© APPENDIX G
“WATER RESOURCES | REPOR
STORM WATER MANAGEMENT REPORT
: prepared by
Raymond. Keyes Engineers,
oe Elmsford, New Yor!
APPENDIX G
WATER RESOURCES REPORT
Outline Page
1.0 GROUNDWATER . 1
1.1 Existing Conditions 7
1,1,1 Volume L
1.1.2 Quality 4
1.2 Construction Impacts 6
1.2.1 Volume 6
1.2.2 Quality 6
1.3 Operation Impacts 6
1.3.1 Volume. 6
1.3.2 Quality 6
e@ 2.0 SURFACE WATER lo
2.1 Existing Conditions 10
2.2,1 Volume 10
2.1.2 Quality 10
2.2. Construction Impacts 10
! 2.2.1 Volume 10
: 2.2.2 Quality 12
2.3 Operation Impacts 12
2.3.1 Parameters 12
2.3.2 Methodology 12
2.3.3 Concentrations in Runoff and
Receiving Water 14
2.3.4 Effects 14
2.3.4.1 Water Quality Standards 14
2.3.4.2 Eutrophication 18
2.3.4.3 Use 18
3.0 REFERENCES CITED 21
Annex A: Stormwater Management Plan
(by Raymond Keyes Engineers, PC)
1.0 GROUNDWATER
el Existing Conditions
Leded Volume
The glacial sands on the site provide a potential groundwater
aquifer, The uniform nature of this unit is demonstrated by
the results of the test boring program reported in detail in
Appendix F, "Soils Report". This uniformity and the dune
geomorphology which is apparent on the topographic map (Sheet
T-1) indicate the prevalence of aeolian processes in creating.
the surficial sand unit on the site from glacial lake sands.
Davis de DeWiest (1966) discuss the general properties of dune
sand:
"rhe dune sand is very well sorted with most grains in the
0.05 to 0.5 millimeter size range. Median sizes are
generally within the 0.1 to 0.3 millimeter size
range...Dune sand has about the most uniform hydrogeologic
properties of any type of waterbearing material. Porosity
will be between 35 and 40% and permeability between 5 and
50 darcys with a median of perhaps 25 darcys. Scant data
Suggest that the specific yield should be between 35 and
38%...Aquifers of dune sand are not widely utilized because
wells that prevent entrance of the loose sand are difficulk
to construct by standard practices, because permeable dune
sand may drain rapidly and saturated zones are not present
in many dunes, and, finally, because active dune areas are
not favorable for habitation. Despite these drawbacks,
dune areas are favorable for water development because of
high recharge rates, good water quality, and moderately
high permeabilities",
The dune sands on the site have been stabilized by vegetation
and are not active.
The sands on the site are fine-grained (Table 1) with geometric
mean grain size of 0.16 mm and a logarithmic standard deviation
of 0.59. Based on the empirical formula of Krumbein and Monk
(1943), such sands have a permeability expressed by:
k = 760 d*2 g-1.31s
where
k is permeability in darcys
ae is the geometric mean diameter in millimeters
e is the dimensionless constant 2.718
s is the logy standard deviation of size distribution
which is dimensionless
and 760 is a constant for the conversion of permeability units
to darcys
TABLE 1 f 9
GRAIN SIZE ANALYSIS OF 3 SAMPLES
FROM THE PROJECT SITE
SIZE (mm) PERCENTAGE AVERAGE PERCENTAGE
SAMPLE 1 SAMPLE 2 SAMPLE 3
0.075 5 5 9 6.33
0.150 16 18 16 16.67
0.200 40 44 40 41.33
0.400 34 30 30 31.33
0.500 5 3 0 2.67
0.600 0 0 5 1.67
Source: Edinger, 1978, Plate 2
Accordingly, the permeability of the sands on the site is 9
darcys or 165 gallons per day per square foot cross sectional
area at unit hydraulic gradient,
The test borings made in July, 1978, encoutered groundwater
elevations ranging from approximately 280 feet above mean sea
level to 246 feet above mean sea level, at depths of 0-40 feet
in the central portions of the site. In the southeastern
corner of the site, the headwaters of the Krum Kill intercept
the groundwater table at elevation 234. The wetland on the
site has at its lowest point an elevation of about 255 feet
above mean sea level, Although only one boring completely
penetrated the sand unit and the underlying impermeable glacial
lake clay unit to an underlying till unit, it is.believed that
the entire site is underlain by an aquitard of glacial lake
clays. There is no evidence to indicate the presence of any
confined aquifer on the site The elevation (220') of the lake
clay is lower than the regional average, perhaps due to
post—-depositional deformation during a glaciel readvance
{Dineen, 1979, personal communication} and may not be at a
uniform elevation throughout the site.
Groundwater elevations (see Appendix F, "Soils Report")
establish. the groundwater gradient on the site (Figure l)as
0.02 ft/ft,
Groundwater enters the site from the northwest and leaves
towards the south along the New York State Thruwey. The
polygon marked ABCDE in Figures 1 and 2 can be considered as
the area of influence of the project. Along AE, the average
daily inflow based on observed water leyels and the calculated
permeability is approximately 415,800 gallons per day through a
Saturated zone 60' in depth and 2100 feet wide. Along BC, the
average daily outflow is about $4,450 gallons per day through a
saturated zone 15‘ in depth and 1100 feet wide. On an annual
basis therefore, inflow is estimated at 152 million gallons and
outflow is 19.9 million gallons. The difference of 132 million
gallons per year reflects groundwater discharge through runoff
and evapotranspiration,
Normal precipitation over the area defined by ABCDE (140 acres}
amounts to 33,36 inches per year which results in the
approximate volume of 127 million gallons per year, Losses of
water have been computed from the Thornthwaite equation (Chow;
1964) .
The computed monthiy relationship of evapotranspiration to
ae precipitation is indicated in Figure 3, As the figure
indicates evapotranspiration losses exceed precipitation during
the summer and there is a depletion of soil moisture. The
annual evapotranspiration loss is approximately 24,83 inches,
which, over the area of ABCDE, amounts to 94 million gallons
per year. The net water resource volume for the area ABCDE
therefore, may be computed as the difference between
groundwater inflow plus precipitation minus groundwater outflow
and evapotranspiration, This volume is approximately 165
million galions per year. Runoff can be determined as the
difference between precipitation and evapotranspiration. Using
normal precipitation values, the runoff is 8.5 inches per year
or 32,3 million gallons per year, Using mean precipitation
values {36.55 inches) runoff is 11.7 inches per year.
Hydrologic Investigations Atlas BA 7 (C.E.Knox and T.J.
Nordenson, Average Annual Runoff and Precipitation in the New
England - New York Area) reports the approximate average annual
runoff in the area between Albany and Schenectady is 10
inches, The computed runoff for the area ABCDE, of course, is
exclusive of that originating outside of the 140 acres.
It is apparent that the site iteelf is a locus of net discharge
of regional groundwater averaging 132 million gallons per year
{0.56 cfs) entering surface streams on the site each year while @
only 19.9 million gallons per year continues as groundwater
Flow leaying the site. Thesé volumes are graphically
represented in Figure 2,
It should be noted that the contribution of inflowing
groundwater from the northwest is the dominant controlling
factor in the site's groundwater regime, compared to which
other components of the water budget are clearly secondary,
Increasing the impervious area of the site will, indeed, speed
runoff, but mainly has the effect of routing precipitation from
evaporation and infiltration to discharge via a more direct
route on the site than now occurs. It should also be noted
that outflow from the site via groundwater is limited by the
thickness of the unit in the southeastern corner of the site to
no more than 19.9 million gallons per year,
1.1.2 Quality
No groundwater samples were taken for this study; however, one
surface water sample location was selected as representative of
groundwater conditions (Figure 3 of the EIS). A spring-fed
stream enters the Krum Kill on the site from the north. Its
characteristics are considered to be close to those of
groundwater in its vicinity since the water table is at or near
the surface at that location. Table 2 shows the results of see.
analysis of samples taken in late June, 1978 and March, 1979.
TABLE 2
WATER QUALITY ANALYSIS OF SPRING-FED STREAM ON SITE
Parameter
Temperature
Color 2
Turbidity
Alkalinity
Phenolphthalein
Total
Cloride
Cadmium
Chromium
Copper
Iron-total
Lead
Manganese
Mercury
Zine
Nitrogen
Ammonia as N
Nitrate as N
Phosphate
Ortho as P
Total as P
pH
Carbon Dioxide
Dissolved Oxygen
solids
Total
Suspended
Dissolved
conductivity
Total Coliform Bacteria 520
NA - Not analyzed
Concentration
6/29/78
14.5°¢C
38 coler units!
4.4 NTU
0.60 mg/l
77.6 mg/1
4.8 mg/l
<0.006 mg/l
0.01 mg/l
0.01 mg/l
3.9 mg/l
0.05 mg/l
0.16 = mg/t
0.02 ug/l
6.18 mg/l
6.21 mg/i
6.02 mg/l
0.04 mg/l
0.05 mg/l
7.4 PH units
11.25 mg/l
14.5 mg/l
163.2 mg/1
2.3 mg/l
160 mg/L
225 u-mhos/cen
count/100 ml
3/12/79
NA
a
3.7 NTU
0.00 mg/l
61.3 mg/1
6.0 mg/L
<0.006 mg/l
0.04 mg/l
0.01 mg/l
1.6 mg/L
0.05 mg/l
0.12 mg/l
NA
0.07 mg/l
0.50 mg/l
RNA
0.33 mg/l
0.33 mg/L
Zanes) pH units
NA
NAC
123.9 mg/1
5.9 mg/l
118.0 mg/l
183.0 u-mhos/em
100.0 count/100mi
Source: Water Quality Laboratory of JASON M. CORTELL and
ASSOCIATES INC., Waltham, Massachusetts
Water quality of this water is generally good with respect to
most parameters except for color, total iron, and manganese
which are excessive.
1.2 Construction Impacts
1.2.1 Volume
Grading and paving of the site will change the groundwater
regime by reducing infiltration and evapotranspiration and
inereasing the rate of runoff on the site.
Inflowing groundwater will continue to enter the site from the
northwest at existing rates, (baring large-scale land use
changes in that direction). In the center of the site,
excavation for emplacement of utilities and foundations will
require dewatering during construction to depress groundwater
levels to permit work, This would be accomplished by a
well-point system (Figure 4) to depress the water table locally.
Groundwater now discharging to become surface runoff would no
longer be able to directiy enter the Krum Kill and its on-site
tributary drainageways due to filling. The water would instead
be collected by an underdrain system and discharged to the Krum
Kill through existing culverts under the New York State Thrnway.
Since there would still be 15+ feet of saturated thickness of
sand underlying the site's southeastern corner (line BC, Figure
2), the balancing volume of groundwater outflow would be
nnaffected.
1.2.2 Quality
Quality of the groundwater outflow from the site across BC
(Fignre 2), would be unaffected by construction activities
since any contaminants which were introduced into the
groundwater system locally would become surface runoff within a
relatively short time due to discharge of groundwater on the
site.
1.3 Operation Impacts
1.3.1 Volume
fhe operation of the project once construction is complete has
no additional impacts on the groundwater system other than
those already described under "Canstruction Impacts" above,
1.3.2 Quality
During the operation of the project, automobile traffie can be
expected to introduce the potential for water pollution as
discussed in the following sections concerning surface water
quality. - Pollutants created by automobiles are deposited
primarily on the road network and parking areas in the form of
street dust and dripping of gasoline, oil and grease, emission
particulates, and deterioration of the vehicles and tires.
Some of the street dust falls directly on soil areas or is
redistributed to soil areas by wind. The remainder of the
surface load is carried by storm water runoff through storm
sewers and drainage channels to detention basis where it is
gradually released downstream... Thus, there are two potential
routes by which pollutants can enter the groundwater system on
the site: Leaching of soil and percolation through the bottom
of drainage channels and detention basins,
For pollutants which are deposited on soil surfaces surrounding
the parking areas, an indication of the potential effect on
groundwater is available by studies of lead. Significant
deposition beyond highways has been found to be confined to a
strip of land extending approximately 100 feet (Laxen and
Harrison, 1977). Assuming that all other parameters are
similarly distributed, fallout would occur on approximately 14
acres of soil surface around the approximately 6000 foot
perimeter of the parking area. Once parking lot contaminants
reach the soil surface, however, there are a variety of
processes by which they are immobilized. These include
absorption exchange, complexing, percipitation, and other
processess (SCS Engineers, 1977). Lead, for example, is
virtually completely immobilized in the upper soil horizon
(Laxen and Harrison, 1977). Infiltration-percolation, when
used on rapidly permeable soils such as sands, loamy sands and
sandy loams as a wastewater management technique, removes
85-99% of biochemical oxygen demand and suspended solids, up to
50% of nitrogen and 60 to 95% of phosphorous {Pound and others,
1975).
One method by which loading rates for pollutants can be:
approached is by reference to irrigation water quality criteria
with respect to phytotoxic trace elements (EPA, 1972). ‘These
criteria set maximum trace element concentrations for
continuous use on sandy soils with low reactivities. Of the
parameters considered in Table 4, in Section 2.3.2 of this
Appendix, these criteria suggest that copper and nickle can be
accomodated in the soil when concentrations are less than or
equal to 0.20 mg/l. For zinc, the recommended limit is 2.0
mg/l; and for lead the criterion is 5.0 mg/l.
Street surface lead is 1% soluble (Pitt and Amy, 1972). The
total amount of soluble lead which would be available if the
entire annual loading shown on Table 4 were to be deposited on
the 14 acres of soil is 5.05 x 106 mg, A reasonable estimate.
of the water available annually over 14 acres is 7.0 x 107 1,
after allowing for evapotranspiration losses and runoff. The
expected annual average concentration of lead in soil water,
therefore, is 06.07 mg/l, which is well within the reactive e
capacity of the soil. However, if soil removal were only, say,
50%, there would be introduced into the groundwater system some
7 x 107 1 with concentrations of 0.04 mg/l lead, or 0.07 g/l
if there were no removal by the soil. This water would
percolate to the water table and become mixed with, perhaps,
the upper foot, or so, of groundwater and move with it across
line BC on Figure 2. By mass balance, the concentration of
percolating water at 0.07 or 0.04 mg/l with the upper Layer of
the water table at 6.05 mg/l would produce an average annual
concentration in ground water of slightly less than 0.07 or
0.04 mg/l, depending of the efficacy of soil removal, However,
conclusions of Laxen and Harrison (1977) previously cited make
it appear likely that. soil immobilization is very effective and
that lead would be unlikely to contaminate groundwater in this
case.
The case is similar for both copper and zinc. Even assuming
100% solubility of the surface street dust and 1008 transport
to the surrounding soil areas, the suggested criteria for
irrigation water (EPA, 1972) strongly support the hypothesis
tae these constituents would be accomodated in the soil
orizon,.
and availability, the indicated capacity of the soil would be
exceeded by, about 8.5 x 106 mg, potentially producing
concentrations of about 0.1 mg/l in the percolating water,
which is about the estimated safe concentration for fathead
minnows in soft water (EPA, 1972) but which is a level which
would seem to have little significance in groundwater systems.
For nickle, however, under the assumption of 100% solubility ;
The only other parameter considered in Table 4 which might be
of concern in groundwater is nitrate, Again assuming 100%
transport from source areas (parking lots) to adjacent soil
areas, the average annual concentration in percolating water
would be less than 2 mg/l, well within standards (EPA, 1972).
The more likely route of street surface contaminants, however,
is deposition in detention basins. Rather than a 100%
transport to soil areas, it is much more reasonable to assume
that rainfall will be effective in removing surface
contaminants via the drainage system to the detention basins,
For those areas of the system which are at or below the water
table surface, of course, no movement of constituents into the
groundwater system will occur because of upward hydrostatic
Pressure, In areas, however, the base of the detention basins
will be above the water table and the potential exists for some
percolation. Percolation will be retarded dué to the build-up
of fine-grained sediments and establishment of vegetation,
Movement of water from detention ponds is much more likely to aR,
be accomplished by way of surface runoff than percolation due
to the very much greater rate of release of surface water
compared to percolation. But since the design of the detention
perenne basins will include invert elevations designed to maintain a
foot or so of water after each storm (to enhance wetland
vegetation potential} some percolation may occur. The question
then becomes the amount of contaminants which will be carried
with percolating waters,
There are two possible assumptions to make concerning the
solubility of surface contaminants which accumulate in the
detention basins, Either they are dominently soluble or they
are dominently insoluble. If they are dominently insoluble,
then they will not enter the groundwater system with
percolation, If they are dominently soluble, they will (as is
assumed for purposes of a conservative analysis in the
following section on surface water quality impacts) be carried
away with surface runoff, initially, and will not be available
for percolation into the groundwater, since the majority of
pollutants are removed by "first flush" effects (Turner and
Burton, 1975). In either case, pollution of groundwater
resources by percolation through the base of detention basin is
not a problem,
“
i
2.0 SURFACE WATER
2.1 Bxisting Conditions
2.1.1 Volume
The site lies in the headwaters of the Krum Kill, a tributary
to the Normans Kill which flows into the Hudson River.
There are no stream gage records for the Krum Kill. The base
flow of the Krum Kill downstream from the site has been
estimated (Eissler, 1979) as ranging between 1-2 cfs during the
fall of 1978 and early 1979. J
2.1.2 Quality
Samples were taken 1978 and 1979 from the Krum Kill on the site
and from McKownville Reservoir immediately downstream from the
site. Analysis of these samples are shown in Table 3.
Water quality in the Krum Kill on. the Site is satisfactory with
respect to all parameters with the. exception of total iron and
manganese which are elevated. alts
Water quality in McKownville Reservoir shows high levels of
chlorides and total dissolved.selids relative to upstream
conditions, perhaps reflecting the'.contributions of highway
runoff, A concentration of 1.2 mg/l zinc:in the June, 1978,
and 2.01 mg/l in the January 1979,-samples are anomolously
high; they are not in equilibrium with pH and alkalinity
conditions. The origin of the zinc is not known. Several
shopping carts were observed in the reservoir during sampling.
The January, 1979, results show anomolously high nitrogen
levels which might be due to upstream construction of a
drainage project on the site by the New York State Department
of Transportation McKownville Reservoir also has higher
TYevels of iron and manganese than are suitable for its
classification as a public water supply, a condition which also
existed in 1955 (Mulberg and others, 1965). Phenols are also
in excess of standards. From a nutrients standpoint, the water
body is highly enriched.
2.2 Construction Impacts
2.2.1 Volume
The principal effect on stream volume of the project would be
to increase the rate of runoff on-the site. As discussed above
under "Groundwater" there is already considerable runoff due to
groundwater discharge, which would continue at its present
rate. Stormwater runoff would travel at an increased rate due
eee me TARLE 5
(Val
WATER QUALETY ANALYSES OF «RUM KELL
ON SITE SND OF MCKOWNVILLE RESERVOIR
Concentration Cangentration Concentration Concentration
Krum Ki Krum Kill NeXownvt | fe McKownv’
Parameter 6/29/78 BAI2479 6/29/78 W0/7
8
Temperature 20°C ae eo
Colar 16 units 4 units 15 vaits 90 units
Turbidity 12 are 24 NTU 3 NTU 16 tau
Alkalinity zi
Phenelontalein 9 rg/| ti) mg/!
Total 132.5 mg/l 146.8 ra/l
Chloride 42.1 rg/l 60.1 mg/ |
Cadmium < 0.006 mg/l < 0,006 mg/l
Chromium 6.01 og/l 0.02 g/l
Copper < 0.01 mg/l < 0.01 mg/l
tron-total 4.0 m/l 2.8 mg/l
Load mg/l Q.06 mo/t
Manganese: g/l 0.4) mg/t
Mercury micrea/| NA.
Nickel NAL
Sodium NAL
Zinc m/! Ot) mo/t
Nitrogen
Aamonia as 8 0.38 mg/l D.2B omg/I
Nitrate as N 8.49 mg/t 1.3 maf Tt
Phosphat F
Ortho as P 0.06 mo/t * mg/t
Total as P 0.08 mg/t m/l
O11 & Grease NA.
Phenol Na.
pH 7.6 units units
Corben Dioxide 12.5 raf!
Dissolved Oxygen 12.5 ng/|
BoD NAA.
Sob lds
Totat 208 mg/} mgf}
Suspended 16,0 malt g/t
1 Dissolved 288 mg/$ 328 mo/t
| Conductivity * 422 menos /cr 470 micromhos/cn 730 mahos/cm *
Total colitorm reaosieo at 460/160 ml 220/100 ml :
Fecal coliform aA. NAL NA 760/100 mi
NVA, = not analyzed
Source: Water Quality Leboratory of JASON M. CORFELL and ASSOCIATES iNC., Neltham, Kassochusetts
to an increase in impervious area. -As described in "Storm
Water Management Report” {Annex A to this Appendix) a system of
retention basins would control release through. an qxisting
culvert under the New York State Thruway to rates at or below
existing conditions for the various storm events.
2.2.2 Quality
fhe clearing of vegetation from the, site may result in the
release of accumulated organic detritus, leading to increased
nutrient concentrations in McKownville Reservoir. Such
releases, however, would be minimized by specifications for
erosion and sedimentation control “as outlined on Sheet SP-4."
Because the soils on the site are ‘dominantly Sands with only
minor amounts of silt, erosion: and: ‘Sedimentation control should
also be effective in limiting increases in turbidity in
McKownville Reservoir.
2.3 Operations Impacts 2
2.3.1 Parameters
The pollutants which are associated with ‘parking lot runoff
probably include many parameters. Data are available only For
some of the major parameters, however, Studies by Shaheen
(1975) and by Smullen and others (1978) provide data
specifically For parking lot runoff: from-shopping centers.
Parameters considered here include jead, zinc, copper, nickel,
chemical oxygen demand (COD), volatile solids (VS), fecal
coliform bacteria, grease, nitrate-nitrogen, total Kjeldahl
nitrogen (TKN}, and phosphorus. . we &
2.3.2 Methodology
Zinc, and phosphorus, are estimated from data published by
Smullen and others (1978) which provides estimates of mass
loadings per unit area per year. ‘Other parameters are
estimated from the data of Shaheen (1975) which provides
estimates which relate mass loadings to traffic (Table 4}
For the purposes of analysis, the parking area is estimated at
70 acres; daily trafFic on the site is estimated at 41,376 axle
miles per day. Daily loadings calculated from annual data or
from traffic are assumed to accumulate to a maximum level 3
days following a storm {Shaheen, 1975).
A rainfall sufficient to produce 2 mm runoff was selected as
the critical event as the smallest volume of runoff capable of
transporting 100% of soluable contaminants (Laxen and Harrison,
1977}. Concentrations of pollutants in runoff are calculated
by assuming 100% solubility (except. for dead, of which only 1%
is soluble: Pitt and Amy, 1973) AeGoncent rations of pollutants
a,
LOADING RATES FOR PARKING LOT CONTAMINANTS
AFTER SHAHEEN (1975)
Table 4
Parameter Loading/axie-mi le/dey aie Daily Load
Lead 7.70 x lo Ibs 41,376 1.38 x 10” mg
Copper 1.693 x lo tbs 4| 376 3,04 x 10" mg
Nickel 3.328 x 10. Ibs 41,376 5.98 x 10" mg
cop 5.964 x 10”. Ibs 41,376 1.07% 10° mg
Fecal Coliform* 7.52 x 1a” organisms 3,76 x lo” org.
Nitrate 2.148 x 10” Ibs 41,37 3.86. x 10 mg
TKN 3.92 x 10” Ibs 4\ 376 7.04 x 10° mg
Grease 5.28x 10. Ibs 41,376 9.48 x 10° mg
Volatile Solids 6.077 x 10°” Ibs 41,376 1.09 x 10° mg
*Loading rate 1s per curb mile; loadings based on 5 curb miles for
AFTER SMULLEN AND OTHERS (1978)
Parameter Loading/acre/year
Zine 2.92 lbs
Phosphorus. 1.93 Ibs
NOTE: Assumed 100% soluble except for Jead
of solld foading rate of 7.70 x 10
the project
Acres Daily Load
5
70 2.43 x 10 mg
5
70 1.61 x 10 mg
3-Day Maximum
Load Annual Load
4.15 x lo" mg 5.05 x 10° mg
9.12 x 10° mg” lel x 10" mg
179 x 10° mg 2.18 x 10° mg
3.21 x 10" mg 3.91 x 10 mg
1.13 x 10° mg 1.37 x 10. mg
1.16 x 10° mg 1.41 x 10. mg
2.11 x lo” mg 2.57 x lo" mg
2.84 x 10” mg 3.46 x 10” mg
3.27 x 10” mg 3,98 x lo. ag
3-Oay Maximum
Load Annual Load
7.29 «x 10° mg 8.87.x lo” mg
4,82 x 10° mg 5.86 x lo” mg
which is 1% soluble (Pitt and Amy, 1972) and shown at a factor of 0.01
Ib/ax-mi /day
in receiving waters are calculated by mass balance, The volume @
of receiving water is taken as drought base flow of 425,000 gpd
(Department of Water Resources 1948) plus storage in
McKownville Reservoir of 1,629,500 gailons (5 acre-feet) or
7.78 x 1081,
Concentrations on an annual basis are estimated by use of 1.33
x 109 of water, based on a watershed area of 1.1 mi2 for
McKownville Reservoir, a runoff coefficient of 0.30 and
precipitation of 33.36" per year.
2.3.3 Concentrations in Runoff and Receiving Water
Concentrations in runoff and receiving water for a storm in
excess of 2 mm over 87 acres (roof and parking lot area} and on
an annual basis are shown in Table 5.
2.3.4 Effects
2.3.4.1 Water Quality Standards
New York State Water Quality Standards for Class A streams are
summarized in Table 6, There are no effluent standards
applicable to stormwater runoff.
There are several parameters in the standards for which no data @
are available to assess the impact of parking lot runoff.
Among these parameters cyanide, Ferrocyanide, cadmium, ammonia
as NH3, phenols, and total dissolved solids.
Cyanides are present in industrial wastewater from such sources
as gas works, coke ovens, scrubbing of gases in steel plants
metal plating operations and chemical plants. Cyanide radicals
might occur ‘in parking lot runoff and would cause a violation
of water quality standards if the concentration of cyanides in
the receiving water were zero initially and loading rates for
cyanide were as high a those for copper or nitrate, which seems
unlikely.
Cadmium may be present in parking lot runoff due to its use in
tires and motoroils. With an initial concentration of less
than 0.006 mg/l in the receiving water, water quality standards
would be violated during a 2 mm storm event if loadings of
cadmium in surface dust were approximately 70 times higher than
solid lead loadings, which is very unlikely.
Ammonia is a component of total Kjeldahl nitrogen, togther with
organic nitrogenous compounds. In strongly reducing (anerobic)
environments, ammonia would account for a larger portion of
TKN, 9 that TKN serves as an upper bound for the concentration
of ammonia. The predicted increase in TKN due to cn
TABLE 6
NEW YORK STATE WATER QUALITY STANDARDS
CLASS A STREAMS
Parameter Concentration
Coliform 5000/100 ml as the monthly median of
at least 5 samples
PE 6.5-8.5 units
otal dissolved solids 500 mg/l
Dissolved Oxygen 5.0 mg/l
Phenol 0.005 mg/i
Ammonia* 2.0 mg/l at pH of 8.0 or greater
Cyanide* 0.1 mg/l as CN
Ferrol(i) cyanide* 0.4 mg/l as Fe(CN}6
Copper * 0.2 mg/l
Zinc* 0.3 mg/l
Cadmium* 0.3 mg/l
*Guideline
Source: Part 701 of Title 6, Chapter X, New York Statutes
TABLE 7
MATER QUALITY IMPACTS OF PROJECT
Concentration Concentration Resulting Annual
in 2mm of Receiving Rasutting Project Annyal Average
; runoff YWatar Concentretion ‘ Soluble Load Concantration
Parameter (g/t) tra/t) (mg/) tng? tmg/ 1}
Lead 0.06 0.05 0.05 5.05 x 10° 0.05
Zine 1.05 0,16 0.25 8.87 x 10° 0.25
Copper 0.13 < 0.01 < 0.02 LTP x 10° < 0,02
Nickel 6.26 @.02 0,04 2.18 x ‘o 9.04 @
cop 461.57 NLA > 37.39 3.91 x 10" >
Fecal Gollform* 162 760 7 ta? x ta 770
Phosphorus 0.69 0.03 0.08 5.36 x 10 0.07
Nitrate as 8 . 0.17 0.a9 0.46 Ll x 10” 90.59
TKN 5 3.03 NLA 0.25 2.57 x 10° > 0.t9
Grease 40.96 <2.0 < 5.19 3.45 x 10" 2 4.60
Yolatile Solids 470.31 NAL > 38.64 3.98 x 10°" > 29.98
! *Based on 5 curb mites for project; units are organisms per 100 mi
N.A. means not analysed
stormwater runoff from the project is 0,25 mg/l or more, which
‘shOuld not cause violation of the standard for ammonia of 2
mg/l as NH3.
Phenols are present in industrial wastewater, domestic sewage,
pesticides and their products of breakdown and in the
decomposition of naturally occurring substances. Phenols in
the receiving water, as measured by one sample, are already in
excess of the standard; any contribution from parking lot
runoff would further contribute to this excess.
Total dissolved solids are presently in excess in the receiving
water compared to standards; any eontribution from parking lot
runoff would further contribute to this excess.
All other parameters in the receiving water would be at
acceptable concentrations with respect to standards.
2.3.4.2 Eutrophication
McKownville Reservoir is presently moderately enriched. ‘The
added contribution of nutrients from parking lot runoff would
not substantially change this condition. McKownville Reservoir
is a nutrient sink controlling downstream nutrient levels.
2.3.4.3 Use
It is the opinion of the Albany County Health Department
(Svenson, 1978) that the McKownville Reservoir “should not be
considered for drinking water purposes because of existing poor
quality and because of the proximity to transportation
corridors (which create non-point dishcarges and a spill
potential})." The McKownville District does not now use the
reservoir as either a primary supply or as an active back-up
Supply. Therefore, the impact of parking lot runoff from the
proposed praject can be considered not to adversely affect the
operation of a public water supply. :
Because the receiving water is designated as a potable water
supply, New York State Drinking Water Standards, summarized in
Table 7 should also be considered. These standards apply to
finished water quality after treatment and not to receiving
water quality.
No loading data for parking lot runoff are available for
arsenic, barium, cadmium, chromium, flouride, mercury, selenium
and silver.
Assuming an initial concentration of zero, arsenic loading
rates would have to be comparable to those of zinc in order to
result in a violation of the standard if the treatment process
does not remove arsenic,
fhe standard for barium is 1 mg/l which is the limit of
solubility of barium in water (EPA, 1972) so that barium is not
of concern in parking lot runoff,
The Drinking Water Standards limit for cadmium is 0.01 mg/l. A
loading rate of 4.76 x 10? mg/year, which is comparable to
that estimated for nickle, would result.in violation of
Standards, if the entire loading were soluble. However, the
solubility product for cadmium carbonate, which would be
controlling in the aqueous environment of McKownville
Reservoir, is 5.01 x 10-12 which is extremely low (Krauskopf,
1967). With adequate treatment, it should be possible to
produce a finished water quality within the standards.
Chromium loading rates in excess of 1.07 x 109 mg/year would
produce levels in excess of 0.05 mg/l in McKownville Reservoir,
bnt this level is unreasonably high, much higher than any of
the metals for which data is available.
“oy
TABLE 7?
NEW YORK STATE DRINKING WATER STANDARDS
Parameter ; Concentration
(Requiring State, consumer and
public notification when exceeded)
Arsenic 0.05 mg/l
Barium 1 mg/l
Cadmium 0.01 mg/l
Chromium 0.05 mg/L
Flouride pamerd mg/1
Lead 0.05 mg/l
Mercury 0.002 mg/l
Nitrate as N 10 mg/L
Selenium F 0.01 mg/l
Silver F 0.05 mg/l
{Requiring State notification when
exceeded) .
r Chloride 250.0 mg/L
Copper 1.0 mg/d
Iron . 0.3 mg/l
Manganese 0.3 mg/1
Sulfate 250.0 mg/l
Zinc 5.0 mg/l
Source: Part 5 of Title 10, Chapter I, New York Statutes
Similarly,
mg/year to
Similarly,
mg/year to
Similarly,
mg/year to
Similarly,
mg/year to
flouride loadings would have to be 2.38 x 109
Produce levels as high as the standard of 2.2 mg/l.
mercury loadings would have to be 2.14 x 106
Produce levels as high as the standard of 0.002 mg/l.
selenium loadings would have to be 1.08 x 107
Produce levels as high as the standard of 6.01 mg/l.
silver loadings would have to be 1.09 x 102
produce levels as high as the standard of 0.05 mg/l.
in order to cause sulfate to exceed the recommended level of
250 mg/l assuming existing concentrations of zeros annual
loadings would have to be in excess of 2.70 x 101
mg.
Copper levels due to parking lot runoff would not cause a
violation of recommended limits.
(x
3.0 REFERENCES CITED
Dineen, Robert J., 1979 Personal Communication to R. Careaga,
JMCA. .
Department of Conservation, 1948, Water Supply Application
Number 1839, Decision; Albany, New York: 6 pp.
Davis, Stanley N. and Rojer J. M, DeWiest; 1966; Hydrogeology;
John Wiley and Sons, Inc.; New York; 463 pp.
Eissler, D., 1979, Personal Communication to R, Careaga, JMCA
Edinger, Peter H., 1978, Subsurface investigation, Crossgates
site, Guilderland, New York; Musser, Rutledge, Johnston,
DeSimone Consulting Engineers; New York; unpubl. rept.; 4
PP. .
EPA, 1972, Water Quality Criteria: BPA-R3-73-033;
Environmental Protection Agency, Washington, D.C.; 598pp.
Krauskopf, Konrad B, 1967, Introduction to Geochemistry:
McGraw-Hill: New York; 721 pp.
Halberg, H.N., O.P. Hunt and F.M. Pauszek, 1965, Water
Resources of the Albany-Schenectady-Troy Area, New York;
US6S Water Supply Paper 1499-D; Washington, D.C.; 68 pp.
Krumbein W. C., and C. D. Monk; 1943; Permeability as a function
of the size parameters of unconsolidated sand; Am. Inst.
Mining and Metall. Eng. Trans. Petroleum Div., v. 151, pp.
153-163
Laxen, D. P.'H, and R. M. Harrison, 1977, The Highway as a
source of Water Pollution: an appraisal with the heavy
metal lead; Water Research; Vol. 11, pp 1-11
Pitt, R“E. and G, Amy, 1973, Toxic materials analysis of surface
Street Contaminants; EPA=R2-73=283; Environmental
Protection Agency; Washington DC; 133 pp.
Pound, Charles E., Ronald W. Gripps and Douglas A. Griffes,
1975, Costs of Wastewater Treatment by Land Application:
EPA-R30/9-75-003; Environmental Protection Agency;
Washington D.C.; 156 pp.
Shaheen, Donald G., 1975, Contributions of urban roadway usage
to water pollution; EPA 600/2-75~004; Environmental
Protection Agency; Washington, DC
Smullen, James T,, John P. Hartigan and Thomas J. Grigzard,
1078, Assessment of runoff pollution in coastal watersheds,
in Coastal Zone '76; American Society of Civil Engineers;
New York
Svenson, Richard W., 1978, Memorandum to Mr. Athan A. Baskous,
P.E. concerning Proposed Crossgates Development dated July
12, 1976
SCS Engineers, 1977, Feasibility of Inland Disposal of
Dewatered Dredge material, A Literature Review; DMRP
Technical Report D-77~-33; U.S, Army Engineers Waterways
Experiment Station; Vicksburg, MS; 153 pp.
Turner, Ralph R. and Thomas M, Burton, 1975, The Effects of
Land Use on Stormwater Quality and Nutrient and Suspended
Solids Export from Three North Florida Watersheds; Paper
Presented to Stormwater Management Workshop, Gaineville,
Florida, February 26-27, 1975; 25 pp.
— +27s— Water Table Contour.
—-—— Site Boundary
Water Table Elevation Figure 1
Source? Edinger ,1979
PRECIPITATION (127%10%gal)-
EVAPOTRANSPIRATION (9410%gai)
GROUNDWATER -
INFLOW (152*10°gal)
ES NET-GROUNDWATER
: DISCHARGE :(32.3=1 0% gal)
GROUNDWATER OUTFLOW (19.91 0° gal}
iC
Figure 2 Schematic Mode! of Site Annual Water Budget
54 Soil
Malsture
Depletion
Evopotransptration
44
ot
wv
= if
= 34 Normal Precipitation
Ww
ro)
ia Groundwater Sol! Moisture
= Recharge Recharge
oO e+
a
1]
| J’ F'M'A'’M a’ agta’sto'n' py”
MONTHLY WATER BUDGET FOR THE ALBANY AREA~ Based on Thornwaite Equation
Fiaure 3
ANNEX A
RATMOND KETES: 48 EXECUTIVE BLVD. RAYMOND KEYES. PE
5 ENGINEERS, B.C. ELMSFORD, NEWYORK 49523 JOHN H. MEYER. PE,
@ CONSTING SITE AND (34a) 592-4040 RANDOLPH W. LAURENT, PE.
TRAFFIC ENGINEERS.
STORM WATER MANAGEMENT REPORT
KR ER KK RE KK KR RK KR RK KR RK
Crossegates
U.S. 20 & Fuller Road Alternate
Guilderland, New York
CLIENT: Pyramid Crossgates Company
Executive Park Tower
Albany, New York 12203
Project No. 2838
May 30, 1979
TABLE OF CONTENTS
SECTION A
AeL PROJECT LOCATION AND DESCRIPTION 1
A-2 GENERAL DESCRIPTION OF SITE 2
A-3 SCOPE OF REPORT 2
A-4 FINDINGS AND CONCLUSIONS 3
SECTION B
B-1 EXISTING DRAINAGE AREA CHARACTERISTICS 6
B-2 METHODOLOGY OF REPORT 10
B-3 DESIGN CRITERIA ii
e B-4 SUPPORTING DATA AND CALCULATIONS 12
B-5 HYDRAULIC DATA 13
B-6 ENGINEERING ANALYSIS 14
B-7 CONCLUSIONS 18
LIST OF DHAWINGS
D-1 "Drainage Area Map - Before Development"
D-2 "Existing Land Uses & Hydrological Classifications"
D-3 "Drainage Area Map - After Development"
D4 "Profiles* .
SP-1 "Site Layout Plan"
SP-2 “Site Grading Plan”
SP-3 "Site Utilities Plan" z
SP-4 "Sedimentation & Erosion Control Plan"
“Calculation Sheets 1 through 103
oy
A-1
SECTION A
INTRODUCTION
PROJECT LOCATION AND DESCRIPTION
“Crossgates” is proposed as an enclosed regional shopping mall,
to be constructed on a site of approximately 160 acres in the
northwest quadrant of the intersection of Western Avenue (U.S.
Route 20) and the New York State Thruway, approximately six miles
west of the Albany Centrai Business District.
The site is bordered on the east by the New York State Thruway,
on the south by Western Avenue, on the west by Rapp Road and
on the north by the Washington Avenue Extension.
The land surrounding the site has a variety of mixed commercial
uses, with some residential development located to the southwest
in the vicinity of Rapp Road and Western Avenue. Major develop-
ment along Western Avenue consists primarily of commercial uses,
with the most prominent being Stuyvesant Plaza located approxi-
mately 1/4 mile east of the site at tue intersection of Fuller
Road and Western Avenue.
Crossgates is to be constructed in two stages with its ultimate
development to include six major department stores, a variety
of smaller satellite shops aud a 2,500 seat cinema comprising
a total Gross Leasable Area of some 1,300,000 s.f., with parking
for approximately 7,090 cars.
Parking will be provided for 7,090 cars in six distinct areas
surrounding the buildings. Three of those areas will serve the
Upper Level of the Mail and Department Stores, while the
remaining will serve the Lower Level.
GENERAL DESCRIPTION OF SITE
The crossgates property is an irregularly shaped parcel, which
lies along the southerly houndary of an area known as the
“Albany Pine Bush", noted for its sandy soils and pitch pine-
scrub oak forest. However, the Crossgates site is in an urban
setting, the bulk of which can be described as undeveloped.
The site lies within the drainage basin of the Hudson River,
which is approximately six miles downstream to the east. Runoff
from upstream watershed areas and the site generally flows to
the southeast, primarily in open streams and watercourses, with
culverts under.
SCOPE OF REPORT (Refer to Drawing D-1)
This Report analyzes the watershed area upstream of Crossgates,
as well as the Crossgates property, which totals approximately
489 acres, to several existing outfall locations at the New York
State Thruway. Approximately 175 acres remain essentially
unchanged while the rem2ining 314 acres are included in the
Storm Water Management Plan proposed.
__The Storm Water Management Plan developed-in this Report
attenuates the anticipated increase in rate of runoff which will
be created by virtne of the paving and building construction
for Crossgates, to avoid the overtaxing of existing downstream
facilities, which presently flow near capacity during major
storms.
The Crossgates Storm Water Management Plan provides for onsite
detention of runoff for both the Crossgates site and several
upstream areas which cnrrently drain onto the Crossgates
property. This Report analyzes the impact of design storms
of 2, 5, 10, 25 and 100 year recurrence intervals, considering
existing and developed runoff characteristics of the site and
upstream drainage areas. It establishes the parameters of peak
runoff rates and storm volumes which now exist and compares
them to runoff rates and storage volumes which will resnlt upon
completion of Crossgates, taking into account the onsite deten-
tion on the Crossgates site.
FINDINGS AND CONCLUSIONS
Based upon a detailed engineering analysis contained herein,
it is the considered professional opinion of Raymond Keyes
Engineers that, upon implementation of the drainage improvements
and stormwater management facilities recommended herein,
construction of Crossgates Mall will reduce peak runoff rates
—_ to downstream areas for storms of all frequencies studied, by
the following methods:
1.
By proper grading of the perimeter of the Crossgates site,
all streams, ditches, culverts and overland flow areas from
offsite will be accepted into drainage channels running
around the perimeter of the developed area and led to onsite
detention facilities.
In géneral, the flow of drainage will be from west to the
southeast corner.
Almost all the runoff from the roofs and parking/roadway
areas will pass through grassed open channeis and basins.
Runoff from impervious areas of the Crossgates project -
Parking areas, roadways and building roofs, will he
conveyed underground through a storm drainage system.
Generally, drainage will be carried away from the center
building core to the exterior perimeter of the site,
discharging into the drainage channels.
The onsite drainage system will incorporate catch basins
with sumps and open bottoms to reduce storm water runoff
by utilizing groundwater recharge.
The Detention Basin volumes have been oversized to result
in a reduced rate of runoff from the total property below the
capacity of the existing 60 inch culvert which passes under
pscMieccinarae
the New York State Thruway at the southeast corner of the
property. Other culverts under the Thruway will have sub-
stantial reductions in discharge since a portion of their
present offsite contributing areas and all their onsite
areas will be eliminated.
The increased volume of runoff resulting from Croessgates
development. will be detained in the onsite Detention Basin
Release of runoff from the property will be accomplished at
a controlled rate.
a SECTION B
ENGINEERING ANALYSIS
B-1 EXISTING DRAINAGE AREA CHARACTERISTICS (Drawing D~1)
The Crossgates site is part of an overall Drainage Area of some
489 acres as shown on Drawing D-1. It is essentially comprised
of three major sub-areas and some minor areas, as follows:
Area A (267 acres)
Sub-Area A-1 (9.0 acres)
Sub-Area A-1 includes the runoff from the pavement of Western
Avenue beginning at Rapp Road and continuing west a distance
of approximately 2,000 feet. In addition, 2 smail area
surrounding the east and west sides of Rapp Road drain into
the site. This Sub-Area‘s drainage includes a piped storm
drainage system running west to east along the north side of
Western Avenue, thence north along the west side of Rapp Road,
under Rapp Road in a 48 inch culvert and continuing in an
i open ditch into the southwest corner of the property.
Sub-Area A-2 (94.0 acres)
After flowing overland, Sub-Area A-2 collects in a swale
which begins at the most westerly end of the offsite watershed
and flows easterly to Rapp Road where a culvert
7.
exists under Rapp Road. Drainage then enters the Crossgates
site and continues to the east aloug the most prominent water-
course in the southern third of the Crossgates site. This
drainage, combines with Sub-Area Al from Western Avenue and
Rapp Road, and continues easterly through the site.
Sub-Area A-3 (28 acres)
Sub-Area A-3 contributes from the south of Western Avenue
between Johnston and Alton Roads to a second drainage system
in Western Avenue which is being constructed by the New York
State Department of Transportation as part of its improvemeut
program. Its character is primarily residential and undeveloped,
@ and its flow drains overland to the north into catch basins
and culverts along Western Avenue. : Ultimately these culverts
join into a culvert at the intersection of Western Avenue and
Lehner Terrace which continues onto the site.
Drainage from these various S5ub-Areas A-1, A-2 and A-3
combine to flow into the major drainage course of the site,
exiting at its southeast coruer into an existing 60 inch
culvert under the New York State Thruway.
At the southeast corner of Area A on the Crossgates site, 2 low
area exists which was the former bed of a "manmade lake" created
by. a dam which was breached in the recent past during a major
storm. By this breach, previous reservoir storage capacity
f within the Croseqates site was eliminated, and the flow of
runoff out of the site is no lenger detained,
Drainage Area B (47 acres)
Drainage Area B comprises 47 acres totally within the Crossgates
site, located in the north-central area of the property. Drainage
from this Area is discharged through an open swale into a al inch
culvert which ultimately finds its way under the New York State
Thruway, continues south in the center median of the New York
State Thruway, ultimately discharging by means of a 24 inch
culvert in the area of the discharge point from Area A:
Drainage Area C (175 acres)
The northwest offsite Drainage Area C primarily includes land
to the west of Rapp Road, north to Washington Avenue and includes
the site of an existing Welispring Nursing Home northwest of the
Crossyates site. This drainage area contributes flow into
broad depressions in the land and ultimately enters the site
at its extreme north end, adjacent to the south side of the
Washington Avenue Extension South Service Road. Drainage
continues easterly along the northern edge of the site through
an open swale, discharging into two culverts under the New York
State Thruway just south of the Washington Avenne Extension
bridge. These culverts are within 100 feet of each other,
and consist of one 24 inch and one 30 inch pipe.
Ultimate Discharge Point
Drainage from the three major discharge points from the Crossgates
site eventually finds its way to the former McKownville Reservoir.
fo the south of the McKnownville Reservoir, drainage passes
under Western Avenue through a 24 inch diameter culvert and
oS
ultimately continues to the southeast joining the Krumkill.
The Krumkill meets the next major watercourse known as Norman
Kill in the vicinity of New Scotland Road (N.Y. 85). The Norman
Kill then flows generally in an easterly direction ultimately
dumping into the Hudson River in the vicinity of the Port of
Albany.
20. e
B-2 METHODOLODY OF REPORT
In the preparation of this Report and development of the Storm
Water Management Plan recommended, the following methodology
was utilized:
i. Personal inspections of the site, upstream and downstream
drainage areas, were made by Raymond Keyes Engineers.
2. Topographical survey maps were obtained for. the entire
drainage watershed area. Where necessary, these maps were
updated to reflect additional construction between the time
ef the original aerial phopography and the present. @
3. Drainage areas were calculated and soil types analyzed based
en the U.S.D.A. Soil Conservation Service soil survey for
Albany.
4. Existing channels, pipes, culverts and other drainage
appurtenances were analyzed in specific detail as to size,
invert and location.
5. Hydrographs were developed for both existing and developed
: conditions to reflect the total flow from the entire drainage
area, considering both existing runoff conditions and the
Crossgates development characteristics which will affect
existing conditions.
il.
6. Calculations were developed to determine the amount of
drainage to be detained onsite to effect a reduction in
discharge rates from Crossgates into downstream drainage
facilities.
7. Calculations were developed to show that the drainage
discharge rate from the site after the development would
be less than that which occurs under existing conditions
for all storms, by use of the onsite detention basins.
DESIGN CRITERIA
In the preparation of this Report, the following engineering
data and design criteria were used:
1. U.S. Geological Survey Quadrangles: ©
Albany, New York 1953
Voorheesville, New York 1954
These maps were updated to reflect current developments
including new building and parking area construction,
new roadways and new drainage facilities.
2. Aerial topographical mapping for the Town of Guilderland
and City of Albany.
These topographical survey maps were updated to include
new construction such as building, parking areas, roadways
and drainage facilities to reflect current conditions.
12.
3. U.S. Department of Agriculture Soil Conservation Service
"Soil Survey for Albany County New York".
4. U.S. Department of Agriculture Soil Conservation Service
Technical Release No. 55 and Technical Note - Engineering
UD 20 respectively; for analysis of storm water runoff
characteristics.
5. U.S. Department of Commerce Weather Bureau Technical Paper
No. 40 "Rainfall Frequency Atlas of the United States",
6. Design storm for 2, 5, 10, 25 and 100 year flood frequency
recnrrence intervals. r
B-4 SUPPORTING DRAWINGS AND CALCULATIONS
Appended to this Report are the following Drawings and
calculations dated May 30, 1979.
SP-1 "Site Layout Plan”
SP-2 "Site Grading Plan"
SP-3 “Site Utilities Plan"
SP-4 "Sedimentation & Erosion Control Plan"
pD-1 “Drainage Area Map - Before Development”
D-2 "Existing Land Uses & Hydrological Classifications"
D-3 "Drainage Area Map - After Development"
D-4 “Profiles”
Calculation Sheets 1 through 103
13.
B-5S HYDRAULIC DATA
Storm flows for 2, 5, 10, 25 and 100 recurrence intervals were
analyzed for the total watershed area currently routed through
the site. The design storms studied were of 24 hour duration
and the mass rainfall for each respective storm was as follows:
Recurrence Intervals _ inches of Rainfall
2 year 2.85
5 year 3.70
10 year 4.25
25 year 4.90
100 year 5.90
Inflow hydrographs for the. various design storms were developed
by applying the "inches of rainfall" values to the CN values”
determined for existing and developed conditions, taking into
account existing natural ponding areas and other existing
characteristics.
*
CN Values are indications of potential maximum percent of
mass rainfall that will run off into storm drainage systems
and/or streams, thereby contributing to flood flows. The
higher the value, the greater the runoff.
uo «@
B-6 ENGINEERING ANALYSIS
1. Existing Conditions (Drawing D-1)
Under existing conditions the flow rates and developed onsite
storage volumes for the various design storms are as follows:
Peak Plow Rate Volumes
Recurrence Interval (c. f.5.) (Ac. Ft.)
2 year 39.2 0.63
5 year 77.1 1.44
10 year 101.2 2.38
25 year 138.8 3.78
100 year 176.0 7.35 @
2. Increased Runoff fram Proposed Development
Recurrence Interval Volumes (Ac.FE.)}
2 year 8.08
5 year 12.43
10 year 14.93
25 year 17.85
100 year 21.56
This increased volume of runoff determined minimum require-
Ments for detention storage volumes after development.
@ ~
3. Developed Conditions (Drawing D-3)
Routing of the design storm flows throngh the proposed
detention areas after development resuits in the following:
Peak Rate Volumes Detained
Recurrence Intervals (c.f.s.) (Ac. Ft.)
2 years 27.10 10.21
5 years 48,49 17.25
10 years 65.77 22.04
25 years 85.13 28.11
100 years 111.01 39.06
4. Methods
The passage of runoff from upstream offsite watershed areas
will be interrupted by virtue of the new development. In
order to maintain continuity of offsite flows through the
site, however, new drainage ditches will be constructed
around the perimeter of the proposed Ring Read. Drainage
pipes from the roofs and parking areas of Crossgates will
I be connected at numerous points along the length of the
proposed chaunels.
Flow in the proposed channels will be routed through
detention basins, where outlet control structures will
meter the discharge rates to the ultimate outfall into
the existing 60 inch culvert uuder the New York State
ae Thruway.
~ \
Impoundments
A number of the proposed detention basins will be partially
constructed with earth fill embankments. Inasmnch as water
will be impounded behind these earth fill embankments, they
will constitute impoundments of a Class “A" hazard, in
accordance with the requlations of the New York State
Department of Environmental Conservation. The construction
of the embankments will meet or exceed the regulations of
the New York State Department of Environmental Conservation
as contained in their “Guidelines for Design of Small Dams".
Embankments will be constructed utilizing select materials,
which will be placed and compacted as structural fills. @
Appropriate gradations of the select fill material will be
provided to control all possible seepage. The subgrades
will be properly prepared and compacted and embankment
materiais will be installed in a controlled manner under
the supervision of the project's soil engineer.
Sedimentation and Erosion Control {Drawing SE-1}
During the construction of Crossgates, temporary soil
erosion control measnres will be implemented. These
Measures will inclnde sedimentation ponds, silt traps,
“check dams, drainage ditches, hay bales, riprap and quick
seeding measnres to minimize exposed area of grading and
rednce erosion and sediment transport.
17,
The Sedimentation and Zrouion Control Plan will provide for
considerable temporary control measures before grading starts.
Throughout the course of construction additional control
measures will be implemented, consistent with the rate of
progress of earthwork and drainage installation operations.
Continuous maintenance of sedimentation and erosion control
facilities will be carried out and onsite resident inspection
will monitor activities to insure compliance,
After construction, the site will be restored to a stabilized
condition. Obviously building roofs and paved parking and
roadway areas will not cause erosion and sediment transport
because they are essentially impervious and are uniformly
stable. The surrounding areas disturbed during construction
will be topsoiled and seeded and maintained by the Developer
on a continual basis. Slope and embankment treatment will
be suitable to prevent erosion after construction and only
minimal transport of sediment is anticipated.
The open channels and detention ponds will serve to remove
materials transported from the improved and unimproved areas
of the site after construction in a natural manner.
1s.
B-7 CONCLUSIONS
Based upon the results of this study and the implementation of
the Storm Water Management Plan contained herein, it is the
considered professional opinion of Raymond Keyes Engineers that
the construction of Crossgates will not adversely affect existing
upstream and downstream drainage facilities. In actuality,
upstream drainage area watersheds will be allowed to discharge
conveniently onte the Crossgates site without interruption.
The proposed detention basins within Crossgates property will
serve to reduce the peak rate of runoff during the various @
@esign storms after constructicen below those conditiens which
current exist.
Adequate provision has been made for sedimentation and erosion
control during and after construction and, wpen completion of
the project, ground surfaces will be restored to a stabilized
condition.
Respectfully submitted,
RAYMOND, KEXES ENGINEERS, P.C.
,
RK:JHM:ph . Meyer, P.E.
ative Viice President
PE #47685
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
@ rcsscr CORPORATES Commlax JOB No, 23S
~ “YOCATION Guitoarrsur, ney. pate 8-30-79
TYPE OF CALCULATION PETER HATION, oe sneet | of (03
Tine or CeucseteatioNn CT) COMPUTED BYJS/az.
we UPSETeEAM \astTeRstEp CHECKeD py UM.
WHERE +
Te = (Wg 2) 88° Lt LeEHGTH oF Reaew Criles)
be CHOMMRE IN ELEVATION CFEET)
Tot Tine oF CavestTasnod CHeours)
EXISTING peanase azea "A" (267 Acces)
L al Te
FEET Mes (FeeT} Crleams)
200 | 206 ZO 0.08
BY200 ee} 5 O.74
@ Z,100 P42 40 o.24
Bs0 OG 5 O17
Bo C.0} {oO ©C.01
26430 1,2 & Bo 1.23 TeTALS
ust T= 1.25 hrs.
FKISTING DRAINase AZEA |S! (47 Acees)
_ H Te
Fest | yees (weet) ceeours)
B50 i 2.07 as o,od
Joo OAs i) o.Is
Go 2.0) lo 2.0}
200 2,39 18 0.29
BleEQ 0.60 2 ©.46 Tetars
USE Te = 0,40 brs,
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
i PROJECT Crossqat 2s Complex . jos no, 2828 @
LtlocaTION Guiiderfand, Now . DATE 5-30-72
TYPE OF CALCULATION wore Deve lopment SHEET @ of /03
KHydreteg ical § Cloesifications computen ays /ee.
Drainage Area “A" (2@1 Acces) cHeexen ey 24
CLASS AcBES
Hypgo | CN aZES eNCAY
OPEN A i) 20.7 807.3
B @\ 2.5 152.5
c 74 20.2 1494.8
p Bo 4.9 392.0
2B46,6
RESIDENTIAL A Bt 27.) 1544,7
. & Ae 45,7 4296.4
co al GZ 502, 2
D Be = = 5337.3
WeebE b A 25 55.0 1375.0 @
& ed 1Z,° 660, 0
c 7° 7.0 490.0
D 77 34,2 2633.0
5IS8.0
Business A a LS 123.5
COMMERCIAL & 92 30.0 2760.0
¢ 4 - ~
P 95 = a
: 2893, 5
TeTAL 267 16,225, 4
CN = (62354 2. Goh @ Gi
267
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS
@ PROJECT CR OSSRATES ompisx joe no. 2638
—--_-_1OCATION.. Sule eianp, Ww DATE 5-30-72
TYPE OF CALCULATION ‘ T2BFORE. “DavVtlorent SHEET 3 of 103
STORM TTRAINSGE ~WATERSHED CHARACTER UTICS COMPUTED BYI-S/Z.2.
—DROIHSSE AGES “A” (267 Acres} cHecxep ay v4:
WHERE F 16 TRSIGN BainFoLe ww CHES Fez
2,510,256 00-2, STORM PeRRusHey
CECuRRENCE INTERVALS COE 02d Hout
DUZATION. Fitem TBerwies. rarer te. 40
Mor 146t-
8 S- SP -10= 6.393 wreee CrHi- |
Mass Wunosr
(p-.29p%
@vte. Boz —“~sr.65 = 0,3! WHEZE P+ 7.6552 63%
CP-.25)?
2 E, Be.> S485 = WHERE, Ps 390,52 6.372
¢r-297* _
lOve. B.o.= Pres = WHERE P+426& ¢.3975
aoe CP28)? :
2 Ye. piece br BS = WHEELS P24.90;5: ~or 37s
Ce 2sF
“frees” > %(,16 WHERE P= 5.905: 6,373
~
o
9
1s)
p
9
ml
Ni
Q
o
’
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS @
PROJECT CS ROSSGQTES CoriPlLex JoB no, 2638
LOCATION SuiL>RZLAND, WY. DATE 3-30-72
TYPE OF CALCULATION BEFORE DEVELOPMENT SHEET 4 oF /93
Sve. INFLow UYPZoaeaPH-peal. aeA comPutep BY s-/eg-
Cen=G/) Tabulaw meter (7267 Acces) checkeo ey 4
com, a)
TN. Zo, C.F. initio
TIM Tes L2G pasose HY preasre
Hs. Ws C00 20.20.21 (C.F) NetTeEs:
Boo 2.0202 OND o,000
B25 2,10 O,als @ Tattae orschaeses
8.50 O.zZ25 O.e3a3 Fom TSC TREMNICOL
84S O45 20875 HOTE -ENGINEEZING
9,00 B12 2.0%) UD-20% pas. IG-'7
9.25 1,02 2.\3e
pia) 1,50 2.195
915 Z50 P3725
10.00 2.70 2.683 @
19.25 2A OT
io. 6 y.te O47
10.16 6.80 1 jo
lao 10,40 { 252
125 lZ.40 1,807
{1,50 16.60 2,418
Was 2240 4.4% 2
(2, deo 35.60 12.426
12.25 193.20 25,11
12.50 ties 25.464
12.75 ZoOhYO 85,942
Ro Z1S.59 TASB)
1az5 171390 €2.607
13,59 126.45 1,754
1315, 1OB.GO i448
hoo 1.10 11,223
14.26 72.20 9,386
\4.5o 60,50 1.665 ~
14,75 52.00 6,160
15,00 48,70 5 Ai
\ 15,25 40.00 5.200
15,50 26.30 . y 4.784
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT CRossaoTEs COMPLEX Jos wo. 2628
" 4OCATION «=GuilPeeiayD , my. DATE S- 30-79
TYPE OF CALCULATION = BEFORE DEVELOPMENT SHEET = of (03
5 Ye, INFLOW WYDeeEée@arn- DRanace Agen A’(2¢7A-) compute evs /2.2.
(Qrnt= 6!) TWaeulaz METHOD CHECKED py :4-
; eee C.F.5. INFLOWS,
TIME Te+L2S BA. =0.42 BYPESS ZoPH
Hes. T, 70.00 RO: 0.be (2.7.9) NOTES:
B00 O,c0 ©.28 - 2.200
2.25 Olo 0.078 @® Tae vacnsmers
8,50 0.246 O.012 FEO Tee TecHWicaAL
AS O4D ONzZ@ ROTE~ ENSIHEEZING
G00 a0 CLG ub-20
325 1.00 2.280
950 \.50 04f0
915 250 O700
e@ po 30 \ 026
1025 B40 |.652
10,40 We 1.983
1O,FS 6.59 2.280
{loo lado CN
11.25 13.96 2, B42
50 18.60 Bota
17% 26,40 10,152
12.00 F360 Ca7bE
225 193.29 A407
(2.50 212BO 76.254
1214 ante) 73.108
3.00 21990 61.512
(2.25 (7340 48.652
13,50 136,80 BAzad
13,19 106,60 Eades
14 ce 67,10 - 4.388
14.25 42:20 BUG
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
PROJECT CRossaaTes ConmPLex Joe wo. 7838 @
LOCATION GuilPeerayp , Mey. : DATE $~39-79
TYPE OF CALCULATION Bron e DEVELOPMENT sHést © of /03
102, INFLOW yypReswarH- DRaiNace Aves “A'(z67Ac) computen ayis./2e.
(On = 6) TaASuraz MetHoo CHECKED py YM:
eo Ki 2 C.FS. INFLows
Time Te+L?S Oa.70.42 HYcrans card
Hes. T% 70,00 RO20/% (C.F) NOTes:
B.00 0,00 2.395 0-00
8.25 210 P,04 © 7aeurae vrctaages
BBO 0.25 2 (0 Rao Tee TEcHHICAL
86 O45 C18 HOTE- ENSIHBECING
9,00 on10 °,2@8 UD-295 pqs. lel
425 1.00 B40
2,50 \, 50 o.689
Rid 250 29)
Coo 330 1.46
1825 Qo 2,23 @
10,59 wat Fal]
10,75 8.50 2.86
Vhoo \o40 4.1
{L25 13.90 549
\1. BO 18,60 135
LTS 26,40 i5A7
12,09 95.60 BIG
(229 193,29 bz!
12.60 TIZBo |\ORj&
1275 thio 102.10
(200 21990 56.86
B25 172.40 68,64
13,50 126.80 a4.a4
13,75 108,60 42.99
14.00 67,10 z4do
14.25 4220 ZA52
14,50 €0,£0 23.90
14.95 520o 20.54
1300 4510 (8.05
1525 40,00 15,80
15,50 26,8 t 14.54
@ PROJECT Cosas TES
(an = GI )
COMPLEK
-----—1OCATION- GULP BRLAWT |
TYPEOF CALCULATION 9 ESEFORE DEVELOPMSHT
25 Ye. INFLOW HYDeSaearH- DRaNase Ages “A'(zorac)
TaAmULAR METHOD
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
JOB No. 7838
Date 5-30-79
SHEET 7 oF 403
COMPUTED Bris ee.
cHeckep ay v4
com
©
1M. 12.0,
Tex !.25
T =0,00
6.73.
DA. =0.42
B0.=).3)
O,c0
O1o
0.28
0.45
O10
1.00
\, 50
250
30
280
7,10
6,50
lado
13.90
1860
28,40
F360
193,29
21220
ello
21990
173,40
126,60
108,60
#710
4220
60,60
Sto
45.10.
ADpo
2680
© ,65
NOTES:
© Tseurse onnaases
To Tec TeECHHICAL
HOTE- ENGINEEZING
UD-2O; pgs, 16-57
RAYMOND KEYES ENGINEERS, P.C,
CONSULTING SITE ENGINEERS:
PROJECT =CRosScaATES COMPLEX JOB no, £828
“ ".0taTiIon «Gute setae , My. patg 5-30-79
TYPE OF CALCULATION Berora DEVELOPMENT sueetT © oF 463
{00 Ye, INFLOW HyYDpRoaesaPrH- DEanace AZEA "A267 be? COMPUTED Bus /22.
(au = 61 ) TaSBurae MeTHED cueckeo py 7!
co ©
NO, C.F.S, INFLOWS
TIME Te+1.25 TA. = 0.42 RYE eOPH
Hes. 70.00 2.0, +146 (6.79) NOTES:
B.co O.eD ©.82 2.00
A.25 OO o,08 © Tasurse viecrozaes
BLES 0.25 2.21 FROM “Tee TECHNICAL
875 0,45 O,37 NOTE- ERAINEERING
9,00 one a57 UO-205 eqs. Lot]
O25 }.00 O,82
9,50 1.60 1,73
VIS 150 2.08
Woo 370 B08
10.25 BS : A.B4 e
19,40 WAO 5.82
10,75 50 6.97
\loe lado ae
{L245 v2.90 1,40
1, BO 18.60 16.25
{LTS 26,40 21.44
12,20 2560 78,29
229 193.25 158,42
12.50 Z12B0 EZz.JO
12.75 ilo 114,10
13,00 21990 1BO%3Z
13,25 172.40 \45,£0
13.50 126,80 (2.48
13.75 108.60 B05
14, 20 87,10 FW.42
4.25 42:20 FA,zO
14,50 60,40 45.61 -
14,75 Fla 42.64
15,00 4570 37.47
1525 4050 | 22.80
RAI
15,5D 26,20
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS:
PROJECT CROSS GATES
LOCATION GUILDERLAND ,
TYPE OF CALCULATION BEroke DEVELOPMENT
ComMPLex
Ho.
STOWSGE VoLtumes
106 no. ZS 38
DATE 5-30-79
SHEET 7 of 103
comPuTE BYIS./E-2.
WRAiNesE AREA “A (267 Actes) CHECKED ey v+4.
STORAGE VOLUMES
giev. | Area | A [Deeth | volume of | OMbdelome | Gusvebme
Zi5,0 ° :
2000 ime) 22,002 Z0,020 ©.46
225.0 4000
{3,500 } {3,500 33,500 0.77
296.0 | 22,000
54,500 4 218,000 | 251,500 5,71
230.9 | 86,000
129 Doe 5 G4S,000. | 37G, 500 20,53
ev’ (72,000
a,
ceuaenrsirierr tiaras
CONSULTING SITE ENGINEERS
RAYMOND KEYES ENGINEERS, P.C. r)
- PROJECT CROSSGATED Comprex sos no. 28 3G
LOCATION QuiDEeLanp, i Da DATE 5-30-79
TYPE OF CALCULATION FeeFORE DeVELormeNT SHEET !O of 103
ELEVATION -STORAGE Curve comeuren BY.S/22
DeAinaée Aves “A' (261 aczes) cHeckeo sy VM
| pe ro
coy S w
T T T
Accomu lated Storage 4 Acre Feet)
is}
T
° : ‘ \
25 . 220 as - 230 235
‘ : ELEVATION CeEEr)
CONSULTING SITE ENGINEERS
@ proJect CWZOSSGATES ComPLlex
{CATION GUILPE LAND, oad
TYPE OF CALCULATION BEFOZE DEVELOPMENT
ELEVATION DiscHAvae Cugve ~- Go" U.6.R
PRaitaae 426A “a' (267 Aczes)
RAYMOND KEYES ENGINEERS, P.C.
jon no. 2828
DATE 3-30-79
SHEET !1 of /03
COMPUTED er s/ez
cneckeo py “4
250r,
t
200
C es.)
an
fa)
mi
fooE
PISCHAEGE
Qis
ELEVATION C FEET)
fo
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
_. PROJECT: CROSSGatES Complex JOB NO. 2438
LOCATION: GuiLPeEeLanb, by. DATE:_5-A0-79
TYPE OF CALCULATION: SHEET_iZ OF _/03
WORKING CURVE computen ev.js/ee
Form BREOZE DEVELOPMENT. DEDNAKe APE A “Al (eiJCHECKED BY _JM
TAILWATER ELEV.=_ NLA.
Ose. STORAGE FOR At= 0.25 HRS.
ELEY. Oz S, 2/2 S2/bt S2/At+ Oe/2
CFT) CFS 4c. Ft. (CFS-HRS. CFS CFS CFS
215.00 0.0 0.00 0.0 0.0 0.0 0.0
215.50 0.2 0.05 0.6 0.1 2.4 2.5
216.00 0.5 0.10 be 0.3 4.8 Bel
216.50 0.7 0.22 1.5 0.4 6.0 6.4
217.00 1.0 0.13 1.6 0.5 6.4 6.9
217.50 2.0 9.18 2.2 1.0 8.8 9.8
212.00 3.0 0.20 2.4 1.5 9.6 lsd @
218.50 4,2 0.21 2.5 2.2 10.9 19 <A
7 219.00 6.5 0.22 2.7 3.3 10.8 14.1
229.50 9.0 0.2 3.0 4.5 12.0 16.5
220,00 12.9 0.28 3.4 6.0 13.6 19.6
220.50 15.0 9.30 3.6 7.5 14.4 21.9
221.00 19.0 0,31 3.8 9.5 15.2 24,7
221.50 22.5 0.32 3.9 11.3 15.6 26.9
222.00 26.8 0.35 4,2 13.4 16.8 30.2
| 222.50 31:5 0.38 4.6 15.8 18.4 34.2
223.00 36.5 0.40 4.8 18.3 19.2 37.5
223.50 42.0 0.46 5.6 21.0 22.4 43.4
224,00 4745 0.52 6.3 23.8 2562 49.0
224.50 54.0 0.60 7.3 27.0 29.2 56.2
225.00 60.0 0.67 8.1 30.0 32.4 62.4
225.50 67.5 0.73 8.8 33.8 35.2 69.0
225.00 75.0 0.85 10.3 37.5 41.2 78.7
226.50 85.0 1.15 13.9 42.5 55.6 98.1
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE. ENGINEERS
@ PROJECT: CBOSSGATES ComPLex vos no._2638
LOCATION:_GUILDE BLOND HN: : DATE: _5+20-79
SS SYPE OF CALCUL ATION: SHEET 13 OF jo3
WORKING CURVE COMPUTED BY ys /E€
Form meroee DEVELOPMENT- P2AINAGE AGEA"A "(2GTAc)CHECKED BY _SM_
TAILWATER ELEV. = NLA.
Disc. STORAGE FoR At=0.25 HRS.
ELEY. Og S2 /2 Se/bt Sz/At+ 02/2
CFT) CFs Ac. Ft. [CFS-HRS. CFS CFS CFS
230.50 179,0 7.40 89.5 89.5 358.0 447.5
231,00 185.5 8.80 106.5 92.8 426.0 518.38
231.50 193.0 16,30 124.6 96.5 498.4 594,9
232.00 197.5 11.70 141.6 98.8 566.4 665.2
232.50 203.5 13.00 157.3 101.8 629.2 731.0
233.00 209,0 14.50 175.5 104.5 702.0 806.5
233.50 214.5 16.00 193.6 107.3 774.4 e8l.7
234,00 219.0 17.40 210.5 109.5 842.9 951.5
234.50 224.0 18.90 228.7 112.0 914.8 1926.8 [
@ 235.00 228.0 20.60 249.3 114.6 997.2 1111.2
CONSULTING BITE ENGINEERS
| . PROJECT eROSSGaATES ComMPrle.%
LOCATION AQUILDERLAND, HY
TYPE OF CALCULATION BEFORE PEYELOPMENT
Z Y@, Floop BouTlWa- DeAINSGE Azea "A"
( SToRase INDicaTion MeTHOD)
pe
RAYMOND KEYES ENGINEERS, P.C.
Joes no. ZODS
pate 5-36-79
SHEET '4 oF /O3
computen Brus /2E
CHECKED BY vm
INFuLOow stozsse. | ourelew| nme LUN FEO.
STORAGE |ouTFLOow
I = Sef, be, op Hes. I T Sefpat Or, Oz
C.F.S.| oF | CFS. tors. G-ES | o.6.5.} 2.69, | ¢F.s.
faNorelay 175] 5.00
0,007 | O.ce7!] 2.00} 6.72 | 1636 | Bao
O08 12.00] 12.42
0.02% 10,025 | r.002 18.16 | 26:28) 21.51
0.02% Y22b1 2512
0.046 10.01% 10,006 29.29 | 35.06 | &2.Bo
0.084) 1260} 25.46
2.016 |O14Z JOO 250] 25.42)52.9@
ean 12.75] 26.94
Ort) 10242 | oo SZ.Z27 1 S2.74 | 2998
NBO 13,00) 23.57
O16 |22B8e | 0.03 | ZE.69 | 78,56 124.66
OAs 13.25] 22.21
2 0.615 |o.049 70.20\ 24.10 | 18,14
13.50] 17.75
2,568 |9.073 IB-454}Z1.91 | (5,01
BE] 1412
1,515 }O-121 2.92 119.62] 1203
14.00] [1.42
2.24 10.18 10.26] 1125} 10.40
14.25] 9.39
2.06 | 0-27 66% | 1616 | 8.67
14.80] 787
4.04 |o.236 7.32 | 14.831 7.26
14.75} 6.76
5.24 [0.52 625 $12.92 1 6.79
16.00) 5.54
6.64 10.96 S.S7 1 13-20} 5.47
525) 5.20
9.59 | 1.93 4.49 | 12/72 | 4.1
15.50] 4.76
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
@rrorer CLOSStAGLTES ComMPLlex
——TOCATION GUI LrPERLOWD, i Baa 4
TYPE OF CALCULATION BEFORE PEYELOPMENT
5 2. Floop ZouTWG- DesiNeGe Azea "A"
( STORs4= INDICATION METHOD)
Jos no. 2028
pare 3-30-79
SHEET '!> oF /03
COMPUTED BYIS/ZE
cHeckeo sy 3M
TAME INFLOW lstorse | oureiow| me} IN ELOY’ STORAGE [ouTFLow
Hes} oT TZ Pte] oO, |ues.d I T [Pelt %| o,
€F.5.) 6F5 | 665. | ors, CRS. | 6.6.3.) 2.69, | 0.63.
8.00] 2.00 IETS] [O18
, O.O'4 | Ooh | O.00} 16-16 | 26.29 | 21.52
8.2>| 0.078 (2.00) 26.77
0.24% | 0.062 | 0.005 40.44} 45,291 43.70
&.50| 0.070 12-25 | B4.10
2.098) 0.|55 | 0.012 65,24 166.141 64.89
BASIONLG 1250) 76236
Elel |O,Be4 | 0,024 74.915 176.60173.36 4 *
9,00] 0.1% 12.75] T3411
@ 2.728\0.52 |o.c4 672417054 68,71
9.26 ]0.250 13.00] 1-57
O83 |0.8B 12.07 52.13 | 56.98 | 54.90
9.80 |0.420 13,25| 46.26
O5@)\.82 | O11 45.50 | 46,58] 44.08
9.75 JOR 13.50] 225.0
2.81} 208 10.17 2426! 25.66|24,02
10.00] \.O4 395 | Zo. 4}
L28 | S26} 2.29 @7.40 |79.24|25,.55
' 10.25} |.65 14.00] 2435
1.82 14.75 10.46 222.) |Z6.00] 21.07
10.50 | | 9 14.25] 20.22
Zt% {652 ] O47 16.58] 22.51] [7B0
ho75 | 2.38 14.80] 16.94,
2.65 | 8.40 | 1.52 15.75 | 21.96 | 15.09
Hoof 2.9| 1475] 14.56
24° |16.28 | 737 13.691 70O.55]| 1aad
{1.261 2.69 15,00] 12.82
PROJECT
|---- LOCATION
22OSSGaTeEsS
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
GUILPERLOND,
TYPE OF CALCULATION BEFORE PEYELOPMENT
lO Y@, Floop euTWG- pesitese acea “A"
INDICaTION METHOD)
€ STORA4E.
COMPLEX
AY
sop na ZOOS
pate 9-30-79
smeeT /& of 103
comeuten By vS/E£
cuecKep. ay Mf
~ i
ime | INE ates stowage | ourriowlnmel UN FEO | eroedce louterow
wes.] 2 “EX Peete] oO, fues.] T Patti Op
C.F.S. 1 6F.5. | GAS | ors. CES | 6.7.3,} 2S, §O.kS.
B.00] O.00 Wd5) 19.47
2.020] 0.020] 0.c0o2 26,.4]| 34.05) B22
B.2%| C.o4 (2.00 2176
2.070 0.088 ]0,007 517,04) £9.79] 57.48
B50} 0.10 W225 76.3)
oO. [40] 0.221 |oola 92.16 | 94.45] 83.12
6.75! 0.15 WFO} 107.8
0,25 |2.43 | 0.03 105,45) |1G.718] 95.8\) %*
9,00] OZa \27%{ \Oe.4
0.84 lo74 | oe 94.98) 15.45] 95.23)
922 | c.4¢ 13.20] Fo.56
0,50 41.18 | a.a4 77.78 FQ40) 85.19
9.60} O85 13.25] 65.69
0.79 | 1.88 Jou 61.37 | 14,60] 71.82
9.73 | 27) 13,50, 24.04
1.22 12.96 | 025 43.47| S124! 4958)
10.00} 1.4 398 | 42.20
Jo | 4.61 | 0.44 38,65 |40-31 | 29.08
10.25) C22 1400] 24,40
257 16.74 10.90 21,46] 22.6€9| 79.73
1OBO| Zao 4.25) CSAC
3.08 | 8.92% | f.40 26.Z211Z29.17 |25.46
NOD | 4 2e 14.60] 22.5
3.74 110.964 2.4 22.22) 73.93] 20-26)
Kloof 4.4 475] Do-S4
ABO 112,87} 2-09 19.30) 24.77 | 18.239
1.25] 3.49 18.00] 16.05
6.42 |!4.z0| 0 {@.93172,8\ | (630
11.50] 25 25] 19.80
i126] 18.86 } 1126 {5,974} 20.66 | 147i
WTS] 15.17 15.50} 14.54
{( STORAGE
CONSULTING SITE ENGINEERS
PROJECT HUOl6se¢GaTes
"LOCATION aUILDESLSND,
TYPE OF CALCULATION BEFoZe PrEYVELOPMENT
25 Y@. FLOOD BOUTING- DVSIHS4E AZEA "a"
ComPrle Kw
ion
INDICATION METHOD)
RAYMOND KEYES ENGINEERS, P.C.
sos no. ZOO
bate 5 -32772
SHEET (7 oF /O3
COMPUTED By ss /2e
cuecxep sy JM
awe | IHECO™ letozace | oureiow| nme TRELOYY | oroease lourrlow
ues.) I Z Pht | Og |ues.| FT To [Plt | Oe
C.F.S.| oF | CES. | oes. CRS | 6,.5.5.| ces. | 6.55.
B.00] 0.20 U7S] Zhe
: 0.030 | 0.03°\}0.002 36,85 | 4370| 4173
B2>| 0.06 \2.00) 52.52
0070 | 2,098|0.008 #44 | Boar | 76.14
B50] 0.14 225 |(Do-% .
0,200 | 2.2.90] 2.023 128.15 |127,.65} jos.6q
BIS) O.25 1BO] 160.0
0.32010.23 |o.03 14680 1175.93) 130.14
9,00} O27 12.78 | |Az 6
0.47 10.11 |o.0@ 192.38 |\ 78.09 }IZN-27 | oe
@ 9.251 0 2% 13,00} (21.0
Ob} 1139 |o.it 102,32 | 155.14 1115.25
9.50| OFS 1325[ O5,65
Ii 1225 ;o.u9 BE.45 | 12154] 96.44
6.75] \.Z8 13.50) 16,74
LU [aa lose 67 49 2034 BL,08
10.00) 2.04 31% | BAe
265 |62° 10.67 53,02 168.18) Gol
10.25] 2.22 14,00) 47-5
358 Jatt |17G 43.81 (46.21 | 4471
OZ] zi 14,25] =9.71
430 111.65 | 2-66 %.50 | BBO | 36.596
Wo72} 4.68 4.50) 2225
520 | 13191 5.45 34,94 | 2198 | 28.89
ihoo} 2.42 1408) ¢£26
669 |1445 |] eae 26.57 129.76126.44
M26 | 7.65 15.00] 24.34
8.44 | 16,53] 4.08 23,57 |27-04| 22-68
WSOf [0.28 1325] 22.00
i568 |zaia} (6es} |. 21412 125,48 | 20,24
WB, Ze | 15.60] 20.74
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS: &
PROJECT CROSSGOTES ComPrLlex sop No. ZO2O
“LOCATION «GUILDERLAND, NY parE 5-30-79
TYPE OF CALCULATION GEFOCRE PEYELOPMENT . SHEET 1©& o¢ 403
100 Y@, FLOOD BoUTING- DeAIHAce Agea “A” compute BYJs/22
C STORs6e INDICATION METHOD) -enecked py ~
bread IN=LOw leroeme|oursiownmel INFLOW | erence loutetow
nes. | = Pe Or, Oz Hes. Ir id Sent Oe O2
OFS.) oF 5 | CFS. | crs. ord |o-3.] oA, | eas,
8.00] C.00 US] 2144
0,04 | 0.040 | 4,003 54.94] £6.44) 46.25
B25) O.08 12.00} 7625
0.18 | O.187 joors 118.40] [20.4A) 28,01
8.50] 2.2 12.26 | 15S.4 !
0,29 | 0.44 12.04 191.05} 213.63} 144.86
815/027 12KO| 223.7
0.94. | 1.00 |O.08 218.40] 287.67] [60,24
9.00| O57 \278| ZA | :
0,70 | 1.62 |o.18 197.2) 324,63) 165.67} @
9.25 | O-BZ 13.00] 180.5
2.06 | 3.34 10.22 162.95| 321.41 | {65.31
9.60| 1-22 13.25] 145.6
1.64 |4.86) 0.47 128.90) 28S BO 159.92
9.75 | 2.98 13.50] 12.2
4.64 | 6.93 | lof {00.63| 726.21) [4878
\0.00| =.02 1875 | &S05
2,94 | 2 8¢| 7.05 80.24) 157.67 | (20.58
10.25| 4.64 1400) 71.42
5,33 J IB-14 | 3. 65.3) | \02.46187,49
1020 | S.E2 14.25] S920
6.40 | I4.l¢ 16.54 5441] 6932 (6105
10.75 | 6.47 4.60] 49.6)
7.15 | 15-35] 180 4G, 13| 4070 | 4620
\Loo) &62 1475] 42.44
997} 11-52] 9.99 40.00] 41,5@|40.22
{25/140 15.00] 37.47
13,23 | 22-861 16:37 BSA4) 36.40 124.95
USO] 13.25 525) 32.40
23.37 | 29.86) 2636 31,5023,02\2 013
WIS] SLAG 15.50] 30.18
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
ROJECT CBOSS GAATES <coriPplex
|. LOCATION. Aut LD RRLANT,
Bercee Wayveteormenr
CLASSIFICATIONS
Aves "53" (47 Acees)
TYPE OF CALCULATION
SdypelLedgicoat
Peansae
MY.
jos no. C838
DATE $- 30-7
sHeet | of 03
COMPUTED av is/2e
CHECKED BY J
class 4¢LES
Hypes Cn AREA ZNA)
OPEN & 34 8.72 3Bt4o. }
— ai - =
GC 14 - ~
QP Bo sar -
SBdo, |
RESIDENTIAL A BT = _
BS TZ - i
€ Bi - =
P BG - ~
e@ Weere > A 25 13,50 337.5
B aS 3.12 171.6
a FO \.47 102.4
D 77 ZO.49 1554.%
Z2166.G
BUSINESS A > = ~
Conne@saL BB 92 ~ ~
’ ¢ 94 - ~
D a5 ~ -
Tera 47 2506.7
CN =_2506,7
> 532 % 54
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS
PROJECT SReossGatT ES comPlex jos No. ZOSE @
LOCATION GurLoumcep, Hot DATE 5-30-75
TYPE OF CALCULATION Bercee Drvelorment SHEET ©9 of /03
STere PRAINsGE WoTeRsHED Gramscteerstics COMPUTED BY IS/2E
Deawsee AREA "SB (47Acee) cHeckep ay ~
Beea= AT sewes = 0.073 sami.
an = 54
2 = 2.05 WERE P \G TDRESIGHN BAiWFALL weooinenES Yor
Ps > BIS 2,80, 266 loo, stoam reemuenny
Ae = 4.25 REAGURENCE INTERVALS ove 4 24 HUE
Pe * 440 TURATION, Figem Technical Parem No. 40
Feo #7 5,90 Mar 1961,
Te . 0.50
Tr oF 0.00
S = '°82A~-1o = 6.52 WHERE oN 54 e
Mass Ruvorr
P~.25%
ete = o.14 WHERE P= 2,85, 9> 8,57
eye. Be.
P- 25%
ZY2. 22 + “Fe = 0. 38 wees Pe 370,97 8.52
er. 2st
love. wo. “FS = ose wert ps 425 97 8.52
6P- 252
23 Te, @o.> —pags 7 = O.BT were P2490, $> 8.52
Cp-.25)%) _
loo Ye BO —syras ° 1.38 WHERE FeSO 52 9,527
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
Qyecrcs CRessGATES Come a jos wo. ZEA
" tocaTion Cu; LDERLAND Date 5-30-75
TYPE OF CALCULATION: FSEFOCE beveror MENT SHEET 21 oF 703
2 Ye Inflow HYreesRaAPrH7 DRAINAGE A@EA“ PR" computen syJ.s/2e
CON 254) TABULAR METHOD C4742) enecnen ay >
: “Maes CRS. - INF Low
Time Tc = 0,50 D. A. = Q073 HYDZOGEAPH
Hes T1200 Bo.2alt (6.7.9) NOTES)
8.00 02.00 O.0O1\Q 2i6So
8.25 o.2% C-020% @D TABULAE DecwaRses
€.50 0.50 2.0903 Feom TS¢ TECHNIZaL
B.15 4,00 2.0 NoTe- EXSINEERNG
9. 00 2.00 0.0% UD-20; pgs 1-8
925 3.08 aot
9,5D 4.56 oct
i Jae fa) 5,25 2.05
10.00 ato 2.06
@ 10.25 1.80 O28
10,50 10,4 cthi
10.72 B92 DAG
1.00 (Alo os
wes 24,80 O.25
il, bo 4020 oAO
HWS 151La 1.52
12,00 aio 2.9
2,25 AGL AD 4.28
12.50 2.50 2,62
12.73 154.20 |.o
13,00 1ol.BO 1.02
12,25 76,30 O26
2,50 60,40 O40
13.95 5h o-52
14.00 44,70 o.4>
14,25 40,80 o4l
14.50 31.40 . OT
{4,75 ZED O25
[5,00 2290 o.2>
15.25 22,50 od!
15,50 210 y 0.29
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS:
proect CROSSGATES Complex sos no. 2828 e@
-.t0caATION GurLDERPLAND NY bate 5-30-79
TYPE OF CALCULATION FR EFoGCE EVELOP MENT sweet 22 of /03
5 YZ. tNFLow HyYozesRAPH~ DeainAGe AGEA™ PD” compursp avis /2é
COn+54) TABULAR METHOD (474¢) crecxio py <M
, aes crs. INF Low
TIME Te = 0:50 pA, = Qo73 HYPLOGRAPH
Hes TWriOw ££.9.2036 (c. FS) NOTES: .
8.00 O.00 2,028 2,200
8.25 O.25 O.007 QD TABULAZ DiccHARsEs
8.80 0.0 oO, 084 Fizom TSC TEGHNIcaL
&.75 \,00 O,028 NOTE ErisiHEERHG
9.00 2.00 0.06 UD-20; pgs 1-8
9275 3.05 2,09
9,50 4s Ol
9,712 5.25 ON\6
1D.0¢ 30° COB
10.26, 1.80 O.2Z e@
tobe 10,40 O.2%
10.72 Ago OBS
1,00 lQjo ol
Wes 2460 2.65
i, bo 4020 1. FS
WIS 15 lfo 4.24
12.00 a10 1A
2,25 AGT 1.97
12,50 261.20 1.32
2.75 (7.60 4.47
13,00 10LBO 2.385
12,25 76,30 @14
2,50 E040 [.é4
13.75 BAO 1.44
}4,00 44,40 1.25
{4.25 40,80 1.44
14,50 31.46 1.05
{4.75 35,00 O.%8
15,00 3220 O92
(5.25 202,50 o.BS
15,50 ZH10 Y a8}
rosecT CGC ROSSGATES ComPLlex
__““yocation. CurL D&BRLAND
TYPE OF CALCULATION >
1O YZ \NELow HYoeosRAPH~ Deainsce ACEA” B"
RAYMOND. KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS ©
PREFOLE
EVELOP MENT
sos wo, 2833
DATE 4730-79
sneet 23 of /03
COMPUTED BY Js /2é
CON= 54) TARVLAR METHOD C47). cuecken ay YM
. win, crs, IAF Low
TIME To 270.50 D.A.sQ07 HYDZOGEAPH
H25 Tr tO Bo.=08F (OFS) % NOTES:
‘G.00 2.00 ©.045 OOO
B.25 0.25 ao | @D TABULAE Decdauces
6.£0 0.50 2.02 Fizom Toc TEGHNICOL
6.78 \.00 0,04 NoTe~ EnsingEand
9.00 2-00 O.09 — . UD-Z0; pgs 1-8
9.@5 3.05 aid
9,50 445 O-18
9,15 5.26 @.2e
1O,.0e 3° oe}
@ (0.2L £2 oot
10,50 10,40 OAs
1.7% B92 O66
H.Qo \Bjo o.75
ues 24.80 1,07
11,50 4020 1.13
WTS 15120 622
12.00 010 \oal
2,26 42TED 1626
12,50 Bll 0 if.Z
12.78 1EALGS @-Be
12,00 101.BO 4.38
12,25 76.39 3.26
13.50 40,30 2.59
13.95 51.50 ga
4.20 44,70 92
14.25 4080 175
14.50 27,40 Vit
a 14,75 35,06 1,50
15.00 22.0 L&I
(5.25 2,50 . 1-3)
15,50 ZO Y 1.25
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
prouect C#ROSSGATES Complex Jos wo. 2928 @
10CATION GurLDERLAND aN WY DATE 5-30-75
TYPEOF CALCULATION FS EFOoZ& DEVELOPMENT SHEET ZA of 403
25YZ INFLOW HYpecGRAPH~ Dea:nAce AGEA“B” comeuten sy ys/22
CON +54) TABULAR METHOO (4742) — cueenen ey V4
oa oO
: IN, €.0, cre. INF Low
TIME Te =0.50 DA =407 HYDZOGEAPH
Hes Tt 20.09 Po.>-87 (.F,3) NOTES:
8.00 o.006 0, 0G4 o.0c0
8.25 o.25 O,02 QD TTasurac Pecwazges
6.50 0.50 0.03 FIZOMI TSo TEGHHICoL.
8,75 1.00 C,Ce& NOTE- EXSINEERHG
9.00 2-00 O,12 UD-20; pgs 1-8
925 3.05 0.20
9,50 4as 0.27
9.15 5.25 °. 34
10.0¢ 3° 0.40
10.85 1.80 0,50 @
10,50 10.450 0:67
10.72 Ae 0,8F
11,00 Alo 1,46
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tt, 5O 4020 2,57
U.7S 15l@o 9,70
12.00 Roo 25,02
2,26 427,50 27136
i 12,50 261.40 16.74
12.1 [SAGO 10,2}
12,00 101.89 G;4Z
12,25 76,20 4.88
B.50 GO%D 7.86
13.75 51.50 3,30
14.00 44,70 Z.B6
14,25 40,80 2,6}
14.50 31.406 2,40
14,75 3300 2:74
{5.00 22Ae ri 1}
}
ROJECT
--— -ABEATION
TYPE OF CALC
RAYMOND KEYES ENGINEERS, P.C.
“ CONSULTING SITE ENGINEERS
ULATION FS EPOZE
eecssBAr ES Complex
GuiLDERLAND,
NY
DEVELOP MENT
j00 YE INFLow HYpeeseaPH~ Deainace Aes A* Bm”
sop no. 2823
OaTE 5-30-79
SHEET 25 oF /03
COMPUTED By Js /ee
CON +54) TABULAR METHOD (4740). cHecken py JAf
. AO os crs. INE Low
TIME Te +O.50 D,A.-Q073 HYDZOGRAPH
H2s Tz 20.29 20,2158 (C.F. 9) NoTEsS:
8.06 o.00 O10 2,00
"B.25 O.25 0.0% @D TABULAZ Decdarces
8,50 0.50 O08 FIZOM TS¢ TECHNICAL
6:75 \,00 C410 NoTe~ ENsiNEZaNa
9. 00 2.00 OZO UD-205 pass 1-8
9.25 3:05 O28!
9,50 415 OAL
9,75 5,25 2.5%
rowaral 30 2.63
e@ {0,@L 1.80 Ons
10,50 (0.40 1,05
10.7% Rye 1.29
ilo 1eto Lat
Wes 74,80 248
i, 5e 4020 4.or
7S Slo 15.16
(200 Hato £9.07
12,25 427,52 42.79
12.50 26 AO ta 15
12,75 (53,60 1526
18,00 1oLBo 1oAB
12.25 1é,29 1.G>
13.50 60,30 Be
13.75 51.50 5.15
14.00 44,70 4.47
14,25 40,80 4.25
14.50 B46 3.74
(4.75 3500 3.50
15,00 2250 3.29
15.25 22,50 3.0%
15,50 210 v ZAI
|
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RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT CROSS GATES Compjex sop no. 2838 @
LOCATION GuILDewlLAnp, LY. PATE 5730-792
TYPE QF CALCULATION BEFOZE DEVELOPMENT sneer 2% of (03
SICROGE Volumes . COMPUTED syus/ee
PRAINSGE AzEA “B" ¢ 47 Acces) checces ay
STORAGE VOLUMES
ELEV, Area | AMA Deeth | Volume OF, [Cem Va lume cum. Velome
252.4/ o
1% 428 - 549 79228 7928 -{8
26% 26,875
42923] 1.00 42,938 50,866 |. 7h
Zed £4,000 ,
81,500) |. 00 81,506 132,366 2,04.
26 166,000
'ez95a, loo | 158,780 |ZZ1 116 Te3
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
@ PROSECT CRCSS GATES Complex . Jon NO. ZBEBS
| ROCATION. AUILDESLAND, ~ we paATE 5-30-72
TYPE OF CALCULATION Peroee DEVELOPMENT sHeet © of /03
EBLEVATION-STOZAGE Cugve . COMPUTED BYJS/EL
VROINAGE AZEA ES" (47 Aczes) checked sy JM
~
Fr
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RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
prouecT Ceossaares Complen tor na. 2323 @
IH. LOCATION Gui lderland , ALM. . pate 5730-79
TYPE OF CALCULATION Béroze DEVELOPMENT SKEET ©® of /03
ELEVOTION- DISCHARGE Curve - ZI" Berm computen syJs/22
TRAINAGE AREA “ee C247 Aces) cHecken ey JM
a
T
Ss
S
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DisewHArsce Cars. y
& a
T T
Us
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iT - i I i i L I it
252 753 254 25 256 7 256 £59 ~ leo
ELEVAT Ion) CFEET)
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
r PROJECT: _C2OS5647ES ComPLEX yoB NO. 2828
LOCATION: Gyitpeelanp.~ phy. : DATE:_5-30-7D>
TYPE OF CALCUL ATION: SHEET 29 OF _/O3
WORKING CURVE COMPUTED BY JS /2ee
Form BEFORE DEVELOPMENT- Deamade AZEA"B (47a.)JCHECKED BY _JM _
TAILWATER ELEV.= HLA,
DISC. STORAGE FOR At= 0.26 HRS.
ELEY. Qe Se /2 Se/at 52/At+ 02/2
CFT) CFS Ac. Ft. |CFS-HRS. CFS CFS crs
252,50 0.0 0.00 0.0 0.9 6.0 0.0
253,00 1.0 0.18 2.2 9.5 &.8 9.3
253.50 3.7 0.60 7.3 1.9 29.62 31.1
254.00 6.5 1.17 14.2 3.3 56.8 60.1
254,50 9.4 2.00 24.2 4.7 96.8 161.5
255.00 12.3 3.04 36.8 6.2 147.2 153.4
255.50 15.2 5.20 62.9 7.6 251.6 259.2
256.00 21.1 teat 89.2 10.6 356.8 367.4
PROJECT
a LOCATION
2 Y@, FLOOD BOUTING- DZAINOGE AZEA “3
INDICATION METHOD)
( STerase
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
CResSsSsGaTes
GUILDERLAND,
COMPLE
Ne
TYPE OF CALCULATION BEFORE PEYSLOPMENT
jon NO. ZOD8
DATE 3730>72..
sheet 3° oF 123
ComPuteD Byis/ee.
cueckep ay—SMf
we | INE ON |eroeace | ourciow mel INFLOW | oroease leuterow
H2s.f I TPH] Oe | ues.] 5 TZ ft | oO,
C.F, | oF So | CFS. | c.ns. ck { o25,| 265, | 229
8.00] 0.00 We] |. 52
0,00} 10001 | o.o001 ZIL| 4B0 [ O46
8.2%) 0,002 12,00] 2.9 |
0.003 10.0034 Jo.coe4 4017.94 | oa
8.50] 0,003 12251 4.28
0,007 )0.01| |o.caiz 3,45 10.65 | Lis
BAS ;0,cC1o 250] 2.62
0. 01S | 0.025 jo.eas Z.ts [they pf-27
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0,028 }oa:7 |=.005 1.31 [iiss 128 @
9,28 (0. 02 13,00) §,02Z
0,035 |o.077 \e.008 OB PSIG Y1-2S
980} 0.04 1325 0.76
0.045 loil4 fooe 0.68 }10.6) | L1e@
9.73 10.05 13.50) 0160
DCSE benSt $o.017 ©. 56]|10.01 f log
1I0.00| 0.06 13.761 0.52
O,OTO\OTO 10.023 0.449 19.4) |J.0!
10.251 0.08 14.001 0.45
O09 S| c-282 [0.082 0.431883 |aas
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0.125} 2.277 | o.o4l 0.29 | 6.27 [0.89
NOTE OO, 4 14.80} O,27
Q, 1GO| 0.496) 0.053 0.361 7.74 1583
11.00), 1B 14.75] 0,25
O.Z1S | 2.65Bj 0.071 0.34 | 7.25 }O78
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0,328 | 0.2 |O.008 0.%42Z)/649 |o73 3
W010, 40 1325] 0,21
. 0.96] 1.97 Fo. 0.40 | 6.36 jO.6e8
i 1.75} 1.52 15,60] 2.29
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RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
@ pRoleeT CROSSGATES ComPLex yon No 2828
LOCATION _GUILDERLSHD, HY DATE 5-20-72
TYPE OF CALCULATION BEFOR= DEYELOPMENT SHEET 3!. o¢ /03
5 Ye. Fleoo BouTita- pesileee azea "8" computeo By JS/e.&
CSToR4ée INDICATION METHOD) "Giiveken! ay ~
awe LINFGOY leroeae | ouretow-nme | IM EEOYY | otonsat |eutetow
‘wes.| EP] Op Jues.| I I |Flat%e| op
C.F.S, 4) 6-59, CFD. | CFS. C-&S. | 6.65,.| 2.69. | 2.6.5.
8.00) 0, c22 " W5] 424
2,0025|0,0035 [0.0004 7. G0 | 12.04 | 1-34
18,25) 8.007 12.00] 10.95
0.01] [0.0141 }O-co1s 11.461 27.16 | 2.49
8.50|0,0 14 1225} 119 7
2.021 10.034 |oco4 7 S| 29224 3.41
8.15) 0,075 250} “7, ZZ
0,Ci4/0.074 | 2,008 .7é |SBLES FY B7T ] ®
9,001 2.0G i295 4,47
@ O.e7S]o.14) loos 2.66|31.5¢) 374
9.25} 0,09 13,001 78S
0, 16f10.781 |oo7s ©. 13032 | 3.60
9.50) 0.12 13.25} 2.14
0.122 lo241 | 0037 1,92} 7864] 3.40
9.151 O15 13.50] 1,69
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10.00} O. 12 3 | 1-44
0: 200 10,61% [0.067 12s 124.99] 2.94
10.25| O.¢¢ 14.00] [775
2, 2E5|2.g07 | 0.084 iZ2O |2@3,2512.73
1050! 0.29 4.26) 1.14
0.340) |.C69 10.114 Lio | 2.62} 2.53
hO.75 | O.39 . 150] | .05
0.450} \.2%6 |O.150 f,02 |7ot] [t34
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0.60 11.85 O10 O.95 | \8.9Z 4 2.17
1.25] 0.69 15.00] 0.92
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2.6914.) | 2.53 0.83] 1626 | 1.86
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RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT CROSSGaTEeS ComrPlLex.. jon wo. 2028 e@
ROCATION GUILPELewD, Pe a DATE £-30-79
TYPE OF CALCULATION BEFOZE PEYELOPMENT SHEET 32 oF /43,
10 Y@, Floop RouTWa- DEAIHAce Agea "B” compuren ays/22
( SToRs6e IHDICATION METHOP) cHeckeo eyo
pie LIME LOM letozce | oureLow|/mme| UPON | eroease JouteLow
wes.| "E rae A o HES. I T Sef tOes, Oz
C.F.5.] oF | GAS. | cms. C-RS | 6.7.5,| ces. 12.59.
8.00] 0.00 its! 6,52
0,005 |0.0050| a.000% 11.67] 1a.50] 2.44
8.25] 0.01 12.00} If, 6 t
0.2015 10.0145]0,002% 17.¢6o| 3.%] 296
8.50] 0.02 12.25 118.38
0,03 |O.047/ 0.005 14.81] 44.75| 5.02
815] 0.04 12BO} 12,24
0.07 | One Jo.oiz 9.05] 48.82) 5.4 |
9.0010.04% 1275] 6.86
O.bf |a.21o]o.073 5,62 | 49.03] 6.43 | 6 @
9.25 |O.13 13,00} 4.38
0.16 [0.25 | 2.04 3.83 | 47-42) 6.28
9.5010. 18 1325} 3.28 -
0.41 102,62 |o.06 2,94 | 45,091 5.05
9.791 0.722 13,50] 2.59
0.~@$|e71) loos 2 .40| 42.441 4.79
10.001 2.27 B17 | 2.21
0.31 10.94 | O.10 2.07 | 29721 4.53
10.25| 0,44 i400) 1.92
0.40 11-24 | Od 1.84 | 37.03 [4.29
1050| 2.45 14,25] 1.74
0,53] 1.64 [0.18 Log | 244414.02
10722) 0.60 14.50) | &
O.67 (218 | 0.273 1,56 | 33.54 13.94
ioe] 0.78 1495] }. Se
0.93 |1.85 [os 1.46 |21.0@ |2.70
Whee] 2.07 15.00] 14s
1.40/3.94/0.42 1-3@|28-72 12.41
L650] 1.73 52>] (.3¢
1. 1,28 |26.4913.14
S50] [25
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
prosectT — CR OSSGATES ComPLe.% sow no. ZO9&
@ wocaTiok «= GUILDERLOND, Now pate 5-30.572
TYPEOF CALCULATION BEFORE. DEVELOPMENT SHEET 23 og (03
25 YE. FLOOD OUTING DVAINSGE Agena “5 COMPUTED i
C STOR46R INDICATION METHOD) checkeo sy JM
nue | INFCOW letoexce | ouretownme, INEEOYW | erozice louretow
Paes.) 2 EZ Pete) oO, |ies.} oT T jah! op
CFS.) FS | CES. | 27s. CRS. | ¢c.F9,/| 2S, | 6.59.
8.00} 0,00 W5] 9 .To
: 0,010 |D.0100 10,001} 17.3¢6(27-47 [3-25
8.22] 0.02 \z.00] 25.02!
: 0.025 |0.0229 | o.c03d 26,19|604(| 5.56
B.50}0-.0% 1225 | 27, So
©. O48) 0.2783 0,008\ 24,05|66.90} 6.98
G15) 006 : 1260} 1,74]
0,095 | 0162 [2,0 1% .42| 73.40] 7.43
g,0010,12 \2.7%| ta. Zt
0. [66 | C-Bio | 0.033 8.37 74.24) 7.50 a
@ 9.26 )0. Zo 13.00} 6.22
0, 2236|0.F12 | O285 5.70 |72.3¢ |7-37
9.60|0,27 13.25 4.86
0.311077 | oos 4.27 | 69.41} 77-16
9751 0.34 1350) 2.36)
0,B7| 1-0@ | o.t| 3.58| 65%!6.5
10.00| 0.40 13.78 | 3.30
0.48) 140 fois 3.08) 62.13 | 6.64
10,251 0,50 14.00} 2.36
0.89 | 1-84 | o.20 2.74 | 56.23}6,32
10501 0.67 14.25] 2G!
0. 78 | 2-42 | 0.26 2.51 |4442| 595
107510. BF 14.50] 7,40
l.o3 $319 [0.34 2.22 {20-19 | 5.60
lool ?, 16 i475] 2.24
136)4.22) 0.45 2.18 \ 47-37) 9.21
KB.0Of 2.1
2,08.| 5.86) 0.62 ‘12.03 [44.13 | 4.%6
W180] 2.57 1528] 1,98
ue 5
6.14) (137 | 1. 2@ 1.9) | 41.08 }4.66
W151 9. Jo 15,50] 1,86
iy
wt
n
~O
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING BITE ENGINEERS
PROJECT S2OSeGOTES ComPLexr Jon NO. ZOPE ®
LOCATION §GUILDERLAND, ion 4 Date 4-2Q-72>
TYPE OF CALCULATION BEFORE, PEYGLOPMENT SHEET 34 of /E3
JOOYE, Floop RouTWG- PesiNace azea “B" computep By Js /2e
( STORase INDICATION METHOD) cHECkED sy vf
Tie LINE LOM presse or Unidad STORAGE louTFLOWw
nes.] I ZF Peet] oO, fues.| x TI [ft '} o4
€-F.5.| ofS. | CFS. | ces. CFS |c.°.5,] aes, | cas.
8.00! 0,00 U1 SG
0.015 |0.0150 | oD01e 27,14| 42,02] 4.63
8.25| 0.03 \2.00] 29, oF
6,240] 0.053 | 0.cOG 40.492) 78.9\17.82
&5010.05 12-25 142.75
0.078) 0.122 loos 34,45] 105,54) 9.63
E1510, 10 12.80) 26.15
O16 |O.%Glo.os 29,06) 115,97} 10.25
9.00) OA. ZO \219} 15,596
0.2 10-4%|0.05 12.07 118, 87}10.237 | @
4261O.2) 13.00} 10,18
O. 37 | O.8h | 0.09 6.98 | tlp.44 $10.29
9.60/0.42 1325} 7.62
2.48/1.20 | O13 6.93} 113.95 ]10.f0
9.75 |O. 52 13.50] 6.23
O.S58) 1.65 } 0-18 5.59 | (09.44| 9.84
10.00| 0. 63 BH] SIS
O. Tl | 218 |} o“s 4.8 | | (0441 | 9.56
10.2510,78 1400] 4.47
0.921|2.87 |°-31 4.298) 9913} 9.23
jono| [.0£ 14.25| 4.08
1.221278 |o0.4\ 3.9! |9281 18.86
1o75| t. SF 14.50] 3,74
1.60 1}4.97 | 0.53 3.62 | 86.57 | 6.49
iLoo| t-8B1 14.75} 250
2,15 |6.59%) 0.74) 3.40 | 22.46] 6.14
1.26} 2.48 16.00) 4.29
3.25"| 9.13 |o.9e 3.17 | 78.511 7-79
4.89] 11.74) 2.05 2.99 |\7a90 (7-45
RAYMOND KEYES ENGINEERS, PC.
CONSULTING SITE ENGINEERS
r pROJECT CROSSGATES COMPLEX JOB No CDS
—--——.--LOCATION- GUILDERLAND, HYG DATE 5-30-72
TYPEQF CALCULATION ~BETOZE WPEVELOPMENT SHEET 25 of /02
Summary ; COMPUTED BY JS/Ze.
DRAINAGE AREA "A' (247 Ac\t VRAINAGE “AtEA’S (ATAc) cHeekeo py. ‘4
CONVEYANCE
RECURRENCE PEAK PBUNOFF (cS) STezaee Voume (Ac. FT}
“ANTE evaL Ages “s' SEA“ total azea"s aAvea’ me! Tome
Zveoe 24.%° 1.28 aBe2h 240 223 O63
% YEou 73.28 S75 Thi O.B82 0,62 \. 44
1O Yeaz 35.81 542 101.24 {.42 O.8b ZAS
: 2 Yeou V3i.27 150 (338.77 2.32. LAG 3.128
\oc Yeou 6467 1027 176,04 5.00 Z.35 7.BS
prouecT_C EoSSGATES COMPLEX.
vocation Guilderland, N.Y).
“TYPE OF CALCULATION Afidr Deuclopment -
.. HYDROLOGICAL CLASSIFICATIONS
— CeomBineDo DeainaAce Azza (B27 AceeS)
RAYMOND KEYES ENGINEERS, P.C.
SONSULTING SITE ENGINEERS:
jos no. 2838
DATE 5-32-79 |
SKEET >@ of 202.
COMPUTED BYS/ZE
CHECKED BY aM.
_- » OQOLASS ACRES doredhe wits: we've: wien Siceeth
Hypeo | en AREA EeNnCA)
OPEN UA Bo 20.62 BO IB.
_ : EB ei 340-3 :207,40200.. . |
¢c 74 25,10 .| [857,40 2.
wee Dd Bo 9.50 T69100..0 202
At 3E28.98
RESIDENTAL A 57 37, Oo 2109.00 .
S 72 24,68 2496.46
Cc 8! &. 28 508, 68
D Be =
. 5114,64
_WoerpeED A. 26 45.18 1!29,50
— 55 12.14 667,70
a c 70 7.28 5O9, Go
_ D 77 13, $0 i008.70
pa , 32/5. 50
Business A &9 47.65 4240.85
OMMERCIAL B 92 28.09 2564, 28
oe 4.40 413, Go
8 95.10
D [95 | 22-88 | 3e _1 2,333 63
TOTAL 327,00 22, 392,95
nen CON = 22,39295 _ 63,48 >.68.5.
227
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
___ LOCATION... .<au
TYPE OF CAICULATION “AFTER. “DavBlorHentT ___
STeoeM TRAINEGE WATERSHED CHARSCTERISTES
ComBINEDIpeaineceE AEESS_( 327 Acegs
son no. 7838...
DATE_3-32-79
SHEET DU. of £23.
COMPUTED ays /22
CHECKED BY aM
Jo Mees Ronere 0
aa (P.- 299% :
a Qe. Boz —p+.59 = 0,57
= . CP-.29)%
. Ne. We. = Pres. = |, O85
qoie af ae § ongeyt =
a lor. B.o.= P+ 25 =. 1,40
25> NR. EB. o,=
_ JO@YR Bo,
327 Acees = 0.511 Sg. Mi -
6385
ZEBS - : WHERE FP lb DESIGN RaINFOLL In IKHES for
3.10 Z 510,256 00 Te, StoRM PeaQuedcy
4.25. RECURRENCE INTERWaLS vem «4 24 Hom
4,90 . TRIZATION. Fem TEcHHiea. Papae He 40
3.9 , wee MOT 1960, 0 22
2.00
(2 8@, -102 4,599 wreee C= 68.5
wWHswe P= 72.85,924, 599
WHERE P+ 4,25,9:4,597
were Pe 4.90.5: 4.599
= g, 59 ___ Hire, Pt 8.90,5> 4,599
RAYMOND KEYES ENGINEERS, F.C.
CONSULTING SITE ENGINEERS
PRosecT C@C4E&SG4TES COMPLEX JOB wo, C&23& @
_ LOCATION GUILDERLAND) WY. pate 4-30-79
TYPE OF CALCULATION COMPAZATIVE ZUHOFF BERoRe é suet BE gp 703
BPTER PEVELOPMENT ayo SUMMARY oF COMPUTED ayis/ee
REQUIRED STOws.E yvouumEes creckeo py VAP
TIME OF Somcenteotion Ct)
Berore PEVELOPMENT - 1725 Hes.
AFTER PEVELOPMENT - 1.25 Hes,
BEFOPE DSEVELOPMENM
“TSTOL
FREQUENCY DRAINAGE AZEA “A” PZaINAGe AREA “ei Vous
IRITERVAL Buvore (IN) Ares (hc) VolLUMt(acFh) gusorr din) aves (4c) Volume (ac Ft) (S85)
axe. O.al 261 6.90 Ol4 - FT 2.55 A5
BYe- 0, blo 14.69 0-38 1.49 1618
1oYe. 0.94 20.9) 0.59 231 TALE
22%2. L3t 29.18 O81 3-41 BAe
1\ooxe. 190 43.0] - 1.38 541 4402 @
AFTEZ DEVELOPMENT APPITIONGL STozAeE
FREQUENCY GOMBINED PRAINSG@E AZEOS RENCE
INTEZYAL—- BULOF CIN) AREA (Ac) YoulMe(Ac-FT) Ve Lume Cac Ft}
22. 0.57 B27 15.58 8.08
52. 1.08 28.G\ 12.45
iO 12. L.4o0 28.15 14.93
2Byxe. 1.65 5O4| 17.85
oor. ZIA 40,58 Z1.56
SUMMARY
BEFORE PEYELOPMENT AFTEG, DEYELOPMENT TeT4e
FRECHIENMY CORYETAHCE STOLASE ADPITIOHSL STORAGE PER. Steace BEQueEP
INTERVAL Youume Cac.FT) Votume CAcFr} YoLume (Ac. FT)
aye. 2.63 8.08 eal
5y%e. 1.44 12.45 13.87
1OXR. 2.28 14,93 17-3! e@
ZEYR. B.78 11,85 21.63
\ooye. 7.35 21.56 ZB4!
CONSULTING SITE ENGINEERS
prosect CEOSSGATES ComPLEx
LOCATION Guilderland, NY
"Type OF CALCULATION After De uelopment
HYPZOLOGICAL CLASS|FICATIONS
V2@ ActE PROWASE AZEQ TO DETENTION Fonm We. 1-
RAYMOND KEYES ENGINEERS, P.C.
jos wo. ZB3BSE
Date 5-20-79
SHEET 3D oF 03
COMPUTED BY ssf te
CHECKED ay JM
CLASS AceesS
Hypeo | en AREA eNCA)
OPEN A Kr) 11.9 464, |
. eB G) 2.8 170,8
< 14 20,2 1494.8
| we) Bo 46 268.0
2497.79
RESIDENTAL A 57 IAs Plpdasd
i=3 72 @.7 482.4
c | gl 1B 145.8
D BG - -
1739, 7
WooPED A, Zé 2Za% 522, 5
@ - oe | BE 5.8 B19,0
— eS 70 2.2 154.0
D 717 13,1 1008.7
72004,2
Business A 89 -
ComMeEzciaL &B 92 ~
lon 94 -
D 95 =
TOTAL 109.5 C2@41,6
OFFSITE CN = ZAC _ 57
1095
| cn feécers sven] cua)
Os (TE DeyencemssT | 48 | \o.5 161
COMBINED CN < w24l.& + \@r7 < 2.4 _ G4
109.5 + 165
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS:
PROJECT Coss ATR Ceompuay : JOB no. Z6Sh @
| LOCATION <SulLmeeranp, NY . Bate S- 30-75
TYPE OF CALCULATION AFTEG “Development SHEET 40 of /O3
Steen “ORAINAGE ~watsersHem CHaRscTaR istics - COMPUTED BY wee
\@G Ac. pReinese = ABES To DETENTION POND tbl cueexen gy SM
SRES= 126 Acees = 0,197 Sq. Mi,
CH = G4
ca = 7.85: “WHERE F 15 De8SQH RalNraLe iW INcHES Fa
Fe = Ba. BBIO,ZEE 0D Ye, stomm HeEmuedey
Pe * 4.25 CeeuRREHCH INTERVALS CER o 24 Ho
Pe, * 4,90 PUZSATION. Fem Thertical pups He do
Feo 7 3.90 May in6!.
Te = a.75
Tt : ©.00
SSS, -3102 5.675 weee cn a4
Mass Runcoer
tve. Box PSS = 0.41 WHERE Ps 2,85,525, 625
Sie we: <p as = 0.81 WHERE P+ 3.90,9:5,005
loYe. Boe <-280 = i,t2 WHEZE © +4.255:5 G7
2>YE. Bo, —— = 1.52 wees P24.90,5: 5,675
roere wee “SE 2 2 ig mee Pr 8 90825255
CONSULTING SITE ENGINEERS:
WY.
———prouecT.. CBOSSGATES _CommPLlen
LOCATION GUILDERLAND, ....... “
TYPE OF CALCULATION QFTER DEVELOPMEN
Ze. tNFLlow pYpwoezarPnh (Cus ¢4) TAsuLAR METHOD
MGACDPRAINAGE AREA TO DETENTION POND No. }
RAYMOND KEYES ENGINEERS, P.C.
son wa. 2O2B__
daTE 45-30-75
SHEET 41. of /23
COMPUTED BY sfek
JH
CHECKED BY
oa 8. LFS \HELoOw
Time Te 2 O15 PA OFT HYD@Oac4PH ss
Hes. T= 0.00 Boz 0.4/ Co.F.S) HoT es:
B.0O Q.00 O,.Ost o,00 s
6.25 ONS 0,01: @ Tasurse pischaeses
O.35 0,03 FROM TSc “TECHNICAL
0.90 0.07 NOTE - ENSINERZING
1.70 O14 UO-ZO 5 Pas 1O-th
aI1e o, 24
3.15 Oo, 340
4.80 0,39
5.90 0.48
1.30 oO, 59
9.40 Oo. 7G
2,50 4. ol
{60 135
C290 1,86
BRD 2.86
130,10 io, 24.
30610 14.79
BehAlo 29.4.9
21650 22. OG
93.40 {5,47
134.60 10,90
91.70 7.94
14.50 G,c4
GON0 4,92
F040 4,08
4370 32,54
3% 40 2,19
26,40 2,95
34,10 : sy _27¢
2000 0 dla 21 BD .
30.00 ee ete Bt AS
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS @
__ prowect._CROSSGATES _ ComPlLen jos NO. 7OSB_
LOCATION GUILDERLAND... ... Ce Op DATE _ 9-20-72...
TYPE OF CALCULATION OFTER | DEVELOPMENT... sweet 42_ of 403
Bove. iNfiow Hiemeemard. (CH= G4) TAmILAz METHOD cOomPuTED 8YJS/CR
\V2GACDEAWAGE AGES TO VETENTION POND No. |. énecnen: previ.
oe LSet Li IRELOW. oo
_. Time Te = ons pas O.197 . HYPZOGRAPH __
Wee, Ty = 0.00 Bo Oo. B/ . COnS) .-. NeTESI:
_.. .8,00 O.00 DNGO .. oe
i--. & 2S O18 : O,O%: . _@ Tawurae pischazaes
i... 8,50 O.45 a O.0@ _. peom tse TecdnicaL
6.75 0.90 OO.) 4 _) Hore- enaieezna
9,00 L7O . O,Z27 .. vo-20;Re lonts.
5 9.25 2.10 0.43 :
he 950 3.15 0,60
9.78 4.Bo O,77 cee
i (10.00, BD, 220, 24. @
NOR 130 |, @7 . Lec ee ees
i 10,50 9,40 1.50 :
‘40,78... 12.50 . . . 2.00 2.
Eb Whee {6.10 . . 2,67 .
We 2290 3,66_.. agar exe
| ALSO 3420 5.65 a
i STB. iaate Zo,8@
_¥%.p0 20610 43.976
1225 Beto 58,26
1250 Z1B5O 44,56
yeas 19340 30,94
oO 134.60 21,54
1.25 97,710 15,63
_.. 1850 _ 1450 thag2 a
LL: 375 _€ono | oe yt 2
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
| Sprosect... CROSSGATES._Comenenx son no. 2238 _
LOCATION GUILDEULAND, 2 AM. DATE 5-30-72 |
TYPE OF CALCULATION SFTES DEVELOPMENT... SHEET 44 of /03
1O~e. INFLOW dN emoemaPd { Cue64) TABILAR METHOD COMPUTED ay u3/22
196 AC PEAIWAGE AREA To DETENTION FOND Ne. | cuaexen ay...
. oe Se ee ee
Time Te 2 ONS. DAT O97. 22! WYmoaRerH ee ee
Hes, TT = 0.00 Boz 1.12 | _. Coes} > NoTEeS: _
/... , 8.00 9.00 ° Oct Glccpe: seg O PHONO pat sre corcrrrrmermnauaucemcomen |
we = =8.2% O1S oo A488 ® Taducae precianaes
‘| 8,60 o.35 Ce ne CO, OB... RROM Tec TTRCHICAL
8.7% 0.90 . 2 © ,8O2_. HerTe- enaencenins
E 9,00 ie) an we ee Pe DB 2 VERO; Pea lO-)
9.25 210 OC .o%
i . ORO 3.75 ; | 0.83 ..
_ 975 4.80 ae Se 2X
-@o00 5.90 op he RO
_— 10,25 1.30 -. . . §.Gd -
10,50 9.40 - ; 2,08
—.. 107%.. 12,50 : a _...24.76
i 11.00 16.70 was Bre9Q
fo Wes, 2.90 - ones oo oon A ge oan Se
. L565 BRR 7.80
2 WNIB 180,10 woo. 6. . 28. 7B
12.00 § 20610 . 67.65
1225 Bet410 . 80,47
12,50 21850 &j, 55
78 19340 . 42,74
13.00 13460 J fe 29,75
13.25 31.70 es 21,59
Ee ASO 1450 » too Lew FF 0 oH
Lo BIB ONO
1400. 5040...
_ 425. Awe. . -2!
B40
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT. _CROSSGATES Complex jon no. CESK @
“LOCATION GUILDERLAND, 8 LMG BATE 2° 30-72...
TYPE OF CALCULATION... AFTER _DEVYELOPMENT___ sneet 44. or 493
25 Ve. WRLow UY PecezaPh. (CnC edLag METHOD computen BYJS/E2
(26 ACDRAINAGE AZEA To DETENTION POP No. |. cnecnen py.
com fo} : ij
a AY RO LAB JAWELOw, - ___. met in eee
(Te FOS 2 eae O97. WY peoerary
Tr = 9,00 B02 162. | CO.FS) HOTES
2.00 0.299 On DO. i be be ce
OA .. OF, 08+ | ®tasurae piscHaeses
O.35 a Ou fd. Foy Tee TectMiCAL
0.90 0,27 RoTe - enemEzeZins
17° o.51 MUR+20 5 Pye lo-tt.
L10 O.8{
-_- - 215 | i
L918. 4.80 1.44
ee BIO 1, 7G... — a
1.30 2.18 @
9,40 2.8]
2 NOB. 12,40 2.74
i Veo) 61640 4.99
1 _LIVeS. 2290 6.85
150... 3420 10,558
NIB 1Bat0 | 38.70
1. 12.00 _' B0al0 91,52
LW N22. BAO. 108 ,8
=. A@5O | 27850 F227
:, 1275. §9R40 £7,83%
TAOO 134.60 40,28.
1325. 1IO 29,24.
: 22,08
. i
L
@....:
LOCATION GUILDERLAND, .
TYPE OF CALCULATION SFTER DEVELOPMENT -
loo Ye. INFLow WYpvoersrd ( cH4) taeda METHOD
126 fe PRAIHAGE AEA To DETENTION POND Wo. |
CROSSG4TES
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENZINEERS
COMPLEK
AM,
Lon jos wo, 2233
oe DATE. 5-30-79.
sweet 45° of /O3
COMPUTED pyis/ee
CHECKED py..1™
eee eh LFS ..
Time Te * O15 Pas O19]
Hes. Tr = 0,00 B.o= 2190
8.00 2.00 O,4r%
8.25 O15
B.5° o.35
8.15 0.90
9.00 1.7O
25 210
450 3.75
9.15 4.80
@ 10,00 5.90
10.25 7.20
10,50 9.40
10.75 12,50
1.00 16.10
eB 29°
11.50 ARR
Le 130,10
2.00. 20610
1225 364.10
12.50 Z1B50
275 19340
00 13460
13,25 9770
13,50 74,50
{375 60.70
14.00 O40
(425 4310
™. 14.65 39,40
~ 1455 2,40
1500 24,10
| 1525. . - 32.00
1550 3a.00_. 7
HYPZOGRSPH ates
{NRLow;
Cco.FS.) HOTES:
aoao
O.06 *
O15
0.29
0.13
|.20
|.60
210
2.54
Bi
4.04
3.238
RAS
4,85
\5.20
56,00
131.60
156.60
19:80
83.20
5140
42.00
32.00
26.10
2\-1le
18:80
lé.40
@ Tamuwaz piscHaZses
FROM TS TECHNICAL
NOTE - ENGINEEZING
WereO 5 Fae Ion il
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS s
prosect §=§ CROSSGATES ._ COMPLEX __- _ Jos wo..2828
| TecATION =GUILPERLAND 2. 0 NM. DATE 5-30-72 _
TYPE OF CALCULATION AFTER DEVELOPMENT . sMest 4G oF /23_.
ener STOBLGE WMolltMES COMPUTED syis/2e
VETENTION Fonp no, 1. CHECKED py -—*t.
STOBAGE VoLuMES
| AVERAGE
Agee trees | vouume cer reo | ate ey
SLEey. | AREA Cheoe' Fee)
216 202,000
. ZOB, 250 ed 416,100 | 416700 9.57
218 Z\4,70° ; :
: e@z1on0 | 2 442,\00 |B58e0o | 19,12
2B0 2274.00
2ra150 @ 461,800 11326200 | 30.45
282 £40,100
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT «=CROSSGATES COMPLEX Jos no. 2838
LOCATION GML DPERLAND, Woy Date 5-30-75
TYPE OF CALCULATION AFTER DEVELOPMENT sneet +7 of /03
ELEVATION - STOCROG4E cay ee COMPUTED erus/ee
PETEWTION FPoHD wo. 1 checked py 4M
B0r
i
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RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS @
PROJECT «= CROSSGQTES ComPLEX jos No. 2855
LOCATION GUILDERLAND, not DATE 5-30-72
TYPE OF CALCULATION AFTER DEVELORMENT SHEET 4& oF /93
BLEVATION- DISCHARGE CHeVE~ i2"CMF compuren py JS/e2
RETENTION FEND Ne. | cueckep sy ~4
Bor
%.5 &
1.0
C¢.F. 3.5
Te
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DISCHARGES
ELEVATION (fF eET)
RAYMOND KEYES ENGINEERS
CONSULTING SITE ENGINEERS
Ceossaate
GUILD EZLAND,
ULATION:
WORKING CURVE
4ETER DEVELOPMENT
COMPLEX
WLY.
PROJECT:
LOCATION
YPE OF
> PC.
JOB NO. 2BD&
DATE:_5- 30-72
SHEET 49 OF 103 _
COMPUTED BYJs/Fe
CHECKEO BY _ JM
Form DETENTION FOND: No. {= 2c MP. piscHarce
TAILWATER ELEV. = _ NLA.
oisc. STORAGE
ELEV. Oz Sez 2/2
CFT.) CFS dc. Ft. |CFS"HRS. CFS
FoR At= 9-75 Hes,
S2/bt
CFS
S2/At+ Op/2
CFS
276,00 0.0 0.00 6.0 0.0
276.50 1.3 2.32 28.1 0.7
277.00 2.5 4.75 57.5 1.3
277.50 3.7 7.21 87.2 1.9
278,00 4.7 9.57 115.8 2.4
278.50 5.5 12.05 145.8 2.3
279,00 6.3 14.48 175.2 3.2
279.50 6.9 17.17 207.8 3.5
280,00 7.5 19.72 238.6. 3.3
280.50 &.0 22.40 271.0 4.0
281.00 8.5 25.20 304.9 4.3
281.50 9.0 27.68 334.9 4.5
282.00 9.5 30.45 * 4.8
Ge,
ied
0.0
112.4
230.0
348.8
463.2
583.2
700.8
831.2
954,4
1084.0
1219.6
1339.6
1473.6
0.0
113.1
231.3
350.7
465.6
586.0
704.0
834.7
958.2
1088.0
1223.9
1344.1
1478.4
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
PROHECT_._. CROSS GATES ComrPlLe x sos no. ZO76 _
LOCATION @UILDPERLoWD, ss NO _ bpaTE_ 3-30-72 |
~ TYPE OF CALCULATION AFTER PEYELOPMENT . SHEET 50. of £O3
2 Y@, Floop SoutiNa-I1ZG Acke TZAINASE ACEA COMPUTED syas/ee
TD DETENTION POND Na | (STORAGE itpreaTioH METHOD) cHeckeD py Mt
me | INE CON lerogace | ourriew|rme} UN FEOMY | cropace loutrLow.
wes. ZX Peet] Ce fues.d a ae ee
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J. 18.00] 2 oe ved. UG5] (a54p OL Pa] a :
e.00Slecesop.000;] .} 2. .JIRG1. 1.33238.) 2.38 | -
8251 OOF . |) fool 24,79) re es ee .
: ©.020]0.¢249 }0 0ad3 . Sti4& | 60,04 | 0.69
J. 18501 0,03 . _ Lo, (W225 | 29.49 ee
2.050 10,0746 }d.00} 26.03| 95.38 | 093
B15| O ,o7 1250} 22, 6G
as 4q ONOS 10.178 $9002 . FOZ. | 0552 | dO.
-.. |@oo] O14 . 2761 15,67 en eens eens Oe
sade: he O.ABO 10.354 $0.G04 . f'B29 4d Ms s2) 83.) @
19251 0,22 . boc 1 a7]... | ee
en 2.260/0.613 10,007 3.4) | 123.70] 3.41
_. a. 19.60] & 2° 13-251 7.9 | . . .
ade. O-245 | 1.581. 10.018 SB | 12077) 1-45
9.73 | 0,2 13.501 G,O4 . .
. . e428 11.968 $2,923 [ .. 5.48 | 133.29] 259
_. }foool 0.48 13% | 4,92 -
~ t. 2.536 |e43 Jga2z9 4.50 | 136279] 1.54
10.28} O49] .. 400] 4,08]... J...
__ O67 13.125 [3.036 _! BiB] 39 S6) 2.56
: 1050] O76 _ , 426] 2.54
BAP}. de.
' wu | B.08. | 4658 59
2.98) 2... .
i 2.86 | 4323 | 460
2,76. ee
—LIS_
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING BITE ENGINEERS
ROIECT..... CRLOSSGATES CoeomPrPleA_
Oi GuUILPERLAND, a > ps —_
TT PE OF CALCULATION AP TER PevVELOPMENT .
5 Y@. Floos eouTiWG- [26 4c@e YRAINASE APEA
TO PETENTION POND No. | (STowsae InpicsTiION METHOD)
Jon wo.ZO2 __
DATE.2 30-72 |
sHeet .S/. of 203
comeutep Br Js/EZ
cHeckeo py 1M
rive | INECO™N leropsce | ouretew/nmeL IH ELO | ctoease loutetow
ues} “Z PYatH| oO, [ies] 2 Tat Oz
C.F.5.| oF 5. | CFS. | Crs. ors. [ o.65,) 42Fs. | 6.65.
8.00! 0,00 . . Jue] 20.82) ° . eae :
0.910 fo.c100 | 0,000) . . B90! 64.65 | 0:74 |
-. ,JB2>} 0,02 _ 12.00/48, 93) . . -
0.040 }0,0499 | 0.0008 53,62 | 117.53 | 134
8.501 0.0% 12-25 | 5B 20 4.
O.100 10.1493 |0.002 S141 | 67.60 | 185
8.7151 0,14 12.80| 44,546,
0.20% j9252 [3,004 . JR77S | 203,50) 2.22_.
. 9,001 0.27 _ N272120,94). _ oe ne
@ ; 2.250 [0.698 |0.008 26.24 | 227.52] 2.46
@ [9.283 0,43 ad. 13.00] 2}. 54, ; x
OBIS 11.205 | 0.014 1B.FA 4243.65 | 2.42
9.601 0,60 13.25} 18.63
2 ee jo,685} 1.876 16,622 13.78 1254.31 | 2.74
9.751 0.17 . 13.50] J) 92
. 0-655 |2.709_10.631. 10.82 |242.89[ 2 $2
10.001 0,94 37581 9. 7/
eee LB) | 3958 | 0.046 . 8.89 | 262.%.| 298
hteves}] 1,467 1490} 8 OG ;
ro | ; LB | 5.532 |o.c84 7.52 1273.61 2.93
| 10BO} | ,50 14.25] G 97
175 } 7.213 [0.093 4. |@.65 | 27733) 296
ho.75] 2,00 14.50]
a oe [224 F948 FOIE Pd
'lLoo] 2,67 a... HAST!
i . B17 254 | 0.14
—_— 15.00)
16050) 3.4
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT... CLOSSGOATES ComPLe x jon Ko. ZOE ..
LOCATION GUILDE@LeND,. __ well Kk. _ DATE_4-30-72.. @
. -TYPE OF CALCULATION AFTER DEVELOPMENT : SHEET $2: OF 493
fOY@, FLOOD ReuTING- !17G Acre TZAINDSE AGES compute ayys/ek
TO DETEHTION POND No, i (STD@AGE. inorcaTion METHOD) cHecwep ey -2"7.
me | INE LO letoewe | oursiew)/nmel PXELOYY lt oroease loutrtow| -
wes.) I “TZ Peete) Oo, fues.| or | FE. Phe) op
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8.00] 0-00) ado. hue] 2B.78} of a
2.016 |o.018010,0002 . 148.20 | 82.64 | 1.62
§.25| 0,03 - 2.00] 67.65) 2 0. ss
2.065 |0.0698 |0.0008 74,0@ | 46/468 | 1.79
&501C.06 12:25 |80.47
OA\4%O 10,2090 10,062 ALOL | 230.69] 2.50
B7510,20) © 1250|@).55
0.290 |0,497 | 3.006 .. [52.15 1279.74) 2.99
9,001 O. 38 . . w2514Z,J4) . —
0.49010. 98; |o.ort 86.25 | 3/3.0_] 3.32,
9.261 ©.Go : 13,00] 29.75 . @
Ons |f:68S [0.019 2S.67| 328.35] 2.55
9.60| 0.82 13.251 21,59
. 0,545 | 2.61 39.030 19,08 | 359.83 | 2.70
9.75| $.06 13.50) 14.47
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10.00! 1,30 ite | 13,42 .
146 | 3,178 | 0,060 ; 172,28 1375.56] 327
10.23} 1-6} iqool fl id].
1.45 | 6968 | &.0g0 10.40 1577091 3.923
14.23] 9,66
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- 17.79 1390.53) 405°
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[16.50] 4.84 ! — :
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; O75) | :
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING BITE ENGINEERS:
hone: evoseaates compre _
—" “TSEATION “ZAUTLPERLAND,
TYPE OF CALCULATION AFTER PEYVELOPMENT .
ZBEY@, FlLoop @ouTinG- 12G@ Seve PZAINASE AZEA
TO DETEHTION POND Ne | (STo@44e inercanon METHOD)
sos na ZODH
DaTE_3=34~-75 |
SHEET 23 of OS
COMPUTED sy IS/ee
cHeckep py 24.
pe | INE LOW; leroeme | ouretow|nmel INFLOW | oreease foutrrow] _.
“wes. | oD | SE Peet] 1, foes] OT EF || 0,
C.F.S,|] oF 5, CFS. | CFS. C.FkS. 0.9, t.FS. | 6.6.9.
8.00, 0,00 |. of. We }ss.90) Fy Soy
O07 |©.0250/ 0.0003] ..].. | 5.2) | 419.94 | 1537
- 'B2s}0.05] | . . PROFS! Ye Pg
: 2 .08010,1047 10.0512 . 1001.9 | 218.76 | 2.37
_. fesolo.11 . wd cane W225 1108.86 | h..
O19 10,2935 10.033 . 96.07} 312 Ab | 3.32
8.1510,27 1282| 83.27
ats C290 10,680 19,408 70.55 | 379.69) 395.
: aoolosr |... ns 2s <3 ts
@ #8 0.660} 1,332 |0,0IS 44.04 | 424.78. | 4.34.
1. 19.26 . 13,00] 40.20}... .
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__._. $9.60 . 13.25] 29.21 |. :
eee 2 3S 3.84] [ 0.04) wu ZS.15 147631. | 4.77
: 9.15 13,50 22.28 Jbl Be
wack ay JS.10 [0:059 |. z Zo.2@] 497 | 487
__ foico = . NST [18.16 .
= 7,01! |0.08) ‘ I@- Gt] 563.50) 495
- 10,25 ee [3-7-0 ee
= 943 30,108 | _. 14,07] 572.62] 5.0]
10.50 . $425 a
: G45 12.43% | 420.04 | $.06
_... or nn an .
i A\LBB. [526.38] 5.10
1.00 wed i ei
{0.84 |S3i75 ] 5,14
~ PL25 ae
et ae 4.85
4-50,
PROJECT __
LOCATION
RAYMOND KEYES ENGINEERS, P-C.
CONSULTING BITE ENGINEERS
NY,
TYPE OF CALCULATION SETTER PEYSLOPMENT i
lOO YR, Floop ouTInNG- |Z Acte DRAINAGE ACES
TO VETEHTION POND Ne. | (STOR4KE INDICATION METHOD)
CROSSGOTES ComPLE x
GQ@UILDERLAWD, wee wee ee
Jos wo. 2028 _
DATE S20-72___ @
SHEET £4. of 403
COMPUTED ay ss/2e
cHEeckeo py —M.
: save | INE CO’ leroge PH ELOW | crease foutetow)
2 aes. Do] US PaerO% I Eldest] 02
C.F.S,| c.Fo, 6.68, C-FS | 6.6.3,.] 2.65. | ¢.69.
8.00] 0.2 56,00 . oe ——
7 2.030 | 0,030 BBO | 185.285 203 |...
825! o.e@ VBL.6of .
lO.1\05 $0,1347 146.80] 330.57] 3.50
B50} O15 156.60 :
0.270 10,4032 : 136.20] 465.27] 4.70
BIS}OBD |. 119.80
2.5601 0.959 lol.BO| 562.07] 5,34
a. .|a00f 0.73 83.20 .
_ OAGS | 1.912 70.55 | 627.28] 5.78
92611.20 51.90 @
es en ee 40 13.290 49.95167145 | 6.08
9.50) \,60 42.00
- {BS | 6.102 27,00] 702371 6.29
9.751 2.10 B2.00
. ZBL } 7.363 29,08 | 725.13} 6.40
10:0012.54 Z6NA0
Z.B4 | 10.118 ZB%0 | 74263 | 6.48
10.23) BA4 Z\70
2.59 | 3592 2028 17564 | 6.54
120] 4.04 28] 18.80
41 | 31.582 . 11.8% | 767.7) | 6.59
1075 | 5.38 16.96
|... $.@.28 | 37.50 _ |@.80 | 777.42] 6.64
voces HLLoo!] TB - \S-Jo
J. |B.B2 | 45.59 i520 | 785.58} 6.63
__ .. [26] 85. . : \470
_JIZAS 1.57.60 J 4.25 | 793.55] 6.71 .
ws0/ 15.20] > fs | 4.05 ‘ . ; ,
— : a= —-]105 | 820041684 bk
&.60. 3 J P : . ‘
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
@nosccr CeeséGATES GOMPLEX®. 0... sos wo. ZBBSE
——"“TSCATION “Guilderland, NAY, a DATE _¢-30-72
TYPE OF CALCULATION ASiee De usloement | -. sneer SS_ oF 703
HYDROLOGICAL CLASSIFICATIONS comPuTED BY IS/2e
24:3 Aces DRAINKGE AWEA. Th DETENTION FOND No. ZAEZE cHeckeo ay VM
OQLASS AcRES
4Y¥YpRO | CN AREA eNncay
OPEN A BS = el 2 wena
B @ 1 ae as
¢ 14 = =
D Bo = -
RESIDENTIAL A 57 = -
6 72 = aii
i 8) _ -
D BG = =
@ wWooven A | 25 | i050 262.5
.—) 55 -
wee Cc 70 Z,50 175,90
a Dp 77 - .
wee 437.5
Business A &9 - -
ComMeeciar & 92 = 7
fe Cc 94 7 >
[mee D 95 - -
| TeoTAL 13.00 "4375
_. . OFFSITE CN = A375 _ 337
preccrie Deees 13.00 7
___ [cn | Aczes Acca CN CAS
“NSITE DEVELOPMENT. 98 01. LLB. LL om A&A.
RAYMOND KEYES ENGINEERS, P.C. @
CONSULTING SITE ENGINEERS
PROJECT. CRs ATED Compra y sos No ZBSS
LOCATION. <muiLT>BRLonD, NY. ae DATE_4-30-72 _
TYPE OF CALCULATION “AP TR@&. “DavVelorment___ SHEET 20. of 02
STORM “DORAIHOGE WATERSHED CHARscTER TICS compuren evJs/e2
24.3 Ac. Tomainese ACES TO DETENTION FOND NoZAPBoueexen py IM
SeES= 24.3 Aczes
CH = GB.G@ ___- copsmrellly mewmrecery ee Be eh
FH 7 7265 _ 5 whee © le Desig BoiFaLe we incHES Fea
Pe = B70 42,510,756 \00 ve, STORM FZRRUBMEY |
Po = 425 CesuRTENC! _INTERValLS eveER 0 724 Hou
Pun 7 4.90 CUZATION. Fle TEerwies Papaa ta do
Feo * 5.20 Mor 146 te a
Te 2 0: 50 —
Te 0.00
S- eee ny, -t0 24.7233 wreee CH= 63.6 _
Masse Cuncrr . .
ere. Roe SE a9 eee 727055057255
SY. Be.: £2.28" = 0.79 WHERE, P+ 370,92 5.7233
eve Bos SEE = 7/09 “WERE P2425 5: 5,702%
eave. woe “SEE 2 ae Tween Plan 55,7053
: 7 OE 2.16 2 ere 2 5.909°57253
mamas OO71k. R.o.F. co Poe oe a
RAYMOND KEYES ENGINEERS, P.C.
@ CONSULTING SITE ENGINEERS
| -prosect... CROSSGATES ComPLlex sos no. ZE5S
lwcATION GurLD&BLAND, NY DATE 5-32-72.
TYPE OF CALCULATION APTE EVELOP MENT SHEET S7 oF 103
2 YE INFLOW HYCZOGRAPH (CNT@ITABULAR METHOD = compuren sy is/ee
24,3 Ac. DRAINAGE AZEA To DETENTION Fen No 2aez8 cHecxep sy 2
Res Ors. R]85, 0 INFLow
TIME Te +0.50 v.A70,086 ESlée typzocearn
H2S Ty tOo Bo.z08e 94 (C.F. 5) NOTES:
8.00 0.00 c.015 2.000 0.000
B.25 0.25 0-000 2004 © TaBuLad DecHarse:
8,50 0.60 2.000 2007 Feo St TEGHNIGAL
8.75 1,00 C.00\l 0.016 NoTEe~ ErsINEEANS
9.00 2.00 2.002 C.0b2 = UYO-20; pqs: 1-8
9.25 3.05 0.002 0.049
A 9,5 4as 0.097 0.068
9,15 5.25 0.018 0.086
@ 10.00 3° 7.02) | OG
10.25 1.80 © CCZe c.f 45
_ 10,50 10,40 ® 0.0386 0. 19{
- 10,72 i290 0.046 0.452
1.20 1Q1o 0.06 0.328
W2s 74.60 0.C® 0.447
I, bo 4020 Ott 0,705
WIS 151L0 OB QADS
I270 010 0,34 6.168
12,26 427,60 0.69 1.08
12,50 21. BO 0.98 4.85¢
12.75 (A,60 1% 3.553
12,00 101,80 1,33 9,037
12.25 7630 41 2.542
B50 .. E030 L4é 7.353
13,75 51,50 1.50 2.263
44,00 . 4470 54 R202
2%, 14,25 40,80 [5% 2.lo4
_ 14.50 37,40 15 2.134
14.76 Roo j.59 2. {0B
1§,00 - 2290 iGo 2.067
15.25 20,50 J. GZ 2.072
ZNO ¥ _. LGD Z.OCt
PROJECT
LOCATION
TYPE OF CALCULATION
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
N
Y
CROSSGATES Complex.
GuilDEBLAND :
AFTEG@ DevelSP Ment
& Y@Z iNFlow UY0ZOGRAPH (CN=@)TABULA® METHOD
£4,3 Ac. DRAINAGE AEA Te DETENTION Fou he -2aé26
sos wo ZERB
DATE. 5-057
Sueet $8 of (03
COMPUTED 8Y vs/ee
checkep gy. YM
. “es. CRs. sega IAIFLow
TIME Te = 0.50 DA=0.038 Lae oS LYDEOGEAPH
H2Zs Tr = 02 £0.=079 * 488" (C.F. 9) NoTeEs:
a: B.0O 0.006 o.0230 0.000 0000 .
8.25 2.25 0.000 O.0C7 @ Tasvrad Decdarses
8,50 0.50 0.000 Acs FRZOM TSC TECHNICAL
a B15 \,00 0.002 0.032 NoTe- Ensiteeans
9.00 2-00 0.004 6, O64 UD-20; pgs: 1-8
925 3,05 0.008 L009)
: 9,50 415 0014 0.138
2 9,15 5.25 0.024 ONTD @
; 10.00 are 2.03! 0.220
10,25 EO O.0AG 0,286
owe 10,50 {0,50 0.064 02379
10.75 FA90 0.083 0.500
vee. ALCO (Bio a.tt 0.653
wes 74.20 O14 0, BA4
_ H, bo 4a20 0.20 L406
u,75 1\5iLo 0.35 4897
“12,00 3040 0.74 12.465
2,25 427,50 th 14,163
12.50 261.0 LBS 9.694
12.15 {2.00 Z.22 7007
13,00 10 LBoO QM S.5i4
13,25 76,30 2.6% 4909
13.50 - 60.30 274 4549
13,78. 51.50 202 42365
14.00... 4470 7.08 4,221
4086 2.93 4154 )
31.40 Z%6 4.082
S500 299 oko
220 3,02 4.007
Mao 304 -. 3.955
t 3.08 .- B.9SDd
= Se ee
-—-——----proseet---G RBOSSGATES Comer LEX ..
vocation CulLDEPLAND,
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
TYPE OF CALCULATION
NW
AFTER DEVELOPMENT
10 YZ INFLow HYZZOGRAPH (CN=@9TABULAE METHOD
243: Ac DRAINAGE AREA To DETENTION Pen hb 22a
tos no. 2828
pate 2-30772
SHEET S57 of 103
comeuten Byus/e2
cHeckep py YM
‘ “neo, CRS. 3, i INF Low.
TIME Te 7050 DAs o.088 E558 LYOROGEAPH
HZ5 Tr O00 Boztog *{Ré-_ (0.7.9) NoTEs:
8.00 0.00 0,04) 0.000 0.000
3.25 o.25 0.000 0.010 @ TasuLac Decwarst
&.50 0,50 0.000 6.021 FIZOM TSC TECHNICA.
&,75 1.00 0,COZ O.C4S Note- Ensiteeand
3.00 2-00 0.206 C089 Ud-20; pqs- 1-8
225 3.05 0.014 137
9,50 4s OO 0.19)
9,15 5.25 0.030 OZ47
@ 10,06 430 O.043 0.204.
10.25 180 0,062 0,383
10,50 10.60 D.0F > 0.515
0,72 20 6.107 0.682
N,00 (to a, id Oo, B&D
1.25 74,80 2.19 [ZiG
, bo 4020 Go Lo24
7S (510 0.47 6.744
{2,00 Fa10 1.0% 17% 198
12,25 ACTED {1.79 [9,482
12.50 Zb1.50 ¢.50 13.322
12,75 {2.60 2.59 9.585
13,00 10h.Bo B23 7.533
13,25 76.30 B55 6.708
13,50 O30 3.40 G1OG
13.95 51.50 3,80 5.931
. 44.70 3.87 5,720
4080 3.95 5.612
31.40 3,98 5.528
3500 4.0) 3.459
3290 4.05 5.412
Faso 5.342
210
RAYMOND KEYES ENGINEERS, P.-C.
CONSULTING SITE ENGINEERS
proseet CROSSGATES Complex... _ Jos no. 2828 @
locaTION Gui DEBRLAND > NW - “DATE 5730772 _
TYPE OF CALCULATION AFTER DEVELOP MENT SHEET 60. of 103
25 YZ INFLOW HYTZOGERAPH (CN=@<) TABULA METHOD COMPUTED BY usfee.
24 Ac. DRAINAGE AREA To DETENTION Pound Ke-2d2e = cuecxen ay JM
: “nes CRS. Ry a4. INF Low
TIME To = 0.50 PA+=0.03a EE eee HYDZOGRAPH
H2S5 Tz =O Boz) eREY (6, F, 5) NOTES
8.00 0.00 2.087 0.0.20 0,000 |
3.25 o.275 2.000 0.014 @ Tasutac pecwanses
8.50 0.50 0.000 0,426 FIZOM “TSC TECHNICAL.
8.715 \,00 0.003 0.000 NoTe- EXeNeEans
3,00 2.00 0.006 o,t2! UD-20; pgs 4-8
9,25 3.05 O.01S 0, \AB ;
9,50 415 0.026 0.261
9,75 5.26 0.04! 0.338
_ 10.00 are 0.059 O4I5 .
10.25 1.20 OCB! 6522 @
10,50 10,65 0.108 0.12
10.72 A90 0.145 O.534
_ ao IDO 0.190 1:2(4
Hn@s 74,80 0.26 [.663
I, bo 4020 0.36 2.634
WIS Blo 0.64. 9.217
12.00 oo 13? DS.4B5
12,25 427,5D 2.37 26,555
12.50 261.50 3.32 [8.114
12,75 {=9,60 3.95 12.979
13,00 1oLBo 4,34 10.099
13.25 76,36 4.61 B.927
13,50 . E20 4.17 8.18 I
13,75 51,50 4.87 7.764
14.00 _ 4470 4,95 2.4799
{4,25 4020 5.0) 7.318
14.50 31,46 5.0 RAG
| {4,75° 350 5.10 1,080 .
i 15.00 2250 54 7,00!
i 15.25 22.50 5.7 6,895
1550 ZHiO Y 6.20 6.846
TYPE OF CALCULATION
: AFTEE
CONSULTING SITE ENGINEERS:
e prosect. GC ROSSGATES Come LEX.
---—--—--10¢ATION---GopLDBB2LAND ,
NY
DEVELOP MENT
RAYMOND KEYES ENGINEERS, P.C.
100 YZ INFLOW HYDEOGRAPH (CN=.)TABULAB METHOD
24.2 Ac DRAINAGE AREA To DETENTION Poup No .2acee
jos no. ZE28
DATE 2730-72
SHEET .¢/. of 403
computep By Js//&
crecxeo sy ~M
ae. ee 3 8t5
\ TA, €.0, crs. Syfecoe INFlows
TIME Te = 0.50 DAso.0% EF gas HYDZOGRAPH
- H2S Tz tO = Pow2ie 2482 (6.7.5) NoTes:
8.00 ©.00 2.082 0.000 6000 .
8.25 O25 0.000 ©.021 @ Tasurad Decwanes
8.50 0.80 2.000 0.0at FIZOM TEC TECHNICAL.
8.78 \.00 2.005 0.087 NoTe~ ereiteenns
9.00 2-00 0.011 0.186 UD-20; pgs 1-8
925 3.05 0.022 0.272
L. 9.50 445 0.036 0.378
- 9.15 5.25 0059 0.490
10.00 ato 6.065 OSIG
e 10.25 1.80 OG 0,633
es 10,50 10,4 O15 O. 736
: 10.75 1390 Qt6e [224
2. Whee Blo O.£3 L570
— es 24.80 0.5% 2.004
, bo 4020 0. &6 2.694
17S \5lo0 |, 06 A257
12,00 aio 2.03 [4.463
2,25 427.50 Aso 25.559
12,50 261.40 4.76 39.760
2.75 {32,60 5,34 26.786
12,00 1oLBe 5.78 18.869
12.25 76,30 6.08 14.429
13.50 . &2,30 629 12,548
13,75 5).50 6.40 1.345"
14.00 44,70 G48 10,704
14.25 4080 6.54 19.206
14.50 37.40 6.59 2.936
™ {4.75 2500 6.64 9707
ead 15,00 | 320 6.68 5.550
i 1825 ZaA5O 6.71 9.408
wu ASSO 29.10 ' 6.14 AZT
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS @
PROJECT CROSSGATES . COMPLEX. 40B no.2B28-
LOCATION. GUILPERZLAND 0. NY DATE _S=30-7D
TYPE OF CALCULATION GFTER DEVELOPMENT _ SHEET .6% oF 193...
: STOCBRLEE VWoLuMes COMPUTED ayss/ee
PETERTION Forp Ho..ZA ¢ 2B cHecKep apy -~f4.
STORAGE Volumes
. Aversge jo: ~
ELEY. AREA Nees VEPTH | yoLUMe fc.FY
256 24,000 ; ete « .
25,500 Z 5Slooe | Sloool 1.17
258 28,000 .
40, 300 Zz Bo,620} 131,G@00] 3,02
. 260 52,Goo
62,000 2 124,001 255,600 5.87
262 71,400 , oe
. 97, Boo @ 195,600 | 451,200 | $0.26 @
264. 124,200
137,100 z 274,200 725, 400 16,65
ZE6 150,000
RAYMOND KEYES ENGINEERS, P.C.
@ CONSULTING SITE ENGINEERS
prosect CROSSGATES COMPLEX JoB No. 28798
——"—"“OCATION GUILDERLAND, NY. pate 5-30-79
TyPE oF catcuLaTiIon AFTER DEVELOPMENT SHEET 62 of (03
ELEVATION! " SIORAGE curve. - COMPUTED syis/ee
DETENTION FEND No. ZA¢ZE cies wy OM
ox
-
ul
ul
L
“20
w
Vv
4
~
@ ;
15F
q
w
Q
F
cit
lob
fay
i}
bE
4
ai
a
: E Sb
i a)
: O
U
ae
£
255 260 265
ELEVATIonN CFEET)
RAYMOND KEYES ENGINEERS, P.Cc.
CONSULTING SITE ENGINEERS:
praect CKOSSGATES Complex sop no, 2938
tocATION. GUILDEZLAND, : NY. DATE S-30~72
Tree or caicuration AFTER DEVELOPMENT SHEET 64 oF 103
ELEVATION- DISCHARGE CURVE-I2'CM.R compute By iS} C2
DETENTION Pon DP No.2Ae28 cHeckeo ey “ft
15.0 -
(2.5
a
SOF
2a
“--" ELEVATION (FEET)
a! _ —
a" PROUECT 4
RAYMONO KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
LOCATION: GuiLDee@lanD, ”
TYPE OF CALCULATION:
WORKING CURVE
CK OSSGSLTES _ComeLex
[Sin A
Form SETE2 DEVELOPMENT .
. CETENTION POND No. 2a Io mp DIscHaRce
voB NO. 2838
DATE: _$5-30-7
SHEET £< OF jo3_
COMPUTED BYZS/ZF
CHECKED SY _ ~ fi
a
JAILWATER ELEV.= wa.
| DISC. STORAGE FoR At=0-25 HRS,
ELEY. Oo, Se O/2 52/dt S2/At+ O”/2
CFT) CFS Ac. Ft. JCFS-HRS. CFS CFS CFS
256.00 0.0 0,00 0,0 0,0 0.0 0,0
256.50 1.3 0,25 3.0 0.7 12.0 12.7
257,00 2.5 0.50 6.1 1.3 24.4 25.7
257,50 3.7 0.82 9.3 1.9 39.6 41.5
258100 £7 1,20 «| a4is 204 53.0 60.4
1 253.50 5.5 1.63 19.7 2.8 78.8 81.6
259.00 6.3 2.12 25.7 3.2 102.8 106.0
259.50 6.9 2.60 31.5 3.5 126.0 129.5
260.00 Ted 3.15 38.1 3.8 152.4 156.2
260.50 8.0 3.70 44,8 4,0 179.2 13,2
261.00 815 4135) «5226 4.3 210.4 214.7
261.50 9:0 3,05 | 61.1 415 244.4 248.9
2621.00 9155.85 | 70.8 4.8 283.2 288.0
262.50 9.8 6.80 82.3 4.9 329.2 334.1
263.00 10.3 7.8e | 95.3 5.2 381.2 386.4
263.50 10.6 9.12 110.4 5.3 441.6 446.9
] 264.00 10.9 10.38 }125.6 5.5 502-4 507.9 |
264.50 11:2 11:90 {144.0 5.6 576.0 581.6
265.00 11.5 13.42 162.4 5.8 649.6 655.4
265.50 11.8 14.95 180.9 5.9 723.6 729.5
' 266.00 12.1 16.85 203.9 6.1 815.6 821.7
1
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS e@
PROJECT... C$ROSSGATES ComPlLe% top No. 2ODO _
LOCATION «GUILDERLAND, 0 NO __ DATE Ac 3Q 77D
TYPE OF CALCULATION AP TER PEYSLOPMENT : SHEET ©C of (OF
_ @ NE, Flooe Boutwa- 24.5 Seek VZAINOSE ACES ComPuTED BYJS/27
TO PETEHTION POND Ne. 2ate(STozaae, (WRIcaTion MerHop) cHeckeo ay .~4
. ~ fo
me LINE COM Jeroeuse | oureiew/ me LM FLOW | eyoeast loutrLow
wes] To] Z Peet Ae] oO fue) To | FT |Pelet A] op
CFS. oF | OFS. | oes. CES | o.5,/| 6.5. t O.F3.
8.00] B.Com - 11,78)2.425
AoOZlo,002 lo.000 4,237 1-1.16L ]o.73
|8.2>|o.004 _ \2.00] @ 168 .
2.606 |0.008 loco 6.594 {3.022 ||.230
8.50]0.007 12:28 | 7.02
C.01Z jo.a9 |oco2 5.936 | 11.626] 1.756
BABIOCIG 280] 4.852
- 0,024 lo.n4i | 0.004 . 4.203 |20.07@} 1.98!
9,001 0.032 12751 3.553
0.041 |o.018 |o.008 2,195 |z1.290)\2.092% @
3.25 ]0.049 13,00] 2.827 ;
_ O.05% |o.;29 fo.otB Z.609 }21,895)/z.149
... 19.80] 0,068 13.25| 2.540
_ 12-082 lo.198 locze 2.447 |22193 |2.116
9.75 |©.096 13.50/2.353
. 0.106 jo20a4 |0.025 2.308 |22@23245)|2.188
10.0010.) 1 13:75 12.263
: 2 0.13\ jozae loodo 2.233 |22. 370 |Z.1908 | *
| 10.2516. 145 1400}2 2 07
—_ 0.166 loma |oos3 2.183 122.360 12.192
1 hopeloiet] . 14.2512.164
: __. 10443 lo.g04 [0.093 ZAAD lez ari 12.188
— pers 10.252 14.80] 2.134 |.
. . [2220], 501 lous. 2.121 22.280 |2. 182
(1.00]0.328 14:78] 2.108 .
" 10.388 |1376 |o141 2.098 122.166 |2.174
1\.28/0. 447 2a. . |.0e} 2. 087: . - .
“_ JO: S76 2.060) 2z.072| 2.165
i628] 2-072
2.007, } 21.974 |2.156
4.) hstel 2.06)
CONSULTING SITE ENGINEERS
| PROJECT... CRESS GQTES COMPLEX...
LOCATION GUILDERIAND, .. .... Ho. _
TYFE OF CALCULATION AFTER PEVELOPMENT
5B Y@; Fleop Boutina- 24.5 Acwe PeAINDAE Aves
TO DETENTION POND No2aa(STO@AGE INpicaTIon METHOD)
RAYMOND KEYES ENGINEERS, P.c.
sop No.ZO28 _.
DATE 3-30-77
SHEET .S7. of /O3.
COMPUTED ey JS/2£
cHeckeD py S44
me LINGO leroease | ourciow| me IM FLOW | etpease loutetow
“yes.} oT ZT Pate | Op foes] = FT Pht] 0,
~ “.F.50| oF. | CSc} CES. 2 FE-PE CAS | oS.
8.00) 0-000 1115) 4.897 - “y
2.0064-lo,004 B.66! 114.143 [1.4383
“ * |genle.oc7 obese - Neco) 2A. .
0011 lols ~ "VS 8t4 | ay. 0e42.528
6.60[0. 015 12:25 | 14.163
0.024 |o.027 jo.c004 11.929 Ie5 422 |z.z2aq
B.15| 0.022 . 1250| ©. 694
. 0.048 |, net looog B.35 | \40.540's427..
@ g,00}0 C64 \2.7| 7.007 2 4 a)
0.08% lo s6 |o.o1e 6.26! |4a.rj4 13-789
9.25 10.059 13.00] & S14
OWS bb zee lo.0z@ 5.212 144.597|3.864
|aso0| 0.128 13,254,909
, 0.159 lose looto A729 144.462 13.90}
9.75 10. 17 13.50/4 549
0.400 ln. 6S1 jo.0so 4.457 146.018 13.9934
10.00/0.220 3 [4.365
Ts TT T0.250 lozas loo7e 44.293 |4¢.272|3.958
10.25|0. 280 : 14.0014,221
nee 2.999 |Olo2 4.188 46.602|/3.970
TB EOTO. BIS one 14.25] 4. 154
Bade 1327 10.137 ALB }46.75013.978
10.7% | @.500 a50) 4.0624]
. [osm hand fowez _. .. | 4061 |46.832|3.08z
FHL og| C. 653 1478] 4,040 .
6.769 |12,364| 0.242 4,004 }46.8715|2.984 | *
os, ee 15.00} 4, 007 . .
= 1, _.. |S 98! [46-872 3.984
— LiLsoph 41925] 2.223 1.
jvse0]2,
PROJECT.
LOCATION
RAYMOND KEYES ENGINEERS. P.c.
CONSULTING SITE ENGINEERS:
GUILPERLAND, UN
TYPE OF CALCULATION AFTER DEVELOPMENT
10 Y@, Floop BoutiWa- 24.5 Aeee PZAINAKE ACES
TO DETENTION FOND Ne2aa(STomaGe. ItmicaTion METHOD)
CLOSSGOT ES Comrhew -
jon wo. ZOO __
DATE_A=32-79 |
SHEET 6%. of 4°35
COMPUTED BY ssjee
cHeekeo ay - 3f4
mime | TRE CO Netoenge | ourclow nme IH EGOY | storase louretow.
wes] oT “ZX PtH | oe | ues] = JF _|ut | 0, .
C.F.S, | 2.5, CF. | os. c-nS | 6.69.)] aes. | 2.64,
-.:. |8.00/0.000 lou. 1.786.744 : ees eee
2% 0.005 {0.008 foool (LOT 119,464 |pLo24
a. ., 8.25) 0.010. IR19BE a .
16.340|25 97613.2793
8.50]0.02 | 19.482
16402. |49.00714,097
“ 8.75|0.048 13.322
ce ee 1452 156209 14.487 _|
i : _ |a,e0! 0,089 | 9,595 _. ee ee @
wecce |) x, 8.564 160,.4444.102 |.
chime {PBS LOL T 7.533 . :
—. ff 7121 lez, 8e6]4.793
= _ |aso0f@!9l 6.708
ee ee oe GAS2 |o4524| 4.856
‘ 9.75 | 0.247 6.196
. ae 6,064 |05732 |4.901
10.00 0.304 5.931 .
eo. : 5,826 166.657 | 4936
_ _ }10,25/ 0.383 6.70} | .
coe 5.70 16739) 14.964
105010. 515 5.619 .
; .. __.... | 8-574 168.001 4-987
__. for |O682 5.528] _ _ .
_ wie. |. [2494 |éps0a [R006
1.00] 0885S 5459] 00 Je uu. SE ses
: _. . |548@ ]68936 js.022
1.216 a es ee
5.377 169.293 14.036 @
Bie.4 2... _ .
___| $6,107 70.104 |s.060| *
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING BITE ENGINEERS
@ PROJECT.___. CROSS GOT ES comPee kK _ Jon NO. ZOE...
“TSEATION” “GUILPERIOWD, _.. Sone ENO DaTeE_S-RQ-79 _
TYPE OF CALCULATION SFTER PeyELoPmMeNT Z SHEET 7. oF /93
25 YE, Floop BoutitG- 242% Acee VRAINASE AZEA compuren ayJs/22
TO DETENTION POND NoZita(STozsce inpication METHOD) cueckeo py -24.
| fF ea
’ sawe | INE LOY \stozsse | ourttow| ame, pH ekow. PRE ouTFLOW
nes.| I ZT Pate] Op lus. f I Zl fatt%| 0,
€.FS.) 2.7 C.F, £55. C-ES. £.F.S,| c.FS. | 2.6.9.
8.00] 0.000 . 2 tee] O27 : a”
QOCT jo.007 [Qool _ [12351 | 26,807 2.584
18.29] 0.014 : _. frzcof 23485] _ .
0.021 10.027 10.003 2.9,020|4.9,z42/A 110
8.50} 0.028 _. ., x22 126,555 _ ad
GO44 10.668 |0.007 24.335) 67.468) 4.967
B75}0.060 280118, 14
0.031 lois2 lo.o1e .. }9.547 178.048 | S366
q.00] © 121 (2994 12.979 . oe
@ : C155 taza lo.ezo0 1.539 154.221 {5.586
deen {0.188 ~ hgpo}ia09d fo
all = « OAADlo110 $0,073 . . 48513 188,148(5.715
_.. Jag0]O. 261 13.25] 8.927
_ 0.300 |In.924. |o.056 8.554. lo0.997 | 5.608
9.15 |0- 338 13,50] 8.18!
0.755 11.494 Joes |. 7.983 b316z 15-879
10.0010415 13776 | 7.784
0.469 lLaco Joia4 2.632 194,015 |5.937
10.28 }0.522 1400] 2479 ;
O.G(2 17,318 |o,273 7: 2399 196.377 (2.964
1050 10,702 7 .
087 2.862 |o293 | 2}... [2247 ]ore¢oleoze
_ fo] o, G3] 14.40] 7.176
. _2 |1.072 |2.642 Jo.2a73 Lo. [7128 joa7qz}s-o6r
-HLoo] L214 | 46} 2080] ©
' [1439 l4708 |o.46z 7.041 f99.421 16.094
£663.
plicesalniad | |=! |e2ss [roams [ozs | x
pasted et wad tM 1G
2,684 |
9.217]
2.149 |e.375 0.683 6.948 00,875 |G, 22
RAYMOND KEYES ENGINEERS,
SONSULTING SITE ENGINEERS:
PROSECT._... CROSS GATES CeomPrle.%. _
LOCATION
GUILPERLOHD, _ _
wees ORS: ,
TYPE OF CALCULATION AF TEZ PEYELOPMENT
100 YZ, Floop ReutiN4-
243 Acte YZAINASE ACES
TD DETENTION POND Note (SToz4G® thvication METHOD)
P.c.
Jos na. ZO2O __ @
DATE _.
SHEET.
4-39-72 .
72. oF 103
COMPUTED ervs/e2
cHecKeD sy YM
sie LINE LOW Nsogace | oursiownme| INFLOW | orozase loutetow} .
wes.| I “E Pace A Oz Hes, i T Saft OH, Or
£75.) 2F5. | F959. | ors, CRS | 6.5.9.) cfs, 16.89
B.00| 2.000 11,75}4.357 a ced
; 0.011 joo} Jecat ; 9410 1i8.578| 1.642
8.25] 0.021 _, fteee] 14.463 ;
OC C3l 10.041 le.ood 250u 4lq4a 2.713
&50| 0-045 _ fy226 135.559
0.064) 010; |o.010 37.669) 75.65 | [5.297
8.15|0-087 1280|39.760
2127 10.228 |o,0273, BS.07E \10%,687| 6.224
G,00j016G | 78|267661 op
0.42310.424 fo044 22.828) 120.243] 6-665
9.25 |0. 272 13,00|!8.869 @
. 0.345 los |o.07% 16.6-* | 130.276 6.417
9.50|0,378 13.25] 14.429
CAS411.076 Jone 13.485 |12264817-065
9.75 {0-490 13.50\12.548
; 229% |1.568 [o.161 (O27 btA(.930 |
10.00/0. BIG 1378 HBAS
2.575 |z.012 |o.z206¢ {1.025 || 45,490] 7.26 |
10.25] 0.63% 14.00] 10.704
! OTS j2.s21 jo258 10.455 |148,974¢|7.333
; 1050/0796 14.25| 10.206
Leto ja273 laaas — [O71 frsr-siz [7.398
om |i. 224 1g.Fo] 9.936
| 1.397 I42e36 |0.444. _ | 9.822) \53039(7.445
11,00] 4570 1495] 9.707
| 1787 |\5.678 )0.68! 9,629 }16.119 17-498
‘ Wee | 2-004 15,00] 9.55”
| ; _ 12.345} 7.44@ |o.762 227% |158.109 17.535
fw JUSO]Z.694 —- jf pu. jeer] 7.861
i 3.526 |10,210.4 1. | $1.19. [6718717708 | %
P 4357] 0 : 17-25| 7-72)
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
prouecT CROSSGATES GomPLEx.. sop no. ZB 3B
| LOS ATION Guilderland, NY DATE 5-30-75.
TYPE OF CALCULATION After Deuelopment SHEET 7/ oF 723.
a HY OPROLOGICAL CLASSIFICATIONS COMPUTED BY Js/ek
5@.SAcRe DRAINAGE AZEA To DETENTION Pona> Ne = cueexen gy—att
CLASS ACRES
. Hypre | on AREA CNCA)
.- OPEN A 2B? 1e 304.2
cee eB 61 '@ 3614
¢ 14 7 29,6
-. D 20 4.9 392-0 .
162.4
RESIDENTAL A 57 10.7 GoF.F
B 72 Zi,4 1504.8
c &} Bil Z25!.1
D BG aad - Z265,8
* WoorED A. 25 = - -
eB 55 - ~ ~
c 70 - = -
D ]77 4 7 = :
Business A 89 _ -
CoMMERCIAL © 92 ~ - ~
Cc 94 _ -
D> 95 ~ - ~
TOTAL 43,9 Srta.e
Cal = 2128.2 = 64.0
48.9
cN [Acces Accal CN CAS
ONS'IE DEVELOPMENT 98 79 774,2
Pp
COMBINED ON = 3126.2 4774.2 _ GAT % 640
poo 48.9 4+ 79
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS @
PROJECT § CRoSSRAT EDS compre x sos no. ZB3S
LOCATION eRuilmBRLadD, . WY DATE £-30-79 __
TYPE OF CALCULATION CAFTE& “Develcrmenr - SHEET 72. oF 203
STORM “DRAINSGE ~waTERSHED CHéRecteeistics COMPUTED BY 33/@e
56.8 Acripweinede AGES TO PETENTION POND No. Scuecken ay.
- SEES = 56.5 Acees = 0.089 Sq. M; ce
“ CH = 69.0 7 Sa oepenadie eee ag 4p
2 > @7BS5 _ WHER FP oIS RESIGN ZelHFaLe in INCHES RO
Ye © B70 ABIOZEE 00 ~Te,. Stow PRERUEHEY_
Pie 4.25 Recugeence (NTERVaLS eR o 74 Hou
_ Pe 2 490 - PIRATION. FRem Teentical rape tHe do
alles Flo = 3.9 Morne. sess
Bo Te = 0.75 *.
_ Tm = 2.00
S Pa a, -1O= 4493 Wwueee Cre 69
Mass udorr
Bre. Boe SRR - ose ween pi 20ssente
SY Be, = 1,08 WHERE. P = 30, 924452%
v
Py
o
@
237% -
canara WEEE P+425 4693
"
y
Ss
Li)
B
~
oo
Mb loz. Bo.
RNR. Bos Tes ee) ieee PP 4.90,5:4,493
: £R2s ae aie :
IOO%2R BZWo,? ~ ae > 2.62 _ were P=? 590,524.45
CONSULTING SITE ENGINEERS
PROJECT COMPLEX
LOCATION GUILDERLAND, Hy. me
“TYPE OF CALCULATION SOFTER DEVELOPMENT
2 We. INFLow HYpzeezaPd ( Cu=G3)ThedLaR METHOD
SGBMDRAINAGE AEA To PETENTION POND No.3
CROSSGATES
RAYMOND KEYES ENGINEERS, P.C.
JOB wo. ZOOB
Date 5-30-79
SHEET 73 of /O3
comPuten py /S/ee
cHeckep py. “4
[o)
ees
as CED | INRLoOw
Time Te + O15 DAF 0.089 HYPZOGRAPH _ %
_ Hes. Tr 2 0.00 2.02 0,59 Core) NOTES:
= 3.00 2.00 0.052 2,000.
_ 3.25 O15 0.008 @ Taturaz pischazses
B.6° o.35 O.e\B FRom Tec TecHMicAL
6.18 0.90 0,047 HOTE - ENSINEEZING
Z 9,00 1.70 6.084 UR-20 4 Faas lori
9.25 210 o.i41
9,50 3.75 214
91 4.80 0.251
10.00 5.90 0.8
. 10,25 1.30 0.382
@. 10,50 9.40 ©.492
_ 1075 \2,50 2.655
1.06 16.70 0.814
thes 2.90 1.199
150 BR20 1,648
US 1B0.10 6.812
12.00 Boeio 16,028
1225 Bedto 19,065
1250 218.50 14.585
ers 193,40 {oO.A1z7
. joo 13460 1.048 ie
_ 13,25 37.70 Bile
m50 14.50 3.901
375 _. 6070 3,116
i 14,00 5040 2.634
: 425 Arto 2.288
1450 39,40 2.063
io aS 2BeAo 1.506
i £ 3 tee 3410 \.78@
oI 22.00 Le. exile 1.676
_.... TASO 3a,00 v L571
RAYMOND KEYES ENGINEERS, P.C.
SONSULTING SITE ENGINEERS
PROJECT CROSSGATED Complex o> Jon no, 238 @
--- LOCATION GUILDERLAND, OY, DATE 4730>72
TYPE OF CALCULATION AFTER | DEVELOPMENT sHest 74 of 103
5B Ya. thkiow wercsward ( cue9)hedlaz METHOD COMPUTED Byus/2e
BGBKPROINSGE AEA TO VETENTION POND We.S cHeckep py YN
3m oO
{NBO t.4. helo
Te = O75 Da.? 6.089 HYP ZOGRSPH ‘
Tr = 0.00 B.o= 1,08 Cc.63) HoTeEs:
0.00 2.096 G.000
O18 Aol @® TWeaeuraz piscdazaes
0.35 6.034 Fmom Tsc TECHNICAL
0.90 0,984 HOTE - ENGINEEZING
1.7O O1ACY WE-20 5 Pus lo=tt
LAG 0.259
3.45 0,355
4.80 ; 0,460
5.80 0.566. :
7.30 2.700 @
9.40 0.¢01
12,50 “4498
lo70 L@ot
2940 GE1oS
BA% Metons
1Bato {2.270
20010 25,340
B64.10 34.899
21880 26.094
§93.40 {AaS3S?
13460 £2,501
S170 9,265
14.50 7. {Al
6070 ; 5.818 ¥
5040 4.831
4370 A189
39,40 3,776
2240 3,489 @
A410 3.268
22.00 | . Le 3,067 .
30.00 t 2.61
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS:
e prosecT CROSSGSTED COMPLEX. . sos wo, 2238
| LOCATION GUILDERLAND, WM bate. 4-30.~- 72
TYPE OF CALCULATION OF TEC DEVELOPMENT . SHEET 7X oF 723
1O Va. INFLlow Uypmoersrd ( CN=69)TABdLaz METHOD COMPUTED sy is/ee
BEX DRAINAGE _ AZEA To DETENTION POND No. DS cHeexep py ~M.
com oO ri
(NL B.D, EY ach = Herene \RELow
TIME Te = On5 DAs 0,084 HYPZOGZOrH. cee eee
HzS. Tr = 0.00 Z.oz 1.43 CC.F.S.) HoTES:
a. .8,00 2.00 O.127 08000
—. & 25 OAS Ard @ Tesuraz pischazses
B,5° o.85 - 0:0 44 FROM TSc “TecHHicaL
8.715 0.90 One HOTE - ENGINEEZING
9,00 1.7O 0,216 UE-Z0; FS 1O-11
9.25 210 0,343
950 345 2.476
9.15 4.80 0.602
=. 10,00 5.90 0.749
@ 10.25 1.30 0.924
_. 10,50 940 119%
- 10,15 12.50 i S86
wi 11,00 16.70 2* 2119
25 2290 2,906
1.50 aRdO 4,480
W765 120,10 16.5 ti
1200 20410 38.848
1225 Achio Ab.'209
1250 21850 35.345
1275 19340 24.545
1.00 134.60 17. 082
13.25 91.710 12.29%
rA50 74.50 9.455
A7S 6070 ; 1.704
14,00 5040 6396
1425 | 4370 5.546
14.50 39,40 5.006
Fe 445 2640 4,640
ee, IR0O 34,10 . 4.328
... (B25. B2.00. _- seacbecenucd 4,00}
i BBO 30,00 oe 3, B07
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT CROSSGATES COMPLEA son no, 2038 @
I LOCATION GUILDERLAND, at ae _ ‘ bate 5739-72.
TYPE OF CALCULATION AFTER DEVELOPMENT. SHEET 76. of /03
25 ~~2.INFLow WipacezaPd ( Cn=G2)TABULAZ METHOD computen By IS/2e.
ROSADRAIWAGE AEA To DETENTION POND No.3 cueexeo sy.
on - 7 8. 2.8. o. ws NFL ow 2s
Te = On5 DA.= 0.089 | HNPROGRSPH... L... -—--
Tr = 0,06 Boz \.88 Cc.F.5)} Hotes:
O.08 OA1e7 0.000 .
O15 , 0,025 @ ToBuLaz piscdagaes
o.35 . 0.058 FROM T5c TECHNICAL
0.90 O10 HOTE - ENSINEEZING
L.7O 0284 UR-ZO} has lo-1i
100 . 0.450
3.75 0,62
4.60 0,601
5.90 2.984 :
480 218 @
9.40 1 568
12,50 Z,0BG
1610 2.786
2.90 3. Ba
3R20 5.690
130,10 21.707
30610 St.073
Bthio 60,750
271850 46.468
t9A4o 32.26%
134.60 04.45
MIO {6,204
74.50 {2,430
. 0.10 : {0,728
5040 _ 8.409
4370 7291
39,40 6. 874
2640 6,073 y)
24,10 — 5690
PROD cone = BBS.
3000 _ F : 5. 026
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
pRorecT CROSSGSTES COMPLEX. _ sop no, 2638
e@ LOCATION GUILDERLAND, + a ee oS DATE.5-230-79.
—"—"—"—“FYPEOF CALCULATION AFTER DEVELOPMENT SHEET .77 oF./03
lOO Ye. tNFLow HYPreeesrd ( CH=69)TABdLAz METHOD computen By JS/Ze
B0Bk..DROIHAGE AZES TO DETENTION FOND No.3 cuecken py . ff
a C.=9. . \HFLOw
Time Te = O05 DAF 0,089 _. HYPpRoaesry . z » Glee, wanes
HES, Tr = 0,00 2.02 2.63 Cc...) ! Wores:-
B.00 O.00 0.234 0.000. ;
B25 O15 0,035 @ Teeuuaz piscoeses
B.50 O.35 . 0.082 FROM TSc TeoNjCAL
8.15 0.90 . 0.210 MOTE - ENGINEEZING
9,00 1.70 O.397 — up-205 Fas 10-11
9.25 alo 0.630
9,50 B75 OBIS
9.15 4.80 I. (20
10,00 5.90 1.397 .
10.2 130 1704
@ 2 9,40 2194
lots 12,50 Z,918
1hoo 16.10 3.895
Lee 290 5.345
1L50 BAR 8.239
oa i=) 130,10 26.267
12,00 20410 Vi.448
225 BéALIO A4.085
250 21B 50 65.005
1296 19%.40 45.14
00 13460 . BL4t7
13.25 270 2%, 604
13,50 74.50 {7.368
3.15 ole) : ; (4.168
1400 50.40 {L764
14.25 4370 {0.200
14.60 32,40 ©, 196
1475 Beho 6.44
~ tore) 410 7 959
Ss ¥ 1825 22.00. - o. | wae &: 7,469.
15.50 30.00 : : 2 2. 002
RAYMOND KEYES ENGINEERS, P.C. e@
CONSULTING SITE ENGINEERS
_.PRoJeeT. = CROS%SGATES ComPLex___ _ JOB. No. 2BD8
LOCATION §=GU\LDERLAND, WNaes «4 3 DATE_4-30-79 _
TYPE OF CALCULATION OFTER DEVELOPMENT SHEET .72. oF JO3
STCOELGE VowumeEs computen Br ys/ee
DETEHTION FoHp Ho. 3 CHECKED gy-M
STOBAGE VOLUMES
sigy. | cers | AXERSE Jpcorn | yorume cen Servet | Gade Mas;
210 51,000
63,250 2 I2G700 | I2G.700 |
212 ©4100 .
76,050 Zz 1S2i00 | 278,600 &.40
274 82400
83,750 c 117,500 | 45e400/ 10.48
216 2S 100
RAYMOND KEYES ENGINEERS,
CONSULTING SITE ENGINEERS
@ PROJECT CROSSGATES COMPLEX
——---—_LOCATION---- GUILDERLAND , No
TYPE OF CALCULATION AFTER DEVELOPMENT
ELEVATION — STORAGE CuRveE
PETETENTION FOND Wo, >
PC.
Jos wo. 2628
DATE 5-20-75
sneet 77 oF 4035
COMPUTED BY vsfee
cHeexep py “M4
tes
a
i
y
iin
4 dof
4
wt
ut
J
@ i +
Q
5
o =
u 5
FE
4
4
2
Vi rz
2 zsh
v
ny}
q
4 1 wf 3 4 L ‘ 1 J 1 1
Hie rail 22 tI oH aS 216
s ELEVATION CFEET)
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS.
prosect CKROSSGATES ComPLek _ jos no, 2838 @
locaTION GUILDERLAND, NY. ae DATE, 2230-72...
TYPE OF caicuration AFTER DEVELOPMENT 1 SHEET FO o¢ /03
ELEVATION- DISCHARGE CURVE -IZCM.2 comeuren By us/ee
DETENTION Ponte Ne. 2 cHEckeD sy <4
exer
12.5
5
°
t
DISCHARGE (CF)
in mo
fel w
T '
‘ 1 ri L i a 1 as. i *
° He 273 280 @
ELEVATION (FEET)...
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
@ PROJECT: CR@OSSGATES Complex
~TOCATION!? “GUILOEZLAND,
TYPE OF CALCULATION:
SFTER DEVELOPMENT
WORKING CURVE
form DETENTION FOND Ne. S - Wc MP _DISSHEZGE
JOB NO. 2828
DATE: 5-30-72
SHEET S/ OF jo3
COMPUTED BYJs/e2
CRECKED BY _J/4__
miniininsiel ;
TAILWATER ELEV. =
DISC. STORAGE FOR At= 0.25 HRS.
ELEY. Oz Se/at 52 /AL+ 02/2
CFT) CFS Ac. Ft. J CFS*HRS. CFS cFS
270.00 0.9 0.00 0.0 0.0 0.0
270.50 1.3 0.65 0.7 31.6 32.3
271.00 2.5 1.32 1.3 64.0 65.3
271.50 3.7 2.08 1.9 100.8 102.7
272.00 4.7 2.91 2.4 140.8 143.2
272.50 5.5 3.75 2.3 181.6 i84.4
273,00 6,3 4.58 3.2 221.6 224.8
273.50 6.9 5.50 3.5 266.4 269.9
@ 274.00 7.5 6.40 3.8 309.6 313.4-
274.50 8.0 7237 4.0 356.8 360.8
275.00 8.5 8.36 4,3 404.8 409.1
275.50 9.0 9.36 4.5 453.2 457.7
276,00 9.5 10,48 4.8 507.2 512.0
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT C2OSSGOQTES ComPLex - jor wo7ODS &
I---LOCATION §<GUILDERLAND, ho . DATE.573O-7D | _
TYPE OF CALCULATION AFTER DEVELOPMENT SHEET 82 of /O%
2 Ye, Fieop woutiWa- 56.8 acee PRAINASE AZEA computen BYJs/ez
TO DETENTION POND Ne. 3 (sTOZ4Ge thoieation METHOD) cneckep ay ~M..
te | INE EO Nerorae. pureed mame TE Peo SToras® |euteLow
[aed = Zo Pate | oO, fies] 2 I [he] oO,
C.FS.| oF5 | CS. | ors. : C-FO | oS.) os, | C65.
B.00|¢.00° 115 | @.612
© .coglo.cod | 7.090 H.420| 2o.2e@| 0.814
8.25|0.008 {2.00] (6.026
P-O12; 1.717 | O,eet 17.547} 36.959] 1.469
2.50| 0.016 12.25 | 19, 005 .
0.032|0,049 |o. cot 16,824| 52214 12.028
B.1510.047 i2n0} (4.585
r.068|aNS |o. 006 12.355] 62.G4\ 12.403
9.00) 0.086% 275]! .
CHE 10226 |o.009 OBL20| 7.13 @
B25] 0.141 13,00
C165 1a388 loos TL A95|2-724
9.50] 0,156 13-25 :
“2¢hlo.s9q |o.074 74.080|2782
9.75 | 0,751 13,50)
O4B0lo,g80 | oo0a¢ 14.833 12,806
10.00| 0.203 | 13.905
0346/1162 |o.047 74.941 | 2.809 | %*
10.25] 0.264 \4.a0
1552 | 0.062 74.596] 2.798
14.25
0.083 732.374 (2.178
itt 7T3.1et 12.763
O148 2.212 2.124.
71279 42-692 | @
624 lJo.21 [2458
3 fo.208 |.
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
e PROJECT CROSSGQTES COMPLEX 508 NO. ZOdS .
ao... LOCATION... GUILDERLOHD, Hot OATE 5-30-79
TYPE OF CALCULATION AE TER PEYELOPMENT sueet &3 of 03
RN, Floop WouTiWG= 46,0 Acwe VAINASE AZES compute sy +S/Ze
TO DETENTION POND Na 4 (STOwAGE WWpledtiCn METHOD) «= ctecnen ay ‘Af
qwe LINECOW Istoguce loureiownmet INFLOW | sozase loutrow! .
neo? oT TZ Peat}! oO, |ues.| IT || oO,
CFS, | oF | OFS. ft c.es. GES | o.63,) o8s. | 2.63,
8.00| 2.000 Un18| IZ470
0.007 |0.007 |o.c00 20,905) 37,026 | 472
8.25| 0.014 12.00] 29. 340)
0.024l0.0a1 lace 2,20 167.13 1Z.BIC
8.50] 4. O34 12.25 | 34.855) -
6.069 |0.046 |o.c04 20797} 95.294 1 3.482
B15} 6.086 1280] 26.684
OUZS loz |o008 22.010 ||15.078] 4,004
9,00) C.163 Ve BS37
@ MEU loaia looiq [5.719 |126.743| 4.294
9.25) 0,259 13.00] [2.501 .
0.20% 100m 10.028 112% 1133382 4,462
9.60| 2.355 13.25| 0.25
0.419 |,088 laodd $.253 | 129373 | 4.556
9,78 | 0.463 13:60] 7.14
0.51% ||.587 locas 6480 |129.207 [4.004
10.00} £.566 i 1375 | 5-88 |
0.633 |2127 |00c8G 2.365 |(40.0181 4.621 | #
10.25] 0,70 1400] 4.83!
6,601}2.842 Jord 4.510 1184,907}4.615
10501 0,50} 14.25] 4. 'AS
i059 12.378 ]a152 2,984 |125.27) | 4.6031
No.7] |. (O86 1450] 2.776
409 15,026 leozoz 2.63% [138201 4.575
iLoo] 1.601] | fee 1475] 2.489
41698 |o1z2 | eat | B.379 atiot 14.549 -
. 125.720 | 4.515
12 | A197 | 44-77
CONSULTING BITE ENGINEFRS:
PROJECT CROSSeGaTEt_
L LOCATION <auUILPERLoOWD,
TYPE OF CALCULATION AFTER DEVELOPMENT
{1OY@, Floom meuTiwa- 5G.Sacte YeAINAGE AveA
TO DETENTION POND Ne. 3 (STORAGE. iNpicaTionN METHOD)
Hi
_CemMPree x
ms
RAYMOND KEYES ENGINEERS, P.C.
Jon na. ZOO
DATE $-30-7D
SHEET .&4 o¢ /O2
comPutep BYIS/EL
cHeckep py ~“!
iINFLOow
STORAGE.
rues.
C.F.%,
ai
Fo
Path
CFS.
TMs.
Hes.
C-RS.
STOLSGE JavTFLow
4
‘ae | Og
CFS, 1 0.6.8.
B.00] 0.000
B25|E.019
&50| 0.044
8.15 | O14
9,00} 0.216
26 | 0.243
9.80] 0476
9.75 | 0.609
10.001 O.7ES
10.25} 0. S26
3
wm
1050 tf, |
010
O.15)
15
12.00]
¥225
1250
12.75
ile Stl
$B.848
46,209
35.245
24,545
13.00) 5 +
B25] 52.
13,50)
13%
14.00
4.25
14.50] 2.
14.75)
16.00)
25
B50] 3.
116.704 5.195
49.019 11.908
8%. 640/328)
\27.13@] 4.203
152.716! 4.886
(78.262| £331
183.198)5,488
1&6.Aa| S549
1G6.39} | 5.519
166.463 |5.58 1
187.698! 5.565
(BG LOT|5- S44,
185.5115 S17
1B3.92415,49)}
188183) 5.287 | *
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
@ PROJECT CROSS GaTES.._. ComPrre.X%
‘LOCATION GUILDERLAND, No
| Sype OF CALCULATION AFTER DEVELOPMENT
252, Floor woutiwa- &.8 acke vzsiNdee ACES
TO DETENTION POND Na 2 (STO@AGE. NoIcaTION METHOD)
sos wo. Z038
DATE .5-30-7D
SHEET SS of (03
COMPUTED syss/ee
CHECKED ey ~M.
rise | {Neto | leroeue | ourelowl nme. IN FLOow
wes.} Zo Peet] Og fees.f I i
CFS.) oS | OFS.) crs. CES | o.F.3.
STORSGE [ouTFLow
Sefaet Ov for’
4.5, | 6.69.
$.00] ©.000 13.15] 21.707
0.013 le.oiB le.00! 26.390
8.25| 0.025 \2.c0] 5[.073 .
0.041 10,054|o.002 55.912
8.50| 6,068 1225 |G0750
0.104 |o6@ lo.coe (123.609
B.15| Clo 1280| 46,466
CANT leg67 [Oo18 24.3¢9
9.00) 284 295 |32.269
0.367 Jari |eo24 27.3
@ iseslo4in 3.00}22.458
- 0.5238 |1228 |0.045 19.360
9.50| 0.626 13.25} iG 301
O14 11.893 le.076 (4,266
9.75 | 4.80) 13.50) /'2.420| -
0 e9Zieqio jales {1.279
10,00} O. 964 13775 |/2,128
L tO] |3.qo2 [e144 9.265
10.25} ZB 1400] 6.409
1 3S3} 4.946 16.199 7
ono] 1.568 14.25! 7.29!
LB27 16514 lozes 6.932
10.75 | ~.0BG 4.50] 6.274
@4U6)\ B78 }oesr 6
lioo} Z.7BG 14.78] 2.073
3.204 | 1.697 |o.47! 5.682
1.26] 2, O28 \g.00] 5.490
ie A 856 | 16.082] 0.649
= (2.798 | 2.224) 1493 |
—j te frente
22 S441 6.267
4 AGNZ 464
114.8901 4,075
167.424] 5.17 0
201,673 5,84)
226.27A|6.452
244.113 |O.553
248.674] 6.621
251542) 6.65
252 736 | 6.672
PSZAANGLI5 | He
G2.646)6.610
251.853/6.660
220.13 1G66465
249.241| 6.625
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SIT= ENGINEERS
PROJECT SROStGATES.... COMPLEXRK __ JOB wa ZODE
-40CATION GtiLDERLa WD, . Hoy. DATE 5739-72
TYPE OF CALCULATION AFTER DEVELOPMENT sHeet 56 of 79S
[OG YR, Flood BouTING- 56.8 Acte VRAINASE AEA compuren ey Js/22
TO DETENTION POND Na, % (STOZAGE. tHoreaTion METHOD) cHeckeo py OM
rime | INE OW jetomase fourrlowlnmep LXECOMW | eroetse joutrtow
wes,} I ZT Pete! Og fims.$ TZ Pt] op
CFS. | oo | 6.69. | 6.78. C.BS | 6,.65.] 65. | C63,
8.00) 2.000 1:13] 30.367
2.01 le.oig |ace\ 50.908! 9019) |4.299
8.25} 0.035 t2.00|71. 446)
OO8S loete laces .
&50| 0.082 12.25 | B4.905
O46 jo.219 laces FA S9Sl2a5.204| 6.44!
8.15| C210 ; 1280| 65,005
O-ZoL£lo,614 loorl £5.074-1284,027 (7.09.5
3,00 6,397 \2:79| AB /4Z
0.514 |ioct [oem]
9.25 | O. 020 13.00] 21.417
ODS 2 pays jo.ceq
9.50] 0. E7S 325 |22.804
0.958 la 64% |o.lio7 20,097 |247.175 7.856
9.731, (Zo 13.501 / 2269
LZ4G largo loves (5.779 266.098 17.940
10.00| 1,377 395 144,168
L541 leas78 lozos 12.966 |Be0.124. 17.993
10.25] 1.704 s4.00| 11 264
1945 [eanrq jo21e (0 S6E feesiiz(g.o24
1050 | 2,194 ; 14.25] 0-200
25% laiog lazip 9.693.132.4287} 8.041
hors | Z.O18 14.60} 9.196
3.408 jiz2a5 Jo.492 . | 3-846 |ze5.e2] 2.050
11,00} 3.698 1478] 6.496
4,622. | i¢,268|o059 6.226 | see, 7018.0851 | #
11.251 5.345 18.00] 7.959]
6-192 |22.498 | 0.905 7-714 |305.423|g.04¢0
iso} #239 25! 7-449
: 19.303 f4ogae lors. | | | ..'.|723¢ beaczeleose
78-217 [lesa laqio
qh
8.280 {215,212 19.614
ZA) |s3q,e4l77z6
1.75] 30,367
RAYMOND KEYES ENGINEERS, P.-C.
CONSULTING SITE ENGINEERS
promeet C'BossGAT Es GoamPLex sos na 2838
—-—-10eation. Guilderland, N.% DATE S220-72_
TYPE OF CALCULATION Atiey De uelosment SHEET 37 oF 708
. HYDROLOGICAL CLASSIFICATIONS COMPUTED Br IS/kR
19.9 ACRE DRAINAGE AZEA To DETENTION Ponp NoSAfScurcnen ay_wM
OLASS AcresS
HYDRO CN AREA CNCAY
OPEN A ae] O.92 35,828
Be Gi = =
¢ 74 = 7
D 26 a ad ‘
35 ,as
RESIDENTAL A 57 .80.° 387. Go
B 72 6.8 ADB. 7G
c Bi 1, 38 111.78
D BG _ =
. 973,14
@ WoePED AL a5 13.78 Z44,.5
—) 5B |. 2,24 3248.7
(ay Jo 2,58 [82,6
YP 77 ~ -
373,50
BUSINESS AC &9 —_ —
ComMMERcIAL © 92 9, B4 Jes,.28
CS 94 = =
D 95 =
OTL, 28
TOTAL 43.22 2788.10
CN = 2788/0 _ 57,82
48,20 ~
CN [Acces Aces} CN CAY
ONSITE DEVELOPMENT 98 11.68 702Z24,64
“=!
= 818
COMBINED CN = @2788.10+ 7o74.64
4 43.22 + 71.08
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT... Cite ATES Comps x sos No. ZB38_. @
“LOCATION <ul BRLanDy ~ . NMOL. DATE_A=30-7 2
TYPE OF CALCULATION = “DEVELOPMENT SHEET SY. oF /23.
STOEM “DRAINDGE WAaTSESHED CHARacTER STS computen syJs/e2
—oesinace = APES TO DETENTION PONDNGAS cuecken py - JM
A2BEOQ= 119.9 Acees = 0,187 Sq. M:
Cn = 84.8 es . :
co >= 785 . WHERE FF 15> DESIRN Bainrane iw ened foa
Pe * B10 2,510,256 100 Ye. Stow PEERUENEY |
Pre * 425 PeeueRSHee INVERVeLS ove 4 24 Hoo
Pin? 4,90 . TURATION, FRem TEerWieaL Papen Ho. do
Foe = 3.90 May 1461. : :
Te :
= 0.00
5= Sole - tO = 2,225 WHEee CH= BI,%
PMiass Ranore
(P= 2592
@ve. Bos “Sree
tP-.25)%
BY. Be. PTS.
WHERE P= 7.65,5=2,275
i
N
uw
MHeER P+ 370,922,725
st
R
W
¢e-.25)7 ;
Se = 2,40 wWaere P+ 4.25 5:2.225
leg. B.a.
LP-.29)7
See = 2,97 | weeze P4.90,9:7,225
2> YR, Bh. O,
ge 7sy = "
100% Wie.t P4895 > 3,82 were P= 5.905>7,225
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SY ENGINEERS
prouectT. © POSSGATES Complex jos no _ZE2S _
@® LOCATION, Curt DOERPLAnt, NW DATE 5239-75
sueet £2. of 23.
COMPUTED BYJS/L2 |
"TYPE OF CALCULATION TEZ
if YE INFLOow HY7ZOGRAPH CeseeilayeaeuL Ae METHOD
ET 2 b 4atds crecxep sy—Y/A%
ea ;
wre : Meo. CFS. 3
_ TIME Te rr Bo PAS O87 bat?
i. H&S Tr 20.20 £6.='\.25 5 an
i 8.00 Oe 2.4ad4
we) BOS O25
i... 8.50 2.50 2 ees AL a
_. 8,15 1.00 200% 0,00). On237 i
93.00 2-00. 0.004 0,002 o4AT4 5
8.25 3.05 0.008 8205 2727 z
_. 9,50 445 01S 0.602, 2.944 4
ex af ChalS 5.25 2.020 0,018 1.264 | 3
_.. . 30.00 Ato 0.025 0.024 L478 =z
_.. 40.25 1.80 0.040 coat acl. 8
@ 250 10.60 oob> CF41 2582 va
wee oe lS 90 0.093 0.062 3,410 Et
oes Aho » IBtO O1l3 0.08% 4.4235
cu Wn2E 248 oi4l oat. wooo... 8 ¥
— .~dhbe 4020 oles 0,168. 9747... FL
cee AL TS, 15iLo 0324 0.20% 360382 9
a. 1200 B00 0733 039% me70) | Of
2.25 427,62 1882 0814 102t6G 98
12,50 261.50 L150 1.469 64.457 4
12.73 129.60 1961 2.028 41.384 Fa
12,00 101.80 20% .2408 ~ca335 fig
12,25 76,30 2145 © 2,643 22630 4 u
13,50 . 62320 2G 2,724 19,024 gz
13,75. 5.4 ENA 2.782 (1,030 a2
44.20... 44.70 219% 7 Bob 15467 2
14,25 ~ 4080 2192 2 A045 AAG gg
14:50 31,40 ZI 2-798 1,744
_ (4.75 S500 2162 2-118 12I1S6 6
(+ '§.00 32.0 2174 2983 17632 &
7 B85) 2a50 gies 224 i208 $
a 4550 - BuIO 24
RAYMOND KEYES ENGINEERS, P.c,
CONSULTING SITE ENGINEERS:
prosect.. CROSSGATES CemPprex jos no, 2E78__
location. Gui L DERLAND.,.:N Y¥_.-—-—- pate _5=30-72_
Treeor catcuraTion AFT EZ | DEVELOPMENT sueet 72. oF 403
5 Ye INFLOw HYOBOGRAPH (CNESIS)TABULAR METHOD = compute BY J3/2E
ug.9 Ac. DRAINAGE AREA To DETENTION Pend ho oAat 4a CHECKED sy--244
= =
a hes | CRS. * od by ew i, gO_ NRLOw |
Te = 0.50 DAS 0187 ae ig Hx DROGEARH
: Trt Opp Bochod . SPE ABE comedy
Ln B.0O. 0.00 O,26\ im. oS Bede
y 0.25 0000 '— ...8090_. ..
0.90 O.002 2099 OBS 2.
1.00 ©.004 O.00f 0.367 3
2-00 9.02008 ©.00¢ 0.735 5
3.05 001@ a.coB LIZ? F
45 0046 %017 1544 Q
5.25 0040 66028 1LOGé . 5
30 * 0056. 0.044 2.327% =
140 0076 0.063 2.959 a
10,50 0.102 9086 3,905 v9
90 0137 0114 5,277 EL
tle . 0,182 o152 64878 P
24,85 0.242 0.202 . 9.4 Vi. 3 :
4020 0.334 027) IEI40_ fo.
1hlLo : 0623 0,372 55,R10 ca)
080 L423 0.676 143.448 2%
427,50 2.525 1.472 158570 99
26L.AO 3.239 2576 100.366 fy
159.60 3.6247 3482 G4.BlG Yaz
1o1.Bo 3769 4004 44,60; aa
76.30 3664 4,294 35.746 yf
£020 3.901 4.462 30.166 g2
51.50 3,939 4,556 27.116 ay
4,70 3,958 4.604 24,724 fu
4080 32.970 4,621 23.343 8
BAO 3.978 4.61% 27.120
Shoo 2982 4603 21.240 6&
32A0 2.984 4,579 20459 F
22,50 3,984 -4:543 19,564 2
19,020
2. 2910 1 _ 298%. 4. 548.
RAYMOND KEYES ENGINEERS, P.c.
SONSULTING BITE ENGINEERS
CReossGATEs Com ne itr E x
tecaTtioN. Cul lL DERZLAND.
“Type or catcuration AC FT EZ.
1OYZ INFLOw HYoze6czaPH (CNIS) TABULAR METHOD
JOB NO. 2622, -
@ PROJECT...
sweet 71. of 103
COMPUTED BY 1s/ee
9.9 Ac. DRAINAGE AREA To DETENTION Fou he. 4At4B cueexen gy.
a oe “nes. ons. 43fbS. Eye. Rew).
“TIME | Te#050 DAF 187 aly dif WY DROGRAPH
_t H25 - TrtOe BorZh4o | bf Bye Comey
a 8. 0. _ 0.00 0,449 = Tee ROBO
comet ola 25 0.25 0.001 ae OAL .
i... 6,80 ... O50 6.002. 9000 04327 0.
—. 878 1.00 0005 0.002 457 4
7 00 2.00 ool 0005 915. §
9,25 $.05 0.022 Ootl L404 Tf
—. . %50 4.15 0.03 0,022 1924 3
-. 9.15 5.25 0.055 2038 4.454 3
~- w 10.00 30 0.078 0.056 2,969 =
T 10.25 180 0.105 0.083 2Gos . i
y ‘10,50 10,20 C140 O18 4979 vg
we, iD 40 O1O7? 9.151 6588 Fr
—---.1ao {Gio 0.748 0.201 8.587
oo . EE 74.20 0.33! 0,268 i750} Mi
— . 1,50 4070 0.456 0.358 18,891 BL
sree TS | Bio i 2 69.509 9
wi 1200 mato 1924 0665 176.577 29%
2.25 427,80 3.273 1.908 192.396 4§
-. 1256 261,50 4.057 3.261 124.955 4,
12,75 159.60 £487 4,303 €0.550 32
13,00 101,80 4.702 4.886 55.360 AR
12,25 16,30 473 5.165 44.294 |
B50. 600 4656 5,28) 27349 ¢q2
13,75_ 51.50 4.901 5.488 33545 BY
4.00 44.70 A936 5.545 30,583 @ i
14.25 4080 4964 5.579 28.088 &
14.50 31.40 4587 5587 727.359
“7 14.75 S400 5.006 5,58) 26,324 §
Re 1§,00- 290 5.022 5,565 25.380 }
J} B25 Ba80 5.036 -bo4a 8602. 4,794 Y
Pe IG, FO BIO oY : 5,81]
23,64).
RAYMOND KEYES ENGINEERS, P.C.
CONELITING SITE ENGINEERS
prosecy. CRCSSGATES ComPLex___ Jos no. 2528, _
LOCATION. Cour LPERLAND,. NW... DATE _5-30-7D
Tepe oF Calcuiation AVFT EG DEVELOPMENT sneer 7k. oF 123.
2512 INFLoOw HYDZOGRAPH (CNeiS)TABULAR METHOD compurep ey is /2Z
19.9 Ac DEANAGE AZEA To DETENTION Fonp No-4abd& cuecxen py
br nsncay “ies. ors. . 438s Bae Low.
TIME | Te 0.50 DA+ 0187 Ae [EE cerca =
HRS Tr 2 Oeo £.0.=2,97 OR OYRES | com|d.
2 B.00 A. O00 0.655 02s UU Updo
}.. £8.25 0.25 O0OL Tt. OL ko,
... 680 —.. 0.50 0.00%... G01 ney
8.15 1,00 0.007 ay
93.00 2-00 OG 5
325 3.05 0.030 : z
9,50 445 0.073 J 3
9.75 5.25 0.096 Oboe &
- 10.00 to 0% 0.163 3744 =
10.25 1.82 0.194 4,64% i
10,50 [0,60 0.273 2.264 ve
10.75 90 0.293 B22~e - ne
-- 1,40 lalo 0.573 {0.709 <4
- ALZS 24.80 0.482 14.623 ..0 ¥
th bo. 4azo 0,659 23492 Bo
_AL75 1510 . hi92 BoADI Q
1200 ma%0 2.564 221.262 Mo
2,25 427,50 4,110 LAA LES 45
. 2,50 261.40 4.967 154.543 4 re
4 12.79 129,60 ERICA 99.339 Ys
13,00 101.60 5.586 __ 68.070 Ag
13,25 76.30 5715 54.436 , i
1350. 230 5.808 45.812 42
13.795. °. 51.60 3.879 41,092 gf
4.00... 4410 5.937 37.480 Ji
14,25 4080 5.984 35.342. @
14.50 37.46 6.026 23, 508
14.76 S00 6.062 32211 §
15.00 3290 6.094 ZLo7o P
2. 165 22,50 6122: 29.153 $
CONSULTING SITE ENGINEERS
erouect.. CROSSGATES CemPLlex___
LOCATION. CursLDERLAND., ON YW...
—----——--ypE-OF CALCULATION AX ET EI EVELOP MENT
100 YZ iNFLow HYOeOGRAPH (CN=8IS)TABULAR METHOD
119.9 Ac DRAINAGE AREA To DETENTION Fenip No. 4ab de
RAYMOND KEYES ENGINEERS, P.C.
jos wo. 2628.
DATE 5-30-72 _
suger 93. of 403
COMPUTED By JS/2e.
CHECKED sy.4M
crs o 5 & x i
a re IN, 2.0, CRS. - § fa $s ao5 JRELOW 2
TIME Te 0.50 DAS O1BT EMER ESEPE uy omoaened’._.
in. HRS TrtOw possea . OR AE cemey
B08. O00 O42 : =: 001
1 'B.25 2.25 -
-i..- 8,50 0.50 _
- 8.15 1.00 a
9.00 2.00 5
9.25 3.05 z
_ 9,50 415 4
“ 2.75 5.25 3
e 10.00 30 ™ =
_.. . 10.85 80 8
© 1o,So 10,60 vg
~- 10,78 A90 Fe
a2... WO Alo <<
ace MRE 24,80 8%
—..- 4.50 4020 0.762 9.659 30.642. 8
_ -4ILIS 1510 : 1.045 6.905 lI2447 9
_ 2.00 33090 1,842 1.613 2a7598 Po
2,25 427,50 3.113,-3.209 317.759 ¥§
12,50 261.50 5.277 4.710 200,070 4 é
12,79 (7.0 6.244 644i 126.677 YZ
13,00 101.80 6.665 7095 67.756 in
13,25 76.30 917 7519 69 898,78
B50... €%o 7.065 7.726 58.623 4 z
13,75. 51.50 2175 7,856 52.4669 4
14.00 4470 7.261 7.940 47693 gis
14,25 = 40B0 7.333 7.993 44.983 @
14.50 37.40 7.395 8074 42.605
. 14.75 S500 7449 B04 40.931 §$
\.. 15.00 3290 7.49% 8.050 39.463
Ab 25 Ba.50 27.156 $
we IEGO __: 210 26.197
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
Prosect .. CROSSGATES ..ComMmPLex_.._ Jon No. 2828 @
-1OCATION GUILDERLAND, KY DATE 5-59-72 |
TYPE OF CALCULATION 4FYEM DEVELOPMENT | SHEET 74. of 403
a STORAGE WoLUMES comPuten BYIs/22
DETENTION FoHp Ho, 4448 CHECKED py -¥1..
STOPPAGE VoLuMEeSs
SLey. ABFA Poon verry | youumeceny eee een” ie wet.
224 48,000 i
. B4250 |] 2 198,700 | \oB co} 2.50
Z26 69,700
: C1050 z \S4,100 | 242,a00 | 5.457
238 13,400 .
. 73,750 2 159,500 | 402,360 | 9.24
240 BG6,\00
2s 92,450 | 2 184,900 | 567,200 | 1346 @
Z42 %8,800
1O5,150 ez @\0,300 | 797,500 | 18.3i
244 l1l,5e0
CONSULTING SITE ENGINZERS
r PROJECT CROSSEG4 TES COMPLEXK
J—--—.--- LOCATION... .. GUILDERLAND, Pon
TYPEOF CALCULATION ATP TEW DEYELOPMENT
BLEVATION - STORAGE Cugve
DETENTION PEND No. 4Af4e_
RAYMOND. KEYES .ENGINEERS, P.C.
Jon wo. CGDS
DATE 3-30-75
sHEeet 2S of 3
COMPUTED syys/ee
_ CHECKED ay SM
= it ind
3 ou y
_
ACCUMULATED STORAGE Cocze Feet)
a
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROsECY CROSSQATES COMPLEX jos wo, CDS
LOCATION GUILDERLAND, on DATE S-30-79
TYPE OF CALCULATION AF TER DEVELOPMENT sueet 9% of OS
CW EEL-234.0
ELEVATION-DiScHazce CuRVE-temreuseo — comPuTED BY US/2R.
DETENTION FOND No. 4A¢ 4B cHeckeo ay VM
Tor
6or V2elemee
VRC eM
et
50 r “
rand “
6 Po
4 7
J 40h a
~~ a
fv
o
Gg
g
4
tT
1H gv
ce)
fay
|
| 1 : . 1 i L 1 er |
246 2O
ELEVATION (FEET)
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT: CROSSG4TES ComPelLex JOB NO. 2838
LOCATION: GNALDEZLAND, RUN Z DATE:_5-30-75
TYPE OF CALCULATION: SHEET97 OF /03
WORKING CURVE COMPUTED BY us/pe
AFTER DEVELOPMENT eat £36"
Form BeTENTION FOND No.4 - enh DiscHaeses CHECKED BY _jM_
} TAILWATER ELEV.=_ ALA.
Oise. STORAGE FOR 4620.25 HRS.
ELEY. Op, Se o/2 Se/At S2z/At+ Op/2
CFT) CFS Ac. Ft. (CFS-HRS. CFS CFS CFS
234.00 0.0 0.00 0.0 0.0 0.0 0.0
234.50 2.0 0.55 6.7 1.0 26.8 27.8
235.00 4,2 1.10 13.3 Zod 53.2 55.3
235.50 7.9 1-70 20.6 4.0 82.4 86.4
236.00 12.4 2.50 30.3 6.2 121.2 127.4
236.50 17.1 3.15 38.1 8.6 152.4 161.0
237.00 20,8 3.90 47,2 10.4 188.8 199.2
237.50 24.1 4.65 56.3 12.1 225.2 237.3
@ } 235.00 26.6 5.57 67.4 13.3 269.6 282.9
238.50 31.2 6.42 77-7 15.6 310.8 326.4
239,00 36.9 7.29 88.2 18.5 352.8 371.3
| 239.50 44.6 8.30 100.4 22.3 401.6 423.9
240.00 52.7 9.24 111.8 26.4 447.2 473.6
240.50 63.4 10.22 123.7 31.7 494.3 526.5
241.00 71.0 11.23 135.9 35.5 543.6 579.1
243.50 81.5 12.30 148.8 40.8 595.2 636.0
242.00 91.2 13.48 163.1 45.6 652.4 698.0
242.50 100.0 14,61 176.8 50.0 707.2 757.2
243.00 108.8 15.380 191.2 54.4 764.8 819.2
243.50 114.4 17,00 205.7 S72 822.8 880.0
244.00 118.6 18,31 221.6 59.3 886.4 945.7
! | H
| |
!
CONSULTING SITE ENGINEERS
PROJECT___ CC ROSSGATES Comrle”«
AOCATION GUILDERLeND, oN =
TYPE OF CALCULATION AFTER DEVELOPMENT
ZY@Z, Flooo BoutiNG- 119.9 Acve PZAINASE AEA
TO DETENTION POND Ne4A STORAGE INDICATION METHOD)
RAYMOND KEYES ENGINEERS, P.C.
JOB. N
0.2636.
pate 5-30-79
suet 72. of 193
compu
TED sy Js/@e
cHEckeD py —~ft
miwe | INE LOW _ letoece | ourslowi nme} INFLOW
ves] SZ Peete] Oo, fuel 2. pT
e-FS.| ¢*5. | o6s.] ces. ene | ons,
STORE
Seat Y,
B.00|2.000° en ne 117%} 36.032 :
0.020 [0.030 | 0.007 _ 64.351
8.2%) 0.055 | 4. . A200 92.670] 2...
2.089 (0.117 |2.006 77,463
B50} 0.118 : 42:25 $102 236 ;
0.1718 je.287 |ooz1 03.25)
8.1510.737 . 1250|64 457
7 2.356@ 10,622 10.045 .. [52.921
_ 19, 00j0474 \215| 4/284
@.40l]|.1798 [aces 34.860
9.28 10.727 13.00) 28.235
. 286! 11.954 lotdl 1463)
9.5010:994 13.25] 22.630
an an 1I29 12.942 10.212 20.856
9,75 | 1.264 13.50}19.02t
tare 14.\2610297 1B.0%¢
10100 | 1,323 137% | 17-020
! L US |45.544 10.399 16249
10.25 | [For ~ |1400/15.467
Z.230 17.375 10.523) Walz
10.50 | Z.55% 14.25| 14.556
ZABS 19,829 | Oqe7 : 14.160
hore 1 S-410 IONS .144
1... {3.923 113.045] 0.02326] _. .. 13.450
H.00) 4.425 1475/13.15
5.AAB [17.355 | 1-249 12-894
U.28| 4.069} | 4d 8; fiS0el2.632) .
“11904 ZA,210 L727 4 |. [S2BBZ
a ee | = i ae
C.AS.
\0e.1344
193.534
WH G3I
284 398)
292.880
290.64
284.797
276.124
£66,\44
256,475)
244529
Z2D48R
222.608,
ees
yo aype ee
eee 2 4ei73, Fe
4 HL.
10,066)
20-251
Z4E16o
AAIB
ZlLO4G
PROJECT...
—SOCATION
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
an Oh an
TYPE OF CALCULATION AFTER DEYELOPMENT .
5 Y@, Floop WoutiWa- 119.9 Acze VZAINAGE AZEA
TO DETENTION . POND NodXB(STozaGe inpieaTion Merton)
CROSS GOT ES ComMrPlree ow
GUILPERLAND) ow.
Jos wo.ZO28 _
DATE 5730-72 _
SHEET 7. oF “S.
COMPUTED ays/2e
CHECKED 6Y ~ 4.
ime | INFLOW (stoease | ouretowl nme iNFLOWw lowes OUTFLOW
wes.| 2 "Z Pte] oe |ues.| I] F.. Hehe] op
C.F.S.| oF 5 | GF. | ces. c-ES | o.r.5.[ ce, | ees.
_. f8.00}0,20° > (UaABISSBlep os Po: ;
0.045}0.045 |o.003 ; 99.629) [63.644] 1.256} -
$.25/0.090 . _ W000 14-3444 2} ek.
OAS? leite joe . 151,009]297,297) 25,(22
8.50) 0.182 ... J¥225 158.570
2.218 |o.d4t lo.o32 129468 | 296,421 dogos
8.71510. 567 12.50] {00.366
(|O-581 jo.90 Jo.06e% $82.59) 440.581]47.278
F,0010.735. 275} 64.8164 a
0-931 | La22 Jos) 54709 | 447,702 | 49.489 | 4
_. foen]t127 13,00} 44.601} .
|. = 1.336i3.027 lo2e 40.174) 429,441] 47184
960/544 13.25| 35.746
| L155 |4 564 |oaze SZ DSL} 425.269) 44.823
9.78 11-S66 113.50] 32. 66
2172 160408 |0.46! 28.641 | 409,087| 42.432].
0.00| 2.378 137 127,110
2.669 18,616 10.620 25.920] aq 872] do.o14
10.25|2. 959 14.00}24.724
D472 11.468 j0.825 24.034 \376,598) 37.615]
1050 |S, O85 14,.25/23.343 1. :
4.631 |ts.z14 Lea | |}. 22.732 \361.652)35.075
non | 5.277 60] 2Z,i¢0 | _ .
.. 1, [21680]347.657| sas99
1.00 21240 . .
120.850 | 234.408 132,242
W254 S. 20.453 .
P . 20. 2.010 322.376|20.74
_.- | LUSO] 1S igo es See ee
ee i 19.29.) |210 893, :
75! wd
RAYMOND KEYES ENGINEERS, P.c.
CONSULTING SITE ENGINEERS
PROJECT... CMOSSGATES ComPlrex
: LAK,
TYPE OF CALCULATION AP TER DEVELOPMENT .
1O Y@, FLOO> RouUTING- 119,9 Acee VZAINASE ACEA
TO DETENTION POND NodAig(STozsae INpicatiod METHOD)
_ LOCATION
GUILPERLoND, __.
sop No. 2O2O
Date 2-30-75 _
SHEET /2d. of. /O3
COMPUTED BY vs/ee
CHECKED sy “IM.
vie LINELO™ Istogme | ourriow mel IN FGOYY open leutFtow
wes} oT “Z Peect A] op [ves.| = TPP). 0,
o.55,/ oF5. C.F.5. C.FS, C.F SD. ¢.6.5,| 2.9. | 0.6.9
8.00] 0.000 ad at 11.15] 29.509 an
0.057|0.051 |o.oo4 124. 043] 203,244 21481
Beeforts) oo ood. __ . ftzool!78.577) .
C179 10,223: |o.016 167.99370.081|36.746
8.50} 0.227 _. Nees $197.39¢q oo
0.242 10.549 1p, 084 1G 1AT6) 494,517 156.931,
8.71510,457 ; ino} 124.955
0.686 11,196 |o.086 _ [102.753 | 545.2215 400
3,00(0.915 _ \278| 80.556 — oe
LiGO be270 10.463 67.955|242 oul 6sre9|
9.28 [1.404 13.00} 59.360
L664 feng) loz 49.827 1626952 63.465
9.60} 1.924 13.25 | 44.294
2.189 15.689 |0.409 40,822 | 504. 309158,91)
9.75 | 2.454. 13.50] 37.349
2.712 19992 loots 35.4471 4.80. 849 54.165 |.
10.00}2. 9&9 . 1375 | 33.545
3.332 |10.949 |0.793 32,064 456,744) 50.275
10.2813.695 i400] 30.583
4.337 114.213 {1.080 29.756 | das 20146 9a}
| on0|4.979 14.28| 28.688
| S.TB4 | 19,067 | La77 . ; 28.124 |1419,294] 43.940
1 fo 16.588 14.50}27.359 | _ .
_.. 47-588 125.283] 1.819 | |2@.042 |402.296]4 1.439
Hoo! 8.587 14.75] 26,324. .
' 10.169 |33.623|2.467 25,852 1 386 7Il] 39.156
hap] th7so 15.00/25 380] -
IS. 324 qd. 7 24,837 |472 .39437.060
18.891, is2s od en Poa
i 444.200 Lid. 289 .23)38377
6509) os | (5.69) 2: ee eee
@ PROJECT_.
_ LOCATION |
F TIME.
HRS.
RAYMOND KEYES ENGINEERS, P. Cc.
CONSULTING SITE ENGINEERS:
INFuow
.CROSSGOTES ComPlex _
GUILPERLAND, _....
ie bs Ae =
TYPE OF CALCULATION SEP TER DEYELOPMENT
25 YZ, Floop WouTING- 119.9 Acwe VRAINASE ACES.
TO DETENTION POND NofasXSTozace itpicanio METHOD)
son No. ZO>D6..
pare 7-20-72.
sHEet /2/ og /03.
COMPUTED sras/ee
cueckeo pr..~/f
STORE
I
CFS,
=
FS
Peat
C.F.
OuTtlew
oy
CES.
TM
INFLOW
STORAGE loutFlow|
Hes.
_s = ae
cre | tes,
i Salas OG Oz <
8.00
./8.25
8.50
845
‘ 4,00
@ 4.25
_ 2 9.50
9.15
10.00
10,25
1O.BO
Lon
1100
25
2.000
0.(40
0.282
OSS
L135
727
2 Al
3.066
3784,
4.643
(.2o4
$226
10,709
14,633
2.070
O2t {
O424
‘|0,850
£431
2.069
2.939
3.405
4,194
5454
745
| 9468
12.671
19.063
o.010
o276
0,680
146\
LBO®
4.67%
4.018,
13.424
fLANZ
23.868
21.18
41.984.
57,912
2.24 10:
0.005
15
12.00)
. (225
It~no
{275
(3.00
13.25
}\3,50)
be Nicd
\4,00
14.25
14.60
‘haas
45,00,
ol 221202
BO1GI{ -
153127)
nde
iS4.543
126941
09.3394 |
63.705
68.070
6} 253
54.436
50124
4SBi2 .
- 143,452
4£{082
39.261
47,430
36.386
39,342
23,506
$B 2.860.
32.2
B64!
31.070
29.253]
ao 76.984 | |
232,954 457.639 50.425
199,494] c08.t0al 16.464
34,425!
21426 A261 45.018
C.F. | FS,
251.673 |24.888
628.185 185,124 | #
657.163 |24.005
sein | atasi
603.084} 75.426
Byte 65.846 |.
BE OSIE 6S. 426
bi ABS \ 60.363
485,647) 55.17
46290] S510Z0
443.) 1} 47.86 f
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS
PROJECT... CROSSGATES ComPLex Jon NA ZO2O @
LOCATION QUILDERLaND, LN _ DATE.4-30° 79 __.
"TYPE OF CALCULATION AP TER DEVELOPMENT é SHEET 2 oF. 23
lOCoYR, FlooD MouTiNG<-1/9,9 Seee PRAINAGE AZEA COMPUTED BY JS/2E
TO DETENTION FOND Nodi}s(STO@AGe INpIeaTioN METHOD) cueckep ay ~M
Me LINE COM Netorage | oureiow nme| IN FLOYY | etopase [outrtow
wes.] 1 "Z| Peet) Op foes.) 2 ee bean ot
C.FS.} oF | CFS. t ors. G-RS. | 2.7.9.| 6.FS. t 0.69-
B.00/0.00°0 WABHZIATL 2. 23
0.092 lo,o9z jocor | |... 199: 8Blaze seg aizie
-[8.25]0. 183. wie _. . (N200}287.598
C276 loael \o0.08@ 202,679 | se 99) \74.486
8.50]0.368 _ .|12.28 | 317.759
0.554 15.889 lo.064 258.915 | 782.420 | 0858
B.15|0,740 12,50|200,070
Lil |)4a8 Toisas 164.374) 642714| ttLoiz.| #*€
F,00||.485 We 1128.677
i ; 3.767 |5.566 |o.400 108.218 | 840.420| 1107754
_. 92S 12.262 13.00] &7,758 . @
ee 2.707 14.87% jO.866 78,826 | 608.4941 101-280
A f9.804Z.1SE 13,25| 69.698
ft. 3.563 |10,870 10.782 64.26119765,4)5) 101.195
9.75 $3,995 : 13.50) 58.625 .
4421 114.504 |).o44. | . 55.545 |-119,845{ 94.447 |.
10.00/4.847 135 [52.466
5.438 lja.q0a |\.2¢0 50.080 1675478 181.676
10.25 | 6.029 14.00|47.693 |
7.064 |24 Go int° 46338|634./40] 61.157
10n0 [8,098 14.25144.983) |
2.408 |32245|2386 | 4. .:.. |49.794)s96.177| 74.262
. 14.50/42.005) _ -
{2244 aezeataise | |. . [44768 |564 283 68 859
: 16.75] 40,93)
16.536 )s5.614 14.2387 . £0,197) 536,621) 64.118
510.512 | 60.166 —_
221) 481,474) 56.537
RAYMOND KEYES ENGINEERS, P.C.
CONSULTING SITE ENGINEERS:
PROJECT GROSSK4ATED CoMPLeEX JOB wo, 2838
LOCATION GuilLDERLan Dp, Ye PATE 4-30-72
TYPE OF CALCULATION AFTER DEVELOPMENT SHEET /23 oF /O3
SUMMARY OF | ComBINED ONSITE compute By s/eZ
STORAGE VoLUMES € Peak DecHAZ4e ATES CHECKED gy YM
STOZAGE. VOLUMES -(Aewe Feet)
STORAGE PRoYIDED (Acge Feet) TOTAL Tota
FUEQUENCY DETENTION DETENTION PETEHTION DETENTION STOZAGE STORAGE
INTEGVAL FonDNe.i POUD I wiB PeHoHNs. 3 Reoibdate PROVIDED ZEQUZED
2Xe. 2.66 2,44 1.52 Bel 10.21 B.1\
Syz. 5.24 2,40 214 8.32 11.25 12e7
1oye, a2t 1,28 3.74 4B) 22.04 IV3BI
252, 10,1] 1.26 5.01 \Lo7 - 28.1 | Zi.63
looove. [445 275 109 1497 49.06 2B)
PEAK DIistuABae CATES ¢ ¢.2.S.)
PRsauSECY Bercee ASTER
INTER YoL DWEVELSCrMENT DEVELOPMENT
2Ye- 29.22 @ANO
: BYE. THAD 42,44
10 Y@. 101,22 65.71
i 22 Xe. 138.17 BF.1D
~y “N
os L/) \oove. 16,04 = NLOI
_pates _Janvar:
Bureau ‘of Industrial Programs
DIAPS SPIES PERMIT TRANSMITTAL Pons AND FACT EXERT DATA
: Ceorge Hansen, Chief, PDEs Permit Section
on Wea Lter Loveridge, Chief, Physical Systems Sectioa
2, 1980" . z Prejec
Permit Nor NY 010 7930
Name: Pyramid Crossgates Company Kyrum Kiil ,
Location: Guilderland {T}, Albany County - Average Total Flow: 3.uGD
: type of Operation and Major: Products: - . : ; ‘
. Shopping Center a, P : -
Production Levels if Effluent Guidelines Exist:
WA
Rationale for Permit Conditions::: ~ : : ws
Parking lot runoff from storm waters ~
Comments on Pertinent Data:
Attachment .
aL/sr
ec: Mr, Berner i
Région 4 - Water Quality Engineer
Region 4 ~ Director (w/o att.}
~~"
Copies: P :
2 . a Facility ID No. : NY OLO.7930°.
Effective Date : EDRs
Epp + 5 5 years
@ . : Expiration Date.
WEW YORK “STATE DEPARTMENT “OF: ENVIRONMENTAL ‘CONSERVATION
STAT= POLLUTANT DISCHARGE. ELIMINATION sYsT! SPDES) -
DISCHARGE. PERMIT * oe ae
Special Conditi ions
(Part 2)
This. SPDES permit: is. issued: in. ‘Been aus with Title 8 of Article 17
of the Environmental Conservation Law of New Yor State, and; in compliance with the
provisions of the. ‘Fedéral: Water. Poliuric Te Control. cts” ‘as ‘amended ‘ iby ‘the’ Federal
Water Pollution Control Act Améndments: of. 1972, Pil: 92-500, October 18, 1972,
. et. se jereinarter referr: to as “the Act .
33 U.S.c. 81251 eq.). (hereinafter referred ‘the Act").
Pyramid Crossgates Company
(SIC $321)" °
is authorized to discharge from the facility described below:
Crosscates Shopping Center
oe Western Avenue
@ Guilderland, New-York
Guilderland (T}, Albany County
‘into.receiving waters known as:
Krum Kill (Class A)
in accordance with the: effluent Limitations, nonitoring requirements and other
conditions set forth. in chis™ permit.
This permit - end:the authorization to discharge shail expire on midnight
of the expiration date shown above -and, the permittee shall not discharge after
the expiration date ‘imléss this’ permit has. heen renewed, or written authorization
* ds. gt hy ‘the. Department. _ “La. order to receive authorization .té. discharge beyond
‘the expiration date;:the permittee shall submit- such ‘Informarion, forms, and fees
~ a$ are required*by the Department: of Enviroumentel Conservation no later than
180 days prior to ‘the ‘expiration date.
By Authority of
. Designated Represatitative of, ‘Commissioner of the
Department of Environmental Conservation
a Date . Signature
Pare £
Page 2 of 3
Facility ‘ID. No.: 0107930
® : EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning and lasting. until .
the discharges from the permitted facility shall be limited and monitored by the
permittee as specified below: : :
Discharge Limitations Monitoring Reqnts.
Qurfali Effluent kg/day (bs/day) Other Units (Specify) Measurement Sample
Humber Parameter Daily Avg.. Daily Max. Daily Avg. Daily Max. Frequency Type
O01l* Storm Water Runoff
Plow — —- — — “Monthly Instant,
Total Suspended Solids - —_ 30-mg/1 50 mg/l " Grab***
Settleable Solids —- -—— — [43 mi/L "
Oil & Crease x _- --- 15 mg/l " .
Sodium Chloride (Nat
Porn a 500 mg/l " "
Cadmium** on .
Chromiun**
Copper**
Lead** .
_Manganese** — oC — Lee ot
Mexcury** . a : wes aa
zinc** : - —
Hickel** — = — aoe
tron** _ --- a
@ ‘* This discharge is for parking lot runoff only and shail not contain, waste from any
commercial or industrial operations.
** Moniboring Requirement only.
*k* Grab sample will be taken during the first half hour of storm water discharge.
The pB shaii not be less than 6.5 standard units nor greater than 8.5 standard units and
shall be monitored as. follows: monthly grab.
Samples taken in compliance with the monitoring requirements specified ebove shall be taken
at the Following location(s): in discharge before entering stream. .
The daily average discharge is the total discharge by weight or in other appropriate units
as specified herein, during a calendar month divided by the number of days in the month
that the production or commercial facility was operating. Where less than daily sampling
is required by this permit, the daily average discharge shall be determined by the sunmation
_ of all the measured daily: discharges in appropriate wmits as specified herein divided by the
number of days during the calendar month when the measurements were made.
The daily maximum discharge means the total discharge by weight or in other appropriate units
as specified herein, during any calendar day. .
4 > M702 3776) Paget . ’
“"—"““gethis pernit for edditional information concerning monitoriag and veporting
ON as Part i
Page 3 of 3
Retty TD No,: fo107939
MONITORING, RECORDING AND REPORTING. ‘ a ge F
a} The perditraa shall also refer to the Generel Conditions fear I)
tequizements and conditions.
b). The monitoring information required by this ——e shall de sum:
zed and reported by submitting a completed and signed Discharge Monitoring:
osm onmca avery 3 months to the Department of Enviroumental Conservation
rz eparepria Suletory egencies et the offices specified below. The-
first report will te due ue later than : ‘ /Thereafter, reports
shall be subaitted no later chan the 28th of the following monch{s}:
mar
Report £
Chief, Waste Source Monitoring Section
Wew York State Deparment of Environmental Conservation
Room 300 - 50 Wolf Road - Albany, New York © .12253
Regtonal Engineer
New York State Deparment of Enviromental Conservation
Ragional Office #4
50 Wolf Road “
Albany, New York 12235
Albany County Fealth Department
Attn: Director, Div. of Env. Health Services:
South Ferry & Green ftreets
Albany, New York 12201
¢) TE so directed by this permit or by previous request, Menthiy
Wastewater Traament Plant Operator's Reports shall be submitted to the ‘DEC
Regional Office end county hezlth deparrment or counry enviromental control
agency specified above,
¢d) Each submicted Discharge Monitoring a shall be signed zs
follows: y :
1, I£ submitted by 2 corporation, by a principal executive |
officer of at least the level of vice president, or his duly authorized repre~
: sentative, if such representative is responsible for the overall cperatiou of the
facility from which the discharge deseribed in the Discharge Monitoring Report
originates;
2. If submitted by a partnership, hy a general partner;
3. If submitted by a sole proprietor, by the proprietor;
4. Lf submitted by a municipality, State or Federal agency, or
other public entity; by a principal executive officer, ranking elected official,
commanding officer, or other duly authorized employee.
e) Unless otherwise specified, all information submitted on the
Discharge Monitoring Form shall be based upon measurements and sampling carried
out during the most. recently completed reporting period.
£) Blank Discharge Monitoring Report Forms are available at the
above addresses.
91-20-2 (4/76) Page?
NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION
STATE POLLUTANT DISCHARGE ELIMINATION SYSTHY (SPDES)
DISCHARGE PERMIT .
GENERAL CONDITIONS
(PaRT IT)
SECTION PAGE
12.
General Provisions... .sieccess sc ecessereeseeasasesascnsaancascancnsens L
PrOhiDItionS.. ces secce evens ents e ester ee seneeeancasecnenscssncesscnon LZ
EXCLUSIONS. 1c cscersereseenceessseeancacrnvesseessteteeseensensasenance 2
Vodification, Suspension, Revocation... .ccvseecsessesaeneees
Inspections....s-ccecsesscncesscnccaseenevccscseseensscscassasecsosacs HeS
Trenefer sot Ownerciil pis 14. 10i0e saci. ceces coanees soar dewwner cake acivans 8
Permit Renewal. ...+sceseceecsscscesececcscrecenccsseressoesseseseesees 5
Special Provisions - New or Modified Disposal Systens.... 5
Monitoring, Recording and Reporting......sccscescenwsscesecvercncreces G98
6
6
7
10.1 GEMBTAL.. cecccsevereereerru secre ence recta eeeeaseenareaseneons
10.2 Monitoring Locations... ..cccssecsessecscegecseesesececoecsccnves
10.3 Recording of Monitoring Activities and Results........eeeeeeeee
10.4 Analytical Methods..
10.5 Application for Alternate Test Procedures... sesereveeeeverreee 8
10.6 Confidential InforMation.....cccccresscccsccvencecvcsvoessvcses B
Disposal System Operation and Quality Control... .sceceescececesessereee 910
soseesee 910
11.2 Prohibition of Bypass.
1.3 Special Condition-Disposal Systems with Septic Tanks........... 10
11.4 Disposal af Collected Solids....sssisescccscscscacacsevecnscnse 1D
Conditions Applicable to a Publicly Owned Treatment Works (POTW)
Ang Users of a POTW......--. sence ecnvececerencaccecevacesevecnsecsess 1-12
DSc, COMeT aL wreieeneiaieawe:n caine eecemeeciecenesmemmeiemessiaaseneseenwein: Ed.
12.2 National Pretreatment Standards: Prohibited Discharges........ 11-12
PART II - GENERAL CONDITIONS
1. GENERAL PROVISIONS
a. A determination has been made on the basis of a submitted application,
plans, or other available information, that compliance with the specified permit
provisions will reasonably assure compliance with applicable water quality
standards, Satisfaction of permit provisions notwithstanding, if. operation
pursuant to the permit causes or contributes to a condition in contravention
of State water quality standards, or if the Department determines, on the
basis of notice provided by the permittee and any related investigation, -
inspection or sampling, that a modification of the permit is necessary to _
assure maintenance of water quality standards or compliance with other pro-
visions of ECL Article 17, or the Act, the Department may require such a
modification and may require abatement action toe be taken by the permittee
and my also prohibit the noticed act until the permit has been modified.
b. All discharges authorized by this permit shall he consistent with
the terms and conditions of this permit; facility expansions, production
increases, or process modifications which resuit in new or increased dis-
charges of pollutants must be reported by submission of a new SPDES application
or, if such new or increased discharge does not violate the effluent limitations
specified in this permit, hy submission to the permit issuing authority of
notice of such new or increased discharges of pollutants (in which case the
permit may he modified to specify effluent. Limitations.for any pollutants not
identified and limited herein); the discharge of any pollutant not identified
and authorized or the discharge of any pollutant more frequently than or at
a level in excess of that identified and authorized by this permit shall
constitute a violation of the terms and conditions of this permit.
c. The provisions of this permit-are severable, and if any provision
of this permit, or the application of any provision of. this permit to any.
circumstance, is held invalid, the application of such provision to other
circumstances, and the remainder of this permit, shall not he affected thereby.
d. If the discharge(s) permitted herein originate within the jurisdiction
of an interstate water pollution control agency, then the permitted discharge(s)
must also comply with any applicable effluent standards or water quality standards
promulgated by that interstate agency. .
2. PROATBITIONS
a. The following asscharges into the waters of the State are hereby
prohibited:
(1) The discharge of any radiological, chemical or biological warfare
agent or high-level radioactive waste, such as terms are defined
by the Act or pursuant thereto;
i
-2-
(2) Any discharge which the Secretary of the Ammy acting
through the Chief of Engineers finds would substantially é
impair anchorage and navigation;
(3) Any discharge to which the Regional Administrator has
objected in writing pursuant to any right to object
* provided the Administrator in Section 402(d) of the
Act; and
(4) Any discharge from a point source which is in conflict
with a plan or amendment thereto approved pursuant to
section 208{b}) of the Act, or any other discharge not
permitted by this article, article 17 of the ECL, other
rules and regulations adopted or applicable pursuant
thereto, the Act, or the provisions of a SPDES permit.
3. EXCLUS TONS
a. The issuance of this permit by the Department und the recciot
thereof by the Applicant does not supersede, revoke or rescind an
order or modification thereof on consent or determination by the
Commissioner issued heretofore by the Department or eny of the terms,
conditions or requirements contained in such order or modification t
thereoz. r
b. The issuance of this permit does not convey any property
rights in either real or personal property, or any exclusive privileges,
nor does it authorize any injury to private property or any invasion
ef personal rights, nor any infringement of Federal, state.or local
laws or regulations; nor does it obviate the necessity of obtaining
other assent required by law for the discharge authorized.
c. This permit does not authorize or approve the construction of any onshore on
offshore physical structures or facilities or the undertaking of any work in any
navigable waters.
ad. Nothing in this permit shall be deemed to preclude the institution of any legal
action nar relieve the permittee from any responsibilities, liabilities, or penalties
to which the Peemitine is or may be subject under Section 31 of the Clean Water Act,
as amended,
4, MODIFICATION, SUSPENSION, REVOCATION
a. If the permittee fails or refuses to comply with an interim or final require~
ment in a SPDES permit, such nonecmpLiance shall constitute a violation of the
permit for which the Ocmissioner may modify, suspend, or revoke the permit or ™
take direct enforcement action pursuant to law. When, at any time during or prior Ne
to a period for ' compliance, the permittee announces or otherwise lets it be
known, a the Commissioner on reasonable cause determines, that the permittee
#
3-
will not make the requisite efforts to achieve compliance with an interim
or final requirement, the Commissioner may modify, suspend or revoke the permit and
| take direct enforcement action pursuant to lew, without waiting for expiration of
the period for compliance with such requirerents.
b. After notice end opportunity for a hearing, thie permit may be nodified, suspended,
or revoked in whole or in pert during ite term for cause including, tt. not limited
to, the.following: .
1. Violation of any terms or conditions of this permit; or;
2. Obtaining this permit by misrepresentation or failure to disclose
fully ali relevant facts, or felse or inaccurate statements or
information in the application; or;
3. A change in any. physical circumstances, requirements or criteria
eppliceble to discharges that requires either e temporary or permanent
reduction or elimination of the authorized discharges, such as:
{4) standards for construction or operation of the discharging facility,
(34) ‘the characteristics of the waters into which auch discharge 1s made ,
(442) the water quality standards applicable to such waters,
(av) the classification of such waters, or
(v) effluent limitations or other requirements applicable pursuant
to the Act or State Law,
¢. Notwithstending (b) above, if a toxte effluent standard or: prohibition (including
any schedule of compliance specified in fection 17-0813 of the Environmental Conservation
Law or Section 307(a) of the: Act} is established for a toxic pollutant which is present
in-the-discherge authorized kerein and such standard or prohibition is more stringent
than any limitation upon such pollutent in this permit, or:if this permit contains. no
limitations on such pollutants, this permit shall ‘be revised or modified in accordance
with the toxic effluent standards or prohibition and the permittee shal be so notified.
- This permit shall be modified, or alternatively, revoked and reissued, to comply with any
+ effluent standerd or limitation issued or approved under sections 201{b)(2} {C}
and {D), 304(b)(2) and 307({a)(2) of the Clean Water Act, if the effluent standard or
limitation so issued or approved:
(1) Contains different conditions or is otherwise more stringent than any effluent
_ limitations in the pérmit; or
{2) Controls any pollutant not limited in the permit.
The permit as modified or reissued under this paragraph shall also contain any other
requirements of tbe Act then applicable. .
5. REPORTING NONCOMPLIANCE
a. If for any reason the permittee does not comply with or will be unable to comply with
any deily maximum effluent limitation specified in this permit or should any unusual or
extraordinary discharge of wastes occur for the permitted facilities, the permittee shall
immediately notify the Denartmeut of Environmental Conservation Regional Office by telephone
and provide the following information in writing within five days of such notification:
(1) Cause of noncompliance
(2) A deseription af the noncomplying discharge including its impact upan r
the receiving waters;
(3) Anticipated time the condition of noneampliance is expected to continue, or
if such condition has’ been corrected, the duration af the period of noncompliance;
{4) Steps taken by the permittee to reduce and eliminate the noncamplying
discharge; and
(5) Steps to be taken by the permittee to prevent recurrence of the condition
. of naneompliance.
Permittee shall take all reasonable steps to minimize any adverse impact to navigable
waters resulting from noncompliance with any effluent limitetion specified in this
permit, including such accelerated or additional monitoring as may be TECeSsery, to
determine the nature and impact of the non-complying ‘discharge.
Except as provided herein under Prohibition of Bypass of Treatment Works, nothing in
this permit shall be construed to relieve the permittee from civil or criminal
penalties for noncompliance.
It is recognized that equipment malfunction, acts of God ar other circumstances
beyond the control of the Permittee may sometimes result in effluent concentrations
exceed ing the permit limitations despite the exercise of appropriate care and
maintenance measures ar corrective measures by the Permittee. The Permittee my
come forward to demonstrate to the Department that such circumstances exist in any
case where effluent cancettrations exceed those set forth in this permit. The Depart
ment, however, is mot bound to wait for or solicit such dempmstrations prior to the
initiation of any enforcement proceeding; nor must it accept as valid on its face the
statements made in any such demonstration. Nevertheless, if the Department seeks to
enforce in an administrative or judicial proceeding any provision of any permit
issued to the Permittee by any permitting agency , the Permittee may raise at that
time the issue of whether under the Constitution, statute, or decisional Jaw it is
entitled to a defense thet its conduct was caused by circumstances beyond its control.
6. INSPECTIONS
a.
The permittee shall allow the Commissioner of the Department of. Environmental
‘Conservation, .the Regional Administrator, and/or their authorized representative
upon the presentation of credentials:
1. To enter upon the permittee's premises where an effluent source
is located ar in which any recands are required to be kept v under
the terms and conditions of this permit; 3
2. To have access to and copy, at reasonable times, any records
required to be kept under the terms and conditions of this
permit;
3. To inspect any monitoring equipment or practices being maintained P ‘
pursuant to this permit; or Nee
| &
be
-5-
4. To have access to and sample any discharge of pollutants to waters of the
State or to publicly owned treatment works resulting directly or indirectly
from activities or operations of the owner or operator of the premises in
which the effluent source or outlet is Tocated. :
TRANSFER ‘OF OWNERSHIP
a.
Any permittee who intends to transfer a SPDES permit is required to notify the
the Department in advance of the transfer. In the case of a change of ownership
only, notice to the Department is required prior to change; in the case of an
ownership change accompanied by a change or proposed change in wastewater
characteristics, a minimum of 180 days prior notice to the Department is required.
The terms and conditions of this permit are binding on the successors or assigns
in interest of the original permittee.
PERMIT RENEWAL
a.
Any permittee who wishes to continue to discharge after the expiration date of
a permit shall apply for renewal of its permit no later.than 180 days prior to
the permit’s expiration date (unless permission for a later date has been
granted by the Department) by submitting any forms, fees,‘or supplemental
information which may be required by the Department. Upon request, the
Department shall provide the permittee with specific information concerning
the forms, fees, and supplemental information required.
When a permittee Has made timely and sufficient application for the renewal of a
permit or a new permit with reference to any activity of a continuing nature, the
existing permit does not expire until] the application has been finally determined
by the Department, and, in case the application is denied or the terms of the new
permit limited, until the Jast day for seeking review of the Department order or
a later date fixed by order of the reviewing court, provided that this subdivision
shall not affect any valid Department action then in effect summarily suspending
such permit. .
SPECIAL PROVISIONS - NEW OR MODIFIED DISPOSAL SYSTEMS
a.
Prior to construction of any new waste disposal system or modification which
would materially alter the yolume of, or the method or effect of treating
or disposing of the sewage, industria? waste or other wastes, from an existing
waste disposal system, the Permittee shall submit to the Department or its
designated field office. for review, an approvable engineering report, plans,
and specifications which have been prepared by a person or firm Jicensed to
practice Professional Engineering in the State of New York.
The construction of the above new or modified disposal system shal1 not
start until the Permittee receives written approval from the Department
or its designated field office.
The construction of the above new or modified disposal system shal] be
under the general supervision of a person or firm licensed to practice
Professional Engineering in New York State, and upon completion of
construction that person or firm shall certify to the Department or its
designated field office that the system has been fully completed in accordance
with the approved engineering report, plans and specifications, permit and
letter of approval.
-6-
d. The Department and its designated field offices review wastewater 6
disposal system reports, plans, and specifications for treatment
process capability only, and approval by either office does not
eonstitute approval of the system's structural integrity.
10. MONTTORING RECORDING AND REPORTING
10.1 General
a. The permittee shall comply with all recarding, reporting, monitoring
and sampling requirements herein and such other additional terms,
provisions, requirements or conditions that the Department may dean
to be reasonably necessary to achieve the purposes of the Environmental
Conservation Law, Article 17, the Act, or rules and regulations adopted
pursuant thereto.
b, Samples and measurements taken to meet the monitoring requirements
specified herein shall be representative af the volume and nature of
the monitored discharge. Composite samples should be "flow-proportioned"
if necessary to obtain a representative sample.
e. The permittee shall periodically calibrate and perform maintenance
procedures on all monitoring and analytical instrumentation to insure
accuracy of measurenents. r |
10.2 Monitoring Locations
fy a. Permittee shall take samples and measurements to meet the monitoring
aE requirements at the locations specified.
b. Unless specified otherwise, samples of the effluent shall be taken
at the point of combined flow into the outfall sewer. ~
ec. Unless specified otherwise, samples of the influent wastewater
shall be taken at the point of plant inflow.
©@ 10.3 Recording of Monitoring Activities and Results
a. The permittee shall make and maintain records of all infor-
mation resulting from the monitoring activities required by this
permit.
b. The permittee shall record for each measurement or sample
taken pursuant to the requirements of this permit the following
information: (1) The date, exact place, and time of sampling;
(2) The dates analyses were performed; (3) Who performed the
analyses; {4) The analytical techniques or methods used; and,
(5) The results of all required analyses.
c. If the permittee monitors any pollutant more frequently than
is required by this permit, he shall include the results of such moni-
toring in the calculation and reporting of the values required in the
Discharge Monitoring Report form. Such increased frequency shall be
indicated on the Discharge Monitoring Report form.
d, The permittee shall retain for a minimum of three (3) years
all records of monitoring activities and results including all records
of calibration and maintenance of. instrumentation and original strip
chart recordings from continnous monitoring instrumentation. This
period of retention shall be extended during the course of any unre-
solved litigation or other proceedings regarding the discharge of
pollutants by the permittee or when requested by the Commissioner of
the Department of Environmental Conservation or the EPA Regional
Administrator.
10.4 Analytical Methods
Following promulgation of guidelines establishing test procedures
for the analysis of poliutants, published pursuant to Section 304(g)
of the Federal Water Pollution Control Act, as amended, all sampling
and analytical methods used to meet the monitoring requirements
specified above shall conform to such guidelines. If the Section 304(c¢
guidelines do not. specify test procedures for any pollutants reqnired
to be monitored by this permit end until such guidelines are promnl-
gated, sampling and analytical methods used to meet the monitoring
requirements specified in this permit shall, unless otherwise specifieé
by. the Commissioner, conform ta the latest edition of the following
references:
1. Standard Methods for the Examination of Water and waste-
Waters, 14th Edition, 1976, American Public Health
Association, New York, New York 10019.
2. A.:$. T. M. Standards, Part i1, water; Atmospheric
Analysis, 1975, American Society for Testing and Material.
Philadelphia, Pennsylvania 19103.
-B-
3. Methods for Chemical Analysis of Water and Wastes, -
March, 1979, Environmental Protection Agency Water Quality e&
i Office, Analytical Quality Control Laboratory, NECR,
Cincinnati, Ohio 45268.
10.5 Application for Altemate Test Procedures
a. The applicant shall submit his application to the Director of the
Bureau of Monitoring and Surveillance, Division of Pure Waters, N.¥.D.E.C.,
50 Wolf Road, Albany, New York 12233.
b. Unless and until printed application forms are made available, an
application for an alternate test procedure may be-made by letter in
triplicate. Any application for an alternate’ test procedure shall:
(1} Provide the name and address of the responsible person or
firm making the discharge (if not the applicant} and the applicable
ID number of the existing or pending permit, issuing agency,. and type
of permit for which the alternate test procedure is requested, and the
discharge serial number.
i (2) Identify the pollutant or parameter for which approval of an .
i alternate testing procedure is being requested. : : e
(3} ” provide justification for using testing procedures other than
those specified in Table I, FEDERAL REGISTER, 52781, Vol. 41, No. 232
Wed. Dec. 1, 1976, or s amended. , , ° ;
(4) Provide a detailed description of the. proposed alternate
test procedure, together with references to published studies of the
applicability of the alternate test procedure to the effluents in
question.
10.6 Confidential Information
a. Except for data determined to be confidential under Section
17-0805 of the Environmental Conservation Law or Section 308 of the
Act, all such reports shall be available for public inspection at the
offices of the Department of Environmental Conservation and the Regional
Administrator of EPA Region II. Knowingly making any false statement
on amy such report may result in the imposition of criminal penalties ‘
as provided for in Section 71-1933 of the Environmental Conservation
. Law or Section 309 of the Act.
1.
ee
DISPOSAL SYSTEM OPERATION AND QUALITY CONTROL
11.1
General
a. The disposal system shall not receive or be ccmmitted to receive
wastes beyond its design capacity as to volume and character of wastes
treated, nor shall the system be materially altered as to: type, degree,
or capacity of treatment provided; disposal of treated effiuent; or
treatment and disposal of separated scum, liquids, solids or combinations
thereof resulting from the treatment process without prior written approval
of the Department of Environmental Conservation or its designated field
office.
b. The permittee shall at all times maintain in good working order
and operate as efficiently as reasonably possible eny disposal system
ar systems installed or used by the permittee to achieve compliance with
the terms and conditions of. this permit.
c. Any maintenance of the disposal system that may cause a degradation
of effluent quality shall be scheduled during non-critical water quality
periods and shall be carried out in a manner approved by the New York
State Departnent of Environmental Conservation. .
a. When required under Title 6 of the Official Compilation of Codes,
Rules and Regulations of the State of New York (6NYCRF650), sufficient
personel meeting qualifications for operators of sewage treatment...
works as required therein shall be employed to satisfactorily operate
and maintain the treatment works.
e. The permittee shall not discharge floating solids or visible foam,
unless specifically authorized by.this permit.
Prohibitian of Bypass of Treatment. Works
a. Bypass or diversion of. wastes fram any portion of the treatment
facilities is prohibited except:
(1) Where unavoidable to prevent 1 loss of lifé, serious injury or
severe property damage. Severe property damage includes substantial
physical damage to property; damage to the treatment facilities which
would cause them to became inoperable; or substantial and permanent
loss of natural resources which can reasonably be expected to occur
in the absence of a bypass. It does not include econcnic loss caused
by delays. in production; and :
(2) Where there are.no feasible alternatives to bypass, such as the
use of auxiliary treatment facilities, retention of untreated wastes, or
maintenance during normal periods of equipment downtime; and
70 =
(3) Where the permittee promptly but in no event later than 24 hours | €
_ after the permittee learns of the bypass, submits notice of the bypass °
or an anticipated need for bypass to the Department containing the
information required by. Section 5 of this Part.
Where the permittee knows in advance of the need for the bypass, this
notification shall be submitted for approval to the Departmant before
~ . . the date of bypass. Bypass shall be either:
(i) Prohibited: by the Department in consideration of the adverse
: effects of the bypass and the factors set out above, or
(ii) Allowed under conditions determined to be necessary by the
Department to minimize any adverse effects.
11.3 Special Condition - Disposal. Systens with Septic Tanks.
If a septic tank is installed as part of the disposal systen, it shall be
inspected by the permittea or his agent for scum and sludge accumlation at
intervals not to exceed one year" s duration, and such accumlation will be
removed before the depth of either exceeds one-fourth Ga) of the liquid
depth so that no settleable solids or scum will leave in the septic tank
effluent. Such accumulation shall be disposed af in an approved manner.
i 11. Sludge Disposal
a. The storage or disposal of collected screenings, sludges, other cortas ©)
or precipitates separeted from the permitted discharges and/or intake or
supply water ‘by the permittee shail -be done in such a marmer as to Prevent
creation of nuisance conditions op, entry of such materials into classified
waters or their tributaries, and in a manner approved by the Department.
Any live fish, shellfish, or:other animals collected ‘or trapped as-a
result of intake water screening on treatment may be returned to their
. water body habitat. The permittee shall maintain records. of disposal
on all effluent ‘screenings, sludges and other solids associated with the
discharge(s) herein described. The following data shall be compiled and
reported to the Department or its designated field office upan request:
- 1. © The sources of the materials to be disposed af;
2. The approximate volumes and weights;
3. The method by which they were removed: and transported;
Ja Their final disposal locations.
iad aii
€
12.
12.2
-l-
CONDITIONS APPLICABLE TO A PUBLICLY OWNED TREATMENT WORKS (POTW) AND
_USERS OF A POTW
GENERAL
a. Notice shall be given the Department of Environmental Conservation of
any new introduction of. pollutants into the POTW from a source which would
he a new source as defined in Section 306 of the Act if such source was
discharging pollutants; and, except as to such categories and classes of
sources specified by the Commissioner, any new introduction of pollutants
which exceed 10,000 gallons on any one day into the POTW from a source
which would be subject to Section 301 of the Act if such source was dis—
charging pollutants; and any substantial change in voiume or character of
pollutants being introduced inte the POTW ar. the time of issuance of the
permit, Such notice shell include information on the quality and quantity
of effluent to be introduced into the POTW; and an anticipated impact of
such change in the quantity or quality of effluent to be discharged from
the POTW.
b. The permittee shall require any industriel user of the. POTW to comply
with the requirements of Section 204{h)}, 307, and 308 of the Act. Any
industrial user subject to the requirements of Section 307 of the Act shall
be réquired hy the permittee to prepare and transmit to the-New York State
Department of Environmental Conservation periodic notice (over intervals
‘net to exceed 9 months) of progress toward full compliance with Section 307
requirements. The permittee, upon receipt of such reports shall transmit
a-copy promptly to the Department. :
¢s . For discharges from publicly owned treatment works, appropriate measures
will be established by the permittee to insure compliance by industrial
users with any system of user charges and recovery of construction costs
required under the provisions of the Act.
ad. Persons discharging industrial waste to a publicly owned treatment works
shall comply with toxic effluent standards and pretreatment standards and
with monitoring, reporting, recording, sampling and entry requirements pro-
vided hy the Act or the Environmental Conservation Law, Article 17 or adopted
pursuant to the Act or the Environmental Conservation Law, Article 17.
NATIONAL PRETREATMENT STANDARDS: PROHIBITED DISCHARGES
{Note: The following Section was puhiished in the Federal
Register, Vol. 43, No. 123 - Monday June 26, 1978. The
effective date of the regulation (Part 403) was August 25, 1978)
8403.5 National Pretreatment Standards: Prohibited Discharges.
{a) Pollutants introduced into POTW's by any source of a nondomestic
discharge shall not inhihit or Interfere with the operation or performance
of the works. These general prohibirions apply to all such users of a
POTW whether or not the user is subject to other National Pretreatment
Standards or any National, State, or local Pretreatment Requirements.
~W2-
(b) The foliowing pollutants may not be introduced into a POTW:
(1) Pollutants which create a fire or explosion hazard in the POTW;
(2) Pollutants which will cause corrosive structural damage to the
POTW, but in no case discharges with pH lower than 5.0 unless ‘the works
is specifically designed to accommodate such discharges;
(3) Solid or viscous pollutants in amounts which will cause obstruction
to the flow in sewers, or other Interference with the operation of the
POTW;
(4) any pollutant, including oxygen demanding pollutants (op, etc.)
released in a discharge-of auch volume or strength as to cause Inter-—
ference in the POTW, :
(5) Heat in amounts which will inhibit biological activity in the POTW
resuiting in Interference but in no case heat in such quantities that the
temperature at the treatment works influent exceeds 40°C(104°F) unless the
works ts designed to accommodate such heat. .
(c) POTW's developing POTW Pretreatment Programs pursuant to 8403.8 shall
he required to develop and enforce specific limits for discharges of the
pollutants listed tn B403.5(h) (1)-(5). In addition, any POTW in viola-
tion: of an NPDES Permit requirement as a result of Interference by a
pollutant listed in 8403.5(b)(1)-(5) shall he required by the EPA or
NEDES state to develop and eaferce such’ specific limits.
{d) Where specific prohibitions or limits on the pollutants or poliutant
patameters listed in §403.5(h)(1)-(5) are developed by a POTW, either as
a requirement of an Approved POTW Pretrearment Program pursuant to $403.8
or an NPDES Permit, such limits shall be incorporated in the NPDES Permit
issued to the POTW and shall replace and be enforceable in lieu of the
general prohihitions set forth in thia section.
(4) Compliance with the provisions of this section is required beginning
on the effective date of this regulation, except for paragraph (b)}(5) of
this section which must he complied with within 3 years of the effective
date.of this regulation.
