SWMR(PHASE 2) 080520 Stormwater Management Report
for
Hudson Headwaters Health Network
27 Carey Road (Phase 2)
Town of Queensbury
Warren County, New York
August 5, 2020
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Prepared by.
Engineering and
21 Corporate Drive, Suite 105
Land Surveying, P.C. Clifton Park, NY 12065
Tel: 518-371-0799
Fax:518-371-0822
STORMWATER MANAGEMENT REPORT
For
HUDSON HEADWATERS HEALTH NETWORK
TOWN OF QUEENSBURY,WARREN COUNTY, NEW YORK
A. Stormwater Management Report
Table of Contents
1.0 EXECUTIVE SUMMARY............................................................................................................1
1.1 Methodology for Designing Storm Water Management................................................................... 1
2.0 SITE CONDITIONS.................................................................................................................... 2
2.1 Topography...........................................................................................................................................2
2.2 Soils....................................................................................................................................................... 2
2.3 Test Pits and Percolation Test............................................................................................................ 2
3.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE......................................3
3.1 Pre-Development Area Descriptions and Discharge Points............................................................ 3
3.2 Post Development Area Descriptions and Discharge Points..........................................................3
3.3 Time of Concentration (TOC)..............................................................................................................4
3.4 Weighted Curve Number(CN).............................................................................................................4
3.5 Peak Discharges for Pre and Post Development Areas...................................................................4
4.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS................................................ 5
4.1 Proposed Stormwater Management Strategy................................................................................... 5
4.2 Water Quantity Using TR-55 Tabular Method For Post Development Areas#1 and#3................ 5
4.3 Water Quantity Using TR-55 Tabular Method For Post Development Areas#2............................6
4.4 Water Quantity Using TR-55 Tabular Method For Post Development Areas#4............................6
5.0 SOURCES AND BIBLIOGRAPHY.............................................................................................8
6.0 EXHIBITS................... ...................................................................................,..................9
Exhibit A- Graphical Peak Discharge Calculations...................................................................................10
.1 24-Hour Rainfall Intensity Table........................................................................................................ 10
2 Pre Development(CN)................................................................................................
.3 Post Development(CN) ................................................................................ 10
.4 NRCS Soil Information........................................................................................................................ 10
.5 Redevelopment WQv Calculation...................... ................................................................................ 10
.6 Pretreatment Volume........................................................................................................................ 10
Exhibit B-Hydrologic Model Simulation Using TR-55 Tabular Method...................................................11
.1 Routing Tables for the 1, 2, 10, 25, 50 and 100 year storms with Inflow and Outflow Hydrographs 11
ExhibitC-Maps.............................................................................................................................................. 12
.1 Project Location Map...................................... ............................................................................... 12
.2 Soil Map (Figure 1)............................................................................................................................ 12
.3 Post Development Watersheds (Figure 2)........................................................................................ 12
.4 Post Development Watersheds (Figure 3)............................... ........................ .. ..... 12
.5 Disturbance Area (Figure 4)...................................................................................--..--.--.--............... 12
.6 Existing 27 Carey Road Site Plan..................................................................................................... 12
L:\PROJECTS\MJ796 MES A+\MJ796 08-HUDSON HEADWATERS\REPORTS\SWMR-PHASE 2\SWMR 8.5.20.DOCX
August 2020
M.J.Engineering and
Land Surveying, P.C.
1533 G5-37Hoad,J—Pa P.71 I)WS
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Stormwater Management Report
1.0 EXECUTIVE SUMMARY
Hudson Headwater Health Network(HHN) is proposing an internal building modification and increased parking lot
for the approximately 1.7 acre parcel located at 27 Carey Road in the Town of Queensbury, Warren County. The
two existing buildings are to remain but the existing 5,000 sf warehouse/office building will be converted into
100% office space, while the existing 3 sided pull barn will be enclosed and convert into two bays for mobile
medical,1 bay for truck storage and the rest of the building. No building expansion is proposed at 27 Carey Road
site. This project site was previous approved by the Town of Queensbury for site development of 27 Carey Road
and for sewer grinder pumps for West Mountain, West Mountain #2 and 9 Carey Road in May of 2020. As the
only site plans changes to 27 Carey Road are at existing pull barn structure, this report looks at both was prior
approved (Phase1) and new proposed site modification (Phase 2).
As the existing 5,000 sf building will now be 100% office space, additional parking per town code will be required.
In addition, HHHN would like internal roadway connectivity between their three other parcels parking lots. The
proposed project will repurpose a portion of the existing parking lots and new parking lots and travel lanes will be
constructed. The project will result in a disturbance of less than 1 acre thus is not subject to NYSDEC SPDES
Phase II requirements for water quality and quantity. As seen in Figure 4 of Exhibit C.5 the proposed disturbance
limits of this project consider the entire project area accounting for the worst-case scenario for disturbance.
The stormwater management report accounts for stormwater quantity mitictation only and has been design to
attenuation up to the 100-year storm event, even though the project is not subject to NYSDEC SPDES Phase II
requirements. The project has been designed in accordance with The Town of Queensbury standards and the
objective of controlling water quantity is to ensure that the peak rate of runoff leaving the site does not increase as
result of site development.
The proposed management strategy consists of utilizing and infiltration basins and they have not been designed
to the Stormwater Management Design Manual (SWDM) published by the New York State Department of
Environmental Conservation (NYSDEC) specifications. The proposed infiltration basins will allow the sites
stormwater management system to follow the general intent of NYSDEC SWDM with respect to Water Quality
Volume (WQv) and Runoff Reduction Volume (RRv).
While the project does not require a NYSDEC SPDES General 00-20-001 Permit, the design intent of NYSDEC
SWDM was followed in the redevelopment of this parcel. The following Stormwater Management Report
quantitatively assesses the pre-development and post-development runoff conditions of the site. The report
documents that the proposed improvements will meet the minimum requirements of water quantity parameters.
1.1 Methodology for Designing Storm Water Management
Determine contributory watershed area(s) and subsequent sub-watersheds for proposed site according to site
conditions. Design a pipe layout and swales to convey stormwater to selected locations.
Evaluate pre and post development stormwater runoff conditions for various storm intensities, durations and
frequencies of occurrences using USDA Technical Release 55 (TR-55) methodology.
Evaluate peak runoff and storage requirements for the 1, 2, 10 25 and 100-year storm frequencies. Design a
detention facility to release an amount of flow that will result in no significant increase in peak discharge as a
result of proposed construction.
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2.0SITE CONDITIONS
2.1 Topography
The existing topography is flat for a majority of the site. The topography generally flows from south to north, and
stormwater runoff is allowed to infiltrate via existing dry-wells.
2.2 Soils
The USDA Soil Survey was used to determine the existing soils within the project boundaries. Hydrologic soil
groups were determined to analyze runoff volumes and flow rates. Soils found within the project and adjacent
properties are as follows:
OaC/OaB OakVille (sand soil) HSG A
See Exhibit A.3 for further soil information. The information in Exhibit A.3 is depicted in Exhibit C.2, Figure-1,
entitled "Soil Map"for soil delineation within the project site.
2.3 Test Pits and Percolation Test
When 27 Carey Road was original designed in 2006 and the plans contained infiltration rates and deep hole test
information. These results were very similar to the test pits preformed on abutting HHHN parcels. The percolation
tests per the notes on the drawings, see Exhibit C.6 had medium coarse sand to a depth below elevation 375 and
had a slowest percolation rate of 46 second per inch.
The proposed bottom of infiltration system will be at elevation 381.0. This is also the same elevation as the
functioning existing infiltration system so we can ensure that it will function as it currently does and meets the 3
foot separation required.
The infiltration rate of the proposed infiltration area has been set at (20 inches/hour) in the design calculations or
about a 4.0 safety factor has been used based upon the existing percolation rate of 1 inch per 46 seconds.
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3.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE
This section describes the stormwater analysis internal to the site, including the runoff generated within the limits
of the site. Analysis of upstream/downstream watershed to the receiving waters for this project site is not included
in the computations for this report. The peak discharge rates represented in this report demonstrate only the
expected peak flows from the delineated watersheds and do not take into account the overall watersheds. The
non-delineated Pre and Post Development upstream/downstream watersheds are considered base flow and
where the proposed site improvement will not have an effect on stormwater runoff. Therefore, the Pre and Post
Development non-delineated upstream/downstream watershed will have the exact same stormwater runoff
characteristics.
3.1 Pre-Development Area Descriptions and Discharge Points
The following section describes the pre-development drainage patterns. To analyze and compare the pre-
development conditions, the watershed was divided into two sub-areas. The post development watersheds have
been delineated based on the discharge point and analyzed. (Refer to"Post-Development" in Exhibit C.3).
The watershed designated as Pre-Development Area #1 is approximately 0.528 acres in size and drains to the
existing infiltration basin (Discharge Point #1). The watershed contains impervious area associated with the
existing building, existing parking field, grass and woods. The stormwater runoff from this watershed sheet flows
directly into the existing infiltration basin.
The watershed designated as Pre-Development Area #2 is approximately 0.527 acres in size and drains to the
proposed infiltration basin (Discharge Point #2). The watershed contains impervious area associated with the
existing building, existing parking field, grass and woods. The stormwater runoff from this watershed sheet flows
directly into the infiltration basin.
The watershed designated as Pre-Development Area #3 is approximately 0.185 acres in size and drains to the
low point in the pavement (Discharge Point #3). The watershed contains impervious area associated with the
existing parking field, grass and woods. The stormwater runoff from this watershed sheet flows directly into the
low spot and after about 3-inches in depth the water is allowed to infiltrate in the lawn area. The remainder of the
stormwater in the puddle is either evaporated of infiltrated through cracks in the pavement.
3.2 Post Development Area Descriptions and Discharge Points
The following section describes the post development drainage patterns. To analyze and compare the post
development conditions, the watershed was divided into two sub-areas. The post development watersheds have
been delineated based on the discharge point and analyzed. (Refer to"Post-Development" in Exhibit CA).
The watershed designated as Post Development Area #1 is approximately 1.052 acres in size and drains to the
proposed Forebay (Discharge Point #1). The watershed contains impervious area associated with the existing
building, existing parking field and proposed parking areas, grass and woods. The stormwater runoff from this
watershed sheet flows directly into the forebay or directed there by a closed drainage system.
The watershed designated as Post Development Area #2 is approximately 0.397 acres in size and drains to the
proposed infiltration basin (Discharge Point #2). The watershed contains impervious area associated with the
existing building, grass and woods. The stormwater runoff from this watershed sheet flows directly into the
infiltration basin.
The watershed designated as Post Development Area #3 is approximately 0.473 acres in size and drains to the
low point swale/basin in between the existing parking lot and new driveway to existing pull barn structure. The
watershed contains impervious area associated with the existing parking field and proposed driveway, grass and
woods. The stormwater runoff from this watershed sheet flows directly swale/basin that will send stormwater
runoff to the forebay located within Post Development Area#2 watershed.
The watershed designated as Post Development Area #4 is approximately 0.019 acres in size and drains to the
low point (Discharge Point #4). The watershed contains impervious area associated with the existing sidewalk
and grass. The stormwater runoff from this watershed sheet flows directly into the low spot and a dry-well has
now been placed in the low spot to add in infiltration of stormwater runoff.
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Stormwater Management Report
3.3 Time of Concentration (TOC)
Times of Concentration (TOC) paths for post development were assumed to be 0.1 hours as that is the most
conservative in determining post development peak runoff rates for post development areas. TOC paths were
determined for pre-development subareas by using the methodology described in National Resource
Conservation Service's TR-55 manual. Sheet flow never exceeded 150 feet over natural terrain for Pre-
Development. A Manning's n=0.40 was used for Pre-Development areas that sheet flowed across wooded areas.
Calculations for the TOC paths can be found in Exhibit B.
3.4 Weighted Curve Number (CN)
Within each watershed area, cover type and hydrologic condition are compared to the Hydrologic Soil Group
classification to derive a runoff curve number. Subsequently, a weighted average, or composite runoff curve
number (CN) is determined. Runoff curve number supporting calculations for post-development scenarios are
presented in Exhibit A.2. It should be noted that within Post Development Areas#1 the existing porous pavement
areas exist at HHHN West Mountain 2 parcel (to the east of 27 Carey Road parcel). The porous pavement was
assumed to be 100% impervious (or standard pavement)for the purposes of stormwater runoff calculations.
3.5 Peak Discharges for Pre and Post Development Areas
Using Hydraflow Hydrographs software developed by Intellisolve®. The software uses the Soil Conservation
Service (SCS), now known as (NRCS) National Resources Conservation Service, hydrologic methods to compute
the 24-hour precipitation event. The runoff curve numbers and time of concentrations were computed using the
NRCS TR-55 tabular methodology. The peak discharges for post development areas/watersheds are shown in
the following tables. Note: the peak discharges for post development were based on TOC, Weighted Curve
Number(CN) and other factors.
Table-1 Pre-Development Peak Discharge(Unattenuated)
1-Year 2-Year f 10-Year 25-Year 50-Year �100-Year
Watershed Peak Flow Peak Flow Peak Flow Peak Peak Peak Flow Flow Flow CN Area TOC
(Acres) (Hrs.)
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
Pre#1 0.001 0.002 0.045 0.147 0.286 0.486 51 0528 0.485
Pre#2 0.002 0.005 0.126 0.330 0.577 0.901 54 0.527 0.240
Pre#3 0.336 0.422 0.697 0.907 1.098 1.319 88 0.185 0.160
Table-2 Post Development Peak Discharge (Unattenuated)
1-Year 2-Year 10-Year 25-Year 50-Year 100-Year '
Watershed Peak Flow Peak Flow Peak Flow Peak Peak Peak Flow Flow Flow CN Area TOC
(Acres) (Hrs.)
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
Post#1 1.520 1.978 3.524 4.746 5.879 7.20 83 1.052 0.100
Post#2 0.239 0.366 0.828 1.218 1.595 2.057 72 0.397 0.100
Post#3 0.487 0.670 1.298 1.814 2.308 2.892 78 0.473 0.100
Post#4 0.011 0.018 0.040 0.058 0.76 0.098 72 0.019 0.100
Post Areas time of concentration was set a minimum of 0.1 hours to determine the worst-case runoff for this watershed.
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Stormwater Management Report
4.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS
4.1 Proposed Stormwater Management Strategy
The proposed strategy consists of sheet flowing stormwater runoff to forebay and infiltration basin. The
stormwater analysis was performed using Hydraflow Hydrographs software developed by Intellisolve®. The
software uses the Soil Conservation Service (SCS), now known as (NRCS) National Resources Conservation
Service, hydrologic methods to compute the 24-hour precipitation event. The runoff curve numbers and time of
concentrations were computed using the NRCS TR-55 tabular methodology as describe in Section 3.0 of this
report. The 24-hour rainfall amounts for Warren County are documented in Exhibit A.1.
The hydrograph model is set up to simulate Post-Development Area watersheds. Exhibit CA shows a schematic
of the model elements. It is the goal of the hydraulic model to demonstrate the water surface elevation within
infiltration basin and dry-wells for the 1, 2, 10, 25, 50 and 100-year storm events.
4.2 Water Quantity Using TR-55 Tabular Method For Post Development Areas #1 and #3
Under the proposed condition stormwater runoff from Post Development Areas #1 #2 and #3 travels to the
proposed infiltration basin. To meet NYSDEC SWDM Post Development Area #1 and #3 watershed has its
stormwater runoff first travels to a forebay before stormwater runoff is allowed to flow to the infiltration basin within
Post Development #2 watershed. The forebay has a sump in it before stormwater is allowed to flow to the
infiltration basin via a 12-inch culvert at elevation 381.25. The sump/pretreatment has a volume of 2,957 cf
between contours 380 and 381.25 (see Exhibit A.6).
The size of the pretreatment is basin upon the water quality volume (WQv) associated with Post Development
Area #1 and Post Development Area #3 watersheds. Using NYSDEC SWDM Chapter 9 for redevelopment in
which 100% of new impervious area and 25% of existing impervious area was used to determine the WQv for this
watershed. The WQv was determined to be 2,104 cf and 639 cf for Post Development Area #1 and #3
respectively (see A.5 for WQv calculation). The sump or pretreatment within the forebay exceeds the 100% WQv
storage requirement as the underlining soils have an infiltration rate greater than 5 inches/hr. As stated
previously, the project does not need to comport to NYSDEC SWDM in which WQv, RRv, nor the stormwater
designed needs to be implemented.
Hydraflow Hydrographs software was used to develop a hydraulic model of the proposed forebay. The model
demonstrates that stormwater runoff is all held and discharged to the infiltration basin. The hydraulic modeling
was simulated for the 1, 2, 10, 25, 50 and 100-year storm events. The model for the forebay does not account for
any infiltration and only the available storage above elevation 381.25 as the bottom 15-inches could be filed with
sediment, snow or water. See Exhibit B.1 for model information and design.
Table-3 Forebay Summary
1-Year 2-Year 10-Year 25-Year 50-Year 100-Year
Flow(cfs) Flow(cfs) Flow(cfs) Flow(cfs) Flow Flow
(cfs) (cfs)
Post Area#1 and#3(inflow rate) 2.007 2.648 4.814 6.560 8.187 10.09
Peak Discharge Rate to Infiltration Basin f 0.524 0.823 1.578 2.137 2.692 3.187
Max.Water Surface Elevation(WSEL) 381.64 381.77 382.17 382.47 382.74 383.03
The 100-year WSEL has been determined to be a maximum of 383.03 for forebay and the lowest elevation is
383.50. This allows for approximately 0.47 feet of additional storage within the basin. The discharge rate from via
the 12-inch culvert at elevation 381.25 in the forebay is shown with the modeled labeled at"Clv A" in Pond entitled
"Forebay"
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Stormwater Management Report
4.3 Water Quantity Using TR-55 Tabular Method For Post Development Areas #2
Under the proposed condition stormwater runoff from Post Development Areas #1 #2 and #3 travel to the
proposed infiltration basin. Stormwater runoff from the forebay form the 12-icnh culvert pipe will converge with
stormwater runoff form Post Development Area#2 watershed in the proposed infiltration basin.
The infiltration basin has been sized to infiltrate the 100-year stormwater event from both Post Development
watersheds#1 #2 and #3. As the existing site utilizes an infiltration basin and dry-wells, no stormwater runoff was
leaves the site under present condition. Therefore, the proposed infiltration basins (enlargement or new) will need
to recharge stormwater runoff from the increased impervious area on the site.
Hydraflow Hydrographs software was used to develop a hydraulic model of the proposed infiltration basin. The
model demonstrates that stormwater runoff is all recharged in the infiltration basin. The hydraulic modeling was
simulated for the 1, 2, 10, 25, 50 and 100-year storm events. See Exhibit B.1 for model information and design.
Table-4 Infiltration Basin
1-Year 2-Year 10-Year 25-Year 50-Year 100-Year
Flow(cfs) Flow(cfs) Flow(cfs) Flow(cfs) Flow Flow
(cfs) (cfs)
Post Area#2(inflow rate) 0.239 0.366 0.828 1.218 1.595 2.057
Peak Discharge Rate to Infiltration Basin 0.524 0.823 1.578 2.137 2.692 3.187
from Forebay
Combined peak rate within Infiltration 0.643 1.031 2.237 2.955 3.849 4.839
Basin
Max.Water Surface Elevation(WSEL) 381.40 381.60 382.22 I 382.61 382.99 383.20
The 100-year WSEL has been determined to be 383.20, which allows for 0.80 feet of additional storage volume
within the infiltration basin. As all stormwater is recharged for the project site there is 0.0 cfs discharge from the
site. The infiltration rate of the proposed infiltration area has been set at 20 inches/hour in the design calculations
or about a 4.0 safety factor has been used based upon the existing percolation rate of 1 inch per 46 seconds.
The minimum of 10% of area being required to be below frost line and its capacity and/or infiltration potential was
not included in the model and the infiltration rate was set to bottom contour as these are another safety factor in
the design of the system.
4.4 Water Quantity Using TR-55 Tabular Method For Post Development Areas #4
Stormwater runoff from Post Development Area # #4 will flow to dry-wells. The dry-wells are not designed to
attenuate large storm events but aid in the infiltration of stormwater off. As a result of the existing grades of the
site any stormwater that is generated cannot leave the site. Thus dry-wells for the project are just designed to
reduce the puddles on the surface and aid in infiltration. The dry-wells in these watersheds have been designed to
NYSDEC SWDM as the areas are small and existing areas are already low points. Dry-well #3 in Post
Development #4 watershed a the 12-inch sump (plunge pool) around the structure frame will be used as
pretreatment. The Volume of the plunge pool (6 diameter areas= 28.26 sf-grate area=5.0 sf=23.26 sf x 12" depth
x .5 [triangle]) is 11 cf. See Exhibit A.5 for WQv flows from Post Development Area #3 and #4. The dry-wells
have been included within Hydraflow Hydrographs software to determine the amount of puddling.
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Table-5 Dry-Well#3 (Post Development Area#4)
1-Year 2-Year 10-Year 25-Year 50-Year 100-Year
Flow(cfs) Flow(cfs) Flow(cfs) Flow(cfs) Flow Flow
(cfs) (cfs)
Post Area#4(inflow rate) 0.011 0.018 0.040 0.058 0.76 0.098
Max,Water Surface Elevation(WSEL) 377.94 378.22 379.34 380.32 381.25 382.32
Dry-well #3 (DW#3) rim elevation is 382.50. As seen from Table 6 the 100-year storm event will completely
recharge and no surcharging above the frame is anticipated.
As the model used 20 inches/hour in the design calculations or about a 4.0 safety factor has been used based
upon the existing percolation rate of 1 inch per 46 seconds, the void stone volume was not included in the model
of the dry-wells and infiltration rate was set to bottom contour only, the WSEL listed in table 5 and 6 will most
likely be lower.
Dry-well #4 and Dry-well #5 (DW#4 and DW#5) pretreatment is achieved by the porous pavement. DW#4 and
DW#5 have been installed due to puddles occurring different times of the year in the handicap parking stalls.
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Stormwater Management Report
5.OSOURCES AND BIBLIOGRAPHY
SCS TR-55 Urban Hydrology for Small Watersheds, United States Department of Agriculture
Soil Survey. United States Department of Agriculture, Soil Conservation Service.
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Stormwater Management Report
6.0 EXHIBITS
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Lannd Surve Surveying,P.C. PROJECT# 796.08 SHEET# 1 OF: 1 PAGE# OF
MADE BY: ME DATE: 3/2/2020
PROJECT: 27 Carey Road CHKD BY: DATE:
SUBJECT: Pre-Development Condition REVISED BY: DATE:
AREA#1 and#2 CHKD BY: DATE:
1 Applicable Standards:
2 Urban Hydrology for Small Watersheds, Technical Release 55 USDA, June 1986.
3
4 Land Use Hydrologic Actual AREA Factored CN I Weighted
5 AREA Area(feet2) Land Use/Cover Description' Soil Group' CN' Area(feet) % CN CN
6 6,282 Paved parking lots,roofs etc. A 98 23,020 27% 26.7
7 7,103 Urban Open Space, Good(> 75%grass) A 39 sq.feet 31% 12.0
6 9,635 Woods(Good) A 30 42% 12.6
9 0 = 0% 0.0
10 0 0% 0.0
11 0 0.528 0% 0.0 51
12 #1 0 acres 0% 0.0
13 0 0% 0.0
14 0 = 0% 0.0
15 0 0% 0.0
16 0 0.001 1 0%1 0.0
17 0 sq. mi 1 0%1 0.0
1e 1 23,020 100%
19
20 Land Use Hydrologic Actual AREA Factored CN Weighted
21 AREA Area(feet') Land Use/Cover Description' Soil Group' CN' Area(feet2) % CN CN
22 7,225 Paved parking lots,roofs etc. A 98 22,948 31% 30.9
23 7,523 Urban Open Space, Good(> 75%grass) A 39 sq.feet 33% 12.8
24 8,200 Woods(Good) A 30 36% 10.7
25 0 = 0% 0.0
26 0 0% 0.0
27 0 0.527 0% 0.0 54
26 #2 0 acres 0% 0.0
29 0 0% 0.0
30 0 = 0% 0.0
31 0 0% 0.0
32 0 0.001 0% 0.0
33 0 sq. mi 0% 0.0
34 22,948 100%
35
36 Comments: 1 Source: TR-55, Tables 2-2a,b,c.
37
MJ Engineering and Land Surveying, PC CN.xlsx.xls
8/13/2020 Pre
Engineering and 0 Land Surveying,P.C. PROJECT# 796.08 SHEET* 1 OF: 1 PAGE* _ OF:
MADE BY: ME DATE: 4/10/2020
PROJECT: 27 Carey Road CHKD BY DATE:
SUBJECT.- Pre-Development Condition REVISED BY: DATE:
AREA#3 CHKD BY: DATE:
1 Applicable Standards:
2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986.
3
4 Land Use Hydrologic Actual AREA Factored CN Weighted
5 AREA Area(feet) Land Use I Cover Description' Soil Group' CN' Area(feet) % CN CN
6 6,773 Paved parking lots,roofs etc. A 98 8,073 84% 82.2
7 900 Urban Open Space, Good(> 75%grass) A 39 sq.feet 11% 4.3
e 400 Woods(Good) A 30 5% 1.5
9 0 — 0% 0.0
10 0 0% 0.0
11 0 0.185 0% 0.0 88
12 #3 0 acres o% 0.0
13 0 0% 0.0
14 0 = 0% 0.0
15 0 0% 0.0
16 0 0.000 0% 0.0
17 0 sq. rill 1 0%1 0.0
1e 8,073 1 100%
19
20 Land Use Hydrologic Actual AREA Factored CN Weighted
21 AREA Area(feet) Land Use I Cover Description' Soil Group' CN' Area(feet) % CN CN
22 0 0 0% 0.0
23 0 sq.feet 0% 0.0
24 0 0% 0.0
25 0 = 0% 0.0
26 0 0% 0.0
27 0 0.000 0% 0.0 0
2e 0 acres 0% 0.0
29 0 0% 0.0
30 0 — 0% 0.0
31 0 0% 0.0
32 0 0.000 0% 0.0
33 0 sq. fill 0% 0.0
34 0%
35
36 Comments: 1 Source:TR-55,Tables 2-2a,b,c.
37
MJ Engineering and Land Surveying, PC CN.xlsx.xls
8/13/2020 Pre (2)
Eneri
Land Surve ing,P.C. PROJECT# 796.08 SHEET# 1 OF: 1 PAGE# —OF:
MADE BY: ME DATE: 1/13/2020
PROJECT: 27 Carey Road CHKD BY. _ DATE:
SUBJECT: Post-Development Condition REVISED BY: ME DATE: 4/10/2020
AREA#1 and#2 CHKD BY: DATE:
1 Applicable Standards:
2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986.
3
4 Land Use Hydrologic Actual AREA Factored CN Weighted
5 AREA Area(feet) Land Use/Cover Description' Soil Group' CN' Area(feet) % I CN CN
6 34,657 Paved parking lots,roofs etc. A 98 45,839 76% 74.1
7 9,532 Urban Open Space, Good(> 75%grass) A 39 sq.feet 21% 8.1
e 1,650 Woods(Good) A 30 4% 1.1
9 0 = 0% 0.0
10 0 0% 0.0
11 0 1.052 0% 0.0 83
12 #1 0 acres 0% 0.0
13 0 0% 0.0
14 0 = 0% 0.0
15 0 0% 0.0
16 0 0.002 0% 0.0
17 0 sq. ml 0% 0.0
16 45,8391 100%
19
20 Land Use Hydrologic Actual AREA Factored CN Weighted
21 AREA Area(feet) Land Use/Cover Description' Soil Group' CN' Area(feet) % CN CN
22 5,000 Paved parking lots,roofs etc. A 98 17,291 29% 28.3
23 10,291 Urban Open Space, Good(> 75%grass) A 39 sq.feet 60% 23.2
24 2,000 Woods(Good) A 30 12% 3.5
25 0 = 0% 0.0
26 0 0% 0.0
27 0 0.397 0% 0.0 72
2e #2 0 acres 0% 0.0
29 0 0% 0.0
30 0 = 0% 0.0
31 0 0% 0.0
32 0 0.001 0% 0.0
33 0 sq. mi 0% 0.0
34 17,291 100%
35
36 Comments: ' Source:TR-55, Tables 2-2a,b,c.
37
MJ Engineering and Land Surveying, PC CN.xlsx.xls
8/13/2020 POST
nd
01,
Engineering
Surve Surveying,P.C. PROJECT# 796.08 SHEET# 1 OF: 1 PAGE* OF:
MADE BY: ME DATE: 4/10/2020
PROJECT: 27 Carey Road CHKD BY: DATE:
SUBJECT: Post-Development Condition REVISED BY: DATE:
AREA#3 and#4 CHKD BY: DATE:
1 Applicable Standards: -
, ,
2 Urban Hydrology for Small Watersheds, Technical Release 55. USDA, June 1986
3
4 Land Use Hydrologic Actual AREA Factored CN Weighted
5 AREA Area(feet) Land Use/Cover Description' Soil Group' CN' Area(feet) % CN CN
6 6,773 Paved parking lots,roofs etc. A 98 8,073 84% 82.2
7 900 Urban Open Space, Good(> 75%grass) A 39 sq.feet 11% 4.3
e 400 Woods(Good) A 30 5% 1.5
9 0 — 0% 0.0
10 0 0% 0.0
11 0 0.185 0% 0.0 88
12 #3 0 acres 0% 0.0
13 0 0% 0.0
14 0 = 0% 0.0
15 0 0% 0.0
16 0 0.000 1 0%1 0.0
17 0 sq. mi o%l aci
1e 1 8,073 100%
19
20 Land Use Hydrologic Actual AREA Factored CN Weighted
21 AREA Area(feet) Land Use/Cover Description' Soil Group' CN'. Area(feee) % CN CN
22 14,200 Paved parking lots,roofs etc. A 98 20,600 69% 67.6
23 2,400 Urban Open Space, Good(> 75%grass) A 39 sq.feet 12% 45
24 4,000 Woods(Good) A 30 19% 5.8
25 0 = 0% 0.0
26 0 0% 0.0
27 0 0.473 0% 0.0 78
2e #4 0 acres o% 0.0
29 0 0% 0.0
30 0 = o% 0.0
31 0 0% 0.0
32 0 0.001 0% 0.0
33 0 sq. mi 0% 0.0
34 20,600 100%
35
36 Comments: 1 Source: TR-55. Tables 2-2a.b.c.
37
MJ Engineering and Land Surveying, PC CN.xlsx.xls
8/13/2020 POST (2)
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Soil Map—Warren County,New York
Map Unit Legend
Map Unit Symbol Map Unit Name 1 Acres in AOI Percent of AOI
OaA Oakville loamy fine sand,0 to 1.9 100.0%
3 percent slopes
Totals for Area of Interest 1.9 100.0%
Natural Resources Web Soil Survey 1/10/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3
Water Features---Warren County,New York
Water Features
This table gives estimates of various soil water features. The estimates are used
in land use planning that involves engineering considerations.
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The four hydrologic soil groups are:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas.
Surface runoff refers to the loss of water from an area by flow over the land
surface. Surface runoff classes are based on slope, climate, and vegetative
cover. The concept indicates relative runoff for very specific conditions. It is
assumed that the surface of the soil is bare and that the retention of surface
water resulting from irregularities in the ground surface is minimal. The classes
are negligible, very low, low, medium, high, and very high.
The months in the table indicate the portion of the year in which a water table,
ponding, and/or flooding is most likely to be a concern.
USDA Natural Resources Web Soil Survey 1/10/2020
Conservation Service National Cooperative Soil Survey Page 1 of 4
Water Features---Warren County, New York
Water table refers to a saturated zone in the soil. The water features table
indicates, by month, depth to the top ( upper limit)and base ( lower limit) of the
saturated zone in most years. Estimates of the upper and lower limits are based
mainly on observations of the water table at selected sites and on evidence of a
saturated zone, namely grayish colors or mottles (redoximorphic features) in the
soil. A saturated zone that lasts for less than a month is not considered a water
table. The kind of water table, apparent or perched, is given if a seasonal high
water table exists in the soil. A water table is perched if free water is restricted
from moving downward in the soil by a restrictive feature, in most cases a
hardpan; there is a dry layer of soil underneath a wet layer. A water table is
apparent if free water is present in all horizons from its upper boundary to below
2 meters or to the depth of observation. The water table kind listed is for the first
major component in the map unit.
Ponding is standing water in a closed depression. Unless a drainage system is
installed, the water is removed only by percolation, transpiration, or evaporation.
The table indicates surface water depth and the duration and frequency of
ponding. Duration is expressed as very brief if less than 2 days, brief if 2 to 7
days, long if 7 to 30 days, and very long if more than 30 days. Frequency is
expressed as none, rare, occasional, and frequent. None means that ponding is
not probable; rare that it is unlikely but possible under unusual weather
conditions (the chance of ponding is nearly 0 percent to 5 percent in any year);
occasional that it occurs, on the average, once or less in 2 years (the chance of
ponding is 5 to 50 percent in any year); and frequent that it occurs, on the
average, more than once in 2 years (the chance of ponding is more than 50
percent in any year).
Flooding is the temporary inundation of an area caused by overflowing streams,
by runoff from adjacent slopes, or by tides. Water standing for short periods after
rainfall or snowmelt is not considered flooding, and water standing in swamps
and marshes is considered ponding rather than flooding.
Duration and frequency are estimated. Duration is expressed as extremely brief if
0.1 hour to 4 hours, very brief if 4 hours to 2 days, brief if 2 to 7 days, long if 7 to
30 days, and very long if more than 30 days. Frequency is expressed as none,
very rare, rare, occasional, frequent, and very frequent. None means that
flooding is not probable; very rare that it is very unlikely but possible under
extremely unusual weather conditions (the chance of flooding is less than 1
percent in any year); rare that it is unlikely but possible under unusual weather
conditions (the chance of flooding is 1 to 5 percent in any year); occasional that it
occurs infrequently under normal weather conditions (the chance of flooding is 5
to 50 percent in any year); frequent that it is likely to occur often under normal
weather conditions (the chance of flooding is more than 50 percent in any year
but is less than 50 percent in all months in any year); and very frequent that it is
likely to occur very often under normal weather conditions (the chance of flooding
is more than 50 percent in all months of any year).
The information is based on evidence in the soil profile, namely thin strata of
gravel, sand, silt, or clay deposited by floodwater; irregular decrease in organic
matter content with increasing depth; and little or no horizon development.
USDA Natural Resources Web Soil Survey 1/10/2020
Wlr Conservation Service National Cooperative Soil Survey Page 2 of 4
Water Features---Warren County,New York
Also considered are local information about the extent and levels of flooding and
the relation of each soil on the landscape to historic floods. Information on the
extent of flooding based on soil data is less specific than that provided by
detailed engineering surveys that delineate flood-prone areas at specific flood
frequency levels.
USI)h Natural Resources Web Soil Survey 1/10/2020
11iii1M__ Conservation Service National Cooperative Soil Survey Page 3 of 4
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a
' { Lannd SuweyinngtlP.C. PROJECT# 796.07 SHEET# 1 OF: 1 PAGE# OF:
MADEBY: JWE DATE 4/10/2020
PROJECT: 27 Carey Road CHKD BY: DATE:
SUBJECT: WQV Min REVISED BY: DATE:
Post Area#1 CHKD BY. DATE:
Basic Watershed Data
2 90%Rainfall Event: 1.2 inches(Figure 4.1-NYS SWDM)
3
4 Rainfall Distribution Type 1, 1A, 2 or 3)
5 Watershed Area= 1.05 ac
6 Redevelopment
7 Existing Impervious Area 18,282 sf(within site) Note:Total Impervious Area for watershed#1=34,657 sf. There is
a Total Impervious Area= 34,657 sf(within site) 12,582 sf of impervious area from porous pavement and 5,700 sf
9 from existing parking lot and building.
10 Net New Impervious Area 1 16,375 sf(within site)
11 25%of Ex. Imper.Area= 4.571 sf(within site)
12
13
14 Water Quality Volume,WQv min(Redeveloped,100%new impervious,25%existing impervious)
15
16 Impervious Area: 0.48 acres (100%new and 25%existing)
17
16
19 Total Watershed Area: 1.05 acres
20
21 1 = Impervious Area/Total Watershed Area
22 1 = 0.48 acres/1.05 acres
23 1 =45.8%
24
25 Compute Runoff Coefficient, Rv
26
27 Rv= 0.05+0.009*(1),where I =%impervious cover
26 Rv= 0.05+0.009*(45.8)
29 Rv= 0.46
30
31 Compute WQv, (includes both on-site and off-site drainage)
32 (Use the 90%capture rule with 1 2"of rainfall,Figure 4.1 NYS-SWDM)
33
34 WQv= (1.2in.)*(Rv)*(A)
35 WQv= (1.2in.)*(0.46)*(1.05ac)*(1ft/12in)
36 WQv(min)= 0.05 ac-ft ( 2,104 ft3)
37
36
39
40
41
42
43
44
45
46
47
46
49
50
51
52
MJ Engineering and Land Surveying,PC WQV(Min#3).xlsx.xls
8/13/2020 WQv Min
Engineering and PROJECT# 796.07 SHEET# 1 OF: 1 PAGE# OF:
Land Surveying,P.C.
MADE BY: JWE DATE: 5/13/2020
PROJECT: 27 Carey Road CHKD BY. DATE:
SUBJECT: WQV Worst Case REVISED BY: DATE:
Post Area#3 CHKD BY. DATE:
Basic Watershed Data
2 90%Rainfall Event: 1.2 inches(Figure 4.1-NYS SWDM)
3
Rainfall Distribution Type=0( 1, 1A, 2 or 3)
Watershed Area= 0.473 ac
6 Redevelopment
Existing Impervious Area 11,000 sf(within site)
a Total Impervious Area= 14,200 sf(within site)
s
10
11
12
13
14 Water Quality Volume,WQv min(Redeveloped, 100%new impervious,25%existing impervious)
15
16 Impervious Area: 0.137 acres (100%new+25%existing)
,7
16
19 Total Watershed Area: 0.47 acres
20
21 1 = Impervious Area/Total Watershed Area
22 1 =0.14 acres/0.47 acres
23 1=28.9%
24
25 Compute Runoff Coefficient, Rv
26
27 Rv= 0.05+0.009*(1),where I=%impervious cover
26 Rv= 0 05+0.009*(28.9)
29 Rv= 0.31
30
31 Compute WQv, (includes both on-site and off-site drainage)
32 (Use the 90%capture rule with 1 2"of rainfall,Figure 4.1 NYS-SWDM)
33
34 WQv= (1.2in.)*(Rv)*(A)
35 WQv= (1.2in.)*(0.31)*(0.473ac)*(lft/12in)
36 WQv(min)= 0.01 ac-ft ( 639 ft3)
37
36
39
40
41
42
43
44
45
46
47
46
49
50
51
52
MJ Engineering and Land Surveying,PC WQV(Min#3).xlsx.xls
8/13/2020 WQv Min(2)
Land 3uwaying,P.C. PROJECT# 796.07 SHEET# 1 OF: 1 PAGE# OF:
MADEBY: JWE DATE: 5/13/2020
PROJECT: 27 Carey Road CHKD BY: DATE:
SUBJECT: WQV Worst Case REVISED BY: DATE:
Post Area#4 CHKD BY: DATE:
1 Basic Watershed Data
2 90%Rainfall Event: 1.2 inches(Figure 4.1-NYS SWDM)
3
4 Rainfall Distribution Type=0( 1, 1A, 2 or 3)
5 Watershed Area= 0.019 ac
6 Redevelopment
7 Existing Impervious Area 200 sf(within site)
6 Total Impervious Area= 01 sf(within site)
9
10
11
12
13
14 Water Quality Volume,WQv min(Redeveloped, 100%new impervious,25%existing impervious)
15
16 Impervious Area: 0.0011 acres (100%new+25%existing)
17
18
19 Total Watershed Area: 0.019 acres
20
21 1= Impervious Area/Total Watershed Area
22 1=0 acres/0.02 acres
23 1=6.0%
24
25 Compute Runoff Coefficient, Rv
26
27 Rv= 0.05+0.009*(1),where I=%impervious cover
28 Rv= 0.05+0.009*(6)
29 Rv= 0.10
30
31 Compute WQv, (includes both on-site and off-site drainage)
32 (Use the 90%capture rule with 1 2"of rainfall,Figure 4 1 NYS-SWDM)
33
34 WQv= (1.2in.)*(Rv)*(A)
35 WQv= (1.2in.)*(0.1)*(0 019ac)*(1ft/12in)
36 WQv(min)= 0.00 ac-ft ( 8 W)
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
MJ Engineering and Land Surveying,PC WQV(Min#4).xlsx.xls
8/13/2020 WQv Min(2)
Ql�). Land 3urveiandP.C. PROJECT# 796.07 SHEET# 1 OF: 1 PAGE# OF:
MADE BY: ME DATE: 4/10/2020
PROJECT: 27 Carey Road CHKD BY: DATE.
SUBJECT: Pretreatment REVISED BY: DATE:
Post Development Area#1  CHKD BY: DATE:
Pretreatment
2
3 Foreba Volume
4 Elevation Area Average Area Depth Volume Cumulative Cumulative Volume above Permanent
5 MSL sf sf ft cf Volume (cf) Volume(acre-ft) Pool (cf) and (acre-ft)
6 380.00 1,700
7 381.00 2,763 2,232 1.00 2,231.5 2,231.5 0.05
6 381.25 3,044 2,904 0.25 725.9 2,957.4 0.07 725.88 0.02
9 382.00 4,000 3,522 0.75 2,641.5 5,598.9 0.13 3367.38 0.08
10 383.00 5,347 4,674 1.00 4,673.5 10,272.4 0.24 8040.88 0.18
11
12
13
14
15 Post Development-Water Quality Volume Requirements (WQv)
16 Post Area#1 WQv= 2,104 cf
17 Post Area#3 WQv=639 cf
16 The proposed forebay has to have a volume of at least 100%of WQv volume or 2,743 cf.
19 The proposed forebay has a volume excess of 2,957 cf between elev 380 and 381.25.Therefore O.K.
20
21
22
23
24
25
26
27
26
29
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MJ Engineering and Land Surveying,PC pretreatment 1A.xlsx.xls
8/13/2020 RRv
M.J.Engineering and
p►■1/ Land Surveying, P.C.
/ � ts33 uass+krox,art�r„k M't3ass
Ylwix51d31t.0)39/fu 31B311.W 1]
Stormwater Management Report
Exhibit A — Graphical Peak Discharge Calculations
.1 24-Hour Rainfall Intensity Table
.2 Pre Development(CN)
.3 Post Development(CN)
.4 NRCS Soil Information
.5 Redevelopment WQv Calculation
.6 Pretreatment Volume
August 2020
Page 10
M.J.Engineering and
Land Surveying, P.C.
15334-ft E,M-PL+,NY I]
PAmx 516371 Al%/Px 518.371.®R
Stormwater Management Report
Exhibit B — Hydrologic Model Simulation Using TR-55 Tabular Method
.1 Routing Tables for the 1, 2, 10, 25, 50 and 100 year storms with Inflow and Outflow Hydrographs
August2020
Page 11
1
Watershed model Schematic HydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk,Inc.v202O
1 2 3 4 6 7
CD �D ED ED CD CD
r
r`
r
8
4e10
Leaend
HX4. Origin Description
1 SCS Runoff Pre#1
2 SCS Runoff Pre#2
3 SCS Runoff Pre#3
4 SCS Runoff Post#1
5 SCS Runoff Post#2
6 SCS Runoff Post#3
7 SCS Runoff Post#4
8 Combine Flow to Forebay
9 Reservoir Route Forebay
10 Combine Flow to Infiltration Basin
11 Reservoir Route Infil.Basin
12 Reservoir Route DW#3
Project: LAProjects\MJ796 MES A+\MJ796.08- Hudson Headwaters\reports\SWMR- Ph 5&V&HA4dWt47 U--dfiIX22DMrey(8-5- ]
H yd raft owieTab4e \Con t&adwaters\reports\SWMR-Phase 2\Exhibit B-Model\27 Carey(8-5-20)Phase 2.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre #1................................................................................... 4
TR-55 Tc Worksheet........................................................................................................... 5
Hydrograph No. 2, SCS Runoff, Pre #2................................................................................... 6
TR-55 Tc Worksheet........................................................................................................... 7
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................... 8
TR-55 Tc Worksheet........................................................................................................... 9
Hydrograph No. 4, SCS Runoff, Post#1................................................................................ 10
Hydrograph No. 5, SCS Runoff, Post#2................................................................................ 11
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 12
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 13
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 14
Hydrograph No. 9, Reservoir, Route Forebay................................................. 15
PondReport- Forebay...................................................................................................... 16
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 17
Hydrograph No. 11, Reservoir, Route Infil. Basin................................................................... 18
Pond Report - Infiltration Basin.......................................................................................... 19
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 20
PondReport- DW#3......................................................................................................... 21
2 - Year
SummaryReport....................................................................................................................... 23
HydrographReports................................................................................................................. 24
Hydrograph No. 1, SCS Runoff, Pre #1................................................................................. 24
Hydrograph No. 2, SCS Runoff, Pre #2................................................................................. 25
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................. 26
Hydrograph No. 4, SCS Runoff, Post#1................................................................................ 27
Hydrograph No. 5, SCS Runoff, Post#2................................................................................ 28
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 29
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 30
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 31
Hydrograph No. 9, Reservoir, Route Forebay........................................................................ 32
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 33
Hydrograph No. 11, Reservoir, Route Infil. Basin................................................................... 34
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 35
10 - Year
SummaryReport....................................................................................................................... 36
HydrographReports................................................................................................................. 37
Hydrograph No. 1, SCS Runoff, Pre #1................................................................................. 37
Hydrograph No. 2, SCS Runoff, Pre #2........:........................................................................ 38
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................. 39
Contents CDCWj�Wed96 MES A+\MJ796.08-Hudson Headwaters\reports\SWMR-Phase 2\Exhibit B-Mode1\27 Carey(8-5-20)Phase 2.gpw
Hydrograph No. 4, SCS Runoff, Post#1................................................................................ 40
Hydrograph No. 5, SCS Runoff, Post#2......................................................... ........... 41
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 42
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 43
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 44
Hydrograph No. 9, Reservoir, Route Forebay........................................................................ 45
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 46
Hydrograph No. 11, Reservoir, Route Infil. Basin.................................................................- 47
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 48
25 - Year
SummaryReport....................................................................................................................... 49
HydrographReports................................................................................................................. 50
Hydrograph No. 1, SCS Runoff, Pre #1................................................................................. 50
Hydrograph No. 2, SCS Runoff, Pre #2..........................................................................- .... 51
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................. 52
Hydrograph No. 4, SCS Runoff, Post#1............................................ ............... 53
.....................
Hydrograph No. 5, SCS Runoff, Post#2................................................................................ 54
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 55
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 56
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 57
Hydrograph No. 9, Reservoir, Route Forebay........................................................................ 58
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 59
Hydrograph No. 11, Reservoir, Route Infil. Basin................................................................... 60
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 61
50 - Year
SummaryReport....................................................................................................................... 62
HydrographReports................................................................................................................. 63
Hydrograph No. 1, SCS Runoff, Pre #1................................................ ......... 63
Hydrograph No. 2, SCS Runoff, Pre #2................................................... ................ 64
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................. 65
Hydrograph No. 4, SCS Runoff, Post#1................................................................................ 66
Hydrograph No. 5, SCS Runoff, Post#2................................................................................ 67
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 68
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 69
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 70
Hydrograph No. 9, Reservoir, Route Forebay........................................................................ 71
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 72
Hydrograph No. 11, Reservoir, Route Infil. Basin................................................................... 73
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 74
100 - Year
SummaryReport....................................................................................................................... 75
HydrographReports................................................................................................................. 76
Hydrograph No. 1, SCS Runoff, Pre #1...............................................................
Hydrograph No. 2, SCS Runoff, Pre #2................................................................................. 77
Hydrograph No. 3, SCS Runoff, Pre #3................................................................................. 78
Hydrograph No. 4, SCS Runoff, Post#1................................................................................ 79
Hydrograph No. 5, SCS Runoff, Post#2................................................................................ 80
Contents COAa ed,116 MES A+\MJ796.08-Hudson Headwaters\reports\SWMR-Phase 2\Exhibit B-Mode1\27 Carey(8-5-20)Phase 2.gpw
Hydrograph No. 6, SCS Runoff, Post#3................................................................................ 81
Hydrograph No. 7, SCS Runoff, Post#4................................................................................ 82
Hydrograph No. 8, Combine, Flow to Forebay....................................................................... 83
Hydrograph No. 9, Reservoir, Route Forebay........................................................................ 84
Hydrograph No. 10, Combine, Flow to Infiltration Basin........................................................ 85
Hydrograph No. 11, Reservoir, Route Infil. Basin................................................................... 86
Hydrograph No. 12, Reservoir, Route DW#3......................................................................... 87
OFReport.................................................................................................................. 88
2
Hydrograph Return Period Rc�ca�
ydra w Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 0.001 0.002 -- - - 0.045 0.147 0.286 0.486 Pre#1
2 SCS Runoff ------ 0.002 0.005 ------- 0.126 0.330 0.577 0.901 Pre#2
3 SCS Runoff --- 0.336 0.422 ------- -W__ 0.697 0.907 1.098 1 319 Pre#3
4 SCS Runoff 1.520 1.978 ------- - 3.524 4.746 5.879 7200 Post#1
5 SCS Runoff - 0.239 0.366 - -- 0.828 1.218 1.595 2.057 Post#2
6 SCS Runoff ------ 0.487 0.670 ------- -- 1 298 1.814 2.308 2.892 Post#3
7 SCS Runoff ------ 0.011 0.018 -»---- 0 040 0.058 0.076 0.098 Post#4
8 Combine 4,6, 2.007 2.648 ------- 4 814 6.560 8.187 10.09 Flow to Forebay
9 Reservoir 8 0.524 0.823 ------- --- 1.578 2.137 2.692 3.187 Route Forebay
10 Combine 5,9 0.643 1.031 ------- --- -- 2.237 2.955 3.849 4.839 Flow to Infiltration Basin
11 Reservoir 10 0.000 0.000 ------- ------- 0.000 0.000 0.000 0.000 Route Infil.Basin
12 Reservoir 7 0.000 0.000 ------- ------ 0.000 0.000 0.000 0.000 Route DW#3
Proj. file: L:\Projects\MJ796 MES A+\MJ796.08- Hudson Headwaters\reports\S V4 drRis s ,2 EVrobil2B204odel\27 Carey(8-5- C
3
Hydrograph Summary Report
Fiydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak (volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 0.001 2 1440 17 ---- - ------ Pre#1
2 SCS Runoff 0.002 2 1056 55 ------ ------ — Pre#2
3 SCS Runoff 0.336 2 718 769 - -- -• Pre#3
4 SCS Runoff 1.520 2 718 3,041 ------ -- - --- Post#1
5 SCS Runoff 0.239 2 718 527 ---- - --- Post#2
6 SCS Runoff 0.487 2 718 986 ------ ------ ------ Post#3
7 SCS Runoff 0.011 2 718 25 ---- --- ---- Post#4
8 Combine 2.007 2 718 4,027 4,6, ------ ------ Flow to Forebay
9 Reservoir 0.524 2 724 4,015 8 381.64 1,374 Route Forebay
10 Combine 0.643 2 720 4,542 5,9 Flow to Infiltration Basin
11 Reservoir 0.000 2 764 0 10 381.40 590 Route Infil Basin
12 Reservoir 0.000 2 766 0 7 377.94 5.64 Route DW#3
L:\Projects\MJ796 MES A+\MJ796.08- Hudsl>rF;Mbz RdEin9reph(da1SWMR- P �aV6EZW td#,Bmdm222ocarey(8-5-20) Phas
4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 17 cuft
Drainage area = 0.528 ac Curve number = 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 2.22 in Distribution Type II
Storm duration = 24 hrs Shape factor = 484
Pre #1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. No. 1
Pre #1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 90.0 0.0 0.0
Two-year 24-hr precip. (in) = 2.57 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 29.06 + 0.00 + 0.00 = 29.06
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 29.10 min
6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08 15/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.002 cfs
Storm frequency = 1 yrs Time to peak = 1056 min
Time interval = 2 min Hyd. volume = 55 cuft
Drainage area = 0.527 ac Curve number = 54
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 2.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #2
Q(cfs) Hyd. No. 2-- 1 Year Q (cfs)
0.10 0.10
0.09 - 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. No. 2
Pre #2
Description} A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 65.0 0.0 0.0
Two-year 24-hr precip. (in) = 2.57 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 14.43 + 0.00 + 0.00 = 14.43
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
TotalTravel Time, Tc .............................................................................. 14.40 min
8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type - SCS Runoff Peak discharge = 0.336 cfs
Storm frequency - 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 769 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.60 min
Total precip. - 2.22 in Distribution = Type II
Storm duration - 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
0.50 0.50
I
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)
9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. No. 3
Pre #3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 60.0 0.0 0.0
Two-year 24-hr precip. (in) = 2.57 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 9.59 + 0.00 + 0.00 = 9.59
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0))0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 9.60 min
10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 1.520 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume - 3,041 cuft
Drainage area = 1.052 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#1
Q(cfs) Hyd. No. 4-- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)
11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 0.239 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 527 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
I
0.40 - 0.40
0.35 - 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 - 0.05
0.00 - I J. - —_ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 5
12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 0.487 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 986 cuft
Drainage area = 0.473 ac Curve number 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor 484
Post#3
Q (cfs) Hyd. No. 6-- 1 Year Q (cfs)
0.50 0.50
0.45 - 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 - 0.10
0.05 -�. 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
F - Hyd No. 6
13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.011 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 25 cuft
Drainage area - 0.019 ac Curve number = 72
Basin Slope - 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (cfs) Hyd. No. 7-- 1 Year Q (cfs)
0.10 - 0.10
0.09 — 0.09
0.08 -— - 0.08
0.07 0.07
0.06 - - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
i
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D9)2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 2.007 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 4,027 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q(cfs) Hyd. No. 8-- 1 Year Q(cfs)
3.00 - - 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 6
15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3138 2019 by Autodesk,Inc.v2020 Wednesday,0815!2020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 0.524 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 4,015 Tuft
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 381.64 ft
Reservoir name = Forebay Max. Storage = 1,374 cuft
Storage Indication method used.
Route Forebay
Q (cfs) Hyd. No. 9-- 1 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 _ -- - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time(min)
Hyd No. 9 Hyd No. 8 Total storage used= 1,374 cuff
Pond Report 16
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Pond No. 1 - Forebay
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=381 25 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult)
0.00 381.25 3,044 0 0
0.75 382.00 4,000 2,633 2,633
1.75 383.00 4,674 4,332 6,965
2.75 384.00 15,202 9,434 16,399
Culvert/Orifice Structures Weir Structures
[A] IB] [C] [PrfRsr] [A] IB] [C] [D]
Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 381.25 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.30 0.00 0.00 n/a
N-Value = 013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s)
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 381.25 0.00 •-- --- --- 0.000
0.08 263 381.33 0.02 oc --- --- --- --- 0.022
0.15 527 381.40 0.09 oc --- 0.089
0.22 790 381.48 0.19 oc -- - --• --- --- --- 0,195
0.30 1,053 381.55 0.33 oc --- --- --- 0.330
0.38 1,317 381.63 0.49 oc --- --- --- --- 0.487
0.45 1,580 381.70 0.66 oc --- -- --- 0.657
0.52 1,843 381.78 0.83 oc - --- 0.834
0.60 2,106 381.85 1.01 oc -- --- --- - - - --- 1.013
0.68 2,370 381.93 1.18 oc ... - -- -- - -- 1 184
0.75 2,633 382.00 1.34 oc - - - -- - --- 1.342
0.85 3,066 382.10 1.51 oc -- --- --- --- - - --- 1.514
0.95 3,500 382.20 1.60 oc --- - -- --- --- --- 1.604
1.05 3,933 382.30 1.70 oc --- --- --- 1 701
1 15 4,366 382.40 1.97 oc - - -- -- - --- 1.973
1.25 4,799 382.50 2.21 oc - -- - - - --- --- 2 212
1.35 5,232 382.60 2.43 oc _-_ __ - _- .. --- --- --- 2.427
1.45 5,666 382.70 2.62 oc --- -- - -- --- --- --- --- 2.624
1 55 6,099 382.80 2.81 oc --- -- -- -- -- - ... --- 2.808
1.65 6,532 382.90 2.98 oc -- --- --- --- --- 2.981
1.75 6,965 383.00 3.14 oc -- --- --- --- --- - --- --- 3.144
1.85 7,909 383.10 3.30 oc -- - --- --- -- -- --- 3.299
1 95 8,852 383.20 3.45 oc - -- -- -- ... --- 3.447
2.05 9,796 383.30 3.59 oc -- --- --- --- ___ 3.588
2.15 10,739 383.40 3.72 oc --- -- - -- -- - --- 3.725
2.25 11,682 383.50 3.86 oc - -- - -- -- - - --- 3.857
2.35 12,626 383.60 3.98 oc -- --- --- --- --- --- 3.984
2.45 13,569 383.70 4.11 oc --- --- --- -- - --- 4.107
2.55 14,513 383.80 4.23 oc - - - - -- - --- --- --- 4.227
2.65 15,456 383.90 4.34 oc -- -- -- -- - --- 4 344
2.75 16,399 384.00 4.46 oc --- --- -- - - --- .-- --- 4.457
17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 0.643 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 4,542 cuft
Inflow hyds. = 5, 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q (cfs) Hyd. No. 10-- 1 Year Q (cfs)
1.00 1.00
0.90 - — 0.90
0.80 I 0.80
0.70 0.70
0.60 - 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 - 0.20
NIL
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time(min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08 15 1 2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 764 min
Time interval = 2 min Hyd, volume = 0 tuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 381.40 ft
Reservoir name = Infiltration Basin Max. Storage = 590 cult
Storage Indication method used. Exfiltration extracted from Outflow.
Route Infli. Basin
Q (cfs) Hyd. No. 11 -- 1 Year Q(cfs)
1.00 1.00
0.90 0.90
0.80 i 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
i
0.30 0.30
0.20 I 0.20
0.10 0.10
0.00 -. _ �._. .. _ - .... — 0.00
0. 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time(min)
Hyd No. 11 — Hyd No. 10 Total storage used= 590 tuft
Pond Report 19
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08 15/2020
Pond No. 2 - Infiltration Basin
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=381.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 381.00 1,018 0 0
1.00 382.00 2,025 1,493 1,493
2.00 383.00 3,620 2,784 4,277
3.00 384.00 8,478 5,879 10,155
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 000 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 000 0.00 0.00 0.00 Weir Type = --- ---
Length(ft) = 000 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 060 0.60 0.60 0.60 Exfl.(in/hr) = 20.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 381.00 --- --- --- .-- ... 0.000 --- 0.000
0.10 149 381.10 -- --- --- 0.094 --- 0.094
0.20 299 381.20 .-- --- •-- --- 0.187 --- 0.187
0.30 448 381.30 0 281 --- 0.281
0.40 597 381.40 --- --- •• 0.375 --- 0.375
050 746 381.50 --- -- - --- --- 0.469 --- 0.469
0.60 896 381.60 --- -- --- 0.562 --- 0.562
0.70 1,045 381.70 0.656 --- 0.656
0.80 1,194 381.80 -- - 0.750 --- 0.750
0.90 1,343 381 90 --- -- --- --- 0.844 --- 0 844
1.00 1,493 382.00 --- -- --- 0.937 --- 0.937
1.10 1,771 38210 1.011 --- 1.011
1.20 2,050 382.20 - 1.085 --- 1.085
1.30 2,328 382.30 -- --- --- - 1.159 --- 1.159
1.40 2,606 382.40 --- --- ... --- - 1.233 --- 1.233
1.50 2,885 382.50 -• 1.307 --- 1.307
1.60 3,163 382.60 --- --- --- 1.381 --- 1.381
1.70 3,441 382.70 1.454 --- 1.454
1.80 3,720 382.80 --- -- --- 1.528 --- 1.528
1.90 3,998 382.90 --- --- --- 1.602 --- 1.602
2.00 4,277 383.00 --- .- 1.676 --- 1.676
2.10 4,865 383.10 --- --- •.. --- --- 1.901 --- 1.901
2.20 5,452 383.20 --• --- ... 2.126 --- 2.126
2.30 6,040 383.30 - --- --- --- --- 2.351 --- 2.351
2.40 6,628 383.40 --- --- 2 576 --- 2.576
2.50 7,216 383.50 .-- --- --- 2.800 --- 2.800
2.60 7,804 383.60 --- 3.025 --- 3.025
2.70 8,392 383.70 - --- 3.250 --- 3.250
2.80 8,980 383.80 --- --- •-• --- --- 3.475 --- 3.475
2.90 9,568 383.90 3.700 --- 3.700
3.00 10,155 384.00 3.925 --- 3.925
20
Hydrograph Report
Hydr®flow Hydrographs Extension for Autodesk®Civil 3DO 2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 Cfs
Storm frequency = 1 yrs Time to peak = 766 mire
Time interval = 2 min Hyd. volume = 0 Cuft
Inflow hyd. No. = 7 - Post#4 Max. Elevation = 377.94 ft
Reservoir name = DW#3 Max. Storage = 6 Cuft
Storage Indication method used. Exflltrstion extracted from Outflow.
Route DW#3
Q{Cfs} 0 [Cfs}
Hyd. No. 12-- 1 Year
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
OM 0,02
0.01 0.01
i
0.C] 0.00
0 120 240 360 480 600 720 840
Time{min}
Hyd No. 12 Hyd No, 7 Total storage used=6 cuff
Pond Report 21
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Pond No.4- DW#3
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation Begining Elevation=377 50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft)
0.00 377.50 12 0 0
1.00 378.50 14 13 13
2.00 379.50 16 15 28
3.00 380.50 18 17 45
4.00 381.50 20 19 64
5.00 382.50 22 21 85
550 383.00 134 35 120
6.00 383.50 300 106 226
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 000 Crest Len(ft) = 10.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 383.00 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 000 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0-60 0.60 Exfil.(in/hr) = 20.000(by Contour)
Multi-Stage = n/a No No No TW EIev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s)
Stage I Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfl User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
000 0 37750 0.00 0.000 --- 0.000
0.10 1 377.60 0.00 --- --- 0.001 --- 0.001
020 3 37770 --- --- --- 0.00 --- --- ... 0.001 --- 0.001
0.30 4 377.80 --- 0.00 --- --- --- 0.002 --- 0.002
0.40 5 377.90 --- --- --- 0.00 ... --- 0.003 --- 0 003
0.50 6 378.00 --- --- --- 0.00 --- --- 0.003 --- 0.003
0.60 8 378.10 ... 0.00 --- --- 0.004 --- 0 004
0.70 9 378.20 --- --- 0.00 --- --- --- 0.005 --- 0.005
0.80 10 378.30 --- ... --• --- 0.00 --- --- --- 0 005 --- 0.005
0.90 12 378.40 --- --- - 0.00 --- 0.006 --- 0.006
100 13 378.50 0.00 --- --- 0.006 --- 0.006
1.10 14 378.60 •-- --- 0.00 0.007 --- 0.007
120 16 378.70 --- --- 0.00 •-- --- 0.007 --- 0.007
1.30 17 378.80 --- 0.00 --- •-- ... 0.007 --- 0.007
1.40 19 378.90 •-- 0.00 --- ... 0.007 --- 0.007
1.50 20 379.00 --- --- 0.00 --- --- 0.007 --- 0.007
1.60 22 379.10 --- 0.00 0.007 --- 0.007
1.70 23 37920 --- --- 0.00 --- .-- 0.007 --- 0.007
1.80 25 379.30 0.00 ... 0.007 --- 0.007
1.90 26 379.40 --- --- --- 0.00 --- --- 0.007 --- 0.007
2.00 28 379.50 0.00 --- --- 0.007 --- 0 007
2.10 30 379.60 0.00 ... 0.007 --- 0.007
2.20 31 379.70 --- 0.00 --- 0.008 --- 0 008
2.30 33 379.80 --- 0.00 --- 0.008 --- 0.008
2.40 35 379.90 ... --- --- 0.00 --- --• --- 0.008 --- 0 008
2.50 36 380.00 0.00 0.008 --- 0.008
2.60 38 380.10 0.00 •-- --- 0.008 --- 0.008
2.70 40 380.20 --- 0.00 --- --- 0.008 --- 0.008
2.80 42 380.30 - 0.00 --- 0.008 --- 0.008
2.90 43 380.40 0.00 --- --- 0.008 --- 0.008
3.00 45 380.50 --- 0.00 --- - --- 0.008 --- 0.008
3.10 47 380.60 --- --- 0.00 --- 0.008 --- 0.008
3.20 49 380.70 --- --- --- --- 0.00 --- --- --- 0.009 --- 0.009
3.30 51 380.80 0.00 --- --- 0.009 --- 0.009
3.40 53 380.90 0.00 0.009 --- 0.009
Continues on next page..-
22
DW#3
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EMI User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 54 381.00 --- --- --- --- 0.00 --- --- --- 0.009 --- 0.009
3.60 56 381.10 --- --- --- 0.00 --- --- --- 0.009 --- 0.009
3.70 58 381.20 --- --- --- 0.00 --- --- --- 0.009 --- 0.009
3.80 60 381.30 --- --- --- 0.00 --- -- --- 0.009 --- 0.009
3.90 62 381.40 --- --- --- 0.00 --- --- --- 0.009 --- 0.009
4.00 64 381.50 --- --- --- --- 0.00 --- --- --- 0.009 --- 0.009
4.10 66 381.60 --- --- --- --- 0.00 --- --- --- 0.009 --- 0.009
4.20 68 381.70 --- --- --- 0.00 --- --- --- 0.009 --- 0.009
4.30 70 381.80 --- --- --- --- 0.00 --- --- --- 0.010 --- 0.010
4.40 72 381.90 --- --- --- --- 0.00 --- --- --- 0.010 --- 0.010
4.50 74 382.00 --- --- --- 0.00 --- --- --- 0.010 --- 0.010
4.60 77 382.10 --- --- --- 0.00 --- --- --- 0.010 --- 0.010
4.70 79 382.20 --- --- --- --- 0.00 --- --- --- 0.010 --- 0.010
4.80 81 382.30 --- --- - --- 0.00 --- --- --- 0.010 --- 0.010
4.90 83 382.40 --- --- - --- 0.00 --- --- --- 0.010 --- 0.010
5.00 85 382.50 --- --- •-- --- 0.00 --- --- --- 0.010 --- 0.010
5.05 88 382.55 --- --- -- 0.00 --- --- --- 0.015 --- 0.015
5.10 92 382.60 --- --- --- -- 0.00 --- --- --- 0.021 --- 0.021
5.15 95 382.65 --- --- --- 0.00 --- --- --- 0.026 --- 0.026
5.20 99 382.70 -- - 0.00 -- --- --- 0.031 --- 0.031
5.25 102 382.75 --- --- --- 0.00 -- --- --- 0.036 --- 0.036
5.30 106 382.80 --- --- --- --- 0.00 --- --- --- 0.041 --- 0.041
5.35 109 382.85 --- --- --- 0.00 --- --- --- 0.046 --- 0.046
5.40 113 382.90 --- --- --- --- 0.00 --- --- --- 0.052 --- 0.052
5.45 116 382.95 --- --- --- --- 0.00 --- --- --- 0.057 --- 0.057
5.50 120 383.00 --- --- --- --- 0.00 --- --- --- 0.062 --- 0.062
5.55 131 383.05 --- --- --- 0.29 --- --- --- 0.070 --- 0.360
5.60 141 383.10 --- --- --- 0.82 --- --- --- 0.077 --- 0.899
5.65 152 383.15 --- --- --- 1.51 --- --- --- 0.085 --- 1.595
5.70 162 383.20 --- --- --- --- 2.32 --- --- --- 0.093 --- 2.417
5.75 173 383.25 --- --- --- 3.25 -- --- --- 0.100 --- 3.349
5.80 183 383.30 --- --- --- --- 4.27 --- --- --- 0.108 --- 4.379
5.85 194 383.35 --- -- --• --- 5.38 --- --- --- 0.116 --- 5.497
5.90 205 383.40 --- -- --- 6.58 --- --- --- 0.124 --- 6.699
5.95 215 383.45 --- --- --- --- 7.85 --- --- --- 0.131 --- 7.977
6.00 226 383.50 --- --- --- --- 9.19 --- --- --- 0.139 --- 9.331
...End
23
Hydrograph Summary ReportH ydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 0.002 2 934 79 ------ ------ Pre#1
2 SCS Runoff 0.005 2 778 149 ------ ------ - Pre#2
3 SCS Runoff 0.422 2 718 968 -— - Pre#3
4 SCS Runoff 1.978 2 718 3,970 ------ ------ - - Post#1
5 SCS Runoff 0.366 2 718 764 ------ — - Post#2
6 SCS Runoff 0.670 2 718 1,342 ------ ------ - Post#3
7 SCS Runoff 0.018 2 718 37 — ------ Post#4
8 Combine 2.648 2 718 5,312 4,6, ------ ---- Flow to Forebay
9 Reservoir 0.823 2 724 5,300 8 381.77 1,826 Route Forebay
10 Combine 1.031 2 720 6,064 5,9 ---- ------ Flow to Infiltration Basin
11 Reservoir 0.000 2 732 0 10 381.60 891 Route Infil.Basin
12 Reservoir 0.000 2 792 0 7 378.22 9.25 Route DW#3
LAProjects\MJ796 MES A+\MJ796.08- Huds)rR�dtw EindrER)bfdalSWMR- Pf aV6E2k63Ai�hy,EDEMc5db802(Earey(8-5-20) Phas
24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.002 cfs
Storm frequency = 2 yrs Time to peak = 934 min
Time interval = 2 min Hyd. volume = 79 cuft
Drainage area = 0.528 ac Curve number - 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 f 0.08
I
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 - 0.02
0.01 ` 0.01
I
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 1
25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020 Wednesday,08/5/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.005 cfs
Storm frequency = 2 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 149 cuft
Drainage area = 0.527 ac Curve number = 54
Basin Slope = 0.0 % Hydraulic length Oft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor 484
Pre #2
Q (cfs) Hyd. No. 2-- 2 Year Q (cfs)
0.10 —i 0.10
0.09 r- 0.09
0.08 0.08
0.07 - 0.07
0.06 - 0.06
0.05 - 0.05
0.04 0.04
0.03 - 0.03
0.02 - 0.02
0.01 0.01
0.00 '- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 2
26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type = SCS Runoff Peak discharge = 0.422 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 968 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.60 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3--2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 I 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)
27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08 15/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 1.978 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,970 cuft
Drainage area - 1.052 ac Curve number = 83
Basin Slope - 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#1
Q (cfs) Hyd. No. 4--2 Year Q(cfs)
2.00 — 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 4
28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 0.366 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 764 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q (cfs) Hyd. No. 5--2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 - - 0.15
0.10 0.10
0.05 0,05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)
29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 0.670 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,342 cuft
Drainage area = 0.473 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#3
Q(cfs) Hyd. No. 6-- 2 Year Q (cfs)
1.00 — - 1.00
0.90 I- 0.90
I
0.80 0.80
0.70 0.70
0.60 - 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 - 0.10
i
0.00 -. _ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)
30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.018 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 37 cuft
Drainage area = 0.019 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (cfs) Hyd. No. 7--2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 �— 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)
31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 2.648 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,312 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q (cfs) Hyd. No. 8--2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 6
32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 0.823 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 5,300 cult
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 381.77 ft
Reservoir name = Forebay Max. Storage = 1,826 cult
Storage Indication method used.
Route Forebay
Q(cfs) Hyd. No. 9--2 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 9 Hyd No. 8 Total storage used = 1,826 cult
33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc,v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 1.031 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 6,064 cuft
Inflow hyds. = 5, 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q (cfs) Hyd. No. 10--2 Year Q(cfs)
2.00 - 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
34
Hydrograph Repord
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 381.60 ft
Reservoir name = Infiltration Basin Max. Storage = 891 cuft
Storage Indication method used. EAltration extracted from Outflow.
Route Infil. Basin
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 -� - - — 0.00
0 240 480 720 960 1200 1440 1680 1920
Time(min)
Hyd No. 11 Hyd No. 10 Total storage used = 891 cult
35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3130 2019 by Autodesk,Inc.v2020 Wednesday,08/5!2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 792 min
Time interval = 2 min Hyd. volume = 0 cuff
Inflow hyd. No. = 7 - Post#4 Max. Elevation = 378.22 ft
Reservoir name = DW#3 Max. Storage = 9 cuff
Storage Indication method used. Exflltration extracted from Outflow.
c {cts) Router Dw#3
Hyd. No. 12--2 Year a (cfs)
0.10 0.10
I
0.09 0.09
0.08 0.08
f
0.07 i 0.07
I
0.06 0.06
0.05 0.05
0.04 0.04
0,03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time(min)
- Hyd No. 12 Hyd No. 7 Total storage used 9 cult
36
Hydrograph Summary Re Por�ydraflowl-lydrographs Extension for Autodesk@ Civil 3D@2019 by Autodesk, Inc.v202O
r
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
i
1 SCS Runoff 0.045 2 744 510 - ------ -- Pre#1
2 SCS Runoff 0.126 2 726 681 ------ ------ ------ Pre#2
3 SCS Runoff 0.697 2 718 1,622 ------ - - Pre#3
4 SCS Runoff 3.524 2 716 7,138 ------ Post#1
5 SCS Runoff 0.828 2 718 1,658 - - - -- Post#2
6 SCS Runoff 1.298 2 718 2,608 ------ ------ ------ Post#3
7 SCS Runoff 0.040 2 718 79 ------ Post#4
8 Combine 4.814 2 716 9,746 4,6, ------ •----- Flow to Forebay
9 Reservoir 1.578 2 724 9,734 8 382.17 3,373 Route Forebay
10 Combine 2.237 2 718 11,391 5,9 ------ ------ Flow to Infiltration Basin
11 Reservoir 0.000 2 830 0 10 382.22 2,103 Route Infil.Basin
12 Reservoir 0.000 2 846 0 7 379.34 25.6 Route DW#3
L:\Projects\MJ796 MES A+\MJ796.08- Huds 1r1dftBdAa6ndreVbht9)OWMR- P a e*",8Mddb802(Earey(8-5-20) Phas i
37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.045 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 510 cuft
Drainage area = 0.528 ac Curve number 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 3.66 in Distribution = Type II
Storm duration 24 hrs Shape factor = 484
Pre #1
Q (Cfs) Hyd. No. 1 -- 10 Year Q (cfs)
0.10 1 0.10
' I
0.09
I
0.08 - 0.08
0.07 0.07
I
0.06 0.06
0.05 - 0.05
0.04 A 1 - 0.04
0.03 0.03
0.02 - 0.02
0.01 = 0.01
0.00 -�. - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1
38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.126 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 681 cuft
Drainage area = 0.527 ac Curve number - 54
Basin Slope = 0.0 % Hydraulic length - 0 ft
Tc method TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
0.50 0.50
0.45 0-45
0.40 0-40
0.35 0-35
0.30 0-30
Or
0.25 0.—
0.20 - 0.20
I
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type - SCS Runoff Peak discharge = 0.697 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,622 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length 0 ft
Tc method - TR55 Time of conc. (Tc) = 9.60 min
Total precip. - 3.66 in Distribution = Type II
Storm duration - 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3-- 10 Year Q (Cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 0.30
0.20 - 0.20
0.10 0.10
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time(min)
40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 3.524 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 7,138 cuft
Drainage area = 1.052 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) - 6.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor - 484
Post#1
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 - ... _ —_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4
41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 0.828 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,658 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of cons. (Tc) = 6.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
1.00 1.00
0.90 - 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 - 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)
42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 1.298 cfs
Storm frequency = 10 yrs Time to peak - 718 min
Time interval = 2 min Hyd. volume = 2,608 cuft
Drainage area = 0.473 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#3
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 _ - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)
43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.040 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 79 cuft
Drainage area = 0.019 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (Cfs) Hyd. No. 7-- 10 Year Q (cfs)
0.10 0.10
I
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 - 0.02
0.01 - 0.01
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 7
44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08 15/2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 4.814 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,746 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q MS) Hyd. No. 8-- 10 Year Q(cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0,00 - _j 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
Hyd No. 8 Hyd No. 4 Time
No. 6
45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3139)2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 1.578 cfs
Storm frequency = 10 yrs Time to peak. = 724 min
Time interval = 2 min Hyd. volume = 9,734 cuft
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 382.17 ft
Reservoir name = Forebay Max. Storage = 3,373 cuff
Storage Indication method used.
Route Forebay
Q(cfs) Hyd. No. 9-- 10 Year Q(cfs)
5.00 5.00
4.00 - 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
• Hyd No. 9 Hyd No. 8 Total storage used = 3,373 cult
46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 2.237 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 11,391 cuft
Inflow hyds. = 5, 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 31»2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = 830 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 382.22 ft
Reservoir name = Infiltration Basin Max. Storage = 2,103 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Route Infll. Basin
Q (cfs) Hyd. No. 11 -- 10 Year Q(cfs)
3.00 - - 3.00
2.00 - 2.00
1.00 1.00
0.00 =- 0.00
0 240 480 720 960 1200 1440 1680 1920
Time(min)
Hyd No. 11 Hyd No. 10 Total storage used =2,103 cuft
48
Hydrograph Report
Hydraflow Hydrographs Extension forAutodesk(M Civil 3DQD 2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 0 yrs Time to peak = 846 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - Post#4 Max. Elevation = 379.34 ft
Reservoir name = DW#3 Max. Storage = 26 cult
Storage Indication method used. Exfiltration extracted from Outflow.
Route DW#3
a {cfs} Hyd. No. 12-- 10 Year 0 WS)
0.10 - - 0.10
0.09 0.09
0.08 0.�08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960
Time(min)Hyd No. 12 Hyd No. 7 Total storage used 26 cult
49
Hydrograph Summary Report,
ydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.147 2 734 1,031 - - Pre#1
2 SCS Runoff 0.330 2 724 1,273 ------ ------ Pre#2
3 SCS Runoff 0.907 2 718 2,134 --- -•- - Pre#3
4 SCS Runoff 4.746 2 716 9,694 ------ --- -- -- Post#1
5 SCS Runoff 1.218 2 718 2,439 - - --• Post#2
6 SCS Runoff 1.814 2 716 3,664 ------ ------ ------ Post#3
7 SCS Runoff 0.058 2 718 117 ------ — Post#4
8 Combine 6.560 2 716 13,358 4,6, ------ Flow to Forebay
9 Reservoir 2.137 2 724 13,346 8 382.47 4,664 Route Forebay
10 Combine 2.955 2 720 15,786 5,9 ------ ------ Flow to Infiltration Basin
11 Reservoir 0.000 2 720 0 10 382.61 3,201 Route Infil.Basin
12 Reservoir 0.000 2 944 0 7 380.32 42.0 Route DW#3
L:\Projects\MJ796 MES A+\MJ796.08- Huds )rRAkud#Mea9rWDbfe)BW MR- PI iaV6EZWatubiY,BMdM902(Earey(8-5-20) Phas
50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5 1 2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.147 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 1,031 cuft
Drainage area = 0.528 ac Curve number = 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #1
Q (cfs) Hyd. No. 1 --25 Year Q(cfs)
0.50 - 0.50
0.45 - 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.330 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,273 cuft
Drainage area = 0.527 ac Curve number = 54
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method T TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #2
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
0.35 0.-
0.30 0.30
0.25 - 0.25
0.20 0.20
0.15 0.15
0.10 - 0.10
0.05 0.05
0.00 — -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type = SCS Runoff Peak discharge = 0.907 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,134 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method - TR55 Time of conc. (Tc) = 9.60 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3--25 Year Q(cfs)
1.00 — 1.00
i
0.90 0.90
1 0.80 0.80
0.70 — 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 - 0-30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
Hyd No. 3
53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 4.746 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,694 cuft
Drainage area = 1.052 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#1
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
5.00 + 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time(min)
Hyd No. 4
54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 1.218 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,439 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q(cfs) Hyd. No. 5--25 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 = - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)
55
Hydrograph Report
Hydraflow Hydrographs Extension for AutodesM Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 1.814 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,664 cuft
Drainage area = 0.473 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#3
Q (cfs) Q (cfs)
Hyd. No. 6--25 Year
2.00 2.00
1.00 1.00
0.00 - - — -— — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)
56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc v2020 Wednesday,08/5 1 2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.058 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 117 cuft
Drainage area = 0.019 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method User Time of conc. (Tc) = 6.00 min
Total precip. = 4.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
0.10 F— 0.10
0.09 - 0.09
l
0.08 = - 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 - - 0.02
0.01 — - 0.01
JL
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)
57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 6.560 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 13,358 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q MS) Hyd. No. 8--25 Year Q (cfs)
7.00 � 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 6
58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 2.137 cfs
Storm frequency = 25 yrs Time to peak. = 724 min
Time interval = 2 min Hyd. volume = 13,346 tuft
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 382.47 ft
Reservoir name = Forebay Max. Storage = 4,664 tuft
Storage Indication method used.
Route Forebay
Q (cfs) Hyd. No. 9--25 Year Q cfs}
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 8 Total storage used ,=4,664 cult
59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 2.955 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 15,786 cuft
Inflow hyds. = 5, 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q (cfs) Hyd. No. 10--25 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 -I. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 382.61 ft
Reservoir name = Infiltration Basin Max. Storage = 3,201 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Route Infil. Basin
Q (cfs) Hyd. No. 11 --25 Year Q(cfs)
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 11 Hyd No. 10 Total storage used =3,201 cult
61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08 15 1 2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 Cfs
Storm frequency = 25 yrs Time to peak = 944 min
Time interval = 2 min Hyd. volume = 0 tuft
Inflow hyd. No. = 7 - Post #4 Max. Elevation = 380.32 ft
Reservoir name = DW#3 Max. Storage = 42 cuft
Storage Indication method used. ExIlltration extracted from Outflow.
Route DW#3
Q (Cfs) Hyd. No. 12--25 Year Q {Cfs}
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time{mini
Hyd No. 12 ! Hyd No. 7 Total storage used=42 cuff
62
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph I Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 0.286 2 734 1,624 -- ------ ------ Pre#1
2 SCS Runoff 0.577 2 724 1,925 - - - - Pre#2
3 SCS Runoff 1.098 2 718 2,611 ------ ---- Pre#3
4 SCS Runoff 5 879 2 716 12,111 ------ ------ ----•- Post#1
5 SCS Runoff 1.595 2 718 3,211 ------ Post#2
6 SCS Runoff 2.308 2 716 4,681 --- - -- Post#3
7 SCS Runoff 0.076 2 718 154 ------ ------ Post#4
8 Combine 8.187 2 716 16,792 4,6, - - Flow to Forebay
9 Reservoir 2.692 2 724 16,780 8 382.74 5,825 Route Forebay
10 Combine 3.849 2 718 19,991 5,9 ------ ------ Flow to Infiltration Basin
11 Reservoir 0.000 2 848 0 10 382.99 4,251 Route Infil.Basin
12 Reservoir 0.000 2 944 0 7 381.25 59.1 Route DW#3
LAProjects\MJ796 MES A+\MJ796.08- Huds)rRdb eicdrLrpMeYSWMR- PI a�,838UIdi MVOCarey(8-5-20) Phas
63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08!5/2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.286 cfs
Storm frequency = 50 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume - 1,624 cuft
Drainage area = 0.528 ac Curve number = 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #1
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
I
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - 0.20
0.15 - 0.15
0.10 - 0.10
0.05 - 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- , Hyd No. 1
64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.577 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,925 cuft
Drainage area = 0.527 ac Curve number = 54
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #2
Q (cfs) Q (cfs)
Hyd. No. 2--50 Year
1.00 I- — 1.00
0.90 — 0.90
0.80 0.80
I
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 - 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 2
65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type = SCS Runoff Peak discharge = 1.098 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,611 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.60 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3--50 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time(min)
66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 5.879 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 12,111 cuft
Drainage area = 1.052 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#1
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time(min)
67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 1.595 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,211 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q(cfs) Hyd. No. 5--50 Year Q (cfs)
2.00 - 2.00
1.00 1.00
0.00 — = 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
c Hyd No. 5
68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc-v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 2.308 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,681 cuft
Drainage area = 0.473 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#3
Q (cfs) Hyd. No. 6 -- 50 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 _ =` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
- I Hyd No. 6
69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.076 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 154 cuft
Drainage area = 0.019 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 5.23 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (cfs) Hyd. No. 7--50 Year Q (cfs)
0.10 - — 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 _ 0.03
0.02 - 0.02
0.01 - 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 7
70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 8.187 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,792 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q (cfs) Hyd. No. 8-- 50 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 6
71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5 12020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 2.692 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 16,780 cuft
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 382.74 ft
Reservoir name = Forebay Max. Storage = 5,825 cuft
Storage Indication method used.
Route Forebay
Q (cfs) Hyd. No. 9--50 Year Q(cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - — - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 8 Total storage used =5,825 cult
72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 3.849 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 19,991 cuft
Inflow hyds. = 5. 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q (cfs) Hyd. No. 10--50 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 50 yrs Time to peak = 848 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 382.99 ft
Reservoir name = Infiltration Basin Max. Storage = 4,251 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Route Infil. Basin
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
4.00 - - - - 4.00
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - - — - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 11 — Hyd No. 10 Total storage used =4,251 cult
74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3136 2019 by Autodesk,Inc.v2020 Wednesday,08 1 5 1 2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 50 yrs Time to peak = 944 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - Post#4 Max. Elevation = 381.25 ft
Reservoir name = DW#3 Max. Storage = 59 cuft
Storage Indication method used. ExflRration extracted from Outflow.
Q lcfs} Route DW#3 p�cfs}
Hyd. No. 12--50 Year
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
Hyd No. 12 - Hyd No. 7 Total storage used = 59 cuft
75
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cult)
1 SCS Runoff 0.486 2 732 2,427 — --— ------ Pre#1
2 SCS Runoff 0.901 2 724 2,791 -- - Pre#2
3 SCS Runoff 1.319 2 718 3,171 - - Pre#3
4 SCS Runoff 7.200 2 716 14,980 ------ - - ------ Post#1
5 SCS Runoff 2.057 2 716 4,155 - - — ------ Post#2
6 SCS Runoff 2.892 2 716 5,903 ------ --- Post#3
7 SCS Runoff 0.098 2 716 199 ----- ------ -- Post#4
8 Combine 10.09 2 716 20,883 4,6, ---- ------ Flow to Forebay
9 Reservoir 3.187 2 724 20,871 8 383.03 7,226 Route Forebay
10 Combine 4.839 2 718 25,026 5,9 ------ ------ Flow to Infiltration Basin
11 Reservoir 0.000 2 740 0 10 383.20 5,462 Route Infil.Basin
12 Reservoir 0.000 2 1014 0 7 382.32 81.2 Route DW#3
LAProjects\MJ796 MES A+\MJ796.08- Huds xf;WfaadvFh146ndretfiOtMaWMR- P aVtc2hffakb�,838 ddb2O2GCarey(8-5-20) Phase
76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,inc.v2020 Wednesday,08/5/2020
Hyd. No. 1
Pre #1
Hydrograph type = SCS Runoff Peak discharge = 0.486 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 2,427 cuft
Drainage area = 0.528 ac Curve number = 51
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.10 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 - 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 2
Pre #2
Hydrograph type = SCS Runoff Peak discharge = 0.901 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 2,791 cuft
Drainage area = 0.527 ac Curve number = 54
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) 14.40 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #2
Q (Cfs) Hyd. No. 2-- 100 Year Q (cfs)
1.00 - - 1.00
0.90 i 0.90
I
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
I
0.40 0.40
0.30 0.30
0.20 - 0.20
0.10 0.10
0.00 - — - - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
-
78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc v2020 Wednesday,08/5/2020
Hyd. No. 3
Pre #3
Hydrograph type = SCS Runoff Peak discharge = 1.319 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,171 cuft
Drainage area = 0.185 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.60 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre #3
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
2.00 — 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time(min)
79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 4
Post#1
Hydrograph type = SCS Runoff Peak discharge = 7.200 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume - 14,980 cuft
Drainage area = 1.052 ac Curve number = 83
Basin Slope - 0.0 % Hydraulic length - 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#1
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time(min)
80
Hydrograph Report
Hydraf low Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 5
Post#2
Hydrograph type = SCS Runoff Peak discharge = 2.057 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,155 cuft
Drainage area = 0.397 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— • Hyd No. 5 Time (min)
81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 6
Post#3
Hydrograph type = SCS Runoff Peak discharge = 2.892 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,903 cuft
Drainage area = 0.473 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#3
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
c - Hyd No. 6
82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 7
Post#4
Hydrograph type = SCS Runoff Peak discharge = 0.098 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 199 cuft
Drainage area = 0.019 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 6.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post#4
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 - 0.08
0.07 - 0.07
0.06 0.06
0.05 - 0.05
0.04 - - 0.04
0.03 0.03
0.02 - 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)
83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5 1 2020
Hyd. No. 8
Flow to Forebay
Hydrograph type = Combine Peak discharge = 10.09 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 20,883 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 1.525 ac
Flow to Forebay
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
12.00 12.00
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 6
84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3130 2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 9
Route Forebay
Hydrograph type = Reservoir Peak discharge = 3.187 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 20,871 cuft
Inflow hyd. No. = 8 - Flow to Forebay Max. Elevation = 38103 ft
Reservoir name = Forebay Max. Storage = 7,226 cuft
Storage Indication method used.
Route Forebay
Q (cfs) Hyd. No. 9-- 100 Year Q(cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - - - ... — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 8 Total storage used = 7,226 cuft
85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08/5/2020
Hyd. No. 10
Flow to Infiltration Basin
Hydrograph type = Combine Peak discharge = 4.839 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume - 25,026 cuft
Inflow hyds. = 5, 9 Contrib. drain. area = 0.397 ac
Flow to Infiltration Basin
Q(cfs) Hyd. No. 10-- 100 Year Q (cfs)
5.00 - 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 5 Hyd No. 9
86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday,08 15/2020
Hyd. No. 11
Route Infil. Basin
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 10 - Flow to Infiltration Basin Max. Elevation = 383.20 ft
Reservoir name = Infiltration Basin Max. Storage = 5,462 cuft
Storage Indication method used. EAltration extracted from Outflow.
Route Infil. Basin
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
5.00 - 5.00
I �
I
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
Hyd No. 11 Hyd No. 10 Total storage used = 5,462 cult
87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3DQD 2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Hyd. No. 12
Route DW#3
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 1014 min
Time interval = 2 min Hyd. volume = 0 tuft
Inflow hyd. No. = 7 - Post#4 Max. Elevation = 382.32 ft
Reservoir name = ❑W#3 Max. Storage = 81 cuft
Storage Indication method used. Exflitration extracted from Outflow.
Route DW#3
Q (cfs) Hyd. No. 12-- 100 Year Q(cfs)
0.10 I 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0-04 - 0.04
0.03 j 0.03
0.02 ! 0.02
0.01 0.01
0.00 - -_E..� -- — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(mint'
Hyd No. 12 Hyd No. 7 Total storage used=81 cuff
88
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020 Wednesday,08/5/2020
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0,0000 0.0000 --------
2 69.8703 13.1000 0.8658 --------
3 0.0000 0.0000 0.0000 --------
5 79.2597 14.6000 0.8369 --------
10 88.2351 15.5000 0.8279 --------
25 102.6072 16.5000 0.8217 --------
50 114.8193 17.2000 0.8199 --------
100 127.1596 17.8000 0.8186 --------
File name:SampleFHA.idf
Intensity= B I (Tc+ D)"E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 569 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2A2 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
rjects\MJ796 MES A+\MJ796.08-Hudson Headwaters\re orW8WMR\Exhibit C-Modei\27 Carey Road Rainfall.pc
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.22 257 0.00 3.15 3.66 4.48 5.23 6.10
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000
Huff-3rd 0.00 0.00 0.00 0.00 000 0.00 000 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
M.J,Engineering and
Land Surveying, P.C.
�• 1ss3trrvneroaA,armnvrkwrlloas
N W Ic 510.3)].W 9l/Fx51Y3/1!r}3
Stormwater Management Report
Exhibit C - Maps
.1 Project Location Map
.2 Soil Map(Figure 1)
.3 Post Development Watersheds (Figure 2)
.4 Post Development Watersheds(Figure 3)
.5 Disturbance Area (Figure 4)
.6 Existing 27 Carey Road Site Plan
August2020
Page 12
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HUDSON HEADWATER HEALTH NETWORK SCALE 1"=40
THE ALTERATION OF THIS MATERIAL IN ANY SUBMITTAL/REVISIONS CONTRACT No.;796.09—
WAY,UNLESS DONE UNDER THE DIRECTION OF No DATE DESCRIPTION BY REVIEWED BY: DATE PROJ.MANAGER: JWE MJ I'ROJ,No,:796,08
A COMPARABLE PROFESSIONAL, (ILE.) CHIEF DESIGNER JWE Engineering and SOIL MAP DATE: 1/1412U20
ARCHITECT FOR AN ARCHITECT, ENGINEER DESIGNED BY: .JWE
g FOR AN ENGINEER OR LANDSCAPE ARCHITECT Y AML Land Surveying, P.C.DRAWN B
FOR A LANDSCAPE ARCHITECT,IS A VIOLATION -
LL OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: JWE C FIG
I
ANDIOR REGULATIONS AND IS A CLASS"A" 1533 Crescent Road-Clifton Park,NY 12065 27 CAREY ROAD r
E 3 MISDEMEANOR
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LL o SEAL
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z� SUBMITTAL REVISIONS
HUDSON HEADWATER HEALTH NETWORK SCALE 1•-40•� /
�m THE ALTERATION OF THIS MATERIAL IN ANY CONTRACT No:796,06
ca; WAY,UNLESS DONE UNDER THE DIRECTION OF No DATE DESCRIPTION BY REVIEWED BY: DATE PROJ.MANAGER: JWE Engineering and MJPROJ.No.:796.08
A COMPARABLE PROFESSIONAL, (I.E.) CHIEF DESIGNER:JW PRE DEVELOPMENT MAP E DAFE: 1114)2020
o ARCHITECT FOR AN ARCHITECT, ENGINEER DESIGNED BY: JWE
m"! FOR AN ENGINEER OR LANDSCAPE ARCHITECT P.C.AML Land Surveying,
DRAWN BY:
FOR A LANDSCAPE ARCHITECT,IS A VIOLATION �
a OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: JWE
AND/OR REGULATIONS AND IS A CLASS"A" 1533 Crescent Road-CIIfton Perk,NY 12065 27 CAREY ROAD FIG
MISDEMEANOR.
TOWN OF QUEENSBURY NY
S o
SEAL
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DEVELOPMENT
�-� ► AREA #4
E '
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l AREA #2
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/
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SUBMITTAL/REVISIONS
HUDSON HEADWATER HEALTH NETWORK SCALE =40
a THE ALTERATION OF THIS MATERIAL IN ANY THE Na,:795.08
WAY,UNLESS DONE UNDER THE DIRECTION OF No. DATE DESCRIPTION BY REVIEWED BY: DATE PROJ MANAGER: JWE Engineering and POST DEVELOPMENT MAP rna r+RDa,No.:79d.08
w o A COMPARABLE PROFESSIONAL, (IE.) CHIEF DESIGNER:JWE L1ArE: 111412D20
Ego ARCHITECT FOR AN ARCHITECT, ENGINEER DESIGNED BY: JWE Land Surveying, P.C.
"! FOR IT ENGINEER LANDSCAPE ARCHITECT
FOR A LANDSCAPE ARCHITECT,IS A VIOLATION DRAWN BY: AML
OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: JWE F I G 3
ANWOR REGULATIONS AND IS A CLASS'A" 1533 Crescent Road-Clifton Park,NY12065 27 CAREY ROAD
E F MISDEMEANOR.
TOWN OF QUEENSBURY NY
LLo
SEAL
rsrtLL ���
- = AREA ON FIG 4B
n �
AREA OF
1 DISTURBANCE
— _ 38,700 SF
1
�• TOTAL DISTURBANCE
1
SAS, ; FIG 4A= 33,902 SF
Ln
FIG 4B= 1 ,100 SF
' FIG 4C= 3,100 SF
r
V) — TOTAL = 42,900 SF
l } MAX. DISTURBANCE = 42,900 SF
--, OR
0.98 ACRES
LA
Ln \ _
E
SCALE:1"=41Y
z HUDSON HEADWATER HEALTH NETWORK caNTRneTN9.:7s .na
SUBMITTAL/REVISIONS
a THE ALTERATION OF THIS MATERIAL IN ANY
FA'
PRO]-Na.-796.
a WAY,UNLESS DONE UNDER ESSIONE, (LE.)
No- DATE DESCRIPTION BY REVIEWED BY: DATE PROD MANAGER: JWE Engineering and DISTURBANCE AREA MAP
DATE: T114/2U2U
A COMPARABLE PROFESSIONAL, (I.E.) CHIEF DESIGNER JWE
N� ARCHITECT FOR AN ARCHITECT, ENGINEER Land Surveying P.C.
n DESIGNED BY: JWE
FOR AN ENGINEER OR LANDSCAPE ARCHITECT DRAWN BY: .AML 7
LL� FOR A LANDSCAPE ARCHITECT,IS A VIOLATION
OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: JWE 27 CAREY ROAD FIG 4A
ANDIOR REGULATIONS AND IS A CLASS"A" 1533 Crescent Road-Clifton Park,NY 12065
IE MISDEMEANOR.
TOWN OF QUEENSBURY NY
S o
SEAL
s
AREA OF
d
AREA #3 FU DISTURBANCE
AREA #4 (TYP.)
A. AREA #1
� - AREA #2
TOTAL FOR SITE
+, AREA #1 = 400 SF
AREA #2= 50 SF
• ' AREA #3=100 SF
# I, � AREA #4= 250 SF
AREA #5= 250 SF
AREA #6= 50 SF
TOTAL= 1 , 100 SF
AREA #6
4
AREA #6
I
v SCALE. 1"-40'
THE ALTERATION OF THIS MATERIAL IN ANY SUBMITTAL REVISIONS HUDSON HEADWATER HEALTH NETWORK CONTRACT No:796.DS
�! WAY,UNLESS DONE UNDER THE DIRECTION OF No DATE DESCRIPTION BY REVIEWED BY: DATE PROJ MANAGER: JWE Engineering and DISTURBANCE AREA MAP rAJ PROJ.Ne- 796.LIB
m A COMPARABLE PROFESSIONAL, (IE) CHIEF DESIGNER:JWE DATE: 111412020
N ARCHITECT FOR AN ARCHITECT, ENGINEER
- FOR AN ENGINEER OR LANDSCAPE ARCHITECT DESIGNED BY: JWE Land Surveying P.C. 2 WEST SITE
FOR A LANDSCAPE ARCHITECT,IS A VIOLATION _7 -' DRAWN BY: AML
OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: JWE 27 CAREY ROAD F�� 4B ANDIOR REGULATIONS AND IS A CLASS 1" 1533 CrescentRoad-Clifton Park,NY 12065
E 3 MISDEMEANOR '-
f - TOWN OF QUEENSBURY NY
S o I SEAL
- •F-
AREA OF
DISTURBANCE
•USA STAKE
P=
STAR! - (TYP.)
AREA #1
low! i AREA #2
1";� �.
TOTAL FOR SITES
i AREA #3 AREA #1 = 150 SF
-�_ AREA #2= 150 SF
- AREA #4
AREA #3= 600 SF
AREA #4= 500 SF
AREA #5= 1000 SF
t AREA #6= 700 SF
- = TOTAL= 3,100 SF
J I .
AREA #5
AREA #6
+38
Jsa o / +'
+385 6 1/+3819
ts
vo
AREA #3 FROM FIG 4B
+J86.1
x z
SUBMITTAL REVISIONS HUDSON HEADWATER HEALTH NETWORK 'SCALE T=ao'
THE ALTERATION OF THIS MATERIAL IN ANY CONTRACT rya-:796.08
WAY,UNLESS DONE UNDER THE DIRECTION OF No DATE DESCRIPTION BY REVIEWED BY: DATE PROJ.MANAGER:]ML
MJ P(tOJ.Na:796.08
N0 A COMPARABLE PROFESSIONAL, (IE) Engineering and DISTURBANCE AREA MAP CHIEF DESIGNER: DATE: 1I14
o ARCHITECT FOR AN ARCHITECT, ENGINEER DESIGNED BY: Land Surveying P.C. 9 CAREY AND 1 WEST SITES
FOR AN ENGINEER OR LANDSCAPE ARCHITECT
m FOR A LANDSCAPE ARCHITECT,IS A VIOLATION DRAWN BY:
1OF THE NEW YORK STATE EDUCATION LAW CHECKED BY: 27 CAREY ROAD FIG 4�
AND/OR REGULATIONS AND IS A CLASS'A° 1533 Crescent Road-Clifton Park,NY 12065
E MISDEMEANOR.
—— SEAL TOWN OF QUEENSBURY NY
0
I
LANDS
I WILUAM R NARAR CY AREY
TAX MAP
weTNG TEST 0 ^` , 7 LOT ARCM 74290 or ].70 scree
COIN ROD —
A 1w Tar tar WN:er ti" 19
AND IO NORM or � O I �� �284'BB�iB'E BI _
1 � -
1� ems/ PROPOSM USE-LIGHT INDUSTRY- 610 FABRICATION
_ n MARMM BINDING MCICl1T-90 feet
- _ I m PROPOSED DULDNG"EIGHT iRe feet
P1511ek111EM BDR
11vv 7 1 AM'ROXKITGY.AO'EA6T PARKING REQUIRED
I DISTTIG 7R¢e 'r-- aunt N'i`!�. i GT2AlIL6 R ILO'K _ 1 Cdtl4CY SOUTH fll RCD a 1 per 2 I'�'PLOYM C14) 7 SPAGCB RCQl1WED
1� TO REMAIN i 1 1 �'''�--« ►
1 n va•.Er 1 per COWANY VDKLE CS) -5 SPACES RCQUM
1 i r4 LDOD GAL PARKING PROVDM 13 SFAGES CW/1 AGGESSIBLE)
OEM
T� "_� l-.i ro Roan LOT COVERAGE Provided
1'catYu / J 1 �`- \_-// id ij SWIMUE 40 # 1 f 6TORMWATER K 7 , PAVEMENT
14.235 of 1.9.2T:PAVfliENTS.
cs QK rt vs^/rt BASSI -1 _ PERMEABLE AREA. 55=5 6f 74.17. C307.REOURED)
WN
1 ..A , t 6* u r +tAWN - / �- S lY~ _ -gag l
I — l.iti;}..;.'�f•. �,, ;Ltiy f P FRONT CN25T) 78.0 ft 50 ft
SIDE CNORTH) G5.0 ft. 30 ft
WE CSO UTH) 140.9 ft. 30 ft
REAR CEAST) 920 ft 30 ft
I ` • 1 1 oqf .. .. ' 1. WATER
I I _ PROPOSED BUILDING Rr `r TOWN WATER SERVICE 15 AVAILABLE AT CAREY ROAD.
DODO 5F I I AND WILL BE EXTENDED TO THE PROPOSED BULDNG. ?: i
Y
e ... a ► 1 TE ua,rNG B
� ALONG
OFF EBUILDINGWALK MOUNTED LIGHTS WILL BE ID OVERHEAD
VE H
157 1 1 -BI.LDNG THE
SOF�UGHTTSSGWLL�BE LOCATED ED�WIT�DOORS. q9
�o 1 CANOPY AT THE FRONT ENTRANCE. i 7
-Te* '�. ` SAfffARY SEWER
17
! ~W i FAQ 6Ciiae_f^^—�_•._._-• ,I �1r, � °u
I i
LANDS N OF
i
CAR REAL ESTATE
DEVELOPMENT GROUP
........
I w 1•/r' 1l r�``y _ LAWN
it I I E06�S
r I
II � � ILA � \,,��` --� .— /'—J �WN6►1WEs �..,. � Y Iy1 �{ � �
NUT AT PPNlrxi E
MRCP fN NYORMT DFL.R024T I � `y F
1
K 51-4
+ LANDS N/F OF
AND
WASHINGTON RNTES INDUSRIA DAEVELOPMENT AGENCY `` 1
1 �f6 LOCATION MAP
SEPTIC SYSTEM P06N nimm rrum"W"fAwr1T
DESIGN ROW -5.000 Sr LIGHT INDUSTRIAL FACIM-MAX 14 EMPLOYEES IL,�,,
14 EMPLOYEES,15 frD pc VIrLOYEE-210 GPD DESIGN ROW OWT
SEPTIC TANK -LODO GALLON TANK REQUIRED MACHINE SALNRL W1
NAM MATERNL
GOMPACT
ABSORPTION GELD-AFRKGATION RATE-SS GAL/DAY/SO.T. y -CAM BOX fEI TGICN TYPO EXCAVATE TRCNOM M M ILr UIY5 Dru N7R0116W$2005
210 GPD a 12 GA L/DAY/SQIT.-175 SOFT.REQUIRED CORPORATION 5TOP. WIRI ARCM PATTON BA b[ MIILH YAM eaUAL
-USE 2-50 FT.LONG LATEtAL5-200 SC.FT. AND STAI' '"y tOD) TO 1RE MLS 2O FT. TO NAR.�D _
THESE PLANS HAVE BEEN APPROVED UNDER AUTHORITY
r OLTTOt TV" !CLft STOP !t T�TOR 401� Bwn BOOARRESOLUTION
OF THE TOM OF QUEENSBURY, NEW ORK WITH BY THE G 1 @w5-BBWI w
SOILS DATA RECORD SOILS DATA ti F
L� THE FOLLOWING coNDrnoNs 2 DRRWrM 2A s'D05IAtr
TEST m 411 —MISTING TEST m#1 Y 1.THAT THE APPLICANT RECEIVE A FINAL SIGNOFF LETTER QT.LYY 09.
O-T TOPSOIL 0-6" TTOPSOILTYR K COPPER PIS sill c FROM C.T.MALE I '
7-24" LOAMY ME LIN COARSE SAND G-24" COARSE REDDISH BROWN SAND TO BUIDRG
24-9G" ME"COARSE SAND 24-114" COARSE GRAY SAND No
BEDROCK MOTTLING OR GROUNDVIATER ENCOUNTERED NO BEDROCK MOTTLING OR GROUNDWATER ENCOUNTERED ..*ATM KAN - FA f2_3 To M MOVE rM
STAMM PERCOLATION RATE' O ruts 40 e.a & "AM S >7 r0,LIFT.
ABOVE RG
TEST m 42 ON CL CONK.REM tvvo eILGLWIL.G"KIT.
oR OL FOOT rnz
O-22 LOF60l TEST m 20 SAN.,.OR
45 REOIAI[D PPL BCEIlMI C'lWlWL RICM.!! Ins ZQ'
22-55 LOAMY MEDIUM OAR COARSE SAND 10-54 TOPSOIL ALL WATER FM+GONINWTIDNS TO BE N ACOORDANCC
22-65" t�I G COARSE SAND 10-IM fNC REDDISH BROWN SAND SAN WRN CI.WMWJPtY WATM DIPAMIOR STANDARDS CIVV=6Tog CTO INK-)
NO BEDROCK MOTTLING OR GROUNDWATER ENCOUNTERED 54-192" fNC GRAYISH BROWN SAND
NO BEDROCK MOTTLING OR GROUaWATER ENCOUNTERED
STABIRED PERCOLATION RATE' O Wwte 33—.1. 6TABIJEW PEROOLATION RATE' O ruts 4G secenb SMINI(-E PPE CO WTION DETAIL PIPE_MAVATION 4 9VCPIIPI.MAIL 7ANINO ADMINISMATOR DATE Dye Sp-1
TEST PITS
AND PERCOLATION TESTS TEST FITS ARID PCRGOLATION TESTS BY TEST FROST ASSOCIATES NOT TO SCALE B
BY MACE ENGINEERING 11/10/OG SUBMITTED FOR NORTHERN DISTRIBUTING SUBDIVISION
�T1OPB
STORMWATER MANAGEMENT
147 Attachment 5
SCHEDULE E
Sample Stormwater Control Facility Maintenance Agreement
Whereas, the Town of Queensbury ('municipality') and (the "facility owner") want to
enter into an agreement to provide for the long term maintenance and continuation of
stormwater control measures approved by the municipality for the below named project, and
Whereas, the municipality and the facility owner desire that the stormwater control
measures be built in accordance with the approved project plans and thereafter be maintained,
cleaned, repaired,replaced and continued in perpetuity in order to ensure optimum performance
of the components. Therefore, the municipality and the facility owner agree as follows:
1. This agreement binds the municipality and the facility owner, its successors and
assigns, to the maintenance provisions depicted in the approved project plans which are
attached as Schedule A of this agreement.
2. The facility owner shall maintain, clean, repair, replace and continue the stormwater
control measures depicted in Schedule A as necessary to ensure optimum performance of the
measures to design specifications. The stormwater control measures shall include, but shall not
be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes,
culverts, soil absorption devices and retention ponds.
3. The facility owner shall be responsible for all expenses related to the maintenance of
the stormwater control measures and shall establish a means for the collection and distribution
of expenses among parties for any commonly owned facilities.
4. The facility owner shall provide for the periodic inspection of the stormwater control
measures, not less than once in every five year period, to determine the condition and integrity
of the measures. Such inspection shall be performed by a Professional Engineer licensed by the
State of New York. The inspecting engineer shall prepare and submit to the municipality within
30 days of the inspection, a written report of the findings including recommendations for those
actions necessary for the continuation of the stormwater control measures.
5. The facility owner shall not authorize, undertake or permit alteration, abandonment,
modification or discontinuation of the stormwater control measures except in accordance with
written approval of the municipality.
6. The facility owner shall undertake necessary repairs and replacement of the
stormwater control measures at the direction of the municipality or in accordance with the
recommendations of the inspecting engineer.
7. The facility owner shall provide to the municipality within 30 days of the date of this
agreement, a security for the maintenance and continuation of the stormwater control measures
in the form of a(Bond,letter of credit or escrow account).
147 Attachment 5:1 04-15-2009
QUEENSBURY CODE
8. This agreement shall be recorded in the Office of the County Clerk, County of
Warren, together with the deed for the common property and shall be included in the offering
plan and/or prospectus approved pursuant to
9. If ever the municipality determines that the facility owner has failed to construct or
maintain the stormwater control measures in accordance with the project plan or has failed to
undertake corrective action specified by the municipality or by the inspecting engineer, the
municipality is authorized to undertake such steps as reasonably necessary for the preservation,
continuation or maintenance of the stormwater control measures and to affix the expenses
thereof as a lien against the property.
10. This agreement is effective beginning on:
147 Attachment 5:2 04-15-2009