Stormwater Management Report
STORMWATER MANAGEMENT REPORT
FOR
ADIRONDACK WINERY
395 Big Bay Road
Town of Queensbury
Warren County, New York
Prepared For:
Adirondack Winery
395 Big Bay Road
Queensbury, NY 12804
April 13, 2020
[[1275,1901,1325,1958][12][B,I,][Times New Roman]]
Project No. 5214A
Prepared By:
Luigi A. Palleschi, P.E.
ABD Engineers, LLP
411 Union Street
Schenectady, NY 12305
(518) 377-0315
STORMWATER MANAGEMENT REPORT
ADIRONDACK WINERY
395 Big Bay Road
Town of Queensbury
Warren County, New York
TABLE OF CONTENTS
ITEM PAGE
PROJECT LOCATION ....................................................................................... 1
GENERAL SITE DEVELOPMENT ................................................................... 1
SOIL TYPES, GROUNDWATER & TOPOGRAPHY ........................................ 1
STORMWATER MANAGEMENT PLAN ......................................................... 1
ANALYSIS ......................................................................................................... 2
SUMMARY ........................................................................................................ 3
EXHIBIT 1: SITE LOCATION MAP ..................................................... Attached
EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP ........................ Attached
EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP ...................... Attached
APPENDIX A: STORMWATER CALCULATIONS ............................. Attached
STORMWATER MANAGEMENT REPORT
ADIRONDACK WINERY
395 Big Bay Road
Town of Queensbury
Warren County, New York
PROJECT LOCATION
The proposed building addition is located at 395 Big Bay Road in the Town of
Queensbury, Warren County, New York (see Exhibit 1). The site is bordered on the south
by a truck repair facility, on the east by Big Bay Road, on the north by Brookfield Power,
and on the west by Gross Electric Inc.
GENERAL SITE DEVELOPMENT
The applicant is proposing to develop a 2.0 acre parcel in order to construct an
11,100± square foot building addition, associated gravel parking, and stormwater
management area. The existing winery headquarters building will remain and the new
development will be located beyond the existing parking lot. Access to the site will
remain off of Big Bay Road.
SOIL TYPES, GROUNDWATER & TOPOGRAPHY
According to the Warren County NRCS, the primary hydrologic soil group is type
A, Oakville loamy fine sand. The soil properties are generally well drained with
groundwater more than 80 inches below grade. Percolation testing resulted in stabilized
rates of less than 1 minute per inch. The existing site drains to low points onsite and
infiltrates.
STORMWATER MANAGEMENT PLAN
The stormwater management plan for the proposed project will utilize surface
sheet flow across gravel and rooftops to the infiltration areas as shown on the site plans.
Post-development discharge will be controlled with detention of the entire 100-year
storm event and all runoff from proposed impervious areas will remaining onsite.
[[372,3065,425,3109][9][,I,][Times New Roman]]A [[396,3065,721,3109][9][,I,][Times New Roman]]BD Engineers, LLP [[693,3065,743,3109][9][,I,][Times New Roman]] [[1275,3065,1325,3109][9][,I,][Times
New Roman]] [[1880,3065,2210,3109][9][,I,][Times New Roman]]Adirondack Winery [[2176,3065,2226,3109][9][,I,][Times New Roman]] [[2326,3065,2376,3109][9][,I,][Times New Roman]]
[[375,3108,425,3152][9][,I,][Times New Roman]]5 [[394,3108,482,3152][9][,I,][Times New Roman]]214 [[448,3108,501,3152][9][,I,][Times New Roman]]A [[473,3108,523,3152][9][,I,][Times New
Roman]]- [[485,3108,586,3152][9][,I,][Times New Roman]]SMR [[558,3108,608,3152][9][,I,][Times New Roman]] [[2069,3108,2182,3152][9][,I,][Times New Roman]]Page [[2158,3108,2208,3152][9][,I,][Times
New Roman]]1
A
NALYSIS
The pre-development and post-development drainage maps are located in Exhibit
2 and 3. HydroCAD TR-20 method is utilized for the stormwater analysis. Stormwater
calculations for the pre and post-development conditions are presented in Appendix A.
pre-development condition
In the , the site and surrounding area is made up of
low points which collect runoff and allows infiltration into the well-drained soil. There
Pre Area 1
are two drainage areas in the pre-development condition (refer to Exhibit 2).
is 2.05 acres and consists of existing rooftop, pavement, gravel, and grass areas. Runoff
drains to a low point. The peak runoff rates to Low Point 1 for the 1, 10, 50 and 100-year
storm events are 0.00 cfs, 0.51 cfs, 2.52 cfs, and 3.97 cfs respectively with a time of
concentration of 10 minutes and a CN value of 53. The required 100-year storage volume
is 2,599± cubic feet and the low point provides 4,050± cubic feet. The entire 100-year
storm infiltrates and there is no discharge to Waters of the United State or a municipal
storm sewer system.
Pre Area 2
is 0.15 acres and consists of existing grass areas. Runoff drains to
the adjacent stormwater management area. The peak runoff rates for the 1, 10, 50 and
100-year storm events are 0.00 cfs, 0.00 cfs, 0.01 cfs, and 0.05 cfs respectively with
a time of concentration of 6 minutes and a CN value of 39. The entire 100-year storm
infiltrates within the basin and there is no discharge to Waters of the United State or a
municipal storm sewer system.
post-development condition
In the , there are two drainage areas as in the pre-
development condition, but Area 2 is reduced to zero as the area is now directed to
Post Area 1A
infiltration basin 1A (refer to Exhibit 3). is 1.76 acres and consists of
existing rooftop, existing pavement, proposed rooftop, proposed pavement, gravel, and
grass areas. Runoff is conveyed to Infiltration Basin 1A. The peak runoff rates to the
basin for the 1, 10, 50 and 100-year storm events are 0.70 cfs, 2.57 cfs, 5.04 cfs, and
6.53 cfs respectively with a time of concentration of 18 minutes and a CN value of 73.
The required 100-year storage volume is 7,459± cubic feet and the basin provides
13,595± cubic feet up to elevation 94. The entire 100-year storm infiltrates and there is
no discharge to Waters of the United State or a municipal storm sewer system.
[[372,3065,425,3109][9][,I,][Times New Roman]]A [[396,3065,721,3109][9][,I,][Times New Roman]]BD Engineers, LLP [[693,3065,743,3109][9][,I,][Times New Roman]] [[1275,3065,1325,3109][9][,I,][Times
New Roman]] [[1880,3065,2210,3109][9][,I,][Times New Roman]]Adirondack Winery [[2176,3065,2226,3109][9][,I,][Times New Roman]] [[2326,3065,2376,3109][9][,I,][Times New Roman]]
[[375,3108,425,3152][9][,I,][Times New Roman]]5 [[394,3108,482,3152][9][,I,][Times New Roman]]214 [[448,3108,501,3152][9][,I,][Times New Roman]]A [[473,3108,523,3152][9][,I,][Times New
Roman]]- [[485,3108,586,3152][9][,I,][Times New Roman]]SMR [[558,3108,608,3152][9][,I,][Times New Roman]] [[2069,3108,2182,3152][9][,I,][Times New Roman]]Page [[2158,3108,2208,3152][9][,I,][Times
New Roman]]2
Post Area 1B
is 0.36 acres and consists of existing rooftop, existing pavement,
proposed rooftop, proposed pavement, gravel, and grass areas. Runoff drains to
Infiltration Basin 1B. The peak runoff rates to the basin for the 1, 10, 50 and 100-year
storm events are 0.14 cfs, 0.53 cfs, 0.80 cfs, and 1.37 cfs respectively with a time of
concentration of 16 minutes and a CN value of 72. The required 100-year storage volume
is ______± cubic feet and the basin provides _______± cubic feet. The entire 100-year
storm infiltrates and there is no discharge to Waters of the United State or a municipal
storm sewer system.
Post Area 1C
is 0.09 acres and consists of proposed pavement, and grass areas.
Runoff drains toInfiltration Basin 1C. The peak runoff rates to the basin for the 1, 10, 50
and 100-year storm events are 0.00 cfs, 0.00 cfs, 0.02 cfs, and 0.06 cfs respectively
with a time of concentration of 6 minutes and a CN value of 42. The required 100-year
storage volume is 2± cubic feet and the basin provides 1,483± cubic feet. The entire 100-
year storm infiltrates and there is no discharge to Waters of the United State or a
municipal storm sewer system.
S
UMMARY
Peak Runoff Generated (cfs)Peak Discharge (cfs)
D.A. 1
1-Year10-Year50-Year100-Year1-Year10-Year50-Year100-Year
Pre 10.000.512.523.970.000.000.000.00
Total Pre0.000.512.523.970.000.000.000.00
Post 1A0.702.575.046.530.000.000.000.00
Post 1B0.140.530.801.370.000.000.000.00
Post 1C0.000.000.020.060.000.000.000.00
Total Post0.843.105.867.960.000.000.000.00
[[531,2274,771,2323][10][,I,][Times New Roman]]Net Change [[834,2274,938,2323][10][,I,][Times New Roman]]0.84 [[1027,2274,1131,2323][10][,I,][Times New Roman]]2.59 [[1220,2274,1324,2323][10][,I,][Tim
es New Roman]]3.34 [[1413,2274,1517,2323][10][,I,][Times New Roman]]3.99 [[1606,2274,1710,2323][10][,I,][Times New Roman]]0.00 [[1799,2274,1903,2323][10][,I,][Times New Roman]]0.00 [[1992,2274,2096,2
323][10][,I,][Times New Roman]]0.00 [[2185,2274,2289,2323][10][,I,][Times New Roman]]0.00
Peak Runoff Generated (cfs)Peak Discharge (cfs)
D.A. 2
1-Year10-Year50-Year100-Year1-Year10-Year50-Year100-Year
Total Pre0.000.000.010.050.000.000.010.05
Total Post0.000.000.000.000.000.000.000.00
[[531,2588,771,2637][10][,I,][Times New Roman]]Net Change [[834,2588,938,2637][10][,I,][Times New Roman]]0.00 [[1027,2588,1131,2637][10][,I,][Times New Roman]]0.00 [[1214,2588,1331,2637][10][,I,][Tim
es New Roman]]-0.01 [[1408,2588,1525,2637][10][,I,][Times New Roman]]-0.05 [[1606,2588,1710,2637][10][,I,][Times New Roman]]0.00 [[1799,2588,1903,2637][10][,I,][Times New Roman]]0.00
[[1987,2588,2104,2637][10][,I,][Times New Roman]]-0.01 [[2180,2588,2297,2637][10][,I,][Times New Roman]]-0.05
[[372,3065,425,3109][9][,I,][Times New Roman]]A [[396,3065,721,3109][9][,I,][Times New Roman]]BD Engineers, LLP [[693,3065,743,3109][9][,I,][Times New Roman]] [[1275,3065,1325,3109][9][,I,][Times
New Roman]] [[1880,3065,2210,3109][9][,I,][Times New Roman]]Adirondack Winery [[2176,3065,2226,3109][9][,I,][Times New Roman]] [[2326,3065,2376,3109][9][,I,][Times New Roman]]
[[375,3108,425,3152][9][,I,][Times New Roman]]5 [[394,3108,482,3152][9][,I,][Times New Roman]]214 [[448,3108,501,3152][9][,I,][Times New Roman]]A [[473,3108,523,3152][9][,I,][Times New
Roman]]- [[485,3108,586,3152][9][,I,][Times New Roman]]SMR [[558,3108,608,3152][9][,I,][Times New Roman]] [[2069,3108,2182,3152][9][,I,][Times New Roman]]Page [[2158,3108,2208,3152][9][,I,][Times
New Roman]]3
Runoff Volume (cf)
D.A. 1
1-Year10-Year50-Year100-Year
Pre 10000
Total Pre0000
Post 1A0000
Post 1B0000
Post 1C0000
Total Post0000
[[874,731,1102,778][10][,I,][Times New Roman]]Net Change [[1181,731,1231,778][10][,I,][Times New Roman]]0 [[1363,731,1413,778][10][,I,][Times New Roman]]0 [[1545,731,1595,778][10][,I,][Times
New Roman]]0 [[1727,731,1777,778][10][,I,][Times New Roman]]0
Runoff Volume (cf)
D.A. 2
1-Year10-Year50-Year100-Year
Total Pre010136260
Total Post0000
[[869,1028,1099,1076][10][,I,][Times New Roman]]Net Change [[1179,1028,1229,1076][10][,I,][Times New Roman]]0 [[1348,1028,1431,1076][10][,I,][Times New Roman]]-10 [[1521,1028,1625,1076][10][,I,][Time
s New Roman]]-136 [[1705,1028,1809,1076][10][,I,][Times New Roman]]-260
The total runoff generated from the proposed construction activity will be
contained within infiltration areas up to the 100-year storm event and there is no
discharge to Waters of the United States or a municipal storm sewer system. The
stormwater management plan will meet the needs of the project and the Town of
Queensbury. The stormwater management plan will function adequately and will not
adversely affect adjacent or downstream properties.
____________________________________
Luigi A. Palleschi, P.E.
[[372,3065,425,3109][9][,I,][Times New Roman]]A [[396,3065,721,3109][9][,I,][Times New Roman]]BD Engineers, LLP [[693,3065,743,3109][9][,I,][Times New Roman]] [[1275,3065,1325,3109][9][,I,][Times
New Roman]] [[1880,3065,2210,3109][9][,I,][Times New Roman]]Adirondack Winery [[2176,3065,2226,3109][9][,I,][Times New Roman]] [[2326,3065,2376,3109][9][,I,][Times New Roman]]
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Roman]]- [[485,3108,586,3152][9][,I,][Times New Roman]]SMR [[558,3108,608,3152][9][,I,][Times New Roman]] [[2069,3108,2182,3152][9][,I,][Times New Roman]]Page [[2158,3108,2208,3152][9][,I,][Times
New Roman]]4
EXHIBIT 1:
SITE LOCATION MAP
EXHIBIT 2:
PRE-DEVELOPMENT DRAINAGE MAP
EXHIBIT 3:
POST-DEVELOPMENT DRAINAGE MAP
APPENDIX A:
STORMWATER CALCULATIONS
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