this subdivision. The enclosed drawings
946148-TS1 and TS2 provide the plan and details for these systems. They have been designed to
DOH, DEC and Town standards. Although the septic system for lot #4 has been designed for only
the proposed physical therapy tenant (because the municipal sewer should be available prior to other
occupancies in the building), it could easily be expanded if required.
Enclosed are 9 copies of revised plans S-1, S-2 and S-4, as well as the plans for the temporary septic
system. Please call me if you have any further questions or comments.
QS' ly>
Thomas W. Nace, P.E.
cc w/encl: James Edwards, P.E. — C. T. Male
Rich Schermerhorn
Data for 47319 NORTH CWTRY ACADEMY DAY CARE DEVELOPED• Page 1
TYPE II 24-HOUR RAINFALL= 4.80 IN
Prepared by NACE ENGINEERING, P.C. 15 May 01
w droCAD 5 11 000576 (c) 1986-1999 Applied Microcomputer Systems
POND 2
DETENTION POND
Qin =
3.66
CFS
@
11.89
HRS,
VOLUME=
.16
AF
Qout=
.51
CFS
Q
12.10
HRS,
VOLUME=
.15
AF, ATTEN= 86*, LAG= 12.9 MIN
Qpri=
.51
CFS
®
12.10
HRS,
VOLUME=
.15
AF
Qsec=
0.00
CFS
@
0.00
HRS,
VOLUME=
0.00
AF
ELEVATION
AREA
INC.STOR
CUM.STOR
(FT)
(SF)
(CF)
(CF)
309.5
0
0
0
310.0
888
222
222
311.0
6732
3810
4032
311.5
10050
4196
8228
STOR-IND METHOD
PEAK STORAGE = 2911 CF
PEAK ELEVATION= 310.7 FT
FLOOD ELEVATION= 311.5 FT
START ELEVATION= 309.5 FT
SPAN= 10-20 HRS, dt=.1 HRS
Tdet= 72.3 MIN (.15 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 309.5' 12" CULVERT
n=.1 L=50' 5=.0051/' Ke=.5 Cc=.9 Cd=.6
2 S 311.0' 20' BROAD -CRESTED RECTANGULAR WEIR X 1.81
Q=C L H"1.5 C=1.94, 1.92, 1.92, 0, 0, 0, 0, 0
Primary Discharge
11=Culvert
Secondary Discharge
I2=Hroad-Crested Rectangular Weir