HomeMy WebLinkAbout20210989 Stewart's 402 Lake Site Plan Supplemental-Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan
(SWPPP)
for
STEWART'S SHOPS
402 Lake Avenue
City of Saratoga Springs
Saratoga County, New York
March 17, 2022
Prepared by:
Scott E. Kitchner, PE
Stewart's Shops
PO Box 435
Saratoga Springs, NY 12866
Phone: (518)581-1201 Ext. 4249
Fax: (518)581-1209
skitchnerC�stewartsshops.com
TABLE OF CONTENTS
1.0 Executive Summary 4
1.1 Design Methodology 5
2.0 Site Conditions 6
2.1 Topography 6
2.2 Soil Data 6
2.3 Surface and Groundwater 6
2.4 Flood Plains 7
2.5 Wetlands 7
2.6 Historic and Cultural Resources 7
2.7 Endangered Species 7
3.0 Stormwater Erosion and Sediment Controls 8
3.1 Construction Phasing 8
3.2 Construction Erosion and Sediment Controls 9
3.3 Erosion and Sediment Control Practices 9
3.4 Winter Operations 11
3.5 Materials and Substance Management 11
3.6 Best Management Practices 11
3.7 Spill Prevention Practices 12
4.0 Pre and Post Development Graphical Peak 13
4.1 Pre Development Area Descriptions and Discharge Points 13
4.2 Post Development Area Descriptions and Discharge Points 14
4.3 Soil Restoration 14
4.4 Weighted Curve Number(CN) 15
4.5 Peak Discharges for Pre and Post Development Areas 15
4.6 Pre Development versus Post Development Peak Discharges 16
4.7 Graphical Peak Discharge Usage 16
5.0 Uniform Sizing Criteria 17
5.1 Water Quality Volume (WQv) 17
5.2 Runoff Reduction Volume 17
5.3 Channel Protection Volume 20
5.4 Overbank Flood Protection Volume 20
5.5 Extreme Flood Protection Volume 20
5.6 Safe Passage of the 100-Year Design Storm 20
6.0 Proposed Water Quality and Quantity Controls 21
6.1 Proposed Stormwater Management Strategy 21
6.2 Water Quality and Pretreatment for Post Development Area DA2& DA4 22
6.3 Water Quantity Control for Post Development Area DA2 & DA4 23
Page � 2
7.0 Proposed Conveyance System 26
8.0 Maintenance Requirements for Permanent Practices 27
8.1 ADS Storm Tech° Subsurface Stormwater Systems 27
8.2 Hydro International FD-3HC Hydrodynamic Separator 27
8.3 Drywell 28
8.4 Closed Drainage System 28
8.5 Special Considerations 29
9.0 Exhibits 30
Exhibit A: Graphical Peak Dischar�e Calculations
A.1 24-hour Rain Fall Intensities for Saratoga County
A.2 Pre Development CN
A.3 Post Development CN
A.4 NRCS Soil Information
A.5 Flood Mapping Information
A.6 OPRHP"No Effect" Letter
A.7 NYSDEC Non-Jurisdictional Determination Letter
Exhibit B: Water Qualitv Volume and Channel Protection Volume
B.1 Water Quality Volume (WQv) and Minimum Runoff Reduction Volume(RRv)
B.2 WQv Peak Flow Calculations
B.3 Channel Protection Volume(CPv)
B.4 First Defense Hydrodynamic Separator Technical Data
Exhibit C: Hydrolo�ic Model Simulations Usin� HydroCAD
C.1 Pre Development
C.2 Post Development
C.3 Post Development without Controls
Exhibit D: Draina�e Calculations
D.1 Closed Drainage System Expected Flow Calculations
Exhibit E: Maps
E.1 Pre Development Subcatchments
E.2 Post Development Subcatchments
E.3 Catch Basin Subcatchments
Exhibit F: Certifications
F.1 Owner/Contractor Certifications
Exhibit G: NOI/NOT
G.1 Notice of Intent
G.2 Notice of Termination
G3 MS4 Acceptance Form
G.4 SPDES General Permit GP-0-20-001
G.5 SWPPP Inspection Reports
Exhibit H: Maintenance Checklist
Page � 3
1.0 EXECUTIVE SUMMARY
Stewart's Shops is proposing to construct a 3,975 sf convenient store, a parking lot and covered gas
pumps on an approximately 1.66 acre parcel located at 402 Lake Avenue in the City of Saratoga
Springs, Saratoga County. Currently the project site consists of an existing Stewart's Shop with
gasoline sales. Under the proposed Plan, Stewart's remove the existing structure and gasoline
canopies for redevelopment. The proposed project will result in approximately 1.90 acres of soil
disturbances. The development of the project will be subject to the NYSDEC SPDES General Permit
No. GP-0-20-001 for water quality and quantity as it will disturb greater than 1 acre for this project.
Per Chapter 9 of the NYSDEC Stormwater Design Manual (SWDM),the project site can be considered
a redevelopment project. As such, in order to establish the stormwater treatment requirements,the
NYSDEC SWDM was consulted. The NYSDEC requires the water quality and quantity controls for all
developments, and as of calendar year 2010, requires the use of"green" infrastructure practices to
encourage groundwater recharge. The subject property is currently in use as a convenient store with
gasoline sales and a laundromat. As such,a significant portion of the property has already undergone
disturbances and development. According to the NYSDEC SWDM Chapter 9, the redevelopment
requirements are to be used when the following criteria is applicable:
Per section 9.2.1.B.11 Water Quality Treatment Objectives for Redevelopment Projects states:
"The Plan proposes that a minimum of 25% of the water quality volume (WQv) from disturbed,
impervious area is captured and treated by the implementation of standard SMP or reduced by
application of green infrastructure techniques(see Chapter 5 of this Manual). For all sites that utilize
structural SMPs, these practices should be targeted to treat areas with the greatest pollutant
generation potential (e.g. parking areas, service stations, etc.). If the construction project includes
both new development and redevelopment activities, treatment would be required for 25% of the
existing impervious area, however,the stormwater management practices for the new development
portion of the project must be designed in accordance with the sizing criteria in Chapter 4. As with
design of any practice, sizing of structures should be based on all areas contributing to the SMP.
Construction projects that involve redevelopment of a portion of the site, may choose diversion or
flow splitters to be able to size the control structures for the reconstructed area only. For all sites
that utilize green infrastructure techniques (see Table 3.2), a proposed plan is effective when runoff
is controlled near the source and managed by infiltration, reuse, and evapotranspiration."
The objective of controlling water quantity is to ensure that the peak rate of runoff leaving the site
does not increase as the result of development. The existing developments located at this location
currently provide no quality control and very little quantity controls for stormwater prior to discharge
from the site. A single drywell does exist on site within the parking area to the rear of the Time
Warner Cable building to infiltrate stormwater runoff generated within that parking area. The
proposed management strategy consists of the use of subsurface stormwater infiltration systems
and a drywell to infiltrate the stormwater runoff associated with the development of this property.
Pre versus Post development peak flows for various storm intensities will be maintained at all existing
discharge points for this project.
Water quality control for this project will be achieved using proprietary practices for
treatment/pretreatment of the water quality volume (WQv) prior to 100% reduction of the WQv
Page � 4
within the proposed infiltration systems. The sizing of the treatment units will meet or exceeds the
requirements of the NYSDEC SWDM for redevelopment activities.
Routine maintenance is a key component in the successful operation of each stormwater
management practice. Provisions ensuring the upkeep are necessary and are submitted in the
accompanying maintenance plan. The Maintenance Plan, Stormwater Pollution Prevention Plan
(SWPPP) and draft Notice-of-Intent(NOI)Application have been completed for this project site. The
NOI along with the MS4 Acceptance Form are required to be submitted to the NYSDEC in order to
obtain a SPDES permit to construct the site. Application to the NYSDEC for permit coverage occurs
prior to construction activities and after municipal site plan approvals have been obtained.
The following SWPPP quantitatively assesses the pre-development and post-development runoff
conditions of the project site. The report documents that the proposed improvements will meet the
water quality parameters as set forth in the NYSDEC guidelines.
1.1 DESIGN METHODOLOGY
1. Determine contributory watershed area(s) and subsequent sub-watersheds for the project
according to site conditions.
2. Evaluate pre and post development stormwater runoff conditions for various storm intensities,
durations and frequencies of occurrences using USDATechnical Release 55 (TR-55)
methodology.
3. Evaluate and obtain the RRv.
4. Evaluate peak runoff and storage requirements for the 1, 10, and 100-year storm frequencies.
Page � 5
2.0 SITE CONDITIONS
2.1 Topography
The project area is predominately suburban (bordering on rural) in nature and consists of a several
commercial properties. The proposed site is currently home to an existing Stewart's Shop with
gasoline sales and associated parking areas.
The existing topography generally sloping to the south,the northern portion of the site draining to a
depressed area on-site for infiltration in an existing drywell. Stormwater runoff is either discharged
from the project site to the south as overland flow or is collected from the developed portions of the
existing site and discharged to the existing closed drainage system located along Lake Avenue (NYS
Route 29).
2.2 Soil Data
The United States Department of Agriculture (USDA) classifies soils into four hydrologic soil groups
(A, B, C and D). Soil group A consists of soils that have a higher potential for increased rates of
infiltration of surface runoff,while soils in group D have much slower rates of runoff infiltration.
Using the USDA's National Resources Conservation (NRCS) Soil Survey Data, the soil maps of the
existingwatershed area reveal predominatelywell draining soils. The project soils consist of Windsor
loamy sand, 3 to 8 percent slopes (WnB) and Windsor loamy sand, 15 to 25 percent slopes (WnD).
Both of these soil types fall into Soil Group A. The existing drainage area was determined to have a
composite curve number (CN) of 60.
See Exhibit A.4 for the NRCS Soil Survey Mapping information. The information in Exhibit A.4 is also
provided in Exhibits E.1 and E.2 which shows the hydrologic soil group delineations within the project
site.
2.3 Surface and Groundwater
1) Surface Waters
No surface waters are located on the project site. The nearest body of water is Spring Run.
Spring Run is a tributary stream to the Lake Lonely. The stream is located approximately 380
feet east of the project site where it passes beneath NYS Route 29.
2) Groundwater
The project will not affect any wells within the project area. This project will be designed to
ensure that here is no adverse effect on any active sources of water or to the quality of the
groundwater.
Test pits dug on-site did not reveal the presence of groundwater or seasonally high
groundwater. Test pits were excavated to an approximate elevation of 238.50 feet. The
NYSDEC SWDM requires that the bottom of any proposed infiltration facility be vertically
Page � 6
separated from groundwater by a minimum of three (3) feet. The proposed infiltration
systems have been designed to meet this requirement. For the purposes of design,
groundwater will be assumed to be at elevation 238.50 feet. The bottom of the stone
bedding beneath the proposed subsurface infiltration system is at elevation 243.57 feet and
the bottom of the proposed drywell foundation is at 244.02. These elevations provide the
greater than the minimum required three (3)feet of vertical separation to groundwater.
The project is not located within a Federal Sole Source Aquifer or any State Principle or
Primary Aquifers.
2.4 Flood Plains
The Flood Hazard Boundary Maps for the project areas (36091C0453E) dated June 16, 1995, were
reviewed (See Exhibit A.5). The Federal Emergency Management Agency(FEMA) mapping indicates
that the proposed project is not located in a 100-year flood zone.
2.5 Wetlands
The project area was reviewed utilizing the online Environmental Resources Mapper provided by the
NYSDEC. Based on the information provided by the NYSDEC Mapper, there are no state or federally
regulated wetlands located on-site. The project site does, however, fall within the check zone of a
NYSDEC jurisdictional wetland. As such, NYSDEC was contacted to determine if the agency had
jurisdiction over the project site. Stewart's received a letter from NYSDEC, dated August 19, 2020,
stating that due to the relative distance from the nearest mapped wetland, NYSDEC would not take
jurisdiction over the project site. A copy of the NYSDEC letter is provided in Exhibit A.7.
2.6 Historic and Cultural Resources
Information obtained from the New York State Office of Parks, Recreation and Historic Places
(OHRHP) website, revealed that this project is located in an archaeologically sensitive area. OHRHP
was contacted and on September 15, 2020 a "No Impact" letter was received. A copy of the letter is
provided in Exhibit A.6..
2.7 Endangered Species
The NYSDEC Environmental Resource Online Mapper was reviewed and it was determined that no
threatened or endangered species will be impacted by this project.
Page � 7
3.0 STORMWATER EROSION AND SEDIMENT CONTROLS
3.1 Construction Phasing
All erosion and sediment controls measures will be required to be in place prior to any soil
disturbances. The following is a summary of the suggested sequence and estimated duration of
construction operations. The final placement and extent of proposed erosion and sediment controls
are shown on the Construction Drawings.
Construction Activities Duration
1. Obtain all necessary permits. 2 weeks
2. Install perimeter sediment controls in accordance with NYS DEC Guidelines for
Erosion and Sediment Control(silt fence (SF),inlet protection(IP)as needed 7 days
and Stabilized Construction Entrance(SCE)for construction of road and
infrastructure).
3. Establish Staging and storage areas on site for parking area and infrastructure 2 days
construction,and protect from erosion and soil migration.
4. Clear site of existing trees to limit of disturbance and grub stumps. Remove
stumps from site and dispose of in a legal manner off-site.Mulch all areas which 1 week
will not be disturbed within 14 days.
5. Strip topsoil from proposed areas,and stockpile.Protect stockpile area from
migration with silt fence and temp seeding.Mulch all areas which will not be 1 week
disturbed within 14 days.
6. Remove existing structures and utilities. 1 week
7. Rough grade proposed parking areas and building site area. Imported and
exported material to be delivered to site through SCE. Contractor to keep all 1 week
debris off public roadways. Sweep NYS Route 29(Lake Avenue)and Gilbert
Avenue as necessary during construction.
8. Construct proposed building,gas canopy and install proposed building utilities. 4 weeks
9. Install drainage culverts and stabilize disturbed areas immediately upon 2 weeks
completion of grading operation.
10. Install temporary catch basin inlet protection. 2 days
ll. Import base material for parking areas and grade to elevations shown on plans. 1 week
12. Install pavement to lines and grades shown on plans. 2 days
13. Fine grade areas outside of paving. Topsoil and permanently seed all disturbed 1 week
areas.
14. Bring infiltration facilities on-line only after all up gradient areas have been 1 week
stabilized
15. Stabilize all other disturbed areas. Upon stabilization and only when directed to
by the Qualified Inspector,remove sediment controls and stabilize any 2 weeks
disturbance caused by the removal of controls.
Page � 8
3.2 Construction Erosion and Sediment Controls
A site specific Sediment and Erosion Control Plan has been developed for the project to contain and
control the migration of water and wind dispersed soil and dust particles. The complete Sediment
and Erosion Control Plan is included with the Construction Drawings. All disturbed areas will be
maintained in accordance with the SPDES General Permit GP-0-015-002 and the soil erosion and
sediment control plan.
The NYSDEC's "New York Standards and Specifications for Erosion and Sediment Control", latest
edition addresses protecting all water resources within the project limits and measures to maintain
the water quality of receiving bodies. The Contractor shall be held responsible for this issue, to
review the Erosion and Sediment Control Plans included in the Contract Documents and, if
necessary, modify the Plan for compatibility with the Contractor's intended sequence of
construction operations. Any changes to the Erosion and Sediment Control Plans included in the
Contract Documents made by the Contractor to facilitate his/her sequence of construction shall be
in accordance with the requirements in the"New York Standards and Specifications for Erosion and
Sediment Control", latest edition. Additionally, the Contractor shall ensure a minimum of one (1)
"Trained Contractor" is present on-site at anytime soil disturbance activities are being performed.
The "Trained Contractor" shall have received a minimum of four (4) hours of NYSDEC endorsed
training in the principles of proper erosion and sediment control and shall be able to produce
evidence of said training upon request.
3.3 Erosion and Sediment Control Practices
Erosion and sediment control measures will be inspected in accordance with the SPDES General
Permit GP-0-015-002 and installed in accordance with "New York Standards and Specifications for
Erosion and Sediment Control", latest edition. The Contractor shall inspect all erosion and sediment
controls identified in this SWPPP and ensure that they are being maintained in effective operating
conditions at all times. AQualified Inspectorshall conduct a site inspection at least once every seven
(7) calendar days while construction activities are ongoing. Measures identified as deficient, shall
be cleaned and/or repaired as necessary. The following measures have been identified for use on
the project:
Temporary Surface Stabilization:
Areas within the project limits that may be disturbed more than once during the construction
activities will be stabilized using temporary seed and mulch or as directed. Disturbed areas,
including stockpiles, remaining exposed for more than fourteen (14) days during construction
operations shall be stabilized temporarily.
Inlet Protection:
Inlets to drainage structures shall be protected in order to prevent sediments from entering the
proposed closed drainage system and migrating off site. The location and type of inlet protection
to be provided is shown on the Construction Drawings.
Check Dams:
Check dams will be installed in ditches/channels at various locations marked on the Plans. The
primary purpose of the check dam is to reduce erosion and limit sediment transport by reducing
Page � 9
flow velocities in the channel. The locations on the Plan are approximate and can be changed in the
field to provide the best possible utilization of these control measures.
Silt Fence:
A silt fence will be constructed along the areas of earthwork. The locations are shown on the
Construction Drawings. Additional silt fence may be needed as site conditions warrant. The
Contractor and Qualified Inspector are encouraged to identify addition placement opportunities in
order to maintain the highest water quality standards possible. The provision of silt fence will
prevent/reduce sediment from migrating off the construction site and entering the drainage
system.
Construction Entrance:
The construction entrance shall be fifty (50) feet long by twenty-four (24) feet wide. The
construction entrance captures material and debris before vehicles leave the project site. Refer to
the Construction Drawings for placement of the construction entrance.
Surface Stabilization:
Stabilizing of graded areas will be accomplished by applying topsoil to newly graded areas and using
various seed mixes for the establishment of vegetation. Refer to the Construction Drawings for
notes and details pertaining to surface stabilization.
Dust Control:
Water shall be applied at a rate to minimize airborne particles from leaving the construction site as
directed by the Qualified Inspector.
Concrete Washout Areas:
Concrete trucks shall only be allowed to washout or discharge surplus concrete in specifically
designated washout areas that have been prepared to prevent contact between the concrete wash
and stormwater. Waste generated from concrete water wash shall not be allowed to flow into�
location other than the designated Concrete Washout Area. Proper signage designating the
"Concrete Washout Area" shall be placed near the facility.
Hardened residue shall be disposed of in the same manner as other non-hazardous construction
waste. Maintenance of the wash area is to include removal of hardened concrete. The facility shall
have sufficient volume to contain all the concrete waste resulting from washout and a minimum
freeboard of 12 inches. The facility shall not be filled beyond 95%capacity and shall be cleaned out
once 75%full unless a new facility is constructed. The Contractor shall be responsible for ensuring
these procedures are followed.
Final Inspection:
Prior to the project being finally accepted, it shall be inspected for any evidence of erosion or slope
failure. If any such condition becomes apparent upon final inspection, temporary soil erosion and
sediment controls shall be installed immediately as directed by the Qualified Inspector. The
situation shall be corrected according to a schedule agreed to by the Qualified Inspector and the
Contractor.
Page � 10
3.4 Winter Operations
It is not anticipated that soil disturbing operations will extend beyond the initial construction
season. If the project enters a state of temporary wintertime shutdown, the owner/operator has
the option to modify the SWPPP inspection schedule. Prior to modifying the inspection schedule,
all disturbed areas must first have temporary stabilization measures in place in accordance with the
Erosion and Sediment Control Plan and to the satisfaction of the Qualified Inspector.
During periods of winter shutdown, SWPPP inspections shall occur a minimum of once every thirty
(30) calendar days. Once soil disturbing activities have resumed, the inspection schedule shall
return to once every seven (7) calendar days.
3.5 Materials and Substance Management
The materials and substances listed below are expected to be on site during construction.
1. If construction vehicles are to be re-fueled on site, petroleum products will be stored in above
ground storage tanks. The tanks will either be steel with an enclosure capable of holding
110% of the storage tank volume or Convault-type, concrete encased type with integral
secondary storage. Hydraulic oil and other oils will be stored in their original containers.
Concrete and asphalt will be stored in the original delivery trucks.
2. Fertilizer may be stored on site in its original container for a short period of time prior to
seeding. Original containers will be safely piled on pallets or similar devices to protect from
moisture.
3. Paints or other similar materials will be stored in their original containers and all empty
containers will be disposed of in accordance with label directions.
4. Portable sanitary facilities,which contain chemical disinfectants(deodorants),will be located
on site, with the disinfectants held in the tank of the toilet.
All waste materials generated during construction will be disposed of in a suitable landfill, transfer
station or Construction & Demolition landfill. Any hazardous waste generated during demolition or
construction operations will be disposed of by a licensed hazardous waste carrier at a suitable
disposal facility. If unexpected hazardous waste is discovered during construction,the related work
in that area will cease until the issue is resolved. Portable temporary sanitary facilities will be
serviced regularly.
3.6 Best Management Practices
During construction, the following procedures and practices will be followed on site to reduce the
risk of spill or other accidental exposure of materials and substances to stormwater runoff:
1. Equipment cleaning, maintenance and repair will be conducted in designated areas protected
by berms.
2. Sediment and erosion controls will be inspected weekly for sediment build-up and failure.
The controls will be cleaned at the discretion of the Qualified Inspector.
Page � 11
3. Cleared brush, debris and soils will be stockpiled up slope from and protected by erosion and
sediment controls.
4. Materials brought on site shall be in the minimum quantities required.
5. All materials stored on site will be stored in a neat, orderly manner in their appropriate
containers, and if possible, under a roof or other enclosure.
6. Products will be kept in original containers with the original manufacturer's labels and safety
data sheets will be retained.
7. Substances will not be mixed with one another unless recommended by the manufacturer.
8. Whenever possible, the entire product will be used up before container disposal. Recycle
empty containers as applicable.
9. Manufacturer recommendations for proper use and disposal will be followed.
10. All above grade storage tanks are to be protected from vehicle damage by temporary barriers.
3.7 Spill Prevention Practices
The following practices will be followed for spill prevention and cleanup. The site contractor
responsible for the day-to-day site operations will be the spill prevention and cleanup coordinator.
He/she will designate at least one other site personnel who will receive spill prevention and cleanup
training. These individuals will each become responsible for a particular phase of prevention and
cleanup. The names of responsible spill personnel will be posted in the material storage area and
in the on-site construction office or trailer.
1. Manufacturer's recommended methods for spill cleanup will be clearly posted and site
personnel will be made aware of the procedures and the location of the information and
cleanup supplies. Any spill in excess or suspected to be in excess of two (2) gallons will be
reported to the NYSDEC Regional Response Unit. Notification to the NYSDEC (1-800-457-
7362) must be completed within two hours of the discovery of the spill. This is a le�al
requirement that must be complied with.
2. Materials and equipment necessary for spill cleanup will be kept in the material storage area
on site. Equipment and materials will include, by not be limited to, absorbent pads, brooms,
dust pans, mops, rags, gloves, goggles, activated clay, sand, sawdust and plastic and metal
trash containers specifically for this purpose.
3. All spills will be cleaned up immediately after discovery.
4. The spill area will be kept well ventilated and personnel will wear appropriate protective
clothing to prevent injury from contact with spilled substances.
5. Spills of toxic or hazardous materials will be reported to the appropriate State of local
government agency, regardless of size.
6. Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum water
on site, except in areas specified.
7. Asphalt trucks shall not discharge surplus asphalt on site, except in areas specified.
Page � 12
4.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE
This section describes the stormwater analysis internal to the site, including the runoff generated.
Analysis of the greater upstream/downstream watershed to the receiving waters for this project
site is not included in the computations for this report. The non-delineated Pre and Post
Development upstream/downstream watersheds are considered base flow and the proposed site
improvements will not have an effect on the greater stormwater runoff. Therefore, the Pre and
Post Development upstream/downstream watershed will have the exact same stormwater runoff
characteristics.
4.1 Pre-Development Area Descriptions and Discharge Points
The pre development stormwater systems were analyzed to estimate runoff generated from the
site. To adequately analyze and compare the post development conditions against the pre
development conditions, the watershed was analyzed as four (4) subcatchment areas. (See Pre
DevelopmentSubcatchments in Exhibit E.1)
Pre-Development Subcatchment Area #1 (DA1) discharges runoff as shallow concentrated flow to
existing closed drainage system along the southern side of NYS Route 29. Runoff flows in a generally
westerly direction until it reaches Discharge Point #1 (DP1), a catch basin belonging to NYSDOT at
the intersection of NYS Route 20 and Gilbert Road. This subcatchment area totals approximately
0.86 acres and is comprised of a mixture of well vegetated grasses and wooded areas immediately
adjacent to NYS Route 29,as well as areas of impervious cover associated with the existing driveway
entrance on NYS Route 29 and the roadway itself.This subcatchment has a pre development CN of
67.
Pre-Development Subcatchment Area#2(DA2)also discharges runoff to DP1, but as piped discharge
from the developed portions of the existing site. Runoff flows in a generally southerly direction
until it enters the existing on-site closed drainage system and is routed to DP1. This subcatchment
area totals approximately 0.46 acres and is comprised of a mixture of well vegetated grasses and
various areas of impervious cover associated with the existing on-site uses.This subcatchment has
a pre development CN of 88.
Pre-Development Subcatchment Area #3 (DA3) discharges runoff as shallow concentrated flow to
the Lands Now or Formerly of Willard and Gail Anderson, located immediately to the south of the
project site. Runoff flows in a generally southerly direction until it reaches Discharge Point#2(DP2).
This subcatchment area totals approximately 1.24 acres and is comprised of a mixture of well
vegetated grasses,wooded areas and various areas of impervious cover associated with the existing
on-site uses. This subcatchment has a pre development CN of 43.
Pre-Development Subcatchment Area #4 (DA4) does not discharge runoff from the project site.
Rather, runoff is collected from the rooftop of the existing Stewart's Shop and is routed to an
existing drywell located to the rear of the existing delivery area. Collected runoff is then infiltrated
into the existing on-site soils. This subcatchment area totals approximately 0.07 acres and is
comprised entirely of the existing rooftop. This subcatchment has a pre development CN of 98.
Page � 13
4.2 Post-Development Area Descriptions and Discharge Points
The following section describes the post development stormwater management system. The post
development watershed has been analyzed and subdivided in order to estimate runoff from the
watershed and the effect of the proposed development. To adequately analyze and compare the
post development conditions with the pre development conditions,the watershed was divided into
four(4) subcatchment areas. (See Post DevelopmentSubcatchments in Exhibit E.2)
Post-Development Subcatchment Area #1 (DA1), as it does in the pre development condition,
discharges runoff as shallow concentrated flow to DP1. Runoff flows in a generally westerly
direction until it reaches DP1. This subcatchment area totals approximately 0.38 acres and is
comprised of a mixture of well vegetated grasses and areas of NYS Route 29.This subcatchment has
a post development CN of 68.
Post-Development Subcatchment Area #2 (DA2) functions very similarly to Pre-Dvelopment
Subcatchment Area DA2. Runoff is collected from all areas of the developed site within the
proposed closed drainage system. Where this subcatchment areas differs from the pre
development condition is that discharges to DP1 for all anticipated on-site storm events have been
eliminated. This is accomplished within the proposed subsurface infiltration system. This
subcatchment area totals approximately 1.48 acres and is comprised of areas of dense (sodded)
grasses adjacent to NYS Route 29 and areas of impervious cover associated with the proposed
development.This subcatchment has a post development CN of 85.
Post-Development Subcatchment Area#3(DA3)is approximately 0.55 acres and is comprised of the
remaining areas of Pre-Development Area DA3. Runoff continues to flow in a generally southerly
direction and is discharged to DP3, the Lands Now or Formerly of Willard and Gail Anderson as
shallow concentrated flow. This subcatchment area is comprised of dense(sodded)grasses and the
remaining wooded areas on-site. This subcatchment has a post development CN of 44.
Post-Development Subcatchment Area #4 (DA4) is approximately 0.23 acres and is comprised of
areas of impervious cover associated with the proposed access roadway from NYS Route 29 and
portions of the proposed new driveway. Runoff is collected in a series on proposed catch basins
and routed to a proposed drywell for infiltration into the existing soils.This subcatchment has a post
development CN of 98.
4.3 Soil Restoration
Per Section 5.1.6 of the NYSDEC SEDM, soil restoration techniques shall be applied to this project.
The specifications listed in this section, particularly in areas of cuts/fills and existing impervious
areas that will be converted to pervious areas, shall be performed across the project site.
As the project is considered a Redevelopment Activity, Soil Restoration is required in areas where
existing impervious areas will be converted to pervious surfaces. The following techniques shall be
applied:
• Following removal of the impervious cover, three (3) inches of compost shall be applied
over the subsoil surface. Compost shall be aged,from plant derived materials,free of viable
Page � 14
weed seeds, have no visible free water or dust produced when handling, pass through a %z"
screen and have a suitable pH for plant growth.
• Compost shall be tilled into the subsoil to a depth of at least twelve (12) inches using a cat-
mounted ripper,tractor-mounted disk or tiller.
• Any uplifted stone/rock material of four (4) inches or larger in size shall be removed.
• Six(6) inches of topsoil shall be applied and the areas shall be vegetated in accordance with
the approved Plan.
The existing soils on-site fall into HSG A and as such,additional soil restoration requirements include
application of six (6) inches of topsoil in areas where only existing topsoil has been stripped. Also,
any areas of cuts or fills shall require aeration of the subsoil prior to application of six (6) inches of
topsoil.
4.4 Weighted Curve Number(CN)
Within each subcatchment, cover type, hydrologic conditions and the hydrologic soil group are
analyzed to determine a runoff curve number for sub-areas of each subcatchment. A weighted
runoff curve number (CN), or composite, is then determined for each subcatchment. Calculations
supporting the pre-development and post-development scenarios are presented in Exhibit A.2 and
A.3.
4.5 Peak Discharges for Pre and Post Development Areas
Using the TR-55 graphical method and HydroCAD design software,the peak discharges for both the
pre and post development subcatchments were determined. The results generated by the software
for each subcatchment are shown in the following tables.
Table 1
Pre-Development Peak Discharge Rates
1-Yr 10-Yr 100-Yr
Peak Peak Peak
Discharge Flow Flow Flow Area Tc
Subcatchment Point (cfs) (cfs) (cfs) CN (acres) (min)*
DA1 DP1 0.14 0.91 2.78 67 0.86 18.6
DA2 DP1 0.84 1.77 3.38 88 0.46 9.5
DA3 DP2 0.00 0.01 0.82 43 1.24 16.0
DA4 N/A 0.21 0.35 0.60 98 0.07 6.0
Page � 15
Table 2
Post-Development Peak Discharge Rates
1-Yr 10-Yr 100-Yr
Peak Peak Peak
Discharge Flow Flow Flow Area Tc
Subcatchment Point (cfs) (cfs) (cfs) CN (acres) (min)*
DA1 DP1 0.14 0.71 1.99 68 0.38 6.0
DA2 DP1 1.54 3.60 7.32 85 1.48 21.0
DA3 DP2 0.00 0.01 0.44 44 0.55 15.2
DA4 DP2 0.73 1.24 2.11 98 0.23 6.0
* A minimum Tc of 6.0 minutes shall be used for all stormwater modeling.
4.6 Pre-Development versus Post Development Peak Discharges at Discharge Points
Post development area DA3 has peak discharge rates less than the pre development rates at DP2.
Therefore, stormwater management facilities are not required for post development areas DA3.
Without attenuation, post development areas DA1 and DA2 would combine to have a peak
discharge rates greater than the pre development rates at DP1. Additionally, if post development
area DA4 were allowed to combine discharges with post development area DA3,the resulting peak
discharge rates would be greater than the pre development rates at DP2. Therefore, proposed
stormwater management facilities shall be required to control the peak flows so the resultant peak
discharges at both DP1 and DP2 are attenuated to the pre development rates up to and including
the 100-year storm event.
4.7 Graphical Peak Discharge Usage
The graphical peak discharge method was used to determine the following:
1) Preliminary sizing of both subsurface infiltration systems and the drywell;
2) Preliminary calculations of WQv and RRv values;
3) Sizing of the proposed closed drainage system;
Page � 16
5.0 UNIFORM SIZING CRITERIA
The United States Environmental Protection Agency (USEPA) and the NYSDEC have placed greater
emphasis on ensuring that water quality standards are maintained both onsite as well as
downstream of development. Maintaining water quality involves the removal or reduction of
pollutants including suspended solids, phosphates, nitrates and other chemicals generated by
development. The new water quality standards expand upon the peak flow attenuation concept to
include parameters designed to protect downstream channels from stream bank erosion and
flooding.
The NYSDEC assumes that, by default,the proposed stormwater management practices meet water
quality objectives if the proposed practices are designed in accordance with the List of Acceptable
Stormwater Management Practices set forth in the NYSDEC SWDM.
Additionally, updates to the NYSDEC SWDM have mandated additional treatment practices in the
form of"green" infrastructure used to further reduce the volume of runoff produced.
5.1 Water Quality Volume (WQv)
The water quality volume is designed to improve the water quality of the discharged stormwater
runoff to capture and treat 90% of the average annual stormwater runoff volume. The WQv is
defined as:
WQv= [(P)(Rv)(A)]/12
Where:
WQv=Water Quality Volume (acre-feet)
P=90% Rainfall Event Number (inches)
Rv=0.05+0.009(I); Minimum Rv=0.20
I = Impervious Cover (percent)
A=Site Area (acres)
The WQv for post development area DA2 was determined to be 0.057 acre-feet (2,479 ft3) and the
WQv for post development area DA4 was determined to be 0.019 acre-feet(810 ft3). The WQv was
determined based upon the proposed new impervious areas (parking lots, roof tops, etc.) and 25%
of the existing impervious areas utilizing the redevelopment strategy. See Exhibit B.1 for
calculations.
5.2 Runoff Reduction Volume (RRv)
Implementation of "green" infrastructure practices aid in the reduction of runoff by proactively
reducing runoff volume, peak flow and flow duration. It also promotes infiltration and
evapotranspiration to improve groundwater recharge and relieve pollutants for the "end of pipe"
stormwater treatment practice. The "green" infrastructure techniques listed below are pre-
approved methods that the NYSDEC has deemed acceptable to be used towards planning of
Page � 17
development projects and runoff reduction. Some standard SMPs may also be used instead of the
options below.
Table 3
Runoff Reduction Techniques
Group Practice Project Implementation/Justification
Preservation of
To the extent practical, undisturbed areas have been preserved by
Undisturbed Areas adhering to the minimum site development requirements of the
Stewart's Shops Corporation.
Preservation of Buffers None presently exist on the site.
Preservation Reduction of Clearing and
To the extent practical, clearing and grading has been minimized to
of Natural Grading meet the minimum site development requirements of the Stewart's
Shops Corporation.
Resources
Locating Development in
None presently exist on the site.
Less Sensitive Areas
Open Space Design This project is not conducive to open space design.
Soil Restoration
Soil restoration measures shall be provided for this project. (See
Construction Drawings)
Roadway Reduction None presently exist on the site.
Sidewalk Reduction Per the requirements of the Town.
Reduction of Driveway Reduction None presently exist on the site.
Impervious Cul-de-sac Reduction None presently exist on the site.
Cover Building Footprint Per the sizing requirements of the Stewart's Shops Corporation, a
Reduction second story for a convenient store is not practical for this location.
Parking Reduction Parking area and drive aisles are designed to Town standards.
Conservation of Natural
None presently exist on the site.
Areas
Sheetflow to Riparian
None presently exist on the site.
buffers or filter strips
Vegetated Open Swale The use of vegetated open swales is not practical with the proposed
site design.
Tree Planting/Tree Box
Landscaped areas are proposed throughout the project site and
Runoff several trees are proposed as well.
Reduction Disconnection of Rooftop Disconnection of rooftop runoff is not practical due to site
Techniques Runoff constraints.
Runoff Stream Daylighting for
Reduction Redevelopment Projects None presently exist on site.
Techniques Rain Garden Not allowed on "Hot Spot" sites.
Green Roof The use of a green roof at this location would not be practical with
the proposed building design.
Stormwater Planter Practice is not being proposed as it would make access areas to the
building non ADA compliant.
Rain Tank/Cistern
Proposed landscaped areas will not require the volume of water
needed to be stored in cisterns.
Porous Pavement Not allowed on "Hot Spot" sites.
Page � 18
The RRv is the minimum volume of runoff that is to be removed from the runoff volume that is sent
to the "end of pipe" treatment practice by utilizing infiltration, evaporation, recycling, recharging,
etc. The intent of implementing the "green" infrastructure techniques is to redistribute the WQv
prior to runoff being collected by the proposed stormwater drainage system. As it is often difficult
to remove the whole WQv,the minimum volume required is set as the RRv. The remaining volume
that is not treated (WQv — RRv) will then be treated at the "end of pipe" treatment system. The
minimum RRv is defined as:
RRV�mi�) _ [(P�(RV*�(AI�]�12
Where:
RRv�m;n�= Minimum runoff reduction volume (acre-feet)
Rv* =0.05+0.009(I); where I is 100% impervious cover
Ai = (S)(Aic)
Aic=Total area of new impervious cover
S= Hydrologic soil group reduction factor
HSGA; S=0.55
HSG B; S=0.40
HSG C; S=0.30
HSG D; S=0.20
Based upon the calculations found in Exhibit B.1,the following was determined:
DA2 Minimum RRv=0.020 acre-feet(885 ft3) (See Exhibit B.1 for calculation)
DA4 Minimum RRv=0.010 acre-feet(430 ft3) (See Exhibit B.1 for calculation)
As the project site is considered a "Hot Spot" due to the refueling activities, limited RRv practices
can be used on the site. Chapter 3.2 and Chapter 9 of the SWDM states:
"Although encouraged, meeting the Runoff Reduction Volume (RRv) criteria is not required for
redevelopment activities that meet the criteria in Chapter 9 of this manual."
The criteria stated in Chapter 9 is as follows:
(1) An existing impervious area is disturbed and then reconstructed as either a pervious
or impervious surface, and
(2J There is inadequate space for controlling stormwater runoff from the reconstructed
area, or
(3) The physical constraints of the site to not allow meeting the required elements of the
standard practice.
This is a redevelopment project in which existing impervious areas on site will be disturbed and
reconstructed as both pervious and impervious areas. Although not required for the redevelopment
portions of the project, 100% of the WQv from DA2 and DA4 will be reduced on-site within the
proposed subsurface infiltration system or the proposed drywell. Therefore, the proposed
Page � 19
subsurface infiltration system and the proposed drywell will satisfy the RRv requirements for the
p roj ect.
5.3 Channel Protection Volume (CPv)
The channel protection storage volume requirements are designed to protect downstream channels
from erosion. This goal is accomplished by providing 24-hour extended detention of the one-year,
24-hour storm event. This volume is held and discharged over a 24-hour period.
The calculated CPv for area DA2 is 0.121 acre-feet(5,277 ft3). The proposed subsurface infiltration
system for this subcatchment area is adequately sized to infiltrate the entire one-year, 24-hour
storm event, thus satisfying the CPv requirements for DA2.
The calculated CPv for area DA4 is 0.059 acre-feet (2,560 ft3). The proposed drywell for this
subcatchment area is adequately sized to infiltrate the entire one-year, 24-hour storm event, thus
satisfying the CPv requirements for DA4.
5.4 Overbank Flood Protection Volume
The overbank flood protection volume requirements are incorporated to prevent an increase in the
frequency of flooding and magnitude of out-of-bank flooding downstream of the stormwater
management practice. Overbank control requires storage to attenuate the post development 10-
year, 24-hour peak discharge rate to the pre development rates.
5.5 Extreme Flood Protection Volume
The intent of the extreme flood protection volume is utilized to prevent the increased risk of flood
damage from large storm events, maintain the boundaries of the pre development 100-year flood
plain and protect the physical integrity of the stormwater management practices. Extreme flood
protection control requires storage to attenuate the 100-year, 24-hour peak discharge rate to the
pre development rates.
5.6 Safe Passage of the 100-Year Design Storm
The physical integrity of the stormwater management practice must be maintained. The outlet
structure(s) must be designed to accommodate the 100-year design storm. Used in conjunction
with the stage-storage relationship, the safe passage of the 100-year design storm reveals the
maximum water surface elevation anticipated for the management practice.
Page � 20
6.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS
6.1 Proposed Stormwater Management Strategy
The majority of stormwater runoff generated on-site is to be collected in catch basins and routed
via a closed drainage system to the proposed subsurface stormwater infiltration system. A small
area of impervious cover consisting of the project's access roadway from NYS Route 29 is designed
to collect runoff a separate closed drainage system and route it to a proposed drywell, allowing it
to infiltrate into the existing soils. Finally,greenspace and existing wooded areas along the southern
property line, allow for direct discharge of stormwater runoff from the site.
The proposed subsurface stormwater infiltration system for all the impervious cover on-site (DA2)
is an ADS Storm Tech°SC-740 Chamber System. Details of the Storm Tech°chambers can be found
in the Construction Drawings. The chambers are placed on top of a 6" stone foundation layer and
surrounded with 12" of stone on the sides. The chambers are then covered with an additional 12"
of stone. The stone is then surrounded with a non-woven geotextile to prevent migration of fines
into the perimeter stone. As the area around the gasoline canopy is classified as a Hotspot,
stormwater runoff generated in this area of the site must receive redundant pretreatment of 100%
of the WQv in order to allow it to be infiltrated. Prior to entry into the Storm Tech° system, runoff
is first routed through a hydrodynamic separator for pretreatment and removal of suspended
sediments/debris, it is then routed through an oil/water separator designed to prevent fuel spills
from being able to enter the infiltration system. To the extent practical, "green" infrastructure
practices, as described in previous sections, shall be implemented for improved water quality on
the project site.
The proposed drywell will infiltrate generated runoff from the project's NYS Route 29 access
roadway. Drywell details can be found in the Construction Drawings. The drywell is an eight (8)
foot diameter structure with a four (4) foot high barrel section. It sits atop an eight (8) inch thick
footing ring and has an eight(8) inch thick traffic rated cover. The drywell is surrounded with three
(3) feet of stone and the stone is surrounded with non-woven geotextile to prevent migration of
fines into the perimeter stone. Generated runoff is first routed through a hydrodynamic separator
for pretreatment and removal of suspended sediments/debris prior to being allowed to enter the
drywell for infiltration.
The stormwater analysis was performed using HydroCAD. HydroCAD is a computer aided design
program, developed by HydroCAD Software Solutions, used for the analysis of hydrologic and
hydraulic properties of a watershed. The software uses the NRCS hydrologic methods to compute
the 24-hour precipitation event. The runoff curve numbers were computed using TR-55 tabular
methodology based on site conditions. The 24-hour rainfall amounts for Saratoga County are
documented in Exhibit A.1.
The hydrograph model is set to simulate pre development areas versus post development areas.
Exhibit C.2 shows a schematic of the model elements. It is the goal of the hydraulic model to
demonstrate the water surface elevation within the proposed Storm Tech°and drywell systems and
the net increase in peak discharge rates that occur between the pre development and post
development conditions for the 1, 10, and 100-year storm events.
Page � 21
6.2 Water Quality and Pretreatment for Post Development Area DA2 and DA4
Infiltration testing in accordance with Appendix D of the SWDM was conducted on-site and the
average on-site exfiltration rates observed were determined to be in excess of 268.0 inches/hour.
Per Section 6.3.3 of the SWDM, 100%of the WQv must be pretreated before entering the infiltration
system because on-site infiltration rates exceed 5.00 inches/hour. As an additional factor of safety,
a factor of 1.5 will be applied to the observed average on-site infiltration rate. All post development
stormwater modeling will utilize a design infiltration rate of 134.0 inches/hour. This conservative
approach will allow for additional capacity and increase the longevity of the system by allowing for
the slowing of rates over time.
Post development area DA2 has been designed in accordance with the NYSDEC water quality
requirements. Per Table 4.3 of the NYSDEC SWDM, this area of the proposed site is classified as a
"Hot Spot" due to the re-fueling activities that will occur. As such, constraints are placed on
stormwater management facilities with regard to infiltration and recharge of stormwater on the
site. Stormwater runoff generated within DA2 will contain runoff from the area of the refueling
pumps and therefore must receive redundant pretreatment of 100% of the WQv prior to being
infiltrated on-site.
As previously stated, the WQv for DA2 will be reduced entirely within the proposed Storm Tech°
Subsurface Infiltration System. The initial pretreatment device for the WQv will be a hydrodynamic
separator, a flow through device. As such, and in accordance with Appendix B.2 of the SWDM, the
WQv Peak Discharge Rate must be calculated. The WQv Peak Discharge Rate for DA2 was
determined to be 0.63 cfs. This calculation can be found in Exhibit B.2. The peak discharge rate for
DA2 is 7.32 cfs (the 100-year design storm). This discharge rate can be found in the post
development HydroCAD model, Exhibit C.2.
The proposed hydrodynamic separator is the First Defense Model FD-3HC manufactured by Hydro
International. The FD-3HC is capable of providing treatment of flow rates up to 0.84 cfs and
bypassing flow rates up to 15 cfs. A copy of the manufacturer's data supporting these flow rates in
provided in Exhibit B.S.
The redundant pretreatment device will be a proposed oil/water separator. The proposed device
consists of a round, watertight, concrete structure with an internal standpipe on the outlet. The
standpipe will trap any fuel spills within the watertight manhole, allowing for removal, and prevent
them from entering the Storm Tech°system. Details of the oil/water separator can be found in the
Construction Drawings.
Post development area DA4 has been designed in accordance with the NYSDEC water quality
requirements. Water quality for this subcatchments will be achieved within the proposed drywell.
As previously stated, the WQv for DA4 will be reduced entirely within the proposed drywell. The
pretreatment device for the WQv will be a hydrodynamic separator,a flow through device. As such,
and in accordance with Appendix B.2 of the SWDM, the WQv Peak Discharge Rate must be
calculated. The WQv Peak Discharge Rate for DA4 was determined to be 0.36 cfs. This calculation
can be found in Exhibit B.2. The peak discharge rate for DA4 is 2.11 cfs (the 100-year design storm).
This discharge rate can be found in the post development HydroCAD model, Exhibit C.2.
Page � 22
The proposed hydrodynamic separator is the First Defense Model FD-3HC manufactured by Hydro
International. The FD-3HC is capable of providing treatment of flow rates up to 0.84 cfs and
bypassing flow rates up to 15 cfs. A copy of the manufacturer's data supporting these flow rates in
provided in Exhibit B.S.
6.3 Water Quantity Control for Post Development Area DA2 and DA4
Under the proposed condition, stormwater runoff form post development area DA2 will exceed pre
development discharge rates at DP1. As such, stormwater management facilities are required in
order to attenuate the post development discharge rates. To manage the increase in stormwater
runoff associated with the site improvements in the post developed conditions,an ADS Storm Tech°
SC-740 Subsurface Stormwater Infiltration System will be utilized to infiltrate stormwater runoff
generated within DA2.
The Storm Tech° System designed for area DA2 is comprised of 25 individual SC-740 HDPE arches.
Each arch is 7.12' (L) x 4.25' (W) x 2.50' (H). The arch chambers are aligned in rows with an 18"
HDPE manifold connecting the rows. Each row receives an end cap on each end of the row. The
arches are placed on a 6" stone foundation layer and void stone is placed in between the rows and
along the perimeter of the system. A 12" layer of void stone is then placed above the arches. A
void ratio of 40%was used in modeling the stone. The system has been adequately sized to safely
infiltrate up to and including the 100-year storm event. The system is, however, designed with an
overflow device should the project site experience a storm event in excess of the 100-year storm or
back-to-back 100-year events. The outlet control structure is designed with a 12"outlet pipe set at
elevation 247.57. This elevation equates to the top elevation of the void stone surrounding the
Storm Tech° System, however, this elevation is above the 100-year water surface elevation within
the system. If water surface elevations withing the system exceed the storage volume of the stone,
discharges to DP1 will occur.
The drywell proposed for area DA4 is an eight (8) foot diameter by four (4) foot deep concrete
drywell. The drywell has an eight (8) inch thick traffic rated cover with frame and grate to grade.
The drywell sits on top of an eight (8) inch thick footing ring. The drywell is surrounded with three
(3) feet of void stone which is then surrounded with a non-woven geotextile to prevent migration
of fines into the void stone. A void ratio of 40%was used in modeling the stone. The drywell has
been adequately sized to safely infiltrate up to and including the 100-year design storm.
HydroCAD software was used to develop a hydraulic model of the proposed Storm Tech° and
drywell systems. The software was used to calculate the effectiveness of the proposed systems
recharging runoff on-site. The model demonstrates that the proposed Storm Tech° and drywell
systems will safely store and infiltrate up to and including the 100-year storm event. The hydraulic
modeling was simulated for the 1, 10,and 100-year storm events. See Exhibit C.1 and C.2 for model
information and design.
Page � 23
Table 4
Pre versus Post Discharge Rates(Attenuated)
Discharge 1-Year 10-Year 100-Year
Point Flow(cfs) Flow(cfs) Flow(cfs)
(DP) Pre Post Pre Post Pre Post
DP1 0.89 0.14 2.38 0.71 5.53 1.99
DP2 0.00 0.00 0.01 0.01 0.82 0.44
To obtain the peak outflow from the proposed Storm Tech° System for DA2 labeled "Storm Tech
SC-740 Infiltration System" in the software model and a design infiltration rate of 134.0 inches/hour
was applied.
To obtain the peak outflow from the proposed drywell for DA4 labeled "Proposed 8' Diameter
Drywell" in the software model and a design infiltration rate of 134.0 inches per hour was applied.
In order to obtain the results in Table 4, inflow versus outflow hydrographs and routing tables were
calculated for the proposed systems and the results are as follows:
Table 5
Storm Tech° Subsurface Infiltration System Summary
1-Year (cfs) 10-Year (cfs) 100-Year (cfs)
DA2 Peak Flow 1.54 3.60 7.32
Peak Infiltration 1.54 3.30 5.41
Rate
Max. Water
Surface Elevation 243.59 243.96 247.43
(WSEL)
Table 6
Drywell Summary
1-Year (cfs) 10-Year (cfs) 100-Year (cfs)
DA4 Peak Flow 0.73 1.24 2.11
Peak Infiltration
Rate 0.63 1.00 1.71
Max. Water
Surface Elevation 244.40 245.77 248.14
(WSEL)
The 100-year WSEL for area DA2 has been determined to be 247.43. The lowest top of frame within
the closed drainage system in DA3 is elevation 248.65 (CB#2). This allows for approximately 1.22
feet of additional storage within the closed drainage system in DA3 before catch basin surcharges
begin to occur.
Page � 24
The 100-year WSEL for area DA4 has been determined to be 248.14. The lowest top of frame within
the access roadway closed drainage system in DA3 is elevation 249.57 (Road CB#3). This allows for
approximately 1.43 feet of additional storage within the closed drainage system in DA4 before catch
basin surcharges begin to occur.
It should be noted that the additional storage volume within the closed drainage system itself was
not considered when analyzing available storage volumes in HydroCAD.
Page � 25
7.0 PROPOSED CONVEYANCE SYSTEM
The proposed closed drainage system was designed and checked to pass the 10-year storm event.
Calculationsfor anticipated flowthrough each pipe run can befound in Exhibit D.1. The anticipated
flows through each were based on the percentage of each area of the project site flowing to each
proposed catch basin. The delineated surface water runoff area to each proposed catch basin can
be found in Exhibit E.3.
Page � 26
8.0 MAINTENANCE REQUIREMENTS FOR PERMANENT PRACTICES
Stewart's Shops, as the owner and operator of the proposed convenient store location, will be
responsible for the long term maintenance and operation of each permanent practice in place.
Inspection of the proposed practices shall be conducted by a professional engineer. Additionally,
the municipality has the authority to enter the site and perform their own inspections. The
municipal inspection schedule shall be determined at a later date. Example inspection checklists
can be found in Exhibit H.1.
8.1 Storm Tech° Subsurface Stormwater System
At a minimum,Storm Tech recommends annual inspections. Initially,the should be inspected every
six (6) months for the first year of operation. For subsequent years, the inspection should be
adjusted based upon the previous observation of sediment deposition.
The system incorporates a combination of standard manhole(s)and strategically located inspection
ports. The inspection ports allow for easy access to the system from the surface, eliminating the
need to perform a confined space entry for inspection purposes. If upon visual inspection it is found
that sediment has accumulated,a stadia rod should be inserted to determine the depth of sediment.
When the average depth of sediment exceeds three (3) inches throughout the length of a row,
clean-out should be performed.
Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high-pressure
water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As
the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming.
It is imperative that accumulated sediment within the system be tested per NYSDEC requirements
to determine levels of toxicity prior to removal and disposal.
8.2 First Defense Model FD-3HC Hydrodynamic Separator
The First Defense° protects the environment by removing a wide range of pollutants from
stormwater runoff. Periodic removal of these captured pollutants is essential to the continuous,
long-term functioning of the First Defense°.The First Defense°will capture and retain sediment
and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil
storage capacities are reached, the First Defense° will no longer be able to store removed
sediment and oil. Maximum pollutant storage capacities are provided in Table 1.
The First Defense°allows for easy and safe inspection, monitoring and clean-out procedures. A
commercially or municipally owned sump-vac is used to remove captured sediment and
floatables. Access ports are located in the top of the manhole.
Maintenance events may include Inspection, Oil & Floatables Removal, and Sediment Removal.
Maintenance events do not require entry into the First Defense°, nor do they require the internal
components of the First Defense° to be removed. In the case of inspection and floatables
Page � 27
removal, a vactor truck is not required. However, a vactor truck is required if the maintenance
event is to include oil removal and/or sediment removal.
The frequency of clean out is determined in the field after installation. During the first year of
operation, the unit should be inspected every six months to determine the rate of sediment and
floatables accumulation. A simple probe such as a Sludge-Judge° can be used to determine the
level of accumulated solids stored in the sump.This information can be recorded in the
maintenance log to establish a routine maintenance schedule. Sediment removal shall occur when
the sediment storage volume in the table below has been reached. Based upon the internal
dimensions of the FD-3HC manhole, an accumulated sediment volume of 0.4 cy will be reached
when sediment depths approach 1.5 feet.
.- - - • . .
. ... - - - • . ..- -. - � - . .-
�. - - . - • - - .-
..- - � . - - ... . .•- • - - . �-•
.- � ... .. .
FD-3HC 3 I 0.9 0.85 I 24.0 15 I 424 181457 125 I 473 0.4 I 0.3 2.0-3.5 I 0.6-1.0 3.751 1.14
FD-4HC 4I 1.2 1.50I 42.4 181510 2416DD 191 1723 0.7I 0.5 2.3-3.910.7-1.2 5.DD 1 1.52
FD-5HC 5!1.5 2.35!66.2 20!566 241609 300/1135 1.1!.84 2.5-4.5!0.7-1.3 5.251 1.60
FD-6HC 6!1.8 3.38!95.7 321906 301750 4961 1878 1.6!1.2 3.0-5.1!0.9-1.6 6.251 1.90
FD-7HC 7!2.1 4.601 130.2 401 1133 42!1067 7501 2839 2.1!1.9 3.0-5.5!0.9-1.7 7.2512.20
FD-8HC 8!2.4 6.001 169.9 501 1,415 48!1219 1120/4239 2.8!2.1 3.0-6.01�.9-1.8 8.00 12.43
Should an oil or fuel spill occur, it should be immediately cleaned out. Motor oil and other
hydrocarbons that occur on a more routine basis should be removed when an appreciable layer has
been captured. The preferred method of removing these pollutants is the use of absorbent pads,
which solidify the oil. These are usually easier to remove from the unit and less expensive to dispose
of than the oil/water emulsion created by vacuuming the oily layer. Floating trash can be netted
out to separate it from other pollutants. Disposal of all materials from the unit should be done so
at an appropriate disposal facility.
8.3 Drywell
At a minimum, the drywell should be inspected annually to observe sediment deposition, if any. If
upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to
determine the depth of sediment. When the average depth of sediment exceeds three (3) inches
clean-out should be performed.
Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high-pressure
water nozzle to remove sediments. It is imperative that accumulated sediment within the system
be tested per NYSDEC requirements to determine levels of toxicity prior to removal and disposal.
8.4 Closed Drainage System
At a minimum, the private closed drainage system located on site shall be inspected annually.
During the inspection, the depth of sediment and condition of the pipe and drainage structures
Page � 28
should be recorded and maintained on file. Sediment shall be removed when six (6) inches of
sediment has accumulated within the system. It is anticipated that this will occur approximately
every ten (10) years. Removal of sediment will require the use of high pressure water to clean the
system. Water and accumulated sediment can be removed from the system using a Vacuum Truck
at the next downstream drainage structure. If it is noted that any drainage pipes or catch basins
are in need of repair or replacement, repairs will be scheduled at that time.
8.5 Special Considerations
When inspecting the subsurface stormwater facilities, it may be necessary for inspectors to enter
the manholes. It may be necessary for inspectors to be certified in confined space entry.
Page � 29
9.0 EXHIBITS
Page � 30
Exhibit A— Proiect Site Information
.1 24-hour Rainfall Intensities for Saratoga County
.2 Pre Development CN
.3 Post Development CN
.4 NRCS Soil Information
.5 FEMA Floodplain Mapping
.6 OPRHP "No Effect" Letter
.7 NYSDEC Non-Jurisdictional Determination Letter
EFH-2 NY Supplement December 18, 2012
Appendix 1. County rainfall database(county.NY)
24 Hour Storm Frequency
County Name 1 2 5 10 25 50 100
Albany N NRCC-B 2.20 2.54 3.11 3.63 4.46 5.22 6.11
Albany S NRCC-B 2.25 2.67 3.31 3.88 4.81 5.67 6.68
Albany S NRCC-C 2.25 2.67 3.31 3.88 4.81 5.67 6.68
Allegany N NRCC-A 1.94 2.26 2.78 3.25 4.00 4.68 5.48
Allegany N NRCC-B 1.94 2.26 2.78 3.25 4.00 4.68 5.48
Allegany S NRCC-A 1.97 2.33 2.87 3.35 4.13 4.84 5.66
Bronx NRCC-C 2.84 3.42 4.28 5.08 6.36 7.54 8.95
Brooklyn NRCC-C 2.84 3.40 4.28 5.09 6.42 7.65 9.12
Broome NRCC-A 2.08 2.40 2.98 3.51 4.36 5.14 6.07
Broome NRCC-B 2.08 2.40 2.98 3.51 4.36 5.14 6.07
Cattaraugus N NRCC-A 1.94 2.22 2.73 3.19 3.91 4.57 5.34
Cattaraugus N NRCC-B 1.94 2.22 2.73 3.19 3.91 4.57 5.34
Cattaraugus S NRCC-A 1.99 2.36 2.91 3.41 4.20 4.92 5.77
Cattaraugus S NRCC-B 1.99 2.36 2.91 3.41 4.20 4.92 5.77
Cayuga N NRCC-A 1.94 2.28 2.80 3.26 4.01 4.68 5.47
Cayuga N NRCC-B 1.94 2.28 2.80 3.26 4.01 4.68 5.47
Cayuga S N RCC-A 1.98 2.33 2.87 3.35 4.13 4.84 5.66
Cayuga S N RCC-B 1.98 2.33 2.87 3.35 4.13 4.84 5.66
Chautauqua N NRCC-A 1.87 2.28 2.82 3.31 4.10 4.82 5.66
Chautauqua N NRCC-B 1.87 2.28 2.82 3.31 4.10 4.82 5.66
Chautauqua S NRCC-A 2.02 2.38 2.97 3.50 4.36 5.15 6.09
Chautauqua S NRCC-B 2.02 2.38 2.97 3.50 4.36 5.15 6.09
Chemung NRCC-A 1.98 2.35 2.90 3.41 4.22 4.96 5.83
Chemung NRCC-B 1.98 2.35 2.90 3.41 4.22 4.96 5.83
Chenango NRCC-A 2.05 2.41 2.95 3.45 4.24 4.96 5.79
Chenango NRCC-B 2.05 2.41 2.95 3.45 4.24 4.96 5.79
Clinton NRCC-A 1.85 2.13 2.62 3.06 3.75 4.39 5.13
Clinton NRCC-B 1.85 2.13 2.62 3.06 3.75 4.39 5.13
Columbia N NRCC-B 2.37 2.80 3.48 4.12 5.13 6.06 7.17
Columbia N NRCC-C 2.37 2.80 3.48 4.12 5.13 6.06 7.17
Columbia S NRCC C 2.48 2.95 3.67 4.33 5.40 6.39 7.57
Columbia S NRCC D 2.48 2.95 3.67 4.33 5.40 6.39 7.57
Cortland NRCC-A 1.97 2.35 2.87 3.34 4.09 4.76 5.55
Cortland NRCC-B 1.97 2.35 2.87 3.34 4.09 4.76 5.55
Delaware NW NRCC-A 2.10 2.51 3.08 3.61 4.45 5.21 6.10
Delaware NW NRCC-B 2.10 2.51 3.08 3.61 4.45 5.21 6.10
Delaware SE NRCC-B 2.23 2.66 3.28 3.84 4.73 5.55 6.51
Delaware SE NRCC-C 2.23 2.66 3.28 3.84 4.73 5.55 6.51
7
EFH-2 NY Supplement December 18, 2012
Dutchess N NRCC-C 2.58 3.11 3.90 4.63 5.81 6.91 8.23
Dutchess N NRCC-D 2.58 3.11 3.90 4.63 5.81 6.91 8.23
Dutchess S NRCC-C 2.64 3.18 3.98 4.71 5.91 7.01 8.32
Erie NRCC-A 1.87 2.20 2.69 3.14 3.84 4.48 5.23
Erie NRCC-B 1.87 2.20 2.69 3.14 3.84 4.48 5.23
Essex N NRCC-A 1.98 2.25 2.74 3.19 3.89 4.53 5.28
Essex N NRCC-B 1.98 2.25 2.74 3.19 3.89 4.53 5.28
Essex S N RCC-A 2.09 2.40 2.90 3.34 4.04 4.67 5.40
Essex S N RCC-B 2.09 2.40 2.90 3.34 4.04 4.67 5.40
Franklin NRCC-A 1.94 2.21 2.73 3.21 3.97 4.67 5.49
Franklin NRCC-B 1.94 2.21 2.73 3.21 3.97 4.67 5.49
Fulton NRCC-B 2.19 2.52 3.05 3.53 4.27 4.93 5.71
Genesee NRCC-A 1.86 2.18 2.65 3.07 3.73 4.33 5.02
Greene NW NRCC-C 2.31 2.77 3.48 4.13 5.19 6.17 7.35
Greene NW NRCC-D 2.31 2.77 3.48 4.13 5.19 6.17 7.35
Greene SE NRCC-C 2.52 3.05 3.84 4.57 5.76 6.88 8.21
Greene SE NRCC-D 2.52 3.05 3.84 4.57 5.76 6.88 8.21
Hamilton N NRCC-A 1.98 2.31 2.79 3.21 3.88 4.48 5.18
Hamilton N NRCC-B 1.98 2.31 2.79 3.21 3.88 4.48 5.18
Hamilton S NRCC-A 2.13 2.47 2.98 3.45 4.17 4.82 5.58
Hamilton S NRCC-B 2.13 2.47 2.98 3.45 4.17 4.82 5.58
Herkimer NRCC-A 2.17 2.51 3.07 3.59 4.40 5.14 6.01
Herkimer NRCC-B 2.17 2.51 3.07 3.59 4.40 5.14 6.01
Jefferson NW NRCC-A 1.96 2.27 2.80 3.27 4.02 4.71 5.51
Jefferson NW NRCC-B 1.96 2.27 2.80 3.27 4.02 4.71 5.51
Jefferson SE NRCC-A 2.00 2.33 2.86 3.33 4.07 4.75 5.54
Jefferson SE NRCC-B 2.00 2.33 2.86 3.33 4.07 4.75 5.54
Lewis N NRCC-A 2.00 2.33 2.83 3.28 3.99 4.64 5.39
Lewis N NRCC-B 2.00 2.33 2.83 3.28 3.99 4.64 5.39
Lewis S NRCC-A 2.05 2.38 2.90 3.36 4.10 4.76 5.53
Lewis S NRCC-B 2.05 2.38 2.90 3.36 4.10 4.76 5.53
Livingston NRCC-A 1.86 2.14 2.64 3.11 3.84 4.51 5.30
Madison NRCC-A 2.09 2.42 2.97 3.47 4.26 4.98 5.82
Madison NRCC-B 2.09 2.42 2.97 3.47 4.26 4.98 5.82
Manhattan NRCC-C 2.83 3.40 4.26 5.06 6.34 7.53 8.94
Monroe NRCC-A 1.83 2.15 2.64 3.08 3.79 4.43 5.18
Montgomery NRCC-B 2.16 2.48 3.01 3.50 4.27 4.96 5.77
Nassau NRCC-C 2.84 3.40 4.26 5.05 6.33 7.51 8.92
Niagara NRCC-A 1.77 2.12 2.58 2.99 3.63 4.22 4.90
Oneida NRCC-A 2.18 2.50 3.06 3.56 4.36 5.08 5.93
Oneida NRCC-B 2.18 2.50 3.06 3.56 4.36 5.08 5.93
Onondaga E NRCC-A 2.01 2.35 2.89 3.37 4.14 4.84 5.66
Onondaga W NRCC-A 1.99 2.30 2.82 3.29 4.03 4.70 5.49
8
EFH-2 NY Supplement December 18, 2012
Ontario NRCC-A 1.89 2.19 2.69 3.14 3.87 4.52 5.29
Ontario NRCC-B 1.89 2.19 2.69 3.14 3.87 4.52 5.29
Orange NRCC-C 2.64 3.21 4.04 4.80 6.04 7.19 8.57
Orleans NRCC-A 1.82 2.14 2.60 3.02 3.69 4.28 4.97
Oswego E N RCC-A 2.12 2.40 2.92 3.38 4.11 4.77 5.54
Oswego E N RCC-B 2.12 2.40 2.92 3.38 4.11 4.77 5.54
Oswego W NRCC-A 1.97 2.29 2.80 3.25 3.98 4.63 5.40
Oswego W NRCC-B 1.97 2.29 2.80 3.25 3.98 4.63 5.40
Otsego N RCC-A 2.12 2.48 3.03 3.53 4.33 5.05 5.90
Otsego N RCC-B 2.12 2.48 3.03 3.53 4.33 5.05 5.90
Putnam NRCC-C 2.73 3.29 4.13 4.90 6.16 7.32 8.70
Putnam NRCC-D 2.73 3.29 4.13 4.90 6.16 7.32 8.70
Queens NRCC-C 2.84 3.41 4.28 5.09 6.39 7.59 9.03
Rensselaer NRCC-B 2.31 2.69 3.31 3.88 4.78 5.60 6.58
Rensselaer NRCC-C 2.31 2.69 3.31 3.88 4.78 5.60 6.58
Rockland NRCC-C 2.77 3.38 4.25 5.05 6.35 7.56 9.00
Rockland NRCC-D 2.77 3.38 4.25 5.05 6.35 7.56 9.00
Saratoga E NRCC-B 2.24 2.62 3.22 3.77 4.64 5.44 6.38
Saratoga W NRCC-B 2.21 2.57 3.12 3.61 4.39 5.09 5.90
Schenectady NRCC-B 2.16 2.51 3.05 3.54 4.32 5.03 5.85
Schoharie N NRCC-B 2.15 2.51 3.10 3.64 4.50 5.28 6.21
Schoharie S NRCC-B 2.18 2.62 3.25 3.83 4.76 5.61 6.63
Schoharie S NRCC-C 2.18 2.62 3.25 3.83 4.76 5.61 6.63
Schuyler NRCC-A 1.93 2.34 2.92 3.45 4.30 5.08 6.01
Schuyler NRCC-B 1.93 2.34 2.92 3.45 4.30 5.08 6.01
Seneca NRCC-A 1.91 2.24 2.76 3.23 3.98 4.67 5.47
Seneca NRCC-B 1.91 2.24 2.76 3.23 3.98 4.67 5.47
St Lawrence NRCC-A 1.92 2.23 2.72 3.17 3.87 4.51 5.25
St Lawrence NRCC-B 1.92 2.23 2.72 3.17 3.87 4.51 5.25
Staten Island NRCC-C 2.85 3.39 4.27 5.09 6.41 7.64 9.12
Steuben N NRCC-A 1.97 2.30 2.82 3.29 4.04 4.71 5.50
Steuben N NRCC-B 1.97 2.30 2.82 3.29 4.04 4.71 5.50
Steuben S NRCC-A 1.98 2.32 2.88 3.38 4.19 4.94 5.82
Steuben S NRCC-B 1.98 2.32 2.88 3.38 4.19 4.94 5.82
Suffolk NRCC-C 2.79 3.38 4.25 5.05 6.36 7.57 9.02
Suffolk NRCC-D 2.79 3.38 4.25 5.05 6.36 7.57 9.02
Sullivan NW NRCC-B 2.39 2.82 3.49 4.10 5.07 5.97 7.03
Sullivan NW NRCC-C 2.39 2.82 3.49 4.10 5.07 5.97 7.03
Sullivan SE NRCC-B 2.52 3.00 3.72 4.37 5.42 6.38 7.52
Sullivan SE NRCC-C 2.52 3.00 3.72 4.37 5.42 6.38 7.52
Tioga NRCC-A 2.02 2.37 2.93 3.45 4.27 5.03 5.92
Tioga NRCC-B 2.02 2.37 2.93 3.45 4.27 5.03 5.92
Tompkins NRCC-A 2.01 2.34 2.91 3.43 4.27 5.04 5.94
9
EFH-2 NY Supplement December 18, 2012
Tompkins NRCC-B 2.01 2.34 2.91 3.43 4.27 5.04 5.94
Ulster Central NRCC-C 2.68 3.24 4.03 4.76 5.93 7.01 8.30
Ulster Central NRCC-D 2.68 3.24 4.03 4.76 5.93 7.01 8.30
Ulster NW NRCC-B 2.40 2.86 3.53 4.14 5.11 6.00 7.05
Ulster NW NRCC-C 2.40 2.86 3.53 4.14 5.11 6.00 7.05
Ulster NW NRCC-D 2.40 2.86 3.53 4.14 5.11 6.00 7.05
Ulster SE NRCC-C 2.62 3.18 3.97 4.69 5.86 6.94 8.22
Ulster SE NRCC-D 2.62 3.18 3.97 4.69 5.86 6.94 8.22
Warren NRCC-A 2.12 2.45 2.95 3.39 4.09 4.71 5.42
Warren NRCC-B 2.12 2.45 2.95 3.39 4.09 4.71 5.42
Washington N NRCC-B 2.11 2.52 3.08 3.58 4.38 5.10 5.94
Washington S NRCC-B 2.22 2.60 3.21 3.76 4.63 5.43 6.37
Wayne NRCC-A 1.89 2.23 2.73 3.18 3.90 4.54 5.30
Wayne NRCC-B 1.89 2.23 2.73 3.18 3.90 4.54 5.30
Westchester NRCC-C 2.78 3.41 4.30 5.13 6.49 7.76 9.28
Westchester NRCC-D 2.78 3.41 4.30 5.13 6.49 7.76 9.28
Wyoming NRCC-A 1.90 2.21 2.69 3.13 3.81 4.42 5.14
Yates NRCC-A 1.90 2.23 2.75 3.23 4.00 4.70 5.52
Yates NRCC-B 1.90 2.23 2.75 3.23 4.00 4.70 5.52
10
Project# Sheet# 1 of 1 Page# 1 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Avenue Revised By: Date:
subject: Pre Development Weighted CN Checked By: Date:
Applicable Standards:
Urban H drolo for Small Watersheds,Techincal Release 55. USDA,June 1986
Drainage Land Use Hydrologic Soil Actual Area Factored CN
Area Area(feet2) Land Use/Cover Description Grou CN feet2) % CN Wei hted CN
18,157 Lawn Area, Good A 39 37,445 48% 18.9
17,981 Paved Parking, Roof, Etc. A 98 sq.feet 48% 47.1
1,307 Woods, Good A 30 3% 1.0
= 0% 0.0
0% 0.0
0.860 0% 0.0 67
#� acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.001 0% 0.0
sq.miles 0% 0.0
37,445 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2 Land Use/Cover Descri tion Grou CN feet2 % CN Wei hted CN
3,399 Lawn Area, Good A 39 19,983 17% 6.6
16,584 Paved Parkin , Roof, Etc. A 98 sq.feet 83% 81.3
0% 0.0
= 0% 0.0
0% 0.0
0.459 0% 0.0 $$
#2 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.001 0% 0.0
s .miles 0% 0.0
19,983 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2) Land Use/Cover Description Group CN (feet2) % CN Weighted CN
16,203 Lawn Area, Good A 39 53,817 30% 11.7
8,252 Paved Parkin , Roof, Etc. A 98 sq.feet 15% 15.0
29,362 Woods, Good A 30 55% 16.4
= 0% 0.0
0% 0.0
1.235 0% 0.0 43
#3 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.002 0% 0.0
s .miles 0% 0.0
53,817 100%
Project# Sheet# 1 of 1 Page# 2 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Avenue Revised By: Date:
subject: Pre Development Weighted CN Checked By: Date:
Applicable Standards:
Urban H drolo for Small Watersheds,Techincal Release 55. USDA,June 1986
Drainage Land Use Hydrologic Soil Actual Area Factored CN
Area Area(feet2) Land Use/Cover Description Grou CN feet2) % CN Weighted CN
2,886 Paved Parkin , Roof, Etc. A 98 2,886 100% 98.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.066 0% 0.0 98
#4 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
2,886 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2 Land Use/Cover Descri tion Grou CN feet2 % CN Wei hted CN
0 0% 0.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0 �
acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
0 0%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area(feet2) Land Use/Cover Description Group CN (feet2) % CN Weighted CN
0 0% 0.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0 �
acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
0 0%
Project# Sheet# 1 of 1 Page# 1 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Avenue Revised By: Date:
subject: Post Development Weighted CN Checked By: Date:
Applicable Standards:
Urban H drolo for Small Watersheds,Techincal Release 55. USDA,June 1986
Drainage Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2) Land Use/Cover Description Grou CN feet2) % CN Wei hted CN
8,532 LawnArea, Good A 39 16,626 51% 20.0
8,094 Paved Parkin , Roof, Etc. A 98 sq.feet 49% 47.7
0% 0.0
= 0% 0.0
0% 0.0
o.3s2 0% o.0 68
#� acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.001 0% 0.0
sq.miles 0% 0.0
16,626 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2 Land Use/Cover Descri tion Grou CN feet2 % CN Wei hted CN
13,912 Lawn Area, Good A 39 64,381 22% 8.4
50,469 Paved Parkin , Roof, Etc. A 98 sq.feet 78% 76.8
0% 0.0
= 0% 0.0
0% 0.0
1.478 0% 0.0 85
#2 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.002 0% 0.0
s .miles 0% 0.0
64,381 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2) Land Use/Cover Description Group CN (feet2) % CN Weighted CN
11,021 Lawn Area, Good A 39 24,074 46% 17.9
3,343 Paved Parkin , Roof, Etc. A 98 sq.feet 14% 13.6
9,710 Woods, Good A 30 40% 12.1
= 0% 0.0
0% 0.0
0.553 0% 0.0 44
#3 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.001 0% 0.0
s .miles 0% 0.0
24,074 100%
Project# Sheet# 1 of 1 Page# 2 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Avenue Revised By: Date:
subject: Post Development Weighted CN Checked By: Date:
Applicable Standards:
Urban H drolo for Small Watersheds,Techincal Release 55. USDA,June 1986
Drainage Land Use Hydrologic Soil Actual Area Factored CN
Area Area(feet2) Land Use/Cover Description Grou CN feet2) % CN Weighted CN
10,099 Paved Parkin , Roof, Etc. D 98 10,099 100% 98.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.232 0% o.0 98
#4 acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
10,099 100%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2 Land Use/Cover Descri tion Grou CN feet2 % CN Wei hted CN
0 0% 0.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0 �
acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
0 0%
Land Use Hydrologic Soil Actual Area Factored CN
Area Area feet2) Land Use/Cover Description Group CN (feet2) % CN Weighted CN
0 0% 0.0
sq.feet 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0 �
acres 0% 0.0
0% 0.0
= 0% 0.0
0% 0.0
0.000 0% 0.0
s .miles 0% 0.0
0 0%
Z Z
O
a a
OBBOLL4 O[60LL4 05HOLL4 OE@JLL4 Ol90LL4 OBBOLL4 OL8'OLL4 0980[L4 N �
N .�
� M��TE�bb oEL N O
M��TE�bb oEL _ 5 y�� :�.,�A�.a . � .. —�
� ;� ���' . � �
� �4 t,.'
��,� .� �,., x � �� r- � _ •r ch N
� I i �,!';*�" � �,�r,- a
- f �. f's y
p � ' � - 3"...
, �.a , I� "� . ��! ..
�_,` �vc• �i p\°., r —�
{- 1
�' . II � f— --
.
��. ��� - .,:_, �.� �1
� �
z� '.� .. . . ..
� �� �S. - � '1—�
i�� � , n
�%- . � . . ..�'' tt, .� . 4' Q: �y�r
. ' .�� . . r� �', , f 1 � �
� - . �� _, e } 3 i
. �—�
� � Ir �`'• ,
,�r .�StZ�`1� l�,w .
..:': �r 'r.1
!+� . , - ���.r,yk`?����'r-
� � �'�
Z �-^;� _ o
Y y �
O m
� c ��.� � ��.
�
Z � a ��
� �
�' o �� .�., .jq'7r ,r•_:- :. ;+.-�. N
c .-� ,; t1 �,•-� . a�: - .—� �
' � � r� � � . . . . '
U� :� t �., II tA
o� � : ` '•' , I 07 t�
� C �� �• I I �F.' cr�;����. � ;
� � �
� '�
� Q � ��� .o �
°Y' ■ ''. � a
a � - - a o
� � �=, � � a� o
o � �� �� 2 U
C7 0 *� �
.o v � ,� I I ts-,; � � o
, ,.-
� a ��:r� , �, ia
�L � � r �i �� � , � z
�. -� �
O y n 7'r
�
N ���..��� �n
� � `L`, � g ��
�-^ �''}� i i � ryY -� a�o �
y
' x
�' � �
� V-' :ti
p � ,.. V
� - -- � N ��p �
���
o ----___= a�}' .�4 y,�
�j � . o �y �
f� i• ++ L
$$ �� ..;,..({�+,„ — N
�r I
I '�'' � � o � g�
+. > �
yR � f
� :� _� � � �
,�o , � o -
� � . ��� _ '_ � � y '�
�
.�, �i i i i � _ �_. ��. ;.�,�F � � .' � � � ; �
��•-�.,,��� -� - _ _ � -�, � � � o
���. �' � ` �F . �� 'a '� o- a � m
w� y�� � ti
Q �e�: :4� �.- � '� �, ,� � o o� ` �
ffi .. . � . a ` ���ir_��"�.� -�a' �� ' y:�. O.�?�k�; Q5y 10 O
��r'�. 9��� • . ' r �f'� ffi Z
,� ,�. :,;;� � ••VI Q Z C�
�.'?°F4 , `�.,- ��"'�'... �
M�Sb�bb oEL �.•'�•s1N LL�'I-� .• � �� . � . _ ..�1.� _ _ . _. I .����.� M�Sb�bb oEL �Q
OBBOLL4 OL90LL4 05BOLL4 OE8qLL4 Ol80LL4 OBBOLL4 OLBOLL4 05BOLL4 ��'
z z
fn b
� �
� �
a a
N �
O O
N N
� � � �
� •� N � ,t.., y � N 01
7 y � � M y @ f/1 t� � "O � d
ce o � a� a� a� � f0 � D a� I 3 � o
m " >, o � a � � $ cLi o � m o � o c
"O C V y � � Z � y � E w fYl O C E
n U j � O E � N "O y w � r p_ N = Y�
� m � � � o � n � � f0 � .� � � � 'o m E
Z � ai a ca � � � ° � y � � � � tn ,� � � � � r°n .
O � -o m ay U o YY .:c
t Z � a�
L d y E � � O N y � D y Z � @ Z } � y V � y v
Q D � '
O � � a`� y f0 � w � � � o' a�0i 0 z � � t 3 � ca �
� a o c � V a � n L @ � f 0 0- c � m a
� � �° yEy � m � ° � OfOco a� � � m rn o-� am
0 >, > � ood � � � >,� � ° ca�i � o ° ' uai o � D,@E
LL a� � _ c m O r°n a� a� O F'' � � � U N y L � �
Z y � � � � L � � g Zv . a� � oa @ � v a y@ E .
�. O d � � 7 m U O m w "O �O N f6 � � f6
d O � � � a � y @ � � Z O�� � y @ � a� � � aL c
Q � >, a � ca � � � 'o a� a•- o - � � � 3 � �
� m E no � � a m � � � Q � � � y � m ayi o N oa
w �- f° rnLw N Z � � � �- cdmo a�ia: }a N ' � " v 'c
y � � C � y i >+.+ �j L N N (p 01 f6 f6 N O 01� 7
w . N tll U 'O N@ @ � � O "O
❑ y f6
� O C fC 07 N O � � 7 f/� .L,,, ?� C f6 �p U O �f6 'C � � L C f�/l E
y m � � � � `� OtA @ � � � � � D �n � � � o @ nm � w
� - � o� � o � oc � oa� a� a; o � ZQ ao o L -o 0
O � C � 'O fC y N 7 N w ' U @ > 7 �+ � � y CV i'' N Z'01
Z tll � '` � C p. � Gj tll tll � � 'O tlJ U C � �- N f/) N E � � O �p. N C
Y y � � fC � (p f6 (p � � p �.��@„ N � y y _ Z — O ��„ N � ��
O 01 L N � C y C O U � N p N � f6 O y � V L w O 7 O � f6 (O L p � L
� c H � � W E _ U N a E fA � U � a v Q c6 H O fA fA fA � 0 � H U � m
3 a
a� �
Z �
rn
a�'i
�o Z
m
> >
U� �
� � ��o
rn � Z �
o �
m � � >
ca > - %
� aai °' � a
Y �
7 � @ y N �
o � > m �'. r � V
C7 o f0 m �0 a �
0 3 @ c
- � � V rn rn o
fl) N O @ = y � @ 0 �p
U �- 'O y1 d O O L Z
.�L � � @ O �, � a
Of/� @ � N � Q' p f0 @
N � O � C N � (n '�^p U .
'o � U U o Z �' in o � � 7 � � Q
>' �p � � c
� � LL Q
�n W 0 0 � 0 � w � � � �
�
� � �
3 � m
W
J a� a�
a a
a @ @
� a @ @
y O O
� C C
� � O O
C C
� OI N �q N a�
a O T �p 4f �p C
C
�"y d a 0 0 0 0 J 0 0 0 0 a 0 0
� a ma a m m � � o Z ma a m m � � o Z ma a m m
� c c c y
c !�
� M �p ❑ ❑ ❑ � ❑ ❑ ❑ ❑ 'Q i 7s. � � l i i a .O � � ■ ■ V YI
d •0 qJ �/J �/J 7 C
a y O
d w
� �
� d
7 H
� O
Z C�
a
�nl
Hydrologic Soil Group�aratoga County,New York Stewart's Shops-402 Lake Avenue-
Saratoga Springs,NY
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FI Fluvaqvents frequently A/D 0.0 0.0%
flooded
WnB Windsor loamy sand,3 A 1.1 18.6%
to 8 percent slopes
WnD Windsor loamy sand,15 A 4.6 81.3%
to 25 percent slopes
Totals for Area of Interest 5.6 100.0%
Description
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 soils in the United States are assigned to four groups(A, B, C, and D)and
three dual classes(A/D, B/D, and C/D). The groups are defined as follows:
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. Only the soils that in
their natural condition are in group D are assigned to dual classes.
uSdA Natural Resources Web Soil Survey 3/15/2022
� Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group�aratoga County,New York Stewart's Shops-402 Lake Avenue-
Saratoga Springs,NY
Rating Options
Aggregation Method:Dominant Condition
Component Percent Cutoff.•None Speci�ed
Tie-break Rule: Higher
uSdA Natural Resources Web Soil Survey 3/15/2022
� Conservation Service National Cooperative Soil Survey Page 4 of 4
�"� , � ,, � E i
Ir � o �w -- r� . ° a.3 r
� f- CY � r (" W L.sJ O� � ( 9 L q
W I � � . z +c�M t-.. f3� �q L �+
W �, � I� `�-" d �sY' G1 ^ _`' Y o i >
(y ' �- � �O � � q : rn
I �� � �°" �al a � c� 3� � ; n� u
CJ r Q
� I � i� � �. � N _ �� V � m -.. ^C �.�-. N
O I = � � � � � zI'" � ti � 0 � E r
Z o d�
l� I � %i � � � (i _ uJ `x � � 9 q-]�
I O I i � �.di °r��,q � � " C C � �d r
b 'I � P1¢ 6i r C� o�m i W ^'�' 6 r
�yf I � [() V _ w I ` � �0
� l.� I' � � � � � _ - _ �.1 I ' N q 9 Q�
� II a i '� �� L - �a 1 � r LL N n
z �_'i .aA. > .�
(n o I� � C7 � � � s � z � � y r ��~ � z v o o °
l-W- z �_ u cfl] � � a. > ' �, �� F., . o o�° o a`,
g� N�LL c
_ X � :- - — _ — - — _ —!��� � .— " o d z d
L � �..--Yd � c a� :>
� �-��=- _ = : -_ - - - A
m E o � `u
a � � y in
Q °�"i a�
'"o� m o
y '�"�' `LL
�c
�3 v�aw
m d
O "-�-� ��� E r
� �oLL d« c
.� ` O
�V W
E N a
�� c _
�� u E'_
......... .......... ......... .. ........... ........... __..._. ___.._. .____ _._..... ._.._..'__.._f.
�
� 4
�
Y
X
�
Z�^�
�..1 �'. ,� .�": .;��; , ' �,, , ,,. , , ' ,.'
�
lY ,��:� oi"',�p'�Y��„✓"�w��..
. ., '����::§ . , �� " i, ,
�.'���,k
� �� '
��, ,:
��
�.
��;�
����. �
� �
any�aq�a� �` "°' �.
;
�„�.,,�,,.�, . �,
���' 9�'�
�
�� ,� x
w
�� O
� � . _ 4�
��� N
``�"``���` �� �.. , `L�
"� �,�� �,�,
�, � .
�, � ,
�' � �� ;.
� �`�. � . �
� � .
�.�,, �.�.. . �
; � � ,
Ad•,rondack Northway
���"Y��K Parks Recreati�n
STATE pF x �
C7PRC?RTUNITY ��� Hi�taric �reservation
ANDREW M. CUOMO ERIK KULLESEID
Governor Commissioner
September 15, 2020
Charles Marshall
Stewart's Shops Corp.
PO Box 435
Saratoga Springs, NY 12866
Re: SEQRA
Stewart's Shops Redevelopment - Lake Avenue (NYS 29) and Gilbert Road
402 Lake Ave., City of Saratoga Springs, Saratoga County, NY
20PR05646
Dear Charles Marshall:
Thank you for requesting the comments of the Office of Parks, Recreation and Historic
Preservation (OPRHP). We have reviewed the project in accordance with the New York State
Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and
Historic Preservation Law). These comments are those of the OPRHP and relate only to
Historic/Cultural resources. They do not include potential environmental impacts to New York
State Parkland that may be involved in or near your project. Such impacts must be considered
as part of the environmental review of the project pursuant to the State Environmental Quality
Review Act (New York Environmental Conservation Law Article 8) and its implementing
regulations (6 NYCRR Part 617).
Based upon this review, it is the opinion of OPRHP that no properties, including archaeological
and/or historic resources, listed in or eligible for the New York State and National Registers of
Historic Places will be impacted by this project.
If further correspondence is required regarding this project, please be sure to refer to the
OPRHP Project Review (PR) number noted above.
Sincerely,
� �r�!'u'
� �
R. Daniel Mackay
Deputy Commissioner for Historic Preservation
Division for Historic Preservation
Division for Historic Preservation
P.O. Box 189,Waterford, New York 12188-0189•(518)237-8643•parks.ny.gov
NEW YORK STATE DEPARTMENT �F ENVIRONMENTAL CONSERVATNON
Division of Natural Resources,Region 5
232 Golf Course Road,Warrensburg,NY 12885
P:(518)623-1203 I F:(518)623-3603
wwvw dec.ny.gov
August 19, 2020
Mr. Robert Fraser
The LA Group
40 Long Alley
Saratoga Springs, NY 12866
Re: Freshwater Wetland Validation
Stewart's Shop
402 Lake Avenue
City of Saratoga Springs, Saratoga County
Dear Mr. Fraser:
Based on a site visit by this office on August 17, 2020, there are no DEC regulated wetlands
on this parcel. The nearest mapped wetland is much too far from the site in question, and
therefore, DEC will not take jurisdiction over the above-described property.
If you have any questions regarding the above-referenced project as it related to the DEC
freshwater wetland regulations please contact me at (518) 623-1250. If you have any
questions regarding permitting please contact the Division of Environmental Permits at
(518) 623-1200.
Sincerely, '
:
.�r�
�, f �
Jed Hayden
Wildlife Biologist
�
f rrewraa�c Department of
�. - 5`'`„"` EnvirUnFi�ental.
�,,:t����<<:��n�
'�`'�— Conservation
Exhibit B—WQv and CPv
.1 Post Development Water Quality Volume (WQv) and Minimum Runoff Reduction
Volume (RRv) Calculations
.2 Post Development Water Quality Peak Flow Calculation
.3 Channel Protection Volume (CPv) Calculations
.4 First Defense Hydrodynamic Separator Technical Data
Project# Sheet# 1 of 1 Page# 1 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Avenue Revised By: Date:
Subject: Water Quality Volume-DA2 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Hydrologic Input Parameters and Site Hydrology
Rainfall Distribution Type: 2 (1, 1A,2 or 3)
90%Storm Event(P): 1.1 inches
Weighted Hydrologic Soil Group(HSG): A (A, B,C or D)
Redevelopment Project: 1 (Yes= 1, No=2)
Water Quality Volume,WQv
Compute Impervious Cover
New Impervious Cover Within Site: 0.424
Existing Impervious Cover Within Site: 0.735
Total Impervious Cover: 1.159
Impervious Area for WQv Calculation(New Const): NA
Impervious Area for WQv Calculation(Redevelopment): 0.608
Total Watershed Area:I i�`�4.`..., acres
I= Impervious Area/Total Watershed Area: 0.411
I= 41.1 %
Compute Runoff Coefficient, Rv
Rv= 0.05+0.009(I)
Rv= 0.42 (Min Rv=0.20,use 0.42 )
Compute WQv, (Includes both on-site and off-site drainage)
(Use the 90%capture rule,Figure 4.1 NYS-SWDM)
WQv= (P)(Rv)(A)
12
WQv= 0.057 ac-ft = 2479 ft3
Runoff Reduction Volume,RRv
Specific Reduction Factors(S)for HSGs
WQv= 2479 HSG A= 0.55
S= 0.55 HSGB= 0.40
RRv�MiN�_ (P)(0.95)(S)(Aic) HSG C= 0.30
12 HSG D= 0.20
RRv�MiN�= 0.020 ac-ft= 885 ft3
Cell re uires a direct entr
Project# Sheet# 1 of 1 Page# 2 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Weibel Revised By: Date:
Subject: Water Quality Volume-DA4 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Hydrologic Input Parameters and Site Hydrology
Rainfall Distribution Type: 2 (1, 1A,2 or 3)
90%Storm Event(P): 1.1 inches
Weighted Hydrologic Soil Group(HSG): A (A, B,C or D)
Redevelopment Project: 1 (Yes= 1, No=2)
Water Quality Volume,WQv
Compute Impervious Cover
New Impervious Cover Within Site: 0.206
Existing Impervious Cover Within Site: 0.026
Total Impervious Cover: 0.232
Impervious Area for WQv Calculation(New Const): NA
Impervious Area for WQv Calculation(Redevelopment): 0.213
Total Watershed Area:I �23� �acres
I= Impervious Area/Total Watershed Area: 0.916
I= 91.6 %
Compute Runoff Coefficient, Rv
Rv= 0.05+0.009(I)
Rv= 0.87 (Min Rv=0.20,use 0.87 )
Compute WQv, (Includes both on-site and off-site drainage)
(Use the 90%capture rule,Figure 4.1 NYS-SWDM)
WQv= (P)(Rv)(A)
12
WQv= 0.019 ac-ft = 810 ft3
Runoff Reduction Volume,RRv
Specific Reduction Factors(S)for HSGs
WQv= 810 HSG A= 0.55
S= 0.55 HSGB= 0.40
RRv�MiN�_ (P)(0.95)(S)(Aic) HSG C= 0.30
12 HSG D= 0.20
RRv�MiN�= 0.010 ac-ft= 430 ft3
Cell re uires a direct entr
Project# Sheet# 1 of 1 Page# 1 of 2
Created By: S.Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel AVe17Ue Revised By: Date:
subjecr: WQv Peak Flow-DA2 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Determination of q„
One-year Storm Event(P)= 2.24 Total Drainage Area= 1.478 acres
= 0.0023 sq.miles
Weighted CN for this post-development drainage area: 85 = 9,271,494 square in.
Calculated time of concentration,Tc= 0.35 Calculated WQv= p�' 1lac-ft
(See Exhibit B.1)
Calculate the initial absraction,la=(200/CN)-2 = 4,290,390 cubic in.
la= 0.35
WQv(in inches)= 0.463 in.
Calculate la/P= 0.16
Determine q„based on Tc and la/P
Exhibit 4-II Unit peal discharge(q,�for NRCS(SCS)type II rainfall distribution
�
IUUV
a00
6�0 � I
500
a�p
�O
,.., 400 �0 �
c Q`?O
O s
= 300 ��40 - ,
.qS,
6
rn �SO
R
`2�0 -
U
w
L_
Y
m
Q
C
�
��0
a�
� I I I
,.—I._..._-,.—.-, _.._i._,._.'._,�....._._.- _�.�,�.
60
��
i z a s a i z 4 6 a �o
Time of concentraiion(7�),(hours)
q�= 585 csm/in where csm=cubic feet er second er s uare mile er ear
From Appendix B.2 of the NYSDEC SWDM:
Qp=q„x A x WQv Where:
Qp=(585 csm/in)(0.0023 sq.mi.)(0.463 in.) QP = peak discharge(cfs)
Qp= 0.63 cfs q„ = unit peak discharge(cfs/mi`/inch)
A = drainage area(square miles)
WQv = water quality volume(watershed inches)
Ce I nt
Project# Sheet# 1 of 1 Page# 2 of 2
Created By: S.Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel AVe17Ue Revised By: Date:
Subject: WQV Peak FIoW-DA4 Checked ey: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
(Designed for compliance with New York State Stormwater Management Design Manual)
Determination of q„
One-year Storm Event(P)= 2.24 Total Drainage Area= 0.232 acres
= 0.0004 sq.miles
Weighted CN for this post-development drainage area: 98 = 1,455,336 square in.
Calculated time of concentration,Tc= 0.10 Calculated WQv= ��lac-ft
(See Exhibit B.1)
Calculate the initial absraction,la=(200/CN)-2 = 1,430,130 cubic in.
la= 0.04
WQv(in inches)= 0.983 in.
Calculate la/P= 0.02
Determine q„based on Tc and la/P
Exhibit 4-II Unit peal discharge(q,�for NRCS(SCS)type II rainfall distribution
�
IUUV
a00
6�0 � I
500
a�p
�O
,.., 400 �0 �
c Q`?O
O s
= 300 ��40 - ,
.qS,
6
rn �SO
R
`2�0 -
U
w
L
Y
d
Q
C
7
��0
a�
� I I I
,.—I._..._-,.—.—,—,—.� .. ,.—`-.—.._i._,._.'._,�....._._.- _�.�,�.
60
��
i z a s a i z 4 6 a �o
Time of concentraiion(7�),(hours)
q�_, 1,000 csm/in where csm=cubic feet er second er s uare mile er ear
From Appendix B.2 of the NYSDEC SWDM:
Qp=q„x A x WQv Where:
Qp=(1,000 csm/in)(0.0004 sq.mi.)(0.983 in.) QP = peak discharge(cfs)
Qp= 0.36 cfs q„ = unit peak discharge(cfs/mi`/inch)
A = drainage area(square miles)
WQv = water quality volume(watershed inches)
Ce I nt
Project# Sheet# 1 of 2 Page# 1 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel Avenue Revised By: Date:
Subject: Qu -DA2 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Compute Channel Protection Storage Volume,Vs
For stream channel protection, provide 24-hrs of extended detentionfor the one-year storm event.
(First,determine the value of the unit peak discharge(q,)
One-year Storm Event(P)_ �;�� Total Drainage Area= 9,��'� acres
Weighted CN for this post-development drainage area: 85
Calculated time of concentration,Tc= 0.35
Calculate the initial absraction, la= (200/CN)-2
la= 0.35
Calculate la/P= 0.16
Determine q„based on Tc and Ia/P
Exhibit 4-II Unit peal discharge(q�for NRCS(SCS)type II rainfall distribution
�
iuuu
soo
600
500 -
a�p
�O
400 ��
c Q`?0
O
� s
`—' 300 0�40 _ ,
.-. •qS.
Q
oi �s0
`m
200
U
19
L
Y . _.
A
d �
a
.�
�
100
80 C
fi .
60
50
.1 .2 .4 .6 .S 1 2 4 6 S 10
Time of concentraiion(T��,(hours)
qu= 585 csm/in(where csm=cubic feet per second per square mile per year)
Cell re uires a direct entr
Project# Sheet# 2 of 2 Page# 2 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel Avenue Revised By: Date:
Subject: CPv -DA2 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Knowing q„_� 585 ,and Tc=24 hours,find q�/q;using the Detention Time vs. Discharge Ratios chart below
o.soo
o.aso
o.aoo
0.350
6+
6+
3 o.aoo
0
�
�
..
0 o.zso
3
0
�
p o.200
O
w
0
� 0.150
.�
a T=12 hr
0.100
o.oso T=24 hr
o.000
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000
Unit Peak Discharge(qu),csm/in
Peak outflow discharge/peak inflow discharge,qo/q;_ (����p
Approximate detention basin routing for 24-hour rainfall,Vs/Vr= 0.683- 1.43(qdq;)+ 1.64(qdq;)�-0.804(qdq;)'�
Vs/Vr= 0.639
za-nrQ�-yr= 1.54
Vs=CPv= (Vs/Vr)(24-hrQ1-yr)(Total Drainage Area)
12
CPv= 0.121 acre-feet = 5,277 ft3
CeIP nt
Project# Sheet# 1 of 2 Page# 1 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel Avenue Revised By: Date:
Subject: Qu -DA4 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Compute Channel Protection Storage Volume,Vs
For stream channel protection, provide 24-hrs of extended detentionfor the one-year storm event.
(First,determine the value of the unit peak discharge(q,)
One-year Storm Event(P)= 2.24 Total Drainage Area= Q.�� acres
Weighted CN for this post-development drainage area: 98
Calculated time of concentration,Tc= 0.10
Calculate the initial absraction, la= (200/CN)-2
la= 0.04
Calculate la/P= 0.02
Determine q„based on Tc and Ia/P
Exhibit 4-II Unit peal discharge(q�for NRCS(SCS)type II rainfall distribution
�
iuuu
soo
600
500 -
a�p
�O
400 ��
c Q`?0
O
� s
`—' 300 0�40 _ ,
.-. •qS.
Q
oi �s0
`m
200
U
19
L
Y _.
A
d '
a
.�
�
100
80 r
60
50
.1 .2 .4 .6 .S 1 2 4 6 S 10
Time of concentraiion(T��,(hours)
qU= 1000 csm/in(where csm=cubic feet per second per square mile per year)
Cell re uires a direct entr
Project# Sheet# 2 of 2 Page# 2 of 2
Created By: S. Kitchner Date: 3/14/2022
Checked By: Date:
Project: Welbel Avenue Revised By: Date:
Subject: CPv -DA4 Checked By: Date:
Computation of Preliminary Stormwater Storage Volumes and Peak Discharges
Desi ned for com liance with New York State Stormwater Mana ement Desi n Manual
Knowing q„_� +',and Tc=24 hours,find q�/q;using the Detention Time vs. Discharge Ratios chart below
o.soo
o.aso
o.aoo
0.350
6+
6+
3 o.aoo
0
�
�
..
0 o.zso
3
0
�
p o.200
O
w
0
� 0.150
.�
a T=12 hr
0.100
o.oso T=24 hr
o.000
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000
Unit Peak Discharge(qu),csm/in
Peak outflow discharge/peak inflow discharge,qo/q;_ �����;p
Approximate detention basin routing for 24-hour rainfall,Vs/Vr= 0.683- 1.43(qdq;)+ 1.64(qdq;)�-0.804(qdq;)'�
Vs/Vr= 0.654
24-hrQl-yr— �.73
Vs=CPv= (Vs/Vr)(24-hrQ1-yr)(Total Drainage Area)
12
CPv= 0.059 acre-feet = 2,560 ft3
CeIP nt
H dro
y
International o
First Defense° H ig h Capacity
A Simple Solution for your Trickiest Sites
Verified by NJCAT and NJDEP
Fig.1 The First Defense°High Capacity has internal components
Product Profile designed to efficiently capture pollutants and prevent washout at
peak flows.
The First Defense°High Capacity is an enhanced vortex separator
that combines an effective stormwater treatment chamber with �
an integral peak flow bypass. It efficiently removes sediment total
suspended solids(TSS), trash and hydrocarbons from stormwater '
runoffwithoutwashing out previously captured pollutants.The First -_- w 6
Defense°High Capacity is available in several model configurations 2
to accommodate a wide range of pipe sizes, peak flows and depth
constraints(Table 1, next page). '
/
Applications 3 � "
• Stormwater treatment at the point of entry into the drainage line
� � -� _ ' � —�
4 .. .s '�
• Sites constrained by space,topography or drainage profiles ,
with limited slope and depth of cover _
• Retrofit installations where stormwater treatment is placed on or 8
tied into an existing storm drain line
• Pretreatment for filters, infiltration and storage 5 ,,�9--•:�--�� 9
�
Advantages �,� w
�
• Inlet options include surface grate or multiple inlet pipes
• Integral high capacity bypass conveys large peak flows without ` 10
the need for"offline"arrangements using separate junction
manholes Components
• Proven to prevent pollutant washout at up to 450%of its
treatment flow
1. Inlet Grate(optional) 6. Internal Bypass
• Long flow path through the device ensures a long residence 2. Precast chamber 7. Outlet pipe
time within the treatment chamber, enhancing pollutant settling 3. Inlet Pipe(optional) 8. Oil and Floatables Storage
• Delivered to site pre-assembled and ready for installation 4. Floatables Draw Off Slot 9. Outlet chute
(not pictured) 10. Sediment Storage Sump
How it Works 5. Inlet Chute
The First Defense° High Capacity has internal components designed to remove and retain gross debris, total suspended solids (TSS) and
hydrocarbons (Fig.1).
Contaminated stormwater runoff enters the inlet chute from a surface grate and/or inlet pipe. The inlet chute introduces flow into the chamber
tangentially to create a low energy vortex flow regime (magenta arrow)that directs sediment into the sump while oils, floating trash and debris
rise to the surface.
Treated stormwater exits through a submerged outlet chute located opposite to the direction of the rotating flow(blue arrow). Enhanced vortex
separation is provided by forcing the rotating flow within the vessel to follow the longest path possible rather than directly from inlet to outlet.
Higher flows bypass the treatment chamber to prevent turbulence and washout of captured pollutants. An internal bypass conveys infrequent
peak flows directly to the outlet eliminating the need for, and expense of, external bypass control structures. A floatables draw off slot functions
to convey floatables into the treatment chamber prior to bypass.
Hydro International,94 Hutchins Drive, Portland,ME 04102
Tel:(207)756-6200 Fax:(207)756-6212 Stormwater Solutions
Email:stormwaterinquiry@hydro-int.com Web:www.hydro-int.com hvdro-int.com/firstdefensehc
First Defense° High Capacity
Sizing & Design SIZING CALCULATOR FOR ENGINEERS
This adaptable online treatment system works easily with large pipes,
multiple inlet pipes, inlet grates and now, contains a high capacity bypass
for the conveyance of large peak flows. Designed with site flexibility in mind, �
the First Defense°High Capacity allows engineers to maximize available site __. ,
space without compromising treatment level. � ~
�
� a;,,�' u�.
� R
,�q �
_..� .�- . ��.
� -�, . �ariable inlet angles This simple online tool will recommend the best
�` f_`'� separatror, model size and online/offline arrangement
' �'� based on site-specific data entered by the user.
.
,�• -,� ._ � ", r,�=s
� �- . ;��9 ,� - � Go to hvdro-int.com/sizing to access the tool.
FE� P +�.����
�g f ��f� t,.�ie�'� t � ���.i. '�. rZ 7 — " _ /
r -t �
� ,w
\��i ,�I � ���• , � +, � �-�`
� ., ., I -'-.��' , �:_ ..r � _.� �r
tS �- �' �
•, ,�__ ,
Fig 2.Works with multiple inlet pipes and grates : �' I i �
___ ; �._�
Inspection and Maintenance
,� I�; �,�
Nobody maintains our systems better than we do. To ensure optimal, ongoing ���I �!
device performance, be sure to recommend Hydro International as a preferred �
service and maintenance provider to your clients.
'� �
i � � � • • �• ' �c''�.fh#� F fr {+� � y k 1
��- • • - • • - • - � rF�� '�' ; ts" `�'A'�` �
� -.r'' �8 9.'-��,-
• • • - - in�� r� ., N a .s� r.�fi�,
: / u �� '�t+ ; ,.
,d 1 � :,,f` '- r'' /�
Se,� J'� � �`r�`��ti,.` f }t��S/A�F " X�
� � �
.'1�, � '�=# ^ �, .. r fi r
..r.-S X��°b-.t!�� ti�. _� • .� �,s�- f _ .
Table 1. First Defense�High Capacity Design Criteria. Fig 3. Maintenance is done with a vactor truck
.. .
�- -° � • � .
• .�. � • • .�- -• � • • • -
� • - •-
•�- , ' .�. • .�- • - - • - •
• -
•- � � � .�. •• • ' •
- -.
••
•. •
FD-3HC 3/0.9 0.84/23.7 1.06/45.3 15/424 18/457 125/473 0.4/0.3 2.0-3.5/0.6-1.0 3.71 /1.13
FD-4HC 4/1.2 1.50/42.4 1.88/50.9 18/510 24/600 191 /723 0.7/0.5 2.3-3.9/0.7-1.2 4.97/1.5
FD-5HC 5/1.5 2.34/66.2 2.94/82.1 20/566 24/600 300/1135 1.1 /.84 2.5-4.5/0.7-1.3 5.19/1.5
FD-6HC 6/1.8 3.38/95.7 4.23/133.9 32/906 30/750 496/1,878 1.6/1.2 3.0-5.1 /0.9-1.6 5.97/1.8
FD-8HC 8/2.4 6.00/169.9 7.52/212.9 50/1,415 48/1219 1120/4239 2.8/2.1 3.0-6.0/0.9-1.8 7.40/2.2
'Contact Hydro International when larger pipe sizes are required.
zContact Hydro International when custom sediment storage capacity is required.
3Minimum distance for models depends on pipe diameter.
Hydro International,94 Hutchins Drive, Portland,ME 04102 Stormwater Solutions
Tel:(207)756-6200 Fax:(207)756-6212 hvdro-int.com/firstdefensehc
Email:stormwaterinquiry@hydro-int.com Web:www.hydro-int.com FDHCSS1703
Exhibit C— Hvdrolo�ic Model Simulations Usin� HvdroCAD
.1 Pre Development
.2 Post Development
.3 Post Development Without Controls
DA1 or� DP1
O �
Subcatchment#1 Existing DOT Catch Discharge oint 3(DOT
Basin#1 Catch asin#2)
DA2 � EX B1 � X B2 X B3 EX OW S
O
Subcatchment#2 Existing Catch Basin#1 Existing Catch Basin#2 Existing Catch Basin#3 Existing Oil/Water
Separator
DA3 DA4
O
Subcatc ment#3 Subcatc ment#4
DP2 P1
�
Discharge Point 2 Existing Drywell
Subcat Reach on Link Routing Diagram for Predevelopment
Prepared by Stewart's Shops, Printed 3/15/2022
HydroCAD010.00-22 s/n 08847 02018 HydroCAD Software Solutions LLC
Weibel - Predevelopment
Predevelopment
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.867 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3)
1.049 98 Paved parking, HSG A (DA1, DA2, DA3, DA4)
0.704 30 Woods, Good, HSG A (DA1, DA3)
2.620 60 TOTAL AREA
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 3
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=37,445 sf 48.02% Impervious Runoff Depth>0.25"
Flow Length=158' Tc=18.6 min CN=67 Runoff=0.14 cfs 0.018 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=19,983 sf 82.99% Impervious Runoff Depth>1.16"
Flow Length=90' Tc=9.5 min CN=88 Runoff=0.84 cfs 0.044 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=53,817 sf 15.33% Impervious Runoff Depth=0.00"
Flow Length=123' Tc=16.0 min CN=43 Runoff=0.00 cfs 0.000 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>2.01"
Tc=6.0 min CN=98 Runoff=0.21 cfs 0.011 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=0.89 cfs 0.062 af
Outflow=0.89 cfs 0.062 af
Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 af
Outflow=0.00 cfs 0.000 af
Pond DOT1: Existing DOT Catch Basin#1 Peak Elev=244.44' Inflow=0.14 cfs 0.018 af
12.0" Round Culvert n=0.012 L=100.0' S=0.0270 '/' Outflow=0.14 cfs 0.018 af
Pond EX CB1: Existing Catch Basin#1 Peak EIev=247.04' Inflow=0.84 cfs 0.044 af
12.0" Round Culvert n=0.012 L=128.0' S=0.0100 '/' Outflow=0.84 cfs 0.044 af
Pond EX CB2: Existing Catch Basin#2 Peak Elev=245.76' Inflow=0.84 cfs 0.044 af
12.0" Round Culvert n=0.012 L=30.0' S=0.0100 '/' Outflow=0.84 cfs 0.044 af
Pond EX CB3: Existing Catch Basin#3 Peak Elev=245.46' Inflow=0.84 cfs 0.044 af
12.0" Round Culvert n=0.012 L=20.0' S=0.0600 '/' Outflow=0.84 cfs 0.044 af
Pond EX OWS: Existing Oil/WaterSeparator Peak Elev=244.26' Inflow=0.84 cfs 0.044 af
12.0" Round Culvert n=0.012 L=48.0' S=0.0458 '/' Outflow=0.84 cfs 0.044 af
Pond P1: Existing Drywell Peak Elev=245.82' Storage=2 cf Inflow=0.21 cfs 0.011 af
Outflow=0.21 cfs 0.011 af
Total Runoff Area = 2.620 ac Runoff Volume = 0.073 af Average Runoff Depth = 0.34"
59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 4
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af, Depth> 0.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
18,157 39 >75% Grass cover, Good, HSG A
1,307 30 Woods, Good, HSG A
17,981 98 Paved parking, HSG A
37,445 67 Weighted Average
19,464 51.98% Pervious Area
17,981 48.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
18.6 158 Total
Subcatchment DA1: Subcatchment #1
Hydrograph
� , , � � � , , �
� i i �---�I-- � _ i i II i I I i I _ - ❑Runoff
0.15� ' I � � r � -�-- �--�--,-- � �--T--r--�--�---�--�--T--r--r -
� � � � � � � � 0.14 cfs � � � � � � � � � �
-��-- ---- ---�--+—� -�---� --�--�—+—�--�---
.-T�pe�Il �4�fir__��- � � � � � � � � � � � � �
0.14.' � � � � �� �� � � � � � � � � � � � � �
-------------- -------------- -
°�3 -1�� Y��ar Rainfall=2.24" �� _ � � � � � � � � � � �
-, -y--t--t--r--i---i--rt--t--r--i-- �
0.12 � � � --I�--I� --�--�---�---�--I�--�--�--�---
o.,, Ra'n I��ff J4rea'=3;'�;�k4� s# �, �, �, �, �, �, �, �, �, �,
F�u_nofif V_al_u_ --e ,0.0'1$' af -,--T--r ' ' ' �--T--r '
o.,- �
-- - - - - � -�--+—�--�---�---�--�—+—�--�-
� 0.09 ' i ,� il il il il il i i i i i
� . -R�no�ff D�p�h>�0.2��--; --;--;--;--;--;--,---,--;--;--;--,--
3 p.pg i i i i i i i i i i i i i i i i
p - - 7-��--���- -i--7--7--r--r--i---i--rt--t--r--r--
LL o.o� Flo;w �Le;ngth'=�1'�,v8 '�--1- -'�--�--i--L--'�---'�---'1--1--1--L--'�---
0.06 -T�=;_1.8�fi�in'�---��---��---�-- ��- '� '�--�� -- ��--��---��---��--��-- ��--��--��- -
o.os� �� _�I�F=��-�,�--;--�,--�,--�,--;--;- � � � � � � � � ��
� � � � � � � � � �__�—�—�__�___�__�—�—�__�___
0.04 � � � � � � � � � � � � � � � � � �
__�___�__�__i__i__i__i___i__i__�_ __-__�__�__�___�__i__�__�__'�___
0.03.
--, - -- -- --r--�---�--�--rt-- - _ , - -- -- --
OA2� --'---'---'--' _I' --'---'- I' -- I' 1---' --'---'-
0.01 I I I I I I I II I I �
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 5
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.05 0.04
12.50 1.65 0.08 0.07
13.00 1.73 0.10 0.03
13.50 1.79 0.11 0.03
14.00 1.84 0.13 0.02
14.50 1.88 0.14 0.02
15.00 1.91 0.15 0.02
15.50 1.94 0.16 0.02
16.00 1.97 0.16 0.01
16.50 2.00 0.17 0.01
17.00 2.02 0.18 0.01
17.50 2.04 0.19 0.01
18.00 2.06 0.19 0.01
18.50 2.08 0.20 0.01
19.00 2.10 0.21 0.01
19.50 2.12 0.21 0.01
20.00 2.13 0.22 0.01
20.50 2.15 0.22 0.01
21.00 2.16 0.23 0.01
21.50 2.17 0.23 0.01
22.00 2.19 0.24 0.01
22.50 2.20 0.24 0.01
23.00 2.21 0.25 0.01
23.50 2.23 0.25 0.01
24.00 2.24 0.25 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 6
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Depth> 1.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
3,399 39 >75% Grass cover, Good, HSG A
16,584 98 Paved parking, HSG A
19,983 88 Weighted Average
3,399 17.01% Pervious Area
16,584 82.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Paved Kv= 20.3 fps
9.5 90 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
� � _� � _�__'__ 1__J__1__ � _�__�_ � � _�_ � _1__1 � _�__
� � � � � � � � � � � � � � � � � � � � ❑Runoff
0.9 - - -- --'---'---1--J--1- '--�- '-- '---'---'---'--1 -=--'---'---
� � � � � 0.84 cfs � � � � � � � � � � �
0.85. � � � � � � � � � � � � � � �
o.s T�pe=�1124,-�ir= �-_-,- - - ',-- ', -- , -,I_-, -,-- , - , --, --,--
-- -- �- -�- - - -
� � � � �--;--; -, -,--;--;--; -,- -
075 ' � n , � � � � � � � � � �
1���-Y��e�r��Fr�fall'���.2� , --;--;-- ,-----------;--;--,---,---
0.7: -' --' --' __--'-' ,--'--'-- i i i i i i -'--'-
_Ru_i�off J,4rea-1'9_,�8�sf --,--7--r--�---� --�--�--T--r--�
ass:�" � � � � � � � � � �
0.6� � -F�unoff Vo�lu' - � ���--;--;--;--�,--�---�--;--;--;--
0.55 rne��•044 af � � � � � � � � � �,_ _
- A - �--y--t--t -r--i --i--rt--t--r--i---
c�i 0.5 _ ��,-1� �� � i i i i i i i i i �
Ru-noff De t
_ p "�6� - '--�--�-�--�---�---�--�-+-r--�--
F10 n th � � � � � � � � � � �
0 0.45 " - `-,�- +-- �-- � -+--+ --�--+-+--�---�---�--�-+-�--�--
LL 0.4 . 'W �Le, g ,=90 � � � � � � � � � � � � � �
-�--------- - -------�--�-+-� --�--�-�--�---�---�--�-�-�--�-
0.35 -i'I���:'I�-��� -i --1--J--1--1- --�--1--L--1---'---'--1--1--L--li--
0.3� j'��r � -'---'---1--J--1--1- -�--1--L--1---'---'--1--1--L--1--
0.25. �I1�1;���,� �� �- ' --'---' I� ', -I' I' '- -'---'---'--�� � �- ' _
- - -- -- -- --
0.2. i i i i i i i i --i - i-- i -- i - i i i i-- i --i -i-
--- ' ---�--i--------i--i--�--� --i--i--i----------i--i--i--
0.15 � � � � � � � � � � � � I I I � � � �
0.1� --,- --,- --,---, --,---,---,---,--;-- ; -- - --,- --,- --,--;-----,---,- -
� --;---;--�,--�,--�,---;---;--�,--�,-- �,-
, --',- -- ',---',---�---
OA5 ' � �� �
0 . .. . . . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 7
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.01 0.00
10.00 0.41 0.01 0.01
10.50 0.46 0.02 0.01
11.00 0.53 0.04 0.02
11.50 0.63 0.08 0.04
12.00 1.49 0.57 0.83
12.50 1.65 0.69 0.09
13.00 1.73 0.75 0.05
13.50 1.79 0.80 0.04
14.00 1.84 0.84 0.03
14.50 1.88 0.87 0.03
15.00 1.91 0.89 0.03
15.50 1.94 0.92 0.02
16.00 1.97 0.94 0.02
16.50 2.00 0.96 0.02
17.00 2.02 0.98 0.02
17.50 2.04 1.00 0.02
18.00 2.06 1.02 0.02
18.50 2.08 1.03 0.01
19.00 2.10 1.05 0.01
19.50 2.12 1.06 0.01
20.00 2.13 1.07 0.01
20.50 2.15 1.08 0.01
21.00 2.16 1.10 0.01
21.50 2.17 1.11 0.01
22.00 2.19 1.12 0.01
22.50 2.20 1.13 0.01
23.00 2.21 1.14 0.01
23.50 2.23 1.15 0.01
24.00 2.24 1.16 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 8
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
16,203 39 >75% Grass cover, Good, HSG A
29,362 30 Woods, Good, HSG A
8,252 98 Paved parking, HSG A
53,817 43 Weighted Average
45,565 84.67% Pervious Area
8,252 15.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Woodland Kv= 5.0 fps
16.0 123 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
__.________ ,__ �__ _____,___�__ �_ ,___ __ ___ __ __ - � - - - -- - � -
1- ,� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� � � �� � �, ❑Runoff
'� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� �'�TYpe I I��,2�-h'�,r
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 1 ���Year R�ainfall=2.�24��..
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, F�u;noff 'Area�,=53,817 sf
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Ru noff'�,Vo lu m',e=',O.00p af
� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� Ru noff���Depth=� 0.��00';..
° ', ', ', ', ', ', ', ', ', ', ', ', ', ', ', F low'�Len gth=123'
LL i I I I I I I I I I I I I i i I I ,
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Tc='�6.',0 'r,n i�
��� ��� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� ��� ��� ��� C N��4�
0.00 cfs � � � � � � � � � � � � � � � � � � � � � �
o- . ., ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 9
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.00 0.00
12.50 1.65 0.00 0.00
13.00 1.73 0.00 0.00
13.50 1.79 0.00 0.00
14.00 1.84 0.00 0.00
14.50 1.88 0.00 0.00
15.00 1.91 0.00 0.00
15.50 1.94 0.00 0.00
16.00 1.97 0.00 0.00
16.50 2.00 0.00 0.00
17.00 2.02 0.00 0.00
17.50 2.04 0.00 0.00
18.00 2.06 0.00 0.00
18.50 2.08 0.00 0.00
19.00 2.10 0.00 0.00
19.50 2.12 0.00 0.00
20.00 2.13 0.00 0.00
20.50 2.15 0.00 0.00
21.00 2.16 0.00 0.00
21.50 2.17 0.00 0.00
22.00 2.19 0.00 0.00
22.50 2.20 0.00 0.00
23.00 2.21 0.00 0.00
23.50 2.23 0.00 0.00
24.00 2.24 0.00 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 10
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af, Depth> 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
2,886 98 Paved parking, HSG A
2,886 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
-�---�--�--1—L--1---�--�----- _ _---- �-- --� --�---�---�--1--1-- ----
0.23 --i --i--�--7--r--r- r-�-- i--�- I� --r -r--Ir--�--- �-- --i-- ❑Runoff
o.zz � � � � � � � � 0.21 cfs I---',- ', -- ',---',--- I { --I --',---
-- -----,--;--,----- ---,-- �
0.21 --' --'--�--1--L--1-- '--�__ �---�- _ �-- -
-
; � : Type 1:1-'2�-h�,r--
--' - -- --
oz �---I--;--�—r--�---�--,--, �
o.�s --, --,--',--', --',---',-- �,---��--��--+--�� -��,1��ar-Rainf�ll=2�2�..-
0.18 --' --'--�--1—L--1-- 1--J--1--=—L -- '---
o.,� --�� --��--;--;--�,--��,- ��--,--;-----�r '',RunOff �4rea-=2,8$6-�� -
o.�s --, --,--;--;--,---�- � � ' �
o.�s. --� --�--;--;--;--�,-- �, -J,--; - '�, -- Runofif'VoCume=Q.O'l'l-:afi -
0.14 --�---�--�--7—r--�-- � -�--� -*—r
� o.�s --', --',--',--', --',---�,-- �,---�,--�,--�, -- Runoffi Depth>2=.01,..- -
� �.,2
-- ----�--1—L--1-- 1--J--1--1--I _�
0 0.11 --I---�--�--rt--r--r--�--�--rt--t--r --�- - - -
LL o.1 : --,---,--;--;--,---,---,---,--�--�--- �--�--�-- ,---,---, Tc=6._O-min-
0.09 --'---'--�--1—L--1---'--J--1--1— --�--1--L--1---'---'--�-
� � � � � � � � � � � � � � � � � � CN=�+�--
0.08: --r--i--�--rt--r--r--i--�--rt--T--r --�--7--r--r--i---i--rt--- - i
0.07 " --�__�__�__�__�__�__�___�__�__�__ �__�__�__�__�__�___�__�__�__�__�___
0.06_ --'---'--�--1—L--1---'--J--1--=—� '--�--1--L--1---'---'--1--1--L--1---
OA5 ' --r--i--y--rt--r--r--i--y--rt--+-- --i--y--+--r--r--i---i--rt--+--r--i---
0.04-" � � � � � � � � � � � � � � � � � _
' _ '
-----,--;--i--i--i---i--i--i--i--,-
-i--------i--i-- � �
0.03._ - - - - - - - _ - - - - -
OA2 -- ---- -- -- --�.- ---, , . - - - - --�--
0.01
0 , , , „ , , ,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 11
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.01 0.00
3.50 0.09 0.01 0.00
4.00 0.11 0.02 0.00
4.50 0.12 0.02 0.00
5.00 0.14 0.03 0.00
5.50 0.16 0.04 0.00
6.00 0.18 0.06 0.00
6.50 0.20 0.07 0.00
7.00 0.22 0.09 0.00
7.50 0.24 0.10 0.00
8.00 0.27 0.12 0.00
8.50 0.30 0.14 0.00
9.00 0.33 0.17 0.00
9.50 0.37 0.20 0.00
10.00 0.41 0.23 0.00
10.50 0.46 0.28 0.01
11.00 0.53 0.34 0.01
11.50 0.63 0.44 0.02
12.00 1.49 1.27 0.19
12.50 1.65 1.42 0.02
13.00 1.73 1.51 0.01
13.50 1.79 1.57 0.01
14.00 1.84 1.61 0.01
14.50 1.88 1.65 0.01
15.00 1.91 1.69 0.00
15.50 1.94 1.72 0.00
16.00 1.97 1.75 0.00
16.50 2.00 1.77 0.00
17.00 2.02 1.79 0.00
17.50 2.04 1.82 0.00
18.00 2.06 1.84 0.00
18.50 2.08 1.86 0.00
19.00 2.10 1.87 0.00
19.50 2.12 1.89 0.00
20.00 2.13 1.91 0.00
20.50 2.15 1.92 0.00
21.00 2.16 1.93 0.00
21.50 2.17 1.95 0.00
22.00 2.19 1.96 0.00
22.50 2.20 1.97 0.00
23.00 2.21 1.99 0.00
23.50 2.23 2.00 0.00
24.00 2.24 2.01 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 12
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.318 ac, 60.19% Impervious, Inflow Depth > 0.57" for 1 Year event
Inflow = 0.89 cfs @ 12.02 hrs, Volume= 0.062 af
Outflow = 0.89 cfs @ 12.02 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
' ---'- -'--� _'---�_ �--'--I `--'- -'---'--'--' --'--'--'--' --'--
. . I. I . . . 1I ❑Inflow
� � � � � � � 0.89 cfs I L--��---��--i--�L--��--�--L--��---��-- ❑outfioW
__�_ _�
0.95 � � —� -�---�--�—�--�--�—�--� --�--
09 I�nflow'�Are:a :1-!� � � � � � � � � � � �
_ ,-+--�---�--�-�--�--�-+--�---�-_
�.85�
� � � � � � � i i i i i i i i i �
--i-- � --r--r--i--- --� --i--- -- �--r--r--i--rt--r--i--�--r--r--i--
0.8
--i--,--r--�i---�i--�--�r--�i--,--, - --r--�i---�i--�--�r--�i--�--r--�i---��--
075 - - - - - - - -
07 i_ i__i__i _i__i__i _i_ i_ � i__i__i _i__i__i _i_ i__i__i _i_ _
,
' --�--�i--�i--�---�--�i--�i--�--�i- �i--�i--�---�--�i--�---�--�i--�i--�---�--
0.65.'� � � � � � � � � � � � � � � � � � � � � �
' ------------------------- _----------------------------_
�� � � i i i i i i i i i � � i i i i i i i i i �
0.6-: �
� --'--�--L—L--1--1—L--1--�---- '--L--'--J--1—L--1--1--L--1---1__
w 0.55. � � � � � � � � � � � � � � � � � � � � �
u ----�—�--�---�--�—�--�--�-- —�--�---�--�—�--�--�—�--�---�--
,
r- ' ' i i i i i i i i i i i i i i i i i �
0.5 '
3 ' --i--1--+--i---i--�--r--i--1- '--r--i---i--+--r--i--�--r--i---i__
� 0.45 -y--r--r--i--rt--r--i--y-- - --r--r--i--rt--r--i--�--r--r--i-
lL --I- -
0.4
--i--�--r--�i--�i--�--��--�i--�-- �- --r--�i--�i--�--��--�i--�--r--�i--��--
0.35.
� i i i i i � � i i i i i i i i i �
--�--------�---�--------�----_ _ ------------------------------
0.3�'' i i i i i i i i i � i i i i i i i i i i i
' ----i--i-------i--i----i-___ =-----------------------------
0.25 � � � � � � � � � � � � � � � � � � �
0.2 i -�--L--1---1--1--L--1--�-- �- --i -�---�--1--L--1--�--L--�---i--
' ---
' i i i i i i i i i � � � � � i � � �
0.15,..� ,' --'--�--'---'---'--�—�--'— '__ �
0.1'� ' �
0.05
0... . .:: ... . .....:. . .... : . . . �,,. ,, ._ . ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 13
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.01 0.01
10.50 0.01 0.01
11.00 0.02 0.02
11.50 0.04 0.04
12.00 0.87 0.87
12.50 0.16 0.16
13.00 0.09 0.09
13.50 0.07 0.07
14.00 0.05 0.05
14.50 0.05 0.05
15.00 0.04 0.04
15.50 0.04 0.04
16.00 0.03 0.03
16.50 0.03 0.03
17.00 0.03 0.03
17.50 0.03 0.03
18.00 0.03 0.03
18.50 0.03 0.03
19.00 0.02 0.02
19.50 0.02 0.02
20.00 0.02 0.02
20.50 0.02 0.02
21.00 0.02 0.02
21.50 0.02 0.02
22.00 0.02 0.02
22.50 0.02 0.02
23.00 0.02 0.02
23.50 0.02 0.02
24.00 0.02 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 14
Summary for Reach DP2: Discharge Point 2
InflowArea = 1.235 ac, 15.33% Impervious, Inflow Depth = 0.00" for 1 Year event
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
-�-- --� � � � � � �— --�---,---�-- --�—� � — --�---�---�--
,�_ �il �i ��, �i �i �i �i ��, �i �i �i �i �i I� �, ' � ' I' ❑If1fIOW
� � ❑OutfloW
�, �, �, �, �, �, �, �, �, �, �, I'�,nf;lo'w '�,Area=1 .i235 ac
y ' I I I I I I I I I I I I I I I I I I I I I I
� ' I I I I I I I I I I I I I I I I I I I I I I
U
3 ' I I I I I I I I I I I I I I I I I I I I I I
p ' I I I I I I I I I I I I I I I I I I I I I I
LL ' I I I I I I I I I I I I I I I I I I I I I i
'i i i i i i I i 'i i i i i i i 'i 'i i 'i 'i
0.00 cfs
o- . . - � .. - � � � _. -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 15
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.00 0.00
13.00 0.00 0.00
13.50 0.00 0.00
14.00 0.00 0.00
14.50 0.00 0.00
15.00 0.00 0.00
15.50 0.00 0.00
16.00 0.00 0.00
16.50 0.00 0.00
17.00 0.00 0.00
17.50 0.00 0.00
18.00 0.00 0.00
18.50 0.00 0.00
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 16
Summary for Pond DOT1: Existing DOT Catch Basin #1
InflowArea = 0.860 ac, 48.02% Impervious, Inflow Depth > 0.25" for 1 Year event
Inflow = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af
Outflow = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min
Primary = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.44' @ 12.17 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.23' 12.0" Round Culvert
L= 100.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.23'/241.53' S= 0.0270 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.14 cfs @ 12.17 hrs HW=244.44' (Free Discharge)
L1=Culvert (Inlet Controls 0.14 cfs @ 1.23 fps)
Pond DOT1: Existing DOT Catch Basin #1
Hydrograph
� __ __ __'__ � __ ____
- - - - - - - - --- �--� - ��-- -�--- -�---�---� ❑Inflow
0.16 . � � � � � � � � � � ❑ Pnmary
ln_flow_ !Area 0.=8� 0.�4 �fs -r -�--�-fi-r--�--�-r--�--y
o.1s � � ' � � � � � � � � � �
� __ _ —�--�--�—�—�--�--�—�--�---�--
o.1n , , , � � � � � � � � � �
Pea�C-Elev=244.4�' ---�,---�,--�,-- �,---�,---�,--�,--�,---�,---�,--
0.13 �� '
0.12 ��].V�r�--�- �� r -- r=-��--��--�--r--��--��--�--��--��--�--
, ,
L , : -�--i--�—+—�--i--�—�--i--�-
0.11 � � � � � � � � � � � � �
o., Round Culvert'�-- ,--; - , --;--,--;--;--;--,--;--;--,---,--
w 0.09 I�i��.Ql� , _ r - --�,I--�,--�,-- �,I--�, --�,--�,--�,I--�,---�,- -
y
r--�- - -r--i--�—+—r--i--�—r--i--�-
3 0.08� � � � � � � � � � ��� � �� � � � � � � � � � �
o - '--�--'--�__ ._ —�--'--�--1—L--1--1—L--1--�
LL 0.07� �=',��o.�����- � � � � � � � � � � � � � � �
i i i � i i i i i i i i i i
------------ -'----------—___ ----------------------------_
0.06 � � � � � � � � � � � � � � �
0.05 �='0.027Q-'�'-�--�--,- , �--�--,--T-�--�--�-�--�--,--
____ __ _ _ _- --'�--'�--�-__ _-'�-'-�--'�--'�--�--'�--'�--�-
o.on � � � � � � � - � � � � � � � � -
o.os --,--;-- ,---,---,--;--,---,--�_ _ - -----
_ '' - '--'--'�--'�-,'-'--'---'--'
o.oz:
o.o� :
o .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1�5 16 1�7 18 19 2f0 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 17
Hydrograph for Pond DOT1: Existing DOT Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.23 0.00
0.50 0.00 244.23 0.00
1.00 0.00 244.23 0.00
1.50 0.00 244.23 0.00
2.00 0.00 244.23 0.00
2.50 0.00 244.23 0.00
3.00 0.00 244.23 0.00
3.50 0.00 244.23 0.00
4.00 0.00 244.23 0.00
4.50 0.00 244.23 0.00
5.00 0.00 244.23 0.00
5.50 0.00 244.23 0.00
6.00 0.00 244.23 0.00
6.50 0.00 244.23 0.00
7.00 0.00 244.23 0.00
7.50 0.00 244.23 0.00
8.00 0.00 244.23 0.00
8.50 0.00 244.23 0.00
9.00 0.00 244.23 0.00
9.50 0.00 244.23 0.00
10.00 0.00 244.23 0.00
10.50 0.00 244.23 0.00
11.00 0.00 244.23 0.00
11.50 0.00 244.23 0.00
12.00 0.04 244.33 0.04
12.50 0.07 244.37 0.07
13.00 0.03 244.33 0.03
13.50 0.03 244.32 0.03
14.00 0.02 244.31 0.02
14.50 0.02 244.30 0.02
15.00 0.02 244.30 0.02
15.50 0.02 244.30 0.02
16.00 0.01 244.29 0.01
16.50 0.01 244.29 0.01
17.00 0.01 244.29 0.01
17.50 0.01 244.29 0.01
18.00 0.01 244.29 0.01
18.50 0.01 244.29 0.01
19.00 0.01 244.28 0.01
19.50 0.01 244.28 0.01
20.00 0.01 244.28 0.01
20.50 0.01 244.28 0.01
21.00 0.01 244.28 0.01
21.50 0.01 244.28 0.01
22.00 0.01 244.28 0.01
22.50 0.01 244.28 0.01
23.00 0.01 244.28 0.01
23.50 0.01 244.28 0.01
24.00 0.01 244.28 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 18
Summary for Pond EX CB1: Existing Catch Basin #1
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event
Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min
Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.04' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 246.51' 12.0" Round Culvert
L= 128.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 246.51'/245.23' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=247.04' (Free Discharge)
L1=Culvert (Inlet Controls 0.84 cfs @ 1.96 fps)
Pond EX CB1: Existing Catch Basin #1
Hydrograph
_ _ J _ __ I __ ___ _' __ __
❑Inflow
_ _ � - - --�_ �_ � _�-� �--� �--� __ ❑ Primary
0.9" �� ' '
� � � 1nf,low 'A� e � D.- 0.84 �fs --'� -'�--�--�-� -�--� �--� �
0.85 -� � � � � � �� � � � � � � � � � � �
� __ __ __ -�--�--�-�-�--�--�-�--�---�-_
08 � � � � � � � � � � � �
Peak-El�v=24�:04`� ' -L--�--�--1-L--1--1-L--1--�
075 _ , ___ �__ , . __ _-� --� � � � � � � � � �
_ -�-�-�--�--�-�--�---�-
07 -�_�.0�';�--- I --- --I -�--�--�--�-�--�--�-�--�---�--
0.65 , , ,
__p,__ , .__,._ . __ -�--�--�-�-�--�--�-�--�---�-_
0.6. � -1�C�U��' ���d���'�- -� � -�--�--�-�-�--�--�-�--�---�--
,.-. 0.55. � � � � � � � � � �
y ,. , __'i. ._ '___�__I__i__i__�__I__i__�__I __I__
� 0.5 'r�=�.012 � - ' ' ' - -
,
- , -�--�- - -�--�--�-+-�--�--�-�--�--�-
3 0.45 ' ' ' ' ' ' '
o �--� _�--�- i --i�--�i--i--i--i�--�i--i--i�--�i --�i-_
LL o.4 'L='1�8�'�`--- - ' - -
, .
, ,
- -�--�- � � -�--�--�-+-�--�--�-�--�--�-
0.35 �=0.01D(�'/F � � � _ � � � � � � � � � _ � -
-�--�- � -�--�--�-�-�--�--�-�--� -�-
o.s -' i i i i i i i i i i i i i
- ---- -�--�- � -�--�--�-+-�--�--�-�--�---�-
0.25 ' � � � � � � � � � � � � � � �
--- '-- �--�--�--' --�--i--�- -�--i--�-�-�--i--�-�--i---i--
0.2: '
�� � i i i i i i i i i i i i i i i i i i
--i--�-+-�-�-+-�--i--�--- -�--i--�-+-�--i--�-�--i--�--
0.15; � �
-- ,-- -
0.1
0.05;
0 ;
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 19
Hydrograph for Pond EX CB1: Existing Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 246.51 0.00
0.50 0.00 246.51 0.00
1.00 0.00 246.51 0.00
1.50 0.00 246.51 0.00
2.00 0.00 246.51 0.00
2.50 0.00 246.51 0.00
3.00 0.00 246.51 0.00
3.50 0.00 246.51 0.00
4.00 0.00 246.51 0.00
4.50 0.00 246.51 0.00
5.00 0.00 246.51 0.00
5.50 0.00 246.51 0.00
6.00 0.00 246.51 0.00
6.50 0.00 246.51 0.00
7.00 0.00 246.51 0.00
7.50 0.00 246.51 0.00
8.00 0.00 246.51 0.00
8.50 0.00 246.52 0.00
9.00 0.00 246.53 0.00
9.50 0.00 246.54 0.00
10.00 0.01 246.55 0.01
10.50 0.01 246.56 0.01
11.00 0.02 246.58 0.02
11.50 0.04 246.61 0.04
12.00 0.83 247.04 0.83
12.50 0.09 246.68 0.09
13.00 0.05 246.64 0.05
13.50 0.04 246.62 0.04
14.00 0.03 246.61 0.03
14.50 0.03 246.60 0.03
15.00 0.03 246.60 0.03
15.50 0.02 246.59 0.02
16.00 0.02 246.59 0.02
16.50 0.02 246.58 0.02
17.00 0.02 246.58 0.02
17.50 0.02 246.58 0.02
18.00 0.02 246.58 0.02
18.50 0.01 246.57 0.01
19.00 0.01 246.57 0.01
19.50 0.01 246.57 0.01
20.00 0.01 246.57 0.01
20.50 0.01 246.57 0.01
21.00 0.01 246.56 0.01
21.50 0.01 246.56 0.01
22.00 0.01 246.56 0.01
22.50 0.01 246.56 0.01
23.00 0.01 246.56 0.01
23.50 0.01 246.56 0.01
24.00 0.01 246.56 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 20
Summary for Pond EX CB2: Existing Catch Basin #2
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event
Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min
Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.76' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.23' 12.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.23'/244.93' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=245.76' (Free Discharge)
L1=Culvert (Inlet Controls 0.84 cfs @ 1.96 fps)
Pond EX CB2: Existing Catch Basin #2
Hydrograph
_ _ J _ __ I __ ___ _' __ __
❑Inflow
_ _ � - - --�_ �_ � _�-� �--� �--� __ ❑ Primary
0.9" �� ' '
� � � 1nf,low 'A� e � D.- 0.84 �fs --'� -'�--�--�-� -�--� �--� �
0.85 -� � � � � � �� � � � � � � � � � � �
� __ __ __ -�--�--�-�-�--�--�-�--�---�-_
08 � � � � � � � � � � � �
Peak-Ei�v=24�'.76' -L--�--�--1-L--1--1-L--1--�
075 _ , ___ �__ , . __ __�- --� � � � � � � � � �
_ -�-�-�--�--�-�--�---�-
07 -�_�.0�';�--- I --- --I -�--�--�--�-�--�--�-�--�---�--
0.65 , , ,
__p,__ , .__,._ . __ -�--�--�-�-�--�--�-�--�---�-_
0.6. � -1�C�U��' ���d���'�- -� � -�--�--�-�-�--�--�-�--�---�--
,.-. 0.55. � � � � � � � � � �
y . .,. , __'i. ._ '___�__I__i__i__�__I__i__�__I __I__
� 0.5 'r�=�.012 - - ' ' ' - -
,
- �- � -�--�- - -�--�--�-+-�--�--�-�--�--�-
3 0.45 ' ' ' ' '
o -�-+-�--�--�- -�--�--�-�-�--�--�-�--�---�--
LL o.4 - 'L_=_3�0�� � � � � � � � � � � � � � �
,
--' -�--! -�--�--�- r-�--�--�-+-�--�--�-�--�--�--
0.35 �=0.01D(�'/F � � � _ � � � � � � � � � _ � -
-�--�- � -�--�--�-�-�--�--�-�--� -�-
o.s -' i i i i i i i i i i i i i
- ---- -�--�- � -�--�--�-+-�--�--�-�--�---�-
0.25 ' � � � � � � � � � � � � � � �
--- '-- �--�--�--' --�--i--�- -�--i--�-�-�--i--�-�--i---i--
0.2: '
�� � i i i i i i i i i i i i i i i i i i
--i--�-+-�-�-+-�--i--�--- -�--i--�-+-�--i--�-�--i--�--
0.15; � �
-- ,-- -
0.1
0.05;
0 ;
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 21
Hydrograph for Pond EX CB2: Existing Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.23 0.00
0.50 0.00 245.23 0.00
1.00 0.00 245.23 0.00
1.50 0.00 245.23 0.00
2.00 0.00 245.23 0.00
2.50 0.00 245.23 0.00
3.00 0.00 245.23 0.00
3.50 0.00 245.23 0.00
4.00 0.00 245.23 0.00
4.50 0.00 245.23 0.00
5.00 0.00 245.23 0.00
5.50 0.00 245.23 0.00
6.00 0.00 245.23 0.00
6.50 0.00 245.23 0.00
7.00 0.00 245.23 0.00
7.50 0.00 245.23 0.00
8.00 0.00 245.23 0.00
8.50 0.00 245.24 0.00
9.00 0.00 245.25 0.00
9.50 0.00 245.26 0.00
10.00 0.01 245.27 0.01
10.50 0.01 245.28 0.01
11.00 0.02 245.30 0.02
11.50 0.04 245.33 0.04
12.00 0.83 245.76 0.83
12.50 0.09 245.40 0.09
13.00 0.05 245.36 0.05
13.50 0.04 245.34 0.04
14.00 0.03 245.33 0.03
14.50 0.03 245.32 0.03
15.00 0.03 245.32 0.03
15.50 0.02 245.31 0.02
16.00 0.02 245.31 0.02
16.50 0.02 245.30 0.02
17.00 0.02 245.30 0.02
17.50 0.02 245.30 0.02
18.00 0.02 245.30 0.02
18.50 0.01 245.29 0.01
19.00 0.01 245.29 0.01
19.50 0.01 245.29 0.01
20.00 0.01 245.29 0.01
20.50 0.01 245.29 0.01
21.00 0.01 245.28 0.01
21.50 0.01 245.28 0.01
22.00 0.01 245.28 0.01
22.50 0.01 245.28 0.01
23.00 0.01 245.28 0.01
23.50 0.01 245.28 0.01
24.00 0.01 245.28 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 22
Summary for Pond EX CB3: Existing Catch Basin #3
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event
Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min
Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.46' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.93' 12.0" Round Culvert
L= 20.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.93'/243.73' S= 0.0600 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=245.46' (Free Discharge)
L1=Culvert (Inlet Controls 0.84 cfs @ 1.96 fps)
Pond EX CB3: Existing Catch Basin #3
Hydrograph
_ _ J _ __ I __ ___ _' __ __
❑Inflow
_ _ � - - --�_ �_ � _�-� �--� �--� __ ❑ Primary
0.9" �� ' '
� � � 1nf,low 'A� e � D.- 0.84 �fs --'� -'�--�--�-� -�--� �--� �
0.85 -� � � � � � �� � � � � � � � � � � �
� __ __ __ -�--�--�-�-�--�--�-�--�---�-_
08 Peak-Ei�v=24�.46' '---',L--'�,--;-- ';--',L--'�,--;--',L--'�,--�,
o.7s _ , ___ �__ , . __ --�--�-
_ -�-�-�--�--�-�--�---�-
07 -�_�.0�';�--- I --- . -�--�--�--�-�--�--�-�--�---�--
0.65 , ,
__p,__ , .__,._ . __ -�--�--�-�-�--�--�-�--�---�-_
0.6. � -1�C�U��' ���d���'�- -� � -�--�--�-�-�--�--�-�--�---�--
,.-. 0.55. � � � � � � � � � �
y . .,. , __'i. ._ '___�__I__i__i__�__I__i__�__I __I__
� 0.5 'r�=�.012 - - ' ' ' - -
,
- �- � -�--�- - -�--�--�-+-�--�--�-�--�--�-
3 0.45 ' ' ' ' '
° 'L- -�-+ -'�--'�- � . _-'�--'�--�-�--'�--'�--�--'�--'� --�'--
LL 04 ��V.Or � � � � � � � � � � � � � �
,
' �- -�--i- � � -�--i--�-+-�--i--�-�--i--�-
0.35 � � � � � � � � � � � � � � �
�=0.060(�,f�-�--�- � : --�--�--�-�-�--�--�-�--� --�-_
o.s i i i � i i i i i i i i i i
- - -�--�- � -�--�--�-+-�--�--�-�--�---�-
0.25 � � � � � � � � � � � � � � �
--- '- '�- --�--' --�--i--�- -�--i--�-�-�--i--�-�--i---i--
0.2: '
�� � i i � i i i i i i i i i i i i i i i
--i--�-+-�-�-+-�--i--�--- -�--i--�-+-�--i--�-�--i--�--
0.15; � �
-- ,-- -
0.1
0.05;
0 ;
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 23
Hydrograph for Pond EX CB3: Existing Catch Basin #3
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.93 0.00
0.50 0.00 244.93 0.00
1.00 0.00 244.93 0.00
1.50 0.00 244.93 0.00
2.00 0.00 244.93 0.00
2.50 0.00 244.93 0.00
3.00 0.00 244.93 0.00
3.50 0.00 244.93 0.00
4.00 0.00 244.93 0.00
4.50 0.00 244.93 0.00
5.00 0.00 244.93 0.00
5.50 0.00 244.93 0.00
6.00 0.00 244.93 0.00
6.50 0.00 244.93 0.00
7.00 0.00 244.93 0.00
7.50 0.00 244.93 0.00
8.00 0.00 244.93 0.00
8.50 0.00 244.94 0.00
9.00 0.00 244.95 0.00
9.50 0.00 244.96 0.00
10.00 0.01 244.97 0.01
10.50 0.01 244.98 0.01
11.00 0.02 245.00 0.02
11.50 0.04 245.03 0.04
12.00 0.83 245.46 0.83
12.50 0.09 245.10 0.09
13.00 0.05 245.06 0.05
13.50 0.04 245.04 0.04
14.00 0.03 245.03 0.03
14.50 0.03 245.02 0.03
15.00 0.03 245.02 0.03
15.50 0.02 245.01 0.02
16.00 0.02 245.01 0.02
16.50 0.02 245.00 0.02
17.00 0.02 245.00 0.02
17.50 0.02 245.00 0.02
18.00 0.02 245.00 0.02
18.50 0.01 244.99 0.01
19.00 0.01 244.99 0.01
19.50 0.01 244.99 0.01
20.00 0.01 244.99 0.01
20.50 0.01 244.99 0.01
21.00 0.01 244.98 0.01
21.50 0.01 244.98 0.01
22.00 0.01 244.98 0.01
22.50 0.01 244.98 0.01
23.00 0.01 244.98 0.01
23.50 0.01 244.98 0.01
24.00 0.01 244.98 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 24
Summary for Pond EX OWS: Existing Oil/Water Separator
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event
Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min
Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.26' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 243.73' 12.0" Round Culvert
L= 48.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 243.73'/241.53' S= 0.0458 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=244.26' (Free Discharge)
L1=Culvert (Inlet Controls 0.84 cfs @ 1.96 fps)
Pond EX OWS: Existing Oil/Water Separator
Hydrograph
_ _ J _ __ I __ ___ _' __ __
❑Inflow
_ _ � - - --�_ �_ � _�-� �--� �--� __ ❑ Primary
0.9" �� ' '
� � � 1nf,low 'A� e � D.- 0.84 �fs --'� -'�--�--�-� -�--� �--� �
0.85 -� � � � � � �� � � � � � � � � � � �
� __ __ __ -�--�--�-�-�--�--�-�--�---�-_
08 Peak-Ei�v=244'.26' ---',L--'�,--;-- ';--',L--'�,--;--',L--'�,--�,
o.7s _ , ___ �__ , . __ __' --�--�-
_ -�-�-�--�--�-�--�---�-
07 -�_�.0�';�--- I --- --I -�--�--�--�-�--�--�-�--�---�--
0.65 , , ,
__p,__ , .__,._ . __ -�--�--�-�-�--�--�-�--�---�-_
0.6. � -1�C�U��' ���d���'�- -� � -�--�--�-�-�--�--�-�--�---�--
,.-. 0.55. � � � � � � � � � �
y . .,. , __'i. ._ '___�__I__i__i__�__I__i__�__I __I__
� 0.5 'r�=�.012 - - ' ' ' - -
,
- �- � -�--�- - -�--�--�-+-�--�--�-�--�--�-
3 0.45 ' ' ' ' '
� L-!'��.�r_�-+ _I�__I,_ � -�--�--�-�-�--�--�-�--� --�--
LL 0 4 � � � � � � � � � � � � � �
,
�� -I' -�--i- � +-�--i--�-+-�--i--�-�--i--�--
0.35 �=0.0458 'fF � � � _ � � � � � � � � � � _
-�--�- � -�--�--�-�-�--�--�-�--�---�-
o.s i i i i i i i i i i i i i
--�-- -- -- -- --�--�--�- -�--�--�-+-�--�--�-�--�---�--
0.25 � � � � � � � � � � � � � �
--- '--'�--'- --' --�--i--�- -�--i--�-�-�--i--�-�--i---i--
0.2: '
�� � i i i � i i i i i i i i i i i i i i
--i--�-+-�-�-+-�--i--�--- -�--i--�-+-�--i--�-�--i--�--
0.15; � �
-- ,-- -
0.1
0.05;
0 ;
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 25
Hydrograph for Pond EX OWS: Existing OiINVater Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 243.73 0.00
0.50 0.00 243.73 0.00
1.00 0.00 243.73 0.00
1.50 0.00 243.73 0.00
2.00 0.00 243.73 0.00
2.50 0.00 243.73 0.00
3.00 0.00 243.73 0.00
3.50 0.00 243.73 0.00
4.00 0.00 243.73 0.00
4.50 0.00 243.73 0.00
5.00 0.00 243.73 0.00
5.50 0.00 243.73 0.00
6.00 0.00 243.73 0.00
6.50 0.00 243.73 0.00
7.00 0.00 243.73 0.00
7.50 0.00 243.73 0.00
8.00 0.00 243.73 0.00
8.50 0.00 243.74 0.00
9.00 0.00 243.75 0.00
9.50 0.00 243.76 0.00
10.00 0.01 243.77 0.01
10.50 0.01 243.78 0.01
11.00 0.02 243.80 0.02
11.50 0.04 243.83 0.04
12.00 0.83 244.26 0.83
12.50 0.09 243.90 0.09
13.00 0.05 243.86 0.05
13.50 0.04 243.84 0.04
14.00 0.03 243.83 0.03
14.50 0.03 243.82 0.03
15.00 0.03 243.82 0.03
15.50 0.02 243.81 0.02
16.00 0.02 243.81 0.02
16.50 0.02 243.80 0.02
17.00 0.02 243.80 0.02
17.50 0.02 243.80 0.02
18.00 0.02 243.80 0.02
18.50 0.01 243.79 0.01
19.00 0.01 243.79 0.01
19.50 0.01 243.79 0.01
20.00 0.01 243.79 0.01
20.50 0.01 243.79 0.01
21.00 0.01 243.78 0.01
21.50 0.01 243.78 0.01
22.00 0.01 243.78 0.01
22.50 0.01 243.78 0.01
23.00 0.01 243.78 0.01
23.50 0.01 243.78 0.01
24.00 0.01 243.78 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 26
Summary for Pond P1: Existing Drywell
InflowArea = 0.066 ac,100.00% Impervious, Inflow Depth > 2.01" for 1 Year event
Inflow = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af
Outflow = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.1 min
Discarded = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.82' @ 11.97 hrs Surf.Area= 173 sf Storage= 2 cf
Plug-Flow detention time= 0.1 min calculated for 0.011 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 760.2 - 760.1 )
Volume Invert Avail.Storage Storage Description
#1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc)
808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids
#2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside#1
#4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc)
354 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
245.80 173 46.6 0 0 173
250.47 173 46.6 808 808 391
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
246.47 50 12.6 0 0 50
247.14 50 12.6 33 33 58
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
247.14 3 6.3 0 0 3
250.47 3 6.3 10 10 24
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
250.47 3 6.3 0 0 3
251.90 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=0.54 cfs @ 11.97 hrs HW=245.82' (Free Discharge)
L1=Exfiltration ( Controls 0.54 cfs)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 27
Pond P1: Existing Drywell
Hydrograph
--�-- --�---�-- -----�-- --�-- -- --�-- �—�--�-- --� --�-- -- --�-- --� --
---,--; --;--,--;--,---,--;--,-- -----r--�,--�,--r--�,--�, --��--�,--�, --r-- ❑InfIOW
� � � � � � � � � �
0.23 --i--i--i--i--i--i--i------ -----i----i--i-------------i-- ■Discarded
o.zz --�--�--�---�—+--�---�-- -- 0.21 cfs �- � �— �--
,- � � � � � � � � �
o.z, --,--;--,---,--;--,---,-- ,---,- Iafi;'Iow��,�►Ke��0:1�6���;a=�--
0.2 --�--�--�---�—�--�---�--a --�- _ ___�_ __ � - - `- -�_ � --
0.,9 --��--T--��---��--T--��---��--T--��-- --;--;�eak-Elev��45.82'�--
o.,s - - - - - - - _ _ _ --
0.17 -i--+--i---i--+--i- -i--+--i-- � -. ,,--r- � ' �VLV� Q�G �i�Li ��--
0.1&. --i__i__i__i__i__i__i__i__i__ ___�__i__i__i__i__i__i_ � __i__i__i__
0.15. --�--�--�---�--�--�---�--�--�-- __--�--�--1--�--'-- �--^ --'--�--�--
0.14. --��--�--�--�--T--�--�--r--�-- --�--r--�--I��--r--�--�� --r--�--�--r--
,
� , � �
, ,
-- °
N 0.13" -J--1--�---�--L--�--J--L--�-- --�--L--�--�--L--�--1--L--�--1—L--
w
y i i i i i i i i i � i i i i i i i i i i
�
0.12 , � -�--+—r--i—+--i--�—+--i-- --y—r--i--�—r--i--�—r--i--+—r--
0 0.11-" ------------------------- -- -�-----------------------------
LL 0.1 --�--�--�---�--+--�---�--�--�- -----�--�--�--�--�--'--�--�--�--�--
0.09 --i--7--r--i--rt--r--i--r--r- -- �--r--i--�--r--i--�--r--i--7--r--
0.08' - - - - - - - - --
OA7-�� -�--�—�--�—+--�--�—+--�- - —�--�--�—�--�--�—�--�--�—�--
0.06: --�__�__�__�__�__�__�__�__�_ __�__�__�__�__�__�__�__�__�__�__
0.05 - ' -1--1---'--L--'---'--�--'_ --L--'--�—�--'--1--L--1--1—L--
0.04 --i--7--r--i--rt--r--i--r--r --i--�--r--i--�--r--i--7--r--
0.03" � � � � ---------- � --------------- � �� -
OA2
0.01
0 . ,'. .. , ,- ., .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 28
Hydrograph for Pond P1: Existing Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 245.80 0.00
0.50 0.00 0 245.80 0.00
1.00 0.00 0 245.80 0.00
1.50 0.00 0 245.80 0.00
2.00 0.00 0 245.80 0.00
2.50 0.00 0 245.80 0.00
3.00 0.00 0 245.80 0.00
3.50 0.00 0 245.80 0.00
4.00 0.00 0 245.80 0.00
4.50 0.00 0 245.80 0.00
5.00 0.00 0 245.80 0.00
5.50 0.00 0 245.80 0.00
6.00 0.00 0 245.80 0.00
6.50 0.00 0 245.80 0.00
7.00 0.00 0 245.80 0.00
7.50 0.00 0 245.80 0.00
8.00 0.00 0 245.80 0.00
8.50 0.00 0 245.80 0.00
9.00 0.00 0 245.80 0.00
9.50 0.00 0 245.80 0.00
10.00 0.00 0 245.80 0.00
10.50 0.01 0 245.80 0.01
11.00 0.01 0 245.80 0.01
11.50 0.02 0 245.80 0.02
12.00 0.19 1 245.82 0.19
12.50 0.02 0 245.80 0.02
13.00 0.01 0 245.80 0.01
13.50 0.01 0 245.80 0.01
14.00 0.01 0 245.80 0.01
14.50 0.01 0 245.80 0.01
15.00 0.00 0 245.80 0.00
15.50 0.00 0 245.80 0.00
16.00 0.00 0 245.80 0.00
16.50 0.00 0 245.80 0.00
17.00 0.00 0 245.80 0.00
17.50 0.00 0 245.80 0.00
18.00 0.00 0 245.80 0.00
18.50 0.00 0 245.80 0.00
19.00 0.00 0 245.80 0.00
19.50 0.00 0 245.80 0.00
20.00 0.00 0 245.80 0.00
20.50 0.00 0 245.80 0.00
21.00 0.00 0 245.80 0.00
21.50 0.00 0 245.80 0.00
22.00 0.00 0 245.80 0.00
22.50 0.00 0 245.80 0.00
23.00 0.00 0 245.80 0.00
23.50 0.00 0 245.80 0.00
24.00 0.00 0 245.80 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 29
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=37,445 sf 48.02% Impervious Runoff Depth>1.00"
Flow Length=158' Tc=18.6 min CN=67 Runoff=0.91 cfs 0.072 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=19,983 sf 82.99% Impervious Runoff Depth>2.51"
Flow Length=90' Tc=9.5 min CN=88 Runoff=1.77 cfs 0.096 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=53,817 sf 15.33% Impervious Runoff Depth>0.09"
Flow Length=123' Tc=16.0 min CN=43 Runoff=0.01 cfs 0.009 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>3.53"
Tc=6.0 min CN=98 Runoff=0.35 cfs 0.020 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=2.38 cfs 0.168 af
Outflow=2.38 cfs 0.168 af
Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.009 af
Outflow=0.01 cfs 0.009 af
Pond DOT1: Existing DOT Catch Basin#1 Peak Elev=244.79' Inflow=0.91 cfs 0.072 af
12.0" Round Culvert n=0.012 L=100.0' S=0.0270 '/' Outflow=0.91 cfs 0.072 af
Pond EX CB1: Existing Catch Basin#1 Peak Elev=247.36' Inflow=1.77 cfs 0.096 af
12.0" Round Culvert n=0.012 L=128.0' S=0.0100 '/' Outflow=1.77 cfs 0.096 af
Pond EX CB2: Existing Catch Basin#2 Peak EIev=246.08' Inflow=1.77 cfs 0.096 af
12.0" Round Culvert n=0.012 L=30.0' S=0.0100 '/' Outflow=1.77 cfs 0.096 af
Pond EX CB3: Existing Catch Basin#3 Peak Elev=245.78' Inflow=1.77 cfs 0.096 af
12.0" Round Culvert n=0.012 L=20.0' S=0.0600 '/' Outflow=1.77 cfs 0.096 af
Pond EX OWS: Existing Oil/WaterSeparator Peak Elev=244.58' Inflow=1.77 cfs 0.096 af
12.0" Round Culvert n=0.012 L=48.0' S=0.0458 '/' Outflow=1.77 cfs 0.096 af
Pond P1: Existing Drywell Peak Elev=245.84' Storage=3 cf Inflow=0.35 cfs 0.020 af
Outflow=0.35 cfs 0.020 af
Total Runoff Area = 2.620 ac Runoff Volume = 0.196 af Average Runoff Depth = 0.90"
59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 30
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af, Depth> 1.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
18,157 39 >75% Grass cover, Good, HSG A
1,307 30 Woods, Good, HSG A
17,981 98 Paved parking, HSG A
37,445 67 Weighted Average
19,464 51.98% Pervious Area
17,981 48.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
18.6 158 Total
Subcatchment DA1: Subcatchment #1
Hydrograph
, __�_ , ;
1_, � � � � � � �� � � � � � � � � � � ❑Runoff
I I I I I I I 0.91 cfs I I I I I I I I I I
Type �,I I 24yh r, ��, ��, ��, �, �, ��, '�, '�, '�, '�, '�, '�, '�, '�, ��,
1���0 �Ye�a r���Ra i n f a���11=��3.�7'�' ,I ,II ,II ,II ,II ,II ,II ,II ,II ,II
Ru 'nol�ff Ar�a=317,44v sl;`f '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
Ru no�Ff �/o!lu 'r,ne=d.0�,72'�, af '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� Ru noff De�pth>��1 .00'` ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
° F lo�nr Le'n th=1'�58' '� '� '� '� '� '� '� '� '� '� '� '�
LL � � g � � : � � � � � � � � � � � �
Tc;18.6', m�,i n'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
CN��6���7 ��� ��� ��� ��� �'� �'� �'� � ��� ��� �'� �'� �'� �'� �'� �'� �'� ���
o- � � �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 31
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.00
12.00 2.50 0.36 0.53
12.50 2.77 0.48 0.27
13.00 2.91 0.54 0.12
13.50 3.01 0.59 0.09
14.00 3.09 0.63 0.07
14.50 3.16 0.67 0.06
15.00 3.22 0.70 0.05
15.50 3.27 0.72 0.05
16.00 3.32 0.75 0.04
16.50 3.36 0.77 0.04
17.00 3.40 0.79 0.04
17.50 3.44 0.81 0.04
18.00 3.47 0.83 0.03
18.50 3.50 0.85 0.03
19.00 3.54 0.87 0.03
19.50 3.56 0.89 0.03
20.00 3.59 0.90 0.03
20.50 3.61 0.91 0.02
21.00 3.64 0.93 0.02
21.50 3.66 0.94 0.02
22.00 3.68 0.95 0.02
22.50 3.71 0.97 0.02
23.00 3.73 0.98 0.02
23.50 3.75 0.99 0.02
24.00 3.77 1.01 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 32
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Depth> 2.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
3,399 39 >75% Grass cover, Good, HSG A
16,584 98 Paved parking, HSG A
19,983 88 Weighted Average
3,399 17.01% Pervious Area
16,584 82.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Paved Kv= 20.3 fps
9.5 90 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
' �' �' ' � � � � � � � � � ❑Runoff
, , , I � I � � 1.77 cfs I I I I I I I I I I
Type I I 24-h r ', � �� �� �� �� �� �� �� �� �� �
10 Year R�infall='3.77'�' ��� ��� ��� ��� ��� ��� ��� ��� ���
Ru noff �r�a=1 g,983 s�;`f '�, '�, '�, '�, '�, '�, '�, '�, '�, ',
F�unoff Volume=�.096� af '�, '�, '�, '�, '�, '�, '�, '�, '�, ',
3 �_ -F�unof�Deptfr>2.51 _ --'�--'�---'�---'�--+—�—�--'�---'�---��__
w �•__ �
� � � � � � � � � � � �
° F low Len gth=90' '�, '�, ' '�, '�, '�, '�, '�, '�, '�, '�, '�, I
LL �
Tc=9.!5 m i� '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, ,
CN'=8�8 ��� ��� ��� ��, ��, ��, ��� ��, ��, ��, ��, ��, ��, ��, ��, ��,
o � � � � � � � � � � , . . �� ��
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 33
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.01 0.00
7.50 0.41 0.01 0.01
8.00 0.45 0.02 0.01
8.50 0.50 0.03 0.01
9.00 0.55 0.05 0.02
9.50 0.61 0.07 0.02
10.00 0.68 0.09 0.03
10.50 0.77 0.13 0.04
11.00 0.89 0.19 0.06
11.50 1.07 0.29 0.11
12.00 2.50 1.38 1.76
12.50 2.77 1.62 0.18
13.00 2.91 1.74 0.11
13.50 3.01 1.83 0.08
14.00 3.09 1.90 0.06
14.50 3.16 1.96 0.05
15.00 3.22 2.01 0.05
15.50 3.27 2.06 0.04
16.00 3.32 2.10 0.04
16.50 3.36 2.14 0.03
17.00 3.40 2.18 0.03
17.50 3.44 2.21 0.03
18.00 3.47 2.24 0.03
18.50 3.50 2.27 0.03
19.00 3.54 2.30 0.03
19.50 3.56 2.33 0.02
20.00 3.59 2.35 0.02
20.50 3.61 2.37 0.02
21.00 3.64 2.39 0.02
21.50 3.66 2.42 0.02
22.00 3.68 2.44 0.02
22.50 3.71 2.46 0.02
23.00 3.73 2.48 0.02
23.50 3.75 2.50 0.02
24.00 3.77 2.52 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 34
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.01 cfs @ 13.67 hrs, Volume= 0.009 af, Depth> 0.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
16,203 39 >75% Grass cover, Good, HSG A
29,362 30 Woods, Good, HSG A
8,252 98 Paved parking, HSG A
53,817 43 Weighted Average
45,565 84.67% Pervious Area
8,252 15.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Woodland Kv= 5.0 fps
16.0 123 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
0.013 - �� ���- �� -,- �� --��- ��-- �T- r--��- �I _- - �--T -��--', -�,--T -, -- ❑Runoff
o.o�z - � _1__1 _�_ __�_ 1__1_ L__�_ � 0.01 cfs �__1 _�__� _1__1—L__
0.011 � - YF/ i _ � � -r--r--r i - i � � �--r--�--�i -�--T--r--
o.o„
�= � � e�ll ���� hr_ � _� _ _� __�_ � � �. � —�--�---�--�--1 __
� � � � � � � � � � � � � � � � �
o.o, �Q-��arlRainfaCl�3��Z��"--'�- i ��: _ . _'�---'�--�--1
o.o,
� � � � � � � � � � � � _� � �
0.009 , =F�u=i�affA��a=53-817�� � � �� --�-- �-- �--T--, --
o.00s - �_ � _� --�---� _ _ -1--1—L--
��
o.00s '---I--'� -- ' - I -- --' --- ', —� -I---I--��— -I--T-- ' --
--
0.008 -��no;ff?�Qlume=0.q0� ��- ; ;—�--�,---�,--;--1--1�
N 0.007 _p_�_�__�__ r__r_ I __�_ I__I I __�_ _�__ i � __I -I I I I I__� __�__ I i _
� � - ar�aff D� th>0 �9r'-_�- -�-- � 1 --� -�---�--�—�—�--� -�--� �
u 0.007 ', R � . � � � � � �__ � � � � � � � � �
� ���� -�1���v'�L�n ��th1=123' '�, --'�,---'�,--- '�,--�--�,---�,--;--;--,�--�,---�,--;-- --
0.006" i i i i i i i i i i i i i i i i i
0 0.006 � -,--i___i-- r--r i i 7__T__� i i T__ I
LL O.00S __� __�__,__ � �__�__ �_ r__
0.005 � �. i __�___'__ �__� _1___1__1__1__L__1 __1__1__i __
-�c=_'16���in�= �� � � � � � � � � � � � � � � � _
OA04 � � � i _T__r__i__�__ _r__r i i 7 i �__i__�__T__r
0.004 ' - '- 1--�--�---�--�--�--�--�---'-- �--�--�---�--�--�--�--�---�--�--' -
---- -
� i � i � i i i i i i � � i i i i i i i i i �
OA03 - i _r__i__i__�__T__r__i__�__ _� __r__i___i__7__T__r__i__�__T__� __
0.003 -�--�--�---�--�--+--�--�---'-- -�--�--�---�--'--+--�--�---�--+--' __
_�---'-
0.002 ' --�i---�i--�i --�i --�i--�i---�i--�i --�i--�i---�i-- - �i--�i--�i---�i--�i--�i --�i--�i---�i--�i --�i --
0.002 ' --1___1__1__L__1___'__J__1__L__1___'__ _i__�__�___'__1__1__L__1___�__1__L__
0.001 --i---i---r--r--r --i---i--, --r--r--i-- -r--r--i---i--7--r--�--i---I--T--r--
0.001 �___�_ �__1 _ �___�___�__� _ � __�_ � -�—�--1---1--1—�—�--'---�--�—�--
0.000
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 35
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.00
12.00 2.50 0.00 0.00
12.50 2.77 0.00 0.00
13.00 2.91 0.00 0.01
13.50 3.01 0.01 0.01
14.00 3.09 0.01 0.01
14.50 3.16 0.02 0.01
15.00 3.22 0.02 0.01
15.50 3.27 0.03 0.01
16.00 3.32 0.03 0.01
16.50 3.36 0.04 0.01
17.00 3.40 0.04 0.01
17.50 3.44 0.04 0.01
18.00 3.47 0.05 0.01
18.50 3.50 0.05 0.01
19.00 3.54 0.06 0.01
19.50 3.56 0.06 0.01
20.00 3.59 0.06 0.01
20.50 3.61 0.07 0.01
21.00 3.64 0.07 0.01
21.50 3.66 0.07 0.01
22.00 3.68 0.07 0.01
22.50 3.71 0.08 0.01
23.00 3.73 0.08 0.01
23.50 3.75 0.08 0.01
24.00 3.77 0.09 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 36
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af, Depth> 3.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
2,886 98 Paved parking, HSG A
2,886 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
0.38 --li -�i--�i -�i --�il --�il- �i --li-- - !--�i- �i -- �il -�il -- - --��- -� �--i -i-- ❑Runoff
--, --,-- ,-- , --, --,-- , --,-- � — 0.35 cfs -- ,-- , -- , -,,- - --,--
0.36 --' --'---'---' --'---'-- '---'-- ' ---'- -- - - -
� � � � � � � � � � _ TYpe II 2�=h'�r _
0.34' � _'__�__1—L__1__ 1__J__1_ _� _�_ �__
o.sz --'�,---'�,--;--;--';--'�,---'�,--J,--;--;--'�L -10 Year-RainfaH=3:77,..-
0.3':' -�---�--�--�--�--�---�--�--�--�--� -�- --' � ----'--� -
0.28: --'�---'�--�--i-�--'�---'1--J--1--1- -;R�a'o�� Area='2,886-sf -
0.26:, -'-- � -�--�—�--�---�--�--�—+-- -'- -'
- � -�- � � � � � � � � - R 'n' ff Vofume=�0:02� -a�-
o.zn �--�--�--�—�—�--�--�--�—�--�
' __ � l� Q_- -- --- --, ._-�--
� 0.22 --'�---'�--�--�-�--'�---'�--�--�-+--'� -' -Ranoff Depth>3.53"-
3 0.2 --� --�--�--�--�--�I- �--�--�--+-- _; __ , -�---
� o.,s -------�--rt-r--�---�--�--rt-t- -�- ' �-- TE=6.0-mi�--
LL I I
0.16" --�---�--�--+--r--�---�--�--�-- --�� --�--+--+--�---�---�--
i
� A
0.,4 I I I I I I I I I__ __Y__Y__I___I___I__rt_GN-,C�__
--'�---'�--�--rt-r--�---�--�--rt--;-r
0.12-' --r-�--�--7--r--r--i--�--�--r--i i i i i i i i i i i i
. ,--7--7--r--r--i---i--�--7---r--r--
01 " i i i i i i i i � i i i i i i i i i i
--i--i--�--�--r--i--i--�--�--T--� i--�--T--r--i--i---i--�--T--r--�---
0.08.' � � � � � � � , � � � � � � � � � � �
--�---�— �-
� i �--7—r--i--r-�--�--, -- --�--�--T--r--i--r--i--�--T--r--�
0.06: --,---,-- --7--r--,---,-- -- --T � � - -- --,---,---,--�--T-- --,---
� � �
0.04 � , , , , � � , � --�---�---�-- �-- � -- � --�- --
OA2. , - , - -- � - � - , , -, , - , , , , -� , �
0 , �� ��, , ,a„ , , ,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 37
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.01 0.00
2.50 0.11 0.02 0.00
3.00 0.13 0.03 0.00
3.50 0.16 0.04 0.00
4.00 0.18 0.06 0.00
4.50 0.21 0.08 0.00
5.00 0.24 0.10 0.00
5.50 0.27 0.12 0.00
6.00 0.30 0.15 0.00
6.50 0.34 0.17 0.00
7.00 0.37 0.21 0.00
7.50 0.41 0.24 0.00
8.00 0.45 0.28 0.00
8.50 0.50 0.32 0.01
9.00 0.55 0.37 0.01
9.50 0.61 0.42 0.01
10.00 0.68 0.49 0.01
10.50 0.77 0.57 0.01
11.00 0.89 0.68 0.02
11.50 1.07 0.86 0.03
12.00 2.50 2.27 0.32
12.50 2.77 2.54 0.03
13.00 2.91 2.68 0.02
13.50 3.01 2.78 0.01
14.00 3.09 2.86 0.01
14.50 3.16 2.93 0.01
15.00 3.22 2.99 0.01
15.50 3.27 3.04 0.01
16.00 3.32 3.08 0.01
16.50 3.36 3.13 0.01
17.00 3.40 3.17 0.01
17.50 3.44 3.20 0.00
18.00 3.47 3.24 0.00
18.50 3.50 3.27 0.00
19.00 3.54 3.30 0.00
19.50 3.56 3.33 0.00
20.00 3.59 3.36 0.00
20.50 3.61 3.38 0.00
21.00 3.64 3.40 0.00
21.50 3.66 3.43 0.00
22.00 3.68 3.45 0.00
22.50 3.71 3.47 0.00
23.00 3.73 3.49 0.00
23.50 3.75 3.51 0.00
24.00 3.77 3.54 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 38
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.318 ac, 60.19% Impervious, Inflow Depth > 1.52" for 10 Year event
Inflow = 2.38 cfs @ 12.03 hrs, Volume= 0.168 af
Outflow = 2.38 cfs @ 12.03 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
� � ' � � �' � ' �' � � � � ' ' � � � � ❑InfIOW
� I � � � ' 2138 cfs � I I I I I I I', ��, ��� I ❑outfioW
I�'�,nf;l ow'�,A'rea=1 .:31 �, �, �, �, �, �, �, �, �, �, �,
-'--�--� --' --'�---'__ __'�-__�_ --'�--�--�-�--'�---'�--+-�--'�---'�--�
2_ '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '�
y ' I I I I I I I I I I I I I I I I I I I
� ' I I I I I I I I ' I I I I I I I I I I
U' ' I I I I I I I I ' I I I I I I I I I I
3 �
o ---�--�—�--�--�—+—�--�— --�--�—�--�---�--�—�--�---�--�
LL i I I I I I I I I 'i I I I I I I I I I i
�' li I I I I I II II I .. II I I I I I I I I i
� , _..,, .. ..... .. ..... ........... ...:...:. . _ ' . '.. .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 39
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.01 0.01
8.00 0.01 0.01
8.50 0.01 0.01
9.00 0.02 0.02
9.50 0.02 0.02
10.00 0.03 0.03
10.50 0.04 0.04
11.00 0.06 0.06
11.50 0.11 0.11
12.00 2.29 2.29
12.50 0.45 0.45
13.00 0.22 0.22
13.50 0.17 0.17
14.00 0.13 0.13
14.50 0.11 0.11
15.00 0.10 0.10
15.50 0.09 0.09
16.00 0.08 0.08
16.50 0.07 0.07
17.00 0.07 0.07
17.50 0.07 0.07
18.00 0.06 0.06
18.50 0.06 0.06
19.00 0.06 0.06
19.50 0.05 0.05
20.00 0.05 0.05
20.50 0.04 0.04
21.00 0.04 0.04
21.50 0.04 0.04
22.00 0.04 0.04
22.50 0.04 0.04
23.00 0.04 0.04
23.50 0.04 0.04
24.00 0.04 0.04
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 40
Summary for Reach DP2: Discharge Point 2
InflowArea = 1.235 ac, 15.33% Impervious, Inflow Depth > 0.09" for 10 Year event
Inflow = 0.01 cfs @ 13.67 hrs, Volume= 0.009 af
Outflow = 0.01 cfs @ 13.67 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
� -- �- �--�, --�---�- ---�---�,-- �,--�---�--�, --�--- ❑InfIOW
_- ; _ __ I _- �� � � � � � � �� ❑OUtfIOW
i�nftovv A'rea' ='fi.2��_'�� lo.o� �fs ___
0.012 i � � � F'� � � i � ---�i--�i-- �il--�i---�i--li --li
0.011 ' --'_ �__�__'__� _�--'--J--1--1---�__ -'--J--1--'---
�� � � � � � � � � � � � � �
0.01 --�--�--�--�--�--�--�--�--+--�--�- -- � �--+--�---
0.009 --i--i--i--i--i--i--ii-�-- li li I i � i i
0.008 --i--+--r--i--�--+--i--�--+--r--i- ---i--�--r---
N I I I I I I I I I I I I I I I �
_ __ _- _
�
i I I
i
� I I I I I I I I I I I I i
c�i 0.007 ' � --i- 7--r--r-�--r--r-�--T—r i r i--�--r--i- �--.
�- i i i i i i i i i i i i i i i i i i i i i i
�' i i i i i i i i i i i i i i i i i i i i i i i
0 0.006 ' �i __i__7__r__i_�__r__i_�__T__�__i_ r__i__7__r__i__�__r__i__�__T i
LL I I I I I I I I I I i I I I I I I I I I i
i i I I I I I I I I I I i I I I I I I I I I i
OA05 ' �i __i__i__i__i_i__i__i_i__i__i _i__i__i__i__i__i__i__i___i__i__i__
�
� ' __'__!--i--i--i--i--i-i--i-_i _i-i--i--i--i--i--!__�__�__�__'___
0_004 " ��i i i i i i i i i i i i i i i i i i i i i i
� i i i i
OA03_" ' --i--�__L__�__�__L__�__�__L__'_ _�__�__�__L__�__�__L__�__�__L__'___
0.002 --!-- li--�--'-- �-- li --�--�--�--li i--�--�--� --�--�--�--�--�--a --!---
OA01 ' i i i i i i i i i i i i i
0 _ „
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 41
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.00 0.00
13.00 0.01 0.01
13.50 0.01 0.01
14.00 0.01 0.01
14.50 0.01 0.01
15.00 0.01 0.01
15.50 0.01 0.01
16.00 0.01 0.01
16.50 0.01 0.01
17.00 0.01 0.01
17.50 0.01 0.01
18.00 0.01 0.01
18.50 0.01 0.01
19.00 0.01 0.01
19.50 0.01 0.01
20.00 0.01 0.01
20.50 0.01 0.01
21.00 0.01 0.01
21.50 0.01 0.01
22.00 0.01 0.01
22.50 0.01 0.01
23.00 0.01 0.01
23.50 0.01 0.01
24.00 0.01 0.01
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 42
Summary for Pond DOT1: Existing DOT Catch Basin #1
InflowArea = 0.860 ac, 48.02% Impervious, Inflow Depth > 1.00" for 10 Year event
Inflow = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af
Outflow = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min
Primary = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.79' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.23' 12.0" Round Culvert
L= 100.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.23'/241.53' S= 0.0270 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.91 cfs @ 12.13 hrs HW=244.79' (Free Discharge)
L1=Culvert (Inlet Controls 0.91 cfs @ 2.01 fps)
Pond DOT1: Existing DOT Catch Basin #1
Hydrograph
- - - , - ---,- --- - ---, ; -- , --,- - ,-- , --, ,- --- - , --
� � � � � � � � � � � ❑Inflow
� , '� '� '� '� '� '� '� '� '� '� '� ❑ Pnmary
Inflow Area=0.:8 0.9� �fs , , , , , , , , , , ,
Pe,a k E lev=24�.79'', '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
12'.0" �' ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Ra u n d C u Ive rt � '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
y 'i 'i �i 'i � �i ' �i � � � I I I I I I I I I I
� ' � � ' �i � � � I I I I I I I I I I
= �=I0.01'2 � � � �, � � � � � � � � � �
3 i � i i i i i i i i i i i i i
o � � � � � � � � � � � � � �
" L=',100.0'! ', ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
S=o.b27o �r� ''� '� '� '� '� '� '� '� '� '� '� '� '�
o . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 43
Hydrograph for Pond DOT1: Existing DOT Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.23 0.00
0.50 0.00 244.23 0.00
1.00 0.00 244.23 0.00
1.50 0.00 244.23 0.00
2.00 0.00 244.23 0.00
2.50 0.00 244.23 0.00
3.00 0.00 244.23 0.00
3.50 0.00 244.23 0.00
4.00 0.00 244.23 0.00
4.50 0.00 244.23 0.00
5.00 0.00 244.23 0.00
5.50 0.00 244.23 0.00
6.00 0.00 244.23 0.00
6.50 0.00 244.23 0.00
7.00 0.00 244.23 0.00
7.50 0.00 244.23 0.00
8.00 0.00 244.23 0.00
8.50 0.00 244.23 0.00
9.00 0.00 244.23 0.00
9.50 0.00 244.23 0.00
10.00 0.00 244.23 0.00
10.50 0.00 244.23 0.00
11.00 0.00 244.23 0.00
11.50 0.00 244.24 0.00
12.00 0.53 244.64 0.53
12.50 0.27 244.52 0.27
13.00 0.12 244.42 0.12
13.50 0.09 244.39 0.09
14.00 0.07 244.37 0.07
14.50 0.06 244.36 0.06
15.00 0.05 244.36 0.05
15.50 0.05 244.35 0.05
16.00 0.04 244.34 0.04
16.50 0.04 244.34 0.04
17.00 0.04 244.33 0.04
17.50 0.04 244.33 0.04
18.00 0.03 244.33 0.03
18.50 0.03 244.33 0.03
19.00 0.03 244.32 0.03
19.50 0.03 244.32 0.03
20.00 0.03 244.32 0.03
20.50 0.02 244.31 0.02
21.00 0.02 244.31 0.02
21.50 0.02 244.31 0.02
22.00 0.02 244.31 0.02
22.50 0.02 244.31 0.02
23.00 0.02 244.31 0.02
23.50 0.02 244.31 0.02
24.00 0.02 244.31 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 44
Summary for Pond EX CB1: Existing Catch Basin #1
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51" for 10 Year event
Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.36' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 246.51' 12.0" Round Culvert
L= 128.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 246.51'/245.23' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=247.36' (Free Discharge)
L1=Culvert (Inlet Controls 1.77 cfs @ 2.48 fps)
Pond EX CB1: Existing Catch Basin #1
Hydrograph
� , � , �, ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=O.'4 �.7� �fs �, �, �, �, �, �, �, �, �, �, �,
Pea k E lev=247.36'' �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�,
12'.0" �' ��� ��� I ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
, , �
, , , , � � � � � � � � � �
_ Raund_Culver_t . � � � � � � � � � �
__J__1-L__1__�__�-�__�__J__� .
y 'i 'i �i 'i 'i �i 'i �i � � 'i I I I I I I I I I I
� ' ' � ' �i � � ' I I I I I I I I I I
= �=I0.01'2 ' � � � � � � � � � � � � � �
3 �". i � i i i i i i i i i i i i i
o � � � � � � � � � � � � � �
" L=',128.0'! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� ' �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 45
Hydrograph for Pond EX CB1: Existing Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 246.51 0.00
0.50 0.00 246.51 0.00
1.00 0.00 246.51 0.00
1.50 0.00 246.51 0.00
2.00 0.00 246.51 0.00
2.50 0.00 246.51 0.00
3.00 0.00 246.51 0.00
3.50 0.00 246.51 0.00
4.00 0.00 246.51 0.00
4.50 0.00 246.51 0.00
5.00 0.00 246.51 0.00
5.50 0.00 246.51 0.00
6.00 0.00 246.52 0.00
6.50 0.00 246.54 0.00
7.00 0.00 246.54 0.00
7.50 0.01 246.55 0.01
8.00 0.01 246.56 0.01
8.50 0.01 246.57 0.01
9.00 0.02 246.58 0.02
9.50 0.02 246.58 0.02
10.00 0.03 246.60 0.03
10.50 0.04 246.61 0.04
11.00 0.06 246.64 0.06
11.50 0.11 246.69 0.11
12.00 1.76 247.36 1.76
12.50 0.18 246.74 0.18
13.00 0.11 246.69 0.11
13.50 0.08 246.66 0.08
14.00 0.06 246.64 0.06
14.50 0.05 246.64 0.05
15.00 0.05 246.63 0.05
15.50 0.04 246.62 0.04
16.00 0.04 246.61 0.04
16.50 0.03 246.61 0.03
17.00 0.03 246.61 0.03
17.50 0.03 246.60 0.03
18.00 0.03 246.60 0.03
18.50 0.03 246.60 0.03
19.00 0.03 246.59 0.03
19.50 0.02 246.59 0.02
20.00 0.02 246.59 0.02
20.50 0.02 246.59 0.02
21.00 0.02 246.59 0.02
21.50 0.02 246.58 0.02
22.00 0.02 246.58 0.02
22.50 0.02 246.58 0.02
23.00 0.02 246.58 0.02
23.50 0.02 246.58 0.02
24.00 0.02 246.58 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 46
Summary for Pond EX CB2: Existing Catch Basin #2
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51" for 10 Year event
Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.08' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.23' 12.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.23'/244.93' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=246.08' (Free Discharge)
L1=Culvert (Inlet Controls 1.77 cfs @ 2.48 fps)
Pond EX CB2: Existing Catch Basin #2
Hydrograph
� , � , �, ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=O.'4 �.7� �fs �, �, �, �, �, �, �, �, �, �, �,
Pea k E lev=24�.08'' '�� ��, ��, ��, ��, ��, ��, ��, ��, ��, ��,
12'.0" �' ��� ��� I ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
, , �
, , , , � � � � � � � � � �
_ Raund_Culver_t . � � � � � � � � � �
__J__1-L__1__�__�-�__�__J__� .
y 'i 'i �i 'i 'i �i 'i �i � � 'i I I I I I I I I I I
� ' ' � ' �i � � ' I I I I I I I I I I
= �=I0.01'2 '� �� � � � � � � � � � � � � �
3 �". i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=,30.0' ! ' ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
5=0.�100 '/' '� �'� �'� ' �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 47
Hydrograph for Pond EX CB2: Existing Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.23 0.00
0.50 0.00 245.23 0.00
1.00 0.00 245.23 0.00
1.50 0.00 245.23 0.00
2.00 0.00 245.23 0.00
2.50 0.00 245.23 0.00
3.00 0.00 245.23 0.00
3.50 0.00 245.23 0.00
4.00 0.00 245.23 0.00
4.50 0.00 245.23 0.00
5.00 0.00 245.23 0.00
5.50 0.00 245.23 0.00
6.00 0.00 245.24 0.00
6.50 0.00 245.26 0.00
7.00 0.00 245.26 0.00
7.50 0.01 245.27 0.01
8.00 0.01 245.28 0.01
8.50 0.01 245.29 0.01
9.00 0.02 245.30 0.02
9.50 0.02 245.30 0.02
10.00 0.03 245.32 0.03
10.50 0.04 245.33 0.04
11.00 0.06 245.36 0.06
11.50 0.11 245.41 0.11
12.00 1.76 246.08 1.76
12.50 0.18 245.46 0.18
13.00 0.11 245.41 0.11
13.50 0.08 245.38 0.08
14.00 0.06 245.36 0.06
14.50 0.05 245.36 0.05
15.00 0.05 245.35 0.05
15.50 0.04 245.34 0.04
16.00 0.04 245.33 0.04
16.50 0.03 245.33 0.03
17.00 0.03 245.33 0.03
17.50 0.03 245.32 0.03
18.00 0.03 245.32 0.03
18.50 0.03 245.32 0.03
19.00 0.03 245.31 0.03
19.50 0.02 245.31 0.02
20.00 0.02 245.31 0.02
20.50 0.02 245.31 0.02
21.00 0.02 245.31 0.02
21.50 0.02 245.30 0.02
22.00 0.02 245.30 0.02
22.50 0.02 245.30 0.02
23.00 0.02 245.30 0.02
23.50 0.02 245.30 0.02
24.00 0.02 245.30 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 48
Summary for Pond EX CB3: Existing Catch Basin #3
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51" for 10 Year event
Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.78' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.93' 12.0" Round Culvert
L= 20.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.93'/243.73' S= 0.0600 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=245.78' (Free Discharge)
L1=Culvert (Inlet Controls 1.77 cfs @ 2.48 fps)
Pond EX CB3: Existing Catch Basin #3
Hydrograph
� , � , �, ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=O.'4 �.7� �fs �, �, �, �, �, �, �, �, �, �, �,
Pea k E lev=245.7�,8'' �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�,
12'.0" �' ��� �� I ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
�
, , � � � � � � � � � �
_ Raund_Culver_t _ . � � � � � � � � � �
__J__1-L__1__�__�-�__�__J__� .
y 'i 'i �i 'i 'i �i 'i �i � � 'i I I I I I I I I I I
� ' ' � ' �i � � ' I I I I I I I I I I
= �=I0.01'2 '� �� � � � � � � � � � � � � �
3 �". i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=20.0' ! ' ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
5=0.�600 '/' '� �'� �'� ' �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 49
Hydrograph for Pond EX CB3: Existing Catch Basin #3
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.93 0.00
0.50 0.00 244.93 0.00
1.00 0.00 244.93 0.00
1.50 0.00 244.93 0.00
2.00 0.00 244.93 0.00
2.50 0.00 244.93 0.00
3.00 0.00 244.93 0.00
3.50 0.00 244.93 0.00
4.00 0.00 244.93 0.00
4.50 0.00 244.93 0.00
5.00 0.00 244.93 0.00
5.50 0.00 244.93 0.00
6.00 0.00 244.94 0.00
6.50 0.00 244.96 0.00
7.00 0.00 244.96 0.00
7.50 0.01 244.97 0.01
8.00 0.01 244.98 0.01
8.50 0.01 244.99 0.01
9.00 0.02 245.00 0.02
9.50 0.02 245.00 0.02
10.00 0.03 245.02 0.03
10.50 0.04 245.03 0.04
11.00 0.06 245.06 0.06
11.50 0.11 245.11 0.11
12.00 1.76 245.78 1.76
12.50 0.18 245.16 0.18
13.00 0.11 245.11 0.11
13.50 0.08 245.08 0.08
14.00 0.06 245.06 0.06
14.50 0.05 245.06 0.05
15.00 0.05 245.05 0.05
15.50 0.04 245.04 0.04
16.00 0.04 245.03 0.04
16.50 0.03 245.03 0.03
17.00 0.03 245.03 0.03
17.50 0.03 245.02 0.03
18.00 0.03 245.02 0.03
18.50 0.03 245.02 0.03
19.00 0.03 245.01 0.03
19.50 0.02 245.01 0.02
20.00 0.02 245.01 0.02
20.50 0.02 245.01 0.02
21.00 0.02 245.01 0.02
21.50 0.02 245.00 0.02
22.00 0.02 245.00 0.02
22.50 0.02 245.00 0.02
23.00 0.02 245.00 0.02
23.50 0.02 245.00 0.02
24.00 0.02 245.00 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 50
Summary for Pond EX OWS: Existing Oil/Water Separator
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51" for 10 Year event
Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.58' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 243.73' 12.0" Round Culvert
L= 48.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 243.73'/241.53' S= 0.0458 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=244.58' (Free Discharge)
L1=Culvert (Inlet Controls 1.77 cfs @ 2.48 fps)
Pond EX OWS: Existing Oil/Water Separator
Hydrograph
� , � , �, ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=O.'4 �.7� �fs �, �, �, �, �, �, �, �, �, �, �,
Pea k E lev=24�.58'' '�� ��, ��, ��, ��, ��, ��, ��, ��, ��, ��,
12'.0" �' ��� ��� I ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
, , , ,
� � � � � � � � � � �
_ Raund_Culver_t . � � � � � � � � � �
__J__1-L__1__�__�-�__�__J__� .
y 'i 'i �i 'i 'i �i 'i �i � � 'i I I I I I I I I I I
� ' ' � ' �i � � ' I I I I I I I I I I
= �=I0.01'2 '� �� � � � � � � � � � � � � �
3 �". i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=48.0' ! ' ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
5=0.�458 '/' '� �'� �'� ' �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 51
Hydrograph for Pond EX OWS: Existing OiINVater Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 243.73 0.00
0.50 0.00 243.73 0.00
1.00 0.00 243.73 0.00
1.50 0.00 243.73 0.00
2.00 0.00 243.73 0.00
2.50 0.00 243.73 0.00
3.00 0.00 243.73 0.00
3.50 0.00 243.73 0.00
4.00 0.00 243.73 0.00
4.50 0.00 243.73 0.00
5.00 0.00 243.73 0.00
5.50 0.00 243.73 0.00
6.00 0.00 243.74 0.00
6.50 0.00 243.76 0.00
7.00 0.00 243.76 0.00
7.50 0.01 243.77 0.01
8.00 0.01 243.78 0.01
8.50 0.01 243.79 0.01
9.00 0.02 243.80 0.02
9.50 0.02 243.80 0.02
10.00 0.03 243.82 0.03
10.50 0.04 243.83 0.04
11.00 0.06 243.86 0.06
11.50 0.11 243.91 0.11
12.00 1.76 244.58 1.76
12.50 0.18 243.96 0.18
13.00 0.11 243.91 0.11
13.50 0.08 243.88 0.08
14.00 0.06 243.86 0.06
14.50 0.05 243.86 0.05
15.00 0.05 243.85 0.05
15.50 0.04 243.84 0.04
16.00 0.04 243.83 0.04
16.50 0.03 243.83 0.03
17.00 0.03 243.83 0.03
17.50 0.03 243.82 0.03
18.00 0.03 243.82 0.03
18.50 0.03 243.82 0.03
19.00 0.03 243.81 0.03
19.50 0.02 243.81 0.02
20.00 0.02 243.81 0.02
20.50 0.02 243.81 0.02
21.00 0.02 243.81 0.02
21.50 0.02 243.80 0.02
22.00 0.02 243.80 0.02
22.50 0.02 243.80 0.02
23.00 0.02 243.80 0.02
23.50 0.02 243.80 0.02
24.00 0.02 243.80 0.02
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 52
Summary for Pond P1: Existing Drywell
InflowArea = 0.066 ac,100.00% Impervious, Inflow Depth > 3.53" for 10 Year event
Inflow = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af
Outflow = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.1 min
Discarded = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.84' @ 11.97 hrs Surf.Area= 173 sf Storage= 3 cf
Plug-Flow detention time= 0.1 min calculated for 0.019 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 748.5 - 748.4 )
Volume Invert Avail.Storage Storage Description
#1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc)
808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids
#2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside#1
#4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc)
354 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
245.80 173 46.6 0 0 173
250.47 173 46.6 808 808 391
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
246.47 50 12.6 0 0 50
247.14 50 12.6 33 33 58
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
247.14 3 6.3 0 0 3
250.47 3 6.3 10 10 24
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
250.47 3 6.3 0 0 3
251.90 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=0.55 cfs @ 11.97 hrs HW=245.84' (Free Discharge)
L1=Exfiltration ( Controls 0.55 cfs)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 53
Pond P1: Existing Drywell
Hydrograph
-_ �_ -_ _�_ -�_ _ �_ _ � ' _,-_ _ � _ � _ _'_ � __ -_ �__ �__��-- ❑InfIOW
,
,__�_ � __�_ + _�_ � . _ _,__ � _ � _�_ -'�- �__� _ � -- pDiscarded
o.s8 - � � � � � � � 0.35 cfs � � � �
- �--�- �---�—�--�- �--� -- - � -� -�--�- � - --
0.36
� �, � � � � � � � fnflow;�r�.��4.;'�6F1���--
� ----rt--r--i--t--r ti--+--i-- r
0.34 � � � � � � � � � � � �
--i--rt--r--i--t--r--i--t--i--7- - - - - i - �--
o.3z -��ea�k-EIev=2�5:84
0.3 �i--�i - �il--�i- �i --�il �i-- �il--�i-- - - i--il- , I ,---
0.28- -,--;--,,--,--;--,, -,-- ,,--,-- - �--�,- �, �;- Sto��.-�-e=�-c�--
- - - - - -- - - - - -� --
0.26. -�--�--�I -�-- � --�I -�-- �I--�- -�--�� � �� � � �� �� �
0.24:' -1--1--'---'--1--'---'--�--'-- - --L--'-- I--�--'--I -- --'-- I --�-
w0 22. � � � � � � � � � � � � �i � � � � � �� �
u ----�--�---�—�--�---�—�--�-- -_ --�--�--�—�--�--�—�--�--�--� --
3 0.2 --i--+--i---i--+--i---i--+--i-- -- �,--r--i--�--r--i--�--r--i--+--r--
� 0.18 -rt--r--i--+--r--i--+--i- -- �--r--r-�--r--i--rt--r--i--rt--r-
�y __I_ _
0.1&
--i--�--�i--�i--T--�i--�i--r--�i- ---�--r--�i--�—r--�i--�--r--�i--�--r--
0.14`.
� i i i � i i i i i i i i i �
--�-----�---�-----�---�-----�-- -------------------------------
0.12-' � � � � � � � � � � � � � � � � � � �
0.1 --i--i--il--i--i--il--i-- il--i- �--il--i--i--il--i--i--il--i--i--il--
' ------------------------ -------------------------------
0.08. � -1--1---'--L--'---'--�--�- I---'--�—�--'--1--L--1--1—L-
0.06 ----I --'---'_- I --'---'--' --'- _-'-- I--�--'--I--I-__'__I _ I _
0.04 -
OA2
0 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1E5 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 54
Hydrograph for Pond P1: Existing Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 245.80 0.00
0.50 0.00 0 245.80 0.00
1.00 0.00 0 245.80 0.00
1.50 0.00 0 245.80 0.00
2.00 0.00 0 245.80 0.00
2.50 0.00 0 245.80 0.00
3.00 0.00 0 245.80 0.00
3.50 0.00 0 245.80 0.00
4.00 0.00 0 245.80 0.00
4.50 0.00 0 245.80 0.00
5.00 0.00 0 245.80 0.00
5.50 0.00 0 245.80 0.00
6.00 0.00 0 245.80 0.00
6.50 0.00 0 245.80 0.00
7.00 0.00 0 245.80 0.00
7.50 0.00 0 245.80 0.00
8.00 0.00 0 245.80 0.00
8.50 0.01 0 245.80 0.01
9.00 0.01 0 245.80 0.01
9.50 0.01 0 245.80 0.01
10.00 0.01 0 245.80 0.01
10.50 0.01 0 245.80 0.01
11.00 0.02 0 245.80 0.02
11.50 0.03 0 245.80 0.03
12.00 0.32 3 245.84 0.33
12.50 0.03 0 245.80 0.03
13.00 0.02 0 245.80 0.02
13.50 0.01 0 245.80 0.01
14.00 0.01 0 245.80 0.01
14.50 0.01 0 245.80 0.01
15.00 0.01 0 245.80 0.01
15.50 0.01 0 245.80 0.01
16.00 0.01 0 245.80 0.01
16.50 0.01 0 245.80 0.01
17.00 0.01 0 245.80 0.01
17.50 0.00 0 245.80 0.00
18.00 0.00 0 245.80 0.00
18.50 0.00 0 245.80 0.00
19.00 0.00 0 245.80 0.00
19.50 0.00 0 245.80 0.00
20.00 0.00 0 245.80 0.00
20.50 0.00 0 245.80 0.00
21.00 0.00 0 245.80 0.00
21.50 0.00 0 245.80 0.00
22.00 0.00 0 245.80 0.00
22.50 0.00 0 245.80 0.00
23.00 0.00 0 245.80 0.00
23.50 0.00 0 245.80 0.00
24.00 0.00 0 245.80 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 55
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=37,445 sf 48.02% Impervious Runoff Depth>2.80"
Flow Length=158' Tc=18.6 min CN=67 Runoff=2.78 cfs 0.201 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=19,983 sf 82.99% Impervious Runoff Depth>4.98"
Flow Length=90' Tc=9.5 min CN=88 Runoff=3.38 cfs 0.190 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=53,817 sf 15.33% Impervious Runoff Depth>0.81"
Flow Length=123' Tc=16.0 min CN=43 Runoff=0.82 cfs 0.084 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>6.14"
Tc=6.0 min CN=98 Runoff=0.60 cfs 0.034 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=5.53 cfs 0.391 af
Outflow=5.53 cfs 0.391 af
Reach DP2: Discharge Point 2 Inflow=0.82 cfs 0.084 af
Outflow=0.82 cfs 0.084 af
Pond DOT1: Existing DOT Catch Basin#1 Peak EIev=245.60' Inflow=2.78 cfs 0.201 af
12.0" Round Culvert n=0.012 L=100.0' S=0.0270 '/' Outflow=2.78 cfs 0.201 af
Pond EX CB1: Existing Catch Basin#1 Peak EIev=248.30' Inflow=3.38 cfs 0.190 af
12.0" Round Culvert n=0.012 L=128.0' S=0.0100 '/' Outflow=3.38 cfs 0.190 af
Pond EX CB2: Existing Catch Basin#2 Peak EIev=247.02' Inflow=3.38 cfs 0.190 af
12.0" Round Culvert n=0.012 L=30.0' S=0.0100 '/' Outflow=3.38 cfs 0.190 af
Pond EX CB3: Existing Catch Basin#3 Peak Elev=246.72' Inflow=3.38 cfs 0.190 af
12.0" Round Culvert n=0.012 L=20.0' S=0.0600 '/' Outflow=3.38 cfs 0.190 af
Pond EX OWS: Existing Oil/WaterSeparator Peak Elev=245.52' Inflow=3.38 cfs 0.190 af
12.0" Round Culvert n=0.012 L=48.0' S=0.0458 '/' Outflow=3.38 cfs 0.190 af
Pond P1: Existing Drywell Peak Elev=245.95' Storage=10 cf Inflow=0.60 cfs 0.034 af
Outflow=0.57 cfs 0.034 af
Total Runoff Area = 2.620 ac Runoff Volume = 0.509 af Average Runoff Depth = 2.33"
59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 56
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af, Depth> 2.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
18,157 39 >75% Grass cover, Good, HSG A
1,307 30 Woods, Good, HSG A
17,981 98 Paved parking, HSG A
37,445 67 Weighted Average
19,464 51.98% Pervious Area
17,981 48.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
18.6 158 Total
Subcatchment DA1: Subcatchment #1
Hydrograph
� � _�_ � � � � �
._ ___ _ _________ , _- ____ ___ __ __ __________
3- � � �� �� �� �� �� �� � � � � � � � � � � ❑Runoff
� � � � � � � 2.78 cfs � � � � � � � � � �
Type �,I I 24yh r � � � , , �,I �,I �,I �,I �,I �,I �,I �,I �,I �,I
100 Y�ar Rainfal1=6.38" ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
R_u_'n��lff � � � � � � � � � � � � � �
_ _ Ar�a=37,44�_s;`f --�,--�,---�,---�,--�, -- �,--�,--�,--�,---��__
2� Ru no�Ff ollu me=d.2'01'� af '� '� '� '� '� '� '� '� '� '�
� � � � � � � � � � � � � �
� Ru noff De�pth>�2.80'�' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
° F IoVv Le'n th=1'�58' '� '� '� '� '� '� '� '� '� '� '� '� '�
LL � g � � : � � � � � � � � � � � �
�� � � � � � � � � � � � � � �
� -���'��.6' rn�iral--'�--�---�--�__ _-L--1---1--J--1--�—�—L--�---�__
�- I I � I I I I I I I I I I I I I I I I I I
CN�6��7 �� �� �� �� �� �� �� �� � �� �� �� �� �� �� �� �� �� ��
o � � � � � � � � � �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 57
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.01 0.01
10.50 1.30 0.02 0.02
11.00 1.50 0.05 0.05
11.50 1.81 0.12 0.11
12.00 4.23 1.29 1.90
12.50 4.69 1.59 0.71
13.00 4.93 1.75 0.29
13.50 5.10 1.87 0.21
14.00 5.23 1.97 0.17
14.50 5.34 2.05 0.14
15.00 5.45 2.12 0.13
15.50 5.54 2.19 0.11
16.00 5.61 2.24 0.10
16.50 5.69 2.30 0.09
17.00 5.75 2.35 0.09
17.50 5.82 2.39 0.08
18.00 5.88 2.44 0.08
18.50 5.93 2.48 0.07
19.00 5.98 2.52 0.07
19.50 6.03 2.55 0.06
20.00 6.07 2.59 0.06
20.50 6.11 2.62 0.05
21.00 6.16 2.65 0.05
21.50 6.19 2.68 0.05
22.00 6.23 2.71 0.05
22.50 6.27 2.74 0.05
23.00 6.31 2.76 0.05
23.50 6.34 2.79 0.05
24.00 6.38 2.82 0.05
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 58
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Depth> 4.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
3,399 39 >75% Grass cover, Good, HSG A
16,584 98 Paved parking, HSG A
19,983 88 Weighted Average
3,399 17.01% Pervious Area
16,584 82.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Short Grass Pasture Kv= 7.0 fps
0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Paved Kv= 20.3 fps
9.5 90 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
' �' �� � ' � � � � � � � � ❑Runoff
, , , I I ' ' �3.38 cfs I I I I I I I I I I
Type ,I I 24-h r � � �� �� �� �� �� �� �� �� �� �
___.___,___i .�, . __.-__.___��___�__.•.._ . __r__I___I___I__Y__Y__r__I___I___I__..
3 1 OQ Y�ea'r Rainf�l1=6.38" '� '� '� '� '� '� '� '� '� '�
Ru noff Ar�a=19,983 s;`f '�, '�, '�, '�, '�, '�, '�, '�, '�, ',
F�u noff Vo lu me=0.190� af '� '� '� '� '� '� '� '� '� ,
-- __� _-'�--'�---'�---'�--+—�—�--'�---'�---
� F�unoff Depth>4.98" � � � � � � � � � �
� z- � � � � � � � � � � �
° F low Lein gth'=90' �, �,I � �,I �,I �,I �,I �,I �,I �,I �,I �,I �
LL
Tc=9.'5 m i n '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
,- CN=8�8- ; - ;-- ,I--,I--,---,---, -- - --,I--,---,---,--;-- ,I--,I--,I--,---, -
o- I . � I . I . � ' � . �� ��
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 59
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.01 0.01
5.50 0.45 0.02 0.01
6.00 0.51 0.04 0.01
6.50 0.57 0.05 0.02
7.00 0.63 0.07 0.02
7.50 0.70 0.10 0.02
8.00 0.77 0.13 0.03
8.50 0.84 0.17 0.04
9.00 0.94 0.22 0.05
9.50 1.04 0.28 0.05
10.00 1.15 0.35 0.07
10.50 1.30 0.44 0.09
11.00 1.50 0.58 0.14
11.50 1.81 0.81 0.24
12.00 4.23 2.94 3.38
12.50 4.69 3.37 0.34
13.00 4.93 3.60 0.19
13.50 5.10 3.76 0.14
14.00 5.23 3.89 0.11
14.50 5.34 4.00 0.10
15.00 5.45 4.09 0.09
15.50 5.54 4.18 0.08
16.00 5.61 4.26 0.07
16.50 5.69 4.32 0.06
17.00 5.75 4.39 0.06
17.50 5.82 4.45 0.06
18.00 5.88 4.51 0.05
18.50 5.93 4.56 0.05
19.00 5.98 4.61 0.05
19.50 6.03 4.66 0.04
20.00 6.07 4.70 0.04
20.50 6.11 4.74 0.04
21.00 6.16 4.78 0.04
21.50 6.19 4.81 0.04
22.00 6.23 4.85 0.03
22.50 6.27 4.89 0.03
23.00 6.31 4.92 0.03
23.50 6.34 4.96 0.03
24.00 6.38 4.99 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 60
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.82 cfs @ 12.13 hrs, Volume= 0.084 af, Depth> 0.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
16,203 39 >75% Grass cover, Good, HSG A
29,362 30 Woods, Good, HSG A
8,252 98 Paved parking, HSG A
53,817 43 Weighted Average
45,565 84.67% Pervious Area
8,252 15.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1
Woods: Light underbrush n= 0.400 P2= 2.48"
0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2
Woodland Kv= 5.0 fps
16.0 123 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
----- , � ` � _
;I , , , ;
p.g � � � � � � � � � � � � __'___ ❑Runoff
o.ss , , � , --,---,---,---, -- � 0.82 cfs -,--;-- ,I--,I--,---,- ,-- I I I
� � � � ' __'___'___�_ � �
o.s �Ype II �4'�k��-- �� ! -�� _� -�--,-- ,, -,,--, _-,--,--,--,,--�- -
-,--T--r--�--� -�--�--T--r--�--
0.�5� 1��fl0-lfea�r Ra� � � � � � � � � � �
infalt=6.38.. �--;--;--; -�,--� --�--;--;--;--�-
o.� -- � � . I--�--+—�--�---�---�--�—+—�--�--
F� -no'f#J4�ea
� ' - , - ---- � � � � � � � � � � -
0.65= - =5�8'�7-sf --�--+—�--�---�---�--�—+—�--�---
no ' � � � � � � � � � � � � �---
�6 -me=Q.0,8� af -
�.55: Rul,- ,11 Vd1u, --�-- 1 �--1-- ,L--�,I--�,---�,--1--1--,L--�,
-------------------------- ------------------------------
., _ � � � � � � � � � � i i i i i i i i i �
� 0.5-, -��noff D�p�h>�0.g1��--�, --�,--�, -- �,---�,---�,---�,--�,--�, --�,---�,--
3 0.45 ' i i i i i i i i i i i i i
° =Flo�nr '�Le'ngfFi'-'l�'��:3. �_-, , ,--, -,--, -,--,--,--,--�-
LL 0.4 — � � � � � � � � � � �
- -- -- �� -- -�, , -rt- -7--7--r--r--i --i--�--rt--r--r--
O.3S`� _ ,I������OII ��III�I __I___I__ �__t_ ��.._ _y__Y__Y__I___I___I__rt__t__Y__I___
0.3� � �� -�--�--�--�—�--i--�--�—+- -�--�--+—+—�--i---i--�—+—�--�--
0.25- -�N=43_' —�--'�-- � -�--�—+- -�--�—�--� � � � �
-�—+—�--�-
0.2 ' '---'--I'--1—L—�--1--J--1--1_ =--1—�--1---1--1--1--L--1---
0.15 � � � � I I I I I � � � � � I � �
--------------------------— ----------------------
01 - � � � � � � � � � � � � � � � � �
,
� � � � � � �
--'---'-----------'---'-----'--' ' -'--------
0.05'�� � � � � � � � � � �
O Y ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 61
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.00 0.00
10.50 1.30 0.00 0.00
11.00 1.50 0.00 0.00
11.50 1.81 0.00 0.00
12.00 4.23 0.17 0.33
12.50 4.69 0.27 0.28
13.00 4.93 0.33 0.15
13.50 5.10 0.38 0.12
14.00 5.23 0.42 0.10
14.50 5.34 0.45 0.09
15.00 5.45 0.49 0.08
15.50 5.54 0.52 0.07
16.00 5.61 0.54 0.06
16.50 5.69 0.57 0.06
17.00 5.75 0.59 0.06
17.50 5.82 0.61 0.05
18.00 5.88 0.63 0.05
18.50 5.93 0.65 0.05
19.00 5.98 0.67 0.05
19.50 6.03 0.69 0.04
20.00 6.07 0.70 0.04
20.50 6.11 0.72 0.04
21.00 6.16 0.73 0.04
21.50 6.19 0.75 0.04
22.00 6.23 0.76 0.04
22.50 6.27 0.78 0.04
23.00 6.31 0.79 0.04
23.50 6.34 0.80 0.03
24.00 6.38 0.82 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 62
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 0.60 cfs @ 11.97 hrs, Volume= 0.034 af, Depth> 6.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
2,886 98 Paved parking, HSG A
2,886 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
� � -�--1—L--1-- 1--J--1- -�--�- - -� -�-- -1--1
---�--�--�—�--�---�--�--�-- • - - , -- ---
0 60 CfS �__�_ -__ � ' ❑RU�off
0.65 -- --� � � � � � � � � � � �T � , , �
0.6. --�� � � � � � � � � � � � ', '� _TXpe 11��2��!r-
- --'�---'�--�--rt-r--�---�--�--rt-t-r _, _, --
0.55 �, �� '� '� '� '� '� '� '� '� '� 104 Ye ' - "'
�
- a� Ra�nfall-6.38--
-- --�--,--�-�--�---�--,--�--T- �
0.5- , � � � � � � � � � �
-�--,--�-�--�--�--�--�--T-� �Rur�af€Ar�a=�;2;886-s#
o.ns- " � � � � � � � � � , , :
. � -�,--�,--�,--�,---�,---�,--�,--�,--+--�,- Runoff'�,br�fqme=0:Q34-af
o.n: � � � � � � � � �
� --,---,--;--;--,---,---,---,--;--;-- -,-
� 0.35-- � � � � � � � � � � -Runoff Depth>6.�4"_
3 --�,---�,--�--1—L--1,---�,--J,--1--1--�� -� - , _ -- - - �--
LL o.3� � � � � � � � � � � � � � � � Tc=6.0 mi�
= __�___�__�__1-L__1___�__J__1__�-� �__�__1__L__1___�___ � __ � _ , __�___
--�---�--�--�-�--�---�--�--�--1-- � � � � --' � � CN=9
� � � � � � � � � � � � � -
0.25-_ � � � � � � � � � � � � � � � � �
�--�--+—�—� �---�--� ---
0.2-�' i i i i i i i i i i i � li i i i i i i i i i
--i---i--1--+--r--i---i--�--�-- --� --1--+--+--i---i---i--�--r-- --�---
0.15 � � � � � � � � � � � � � � � � � � � � �
-� __I___I__7__Y__r__I___I__7__T__.'�.-__ .__I__7__Y__r__I___I___I__T__t__r__I___
0.1 i i i i i i i i i � � � i i i i i i i i i
i � i
-----,---,-----I -- --�--- - - _ -------- -- -------
0.05� � , , � � , , , � , , , , � , ,
0 , �� ��, , ,a„ , , ,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 63
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.01 0.00
2.00 0.14 0.03 0.00
2.50 0.18 0.06 0.00
3.00 0.22 0.08 0.00
3.50 0.26 0.12 0.00
4.00 0.31 0.15 0.00
4.50 0.35 0.19 0.01
5.00 0.40 0.23 0.01
5.50 0.45 0.28 0.01
6.00 0.51 0.33 0.01
6.50 0.57 0.38 0.01
7.00 0.63 0.44 0.01
7.50 0.70 0.50 0.01
8.00 0.77 0.57 0.01
8.50 0.84 0.64 0.01
9.00 0.94 0.73 0.01
9.50 1.04 0.83 0.01
10.00 1.15 0.94 0.02
10.50 1.30 1.09 0.02
11.00 1.50 1.28 0.03
11.50 1.81 1.58 0.05
12.00 4.23 3.99 0.55
12.50 4.69 4.45 0.05
13.00 4.93 4.69 0.03
13.50 5.10 4.86 0.02
14.00 5.23 4.99 0.02
14.50 5.34 5.11 0.01
15.00 5.45 5.21 0.01
15.50 5.54 5.30 0.01
16.00 5.61 5.38 0.01
16.50 5.69 5.45 0.01
17.00 5.75 5.52 0.01
17.50 5.82 5.58 0.01
18.00 5.88 5.64 0.01
18.50 5.93 5.69 0.01
19.00 5.98 5.74 0.01
19.50 6.03 5.79 0.01
20.00 6.07 5.84 0.01
20.50 6.11 5.88 0.01
21.00 6.16 5.92 0.01
21.50 6.19 5.96 0.01
22.00 6.23 5.99 0.01
22.50 6.27 6.03 0.01
23.00 6.31 6.07 0.00
23.50 6.34 6.11 0.00
24.00 6.38 6.14 0.00
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 64
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.318 ac, 60.19% Impervious, Inflow Depth > 3.56" for 100 Year event
Inflow = 5.53 cfs @ 12.03 hrs, Volume= 0.391 af
Outflow = 5.53 cfs @ 12.03 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
�� � � ', � �-- I-- �-- r--�- �--
- —�--�---� -�--- , -- --�--�--, --�---�--, --r--�---�---
� � �� � � � � � � � � � � � ❑InfIOW
6 � � i ' �i �i �i �i �i �i �i �i �i 'i ❑OUtfIOW
_I'�,n�loy�v_'�4�e�-=;1_.;31 5.5s �fs --���--�--�--!--���---���--rt--!--���---���--�
s ' 'i 'i 'i 'i 'i 'i �'i i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
. . . -1--+--r--i--�--+--r--i-- �.. li--�--�--r--i---i--+--r--i---i--� .
4 i i i i i i i i i i i i i i i i i i i
N ___�i__�__�__�__�__�__+__�__�__ i__�__�__}__�___�__�__�__�___�__�__
� I I I I I I I I I ' I I I I I I I I I I
U' � ' I I I I I I I I ' I I I I I I I I I I
3 3 ' � i i i i i i i i �� i i i i i i i i i i
p � i i i i i i i i �� i i i i i i i i i i
LL '
.. . . . -1--+--r--i--�--+--r--i-- �--�--�--r--i---i--+--r--i---i--� .
�. �i i i i i i i i �� i i i i i i i i i i
----�--+—�--i--�—+—�--i— -�--�—�--i---i--+—�--i---i--�--
� il i i i i i i i i i il il il il il il il il il
p ,, . , ,_ :.. ..... ....: '... .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 65
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.01 0.01
5.50 0.01 0.01
6.00 0.01 0.01
6.50 0.02 0.02
7.00 0.02 0.02
7.50 0.02 0.02
8.00 0.03 0.03
8.50 0.04 0.04
9.00 0.05 0.05
9.50 0.06 0.06
10.00 0.08 0.08
10.50 0.12 0.12
11.00 0.19 0.19
11.50 0.35 0.35
12.00 5.28 5.28
12.50 1.05 1.05
13.00 0.48 0.48
13.50 0.36 0.36
14.00 0.28 0.28
14.50 0.24 0.24
15.00 0.22 0.22
15.50 0.19 0.19
16.00 0.17 0.17
16.50 0.15 0.15
17.00 0.15 0.15
17.50 0.14 0.14
18.00 0.13 0.13
18.50 0.12 0.12
19.00 0.11 0.11
19.50 0.10 0.10
20.00 0.10 0.10
20.50 0.09 0.09
21.00 0.09 0.09
21.50 0.09 0.09
22.00 0.09 0.09
22.50 0.08 0.08
23.00 0.08 0.08
23.50 0.08 0.08
24.00 0.08 0.08
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 66
Summary for Reach DP2: Discharge Point 2
InflowArea = 1.235 ac, 15.33% Impervious, Inflow Depth > 0.81" for 100 Year event
Inflow = 0.82 cfs @ 12.13 hrs, Volume= 0.084 af
Outflow = 0.82 cfs @ 12.13 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
__'__�__L__1___1__1—L__1__�__�__�_ L__'___'__1__'___'__1__L__1___1__
❑Inflow
0.9 _i I--i- i - li i--i - I --�i--i---i--li --i --i--li--i--i---i-- ❑OUtfIOW
I I I I I I �I.82 � � � � � � � � � �
� � � � � � � � � � � � � � � �
�� ---- ---- ----- --- ---- --- --- --- ---
0.85 _ �n f I 'c�v�'�,-�4'r-�'�,a ,—a-!2 � S '-' -'---' -'--' -'--' '--' --'--
os i i i i i i i i i i i
� � � � � � � � � � � � � � � �
� --' � ---------------' � --'--'---'---'---'--'---'---'--'---'---'--
075 � � � � � � � � � � � � � � � � � �
07 i__i__i__i__i__i__i__i__i__ �_ _ i__i__i__i__i__i__i__i__i__i__i__
0.65 --�,--�,-- �,I--�,I--�,--�,--�,I--�,--�,-_��I _ ��--�,I--�,I--�,--�, --�,I--�,--�,--�,I--�,I--�,__
' ---------------------------- -----------------------------_
0.6.'� i i i i i i i i i � i i i i i i i i i i i
0.55 '� '� �� � � �I �I__�_-�-_ �I _ �__,I__,I__,__;__,I__,__;__,I__,I__,__
� __i__i__r__i__i__i__i__i__i__r_ �__r__i__i__i__i__i__i__r__i__�__
� 0.5 i i i i i i i i i i i i i i i i i i i i i
�, � � __i__�__r i i �__�__i__�__r_ i i--r i i 7__�__i__�__r i i
3 0.45 ' i i i i i i i i i i i i i i i i i i i i
p --i--�--r--i---i--�--r--i--�--1-- ,��--r--i---i--7--r--i--�--r--i---i---
LL 0.4 � � � � � � � � � � � � � � � � � � � �
--i--�--r--r--i--�--r--i--�-- �� - �--r--r--i--7--r--i--�--r--r--i--
0.35
__I__7__Y__I___I__rt__r__I__7__ i _ i__Y__I___I__rt__r__I__�__Y__I___I__
0.3 �
--I--y--t--I---I--�--r--I--y-_1__ _Y--I---I--rt--r--I--�--t--I---I__
�.25'
� I I I I I I I I I I I I I I I I I I I I
_ i / --I--�--Y--r--I--rt--r--I--�--Y- . .---I--y--rt--r--I--�--Y--I---I-_.
0.2"
--i--y--r--Ir--li--rt--Ir--li--y--1-- � -t--Ir--li--�--r--Ir--li. .
0.15 � � �
--i--�-- --�r--�--�—r--�--�-- -
0.1 �
0.05: '
0 - „ . � °- � - .. „ - � � �
0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 15 1�6 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 67
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.33 0.33
12.50 0.28 0.28
13.00 0.15 0.15
13.50 0.12 0.12
14.00 0.10 0.10
14.50 0.09 0.09
15.00 0.08 0.08
15.50 0.07 0.07
16.00 0.06 0.06
16.50 0.06 0.06
17.00 0.06 0.06
17.50 0.05 0.05
18.00 0.05 0.05
18.50 0.05 0.05
19.00 0.05 0.05
19.50 0.04 0.04
20.00 0.04 0.04
20.50 0.04 0.04
21.00 0.04 0.04
21.50 0.04 0.04
22.00 0.04 0.04
22.50 0.04 0.04
23.00 0.04 0.04
23.50 0.03 0.03
24.00 0.03 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 68
Summary for Pond DOT1: Existing DOT Catch Basin #1
InflowArea = 0.860 ac, 48.02% Impervious, Inflow Depth > 2.80" for 100 Year event
Inflow = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af
Outflow = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min
Primary = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.60' @ 12.11 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.23' 12.0" Round Culvert
L= 100.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.23'/241.53' S= 0.0270 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=2.78 cfs @ 12.11 hrs HW=245.60' (Free Discharge)
L1=Culvert (Inlet Controls 2.78 cfs @ 3.54 fps)
Pond DOT1: Existing DOT Catch Basin #1
Hydrograph
- -- - ---- ---- �-- ---- -- ---- -- --� ----- -- ❑Inflow
' ' ' ' ' ' ' ' ' ' ❑ Pnmary
3" 2.78 cfs � � � � � � � � � �
I nflow Area=0.i8 '�� '�� '�� '�� '�� '�� '�� '�� '�� '��
Pe,a k E lev=245.60'', I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�,
-12�.0" ' ', - ' ',--�,--;--',�--'�,--;-- ';--',�--'�,--�,--',�
2- Ra u n d C u I ve rt '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
y 'i 'i �i 'i � �i ' �i � � 'i I I I I I I I I I I
� ' � � ' �i � � ' I I I I I I I I I I
= �=I0.01'2 � � � � � � � � � � � � � �
3 i � i i i i i i i i i i i i i
o � � � � � � � � � � � � � �
" L=,100.0" -'__ _ � � _ � � � � � � � � � �
-�--�-- -�-+-�--�--�-+-�--�--�-- �
,- s=o.b27o �r� '� '�� '�� '�� '�� '�� '�� '�� '�� '�� '�� '�� '��
o . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 69
Hydrograph for Pond DOT1: Existing DOT Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.23 0.00
0.50 0.00 244.23 0.00
1.00 0.00 244.23 0.00
1.50 0.00 244.23 0.00
2.00 0.00 244.23 0.00
2.50 0.00 244.23 0.00
3.00 0.00 244.23 0.00
3.50 0.00 244.23 0.00
4.00 0.00 244.23 0.00
4.50 0.00 244.23 0.00
5.00 0.00 244.23 0.00
5.50 0.00 244.23 0.00
6.00 0.00 244.23 0.00
6.50 0.00 244.23 0.00
7.00 0.00 244.23 0.00
7.50 0.00 244.23 0.00
8.00 0.00 244.23 0.00
8.50 0.00 244.23 0.00
9.00 0.00 244.23 0.00
9.50 0.00 244.24 0.00
10.00 0.01 244.28 0.01
10.50 0.02 244.31 0.02
11.00 0.05 244.35 0.05
11.50 0.11 244.41 0.11
12.00 1.90 245.13 1.90
12.50 0.71 244.72 0.71
13.00 0.29 244.53 0.29
13.50 0.21 244.48 0.21
14.00 0.17 244.45 0.17
14.50 0.14 244.43 0.14
15.00 0.13 244.42 0.13
15.50 0.11 244.41 0.11
16.00 0.10 244.40 0.10
16.50 0.09 244.39 0.09
17.00 0.09 244.39 0.09
17.50 0.08 244.39 0.08
18.00 0.08 244.38 0.08
18.50 0.07 244.38 0.07
19.00 0.07 244.37 0.07
19.50 0.06 244.36 0.06
20.00 0.06 244.36 0.06
20.50 0.05 244.36 0.05
21.00 0.05 244.35 0.05
21.50 0.05 244.35 0.05
22.00 0.05 244.35 0.05
22.50 0.05 244.35 0.05
23.00 0.05 244.35 0.05
23.50 0.05 244.35 0.05
24.00 0.05 244.35 0.05
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 70
Summary for Pond EX CB1: Existing Catch Basin #1
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event
Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min
Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 248.30' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 246.51' 12.0" Round Culvert
L= 128.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 246.51'/245.23' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=248.29' (Free Discharge)
L1=Culvert (Inlet Controls 3.38 cfs @ 4.30 fps)
Pond EX CB1: Existing Catch Basin #1
Hydrograph
� , � , �, ❑Inflow
� � � � � � � � � � � ❑ Pnmary
I'nf I ow'A�-ea=0.'�4 3.3$ �fs �, �, �, �, �, �, �, �, �, �, �,
Peak Elev=248.30'' �---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�, --
s � � I � � � � � � � � � �
12'.0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
, , , ,
, , � � � � � � � � � �
- Raund Cu�ver-t -- --J--1-L--1--�--�-L--�--J--1-
N ' .i .i .i .i .i .i . .i �.i �.i II II II II II II II II II II
� 2 . . . I �I ' � ' I I I I I I I I I I
= �=!0.01'2 � '�
3 i � i i i i i i i i i i i i i
o � � � � � � � � � � � � � �
" L=',128.0'! '�, ! '�, '�, , '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
_ --L__�_ __J__1-L__1__�__�-�__�__J__� .
5=0.�100 '�' '� '� '� '� '� '� '� '� '� '� '� '� '�
� ', ', ', ', ', ', ', ', ', ' ', ', ', ', ', ', ', ', ', ',
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 71
Hydrograph for Pond EX CB1: Existing Catch Basin #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 246.51 0.00
0.50 0.00 246.51 0.00
1.00 0.00 246.51 0.00
1.50 0.00 246.51 0.00
2.00 0.00 246.51 0.00
2.50 0.00 246.51 0.00
3.00 0.00 246.51 0.00
3.50 0.00 246.51 0.00
4.00 0.00 246.53 0.00
4.50 0.00 246.54 0.00
5.00 0.01 246.55 0.01
5.50 0.01 246.56 0.01
6.00 0.01 246.57 0.01
6.50 0.02 246.58 0.02
7.00 0.02 246.59 0.02
7.50 0.02 246.59 0.02
8.00 0.03 246.60 0.03
8.50 0.04 246.61 0.04
9.00 0.05 246.63 0.05
9.50 0.05 246.64 0.05
10.00 0.07 246.65 0.07
10.50 0.09 246.68 0.09
11.00 0.14 246.71 0.14
11.50 0.24 246.78 0.24
12.00 3.38 248.29 3.38
12.50 0.34 246.83 0.34
13.00 0.19 246.75 0.19
13.50 0.14 246.72 0.14
14.00 0.11 246.69 0.11
14.50 0.10 246.68 0.10
15.00 0.09 246.67 0.09
15.50 0.08 246.66 0.08
16.00 0.07 246.65 0.07
16.50 0.06 246.64 0.06
17.00 0.06 246.64 0.06
17.50 0.06 246.64 0.06
18.00 0.05 246.63 0.05
18.50 0.05 246.63 0.05
19.00 0.05 246.62 0.05
19.50 0.04 246.62 0.04
20.00 0.04 246.61 0.04
20.50 0.04 246.61 0.04
21.00 0.04 246.61 0.04
21.50 0.04 246.61 0.04
22.00 0.03 246.61 0.03
22.50 0.03 246.61 0.03
23.00 0.03 246.61 0.03
23.50 0.03 246.61 0.03
24.00 0.03 246.61 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 72
Summary for Pond EX CB2: Existing Catch Basin #2
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event
Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min
Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.02' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.23' 12.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.23'/244.93' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=247.01' (Free Discharge)
L1=Culvert (Inlet Controls 3.38 cfs @ 4.30 fps)
Pond EX CB2: Existing Catch Basin #2
Hydrograph
� , � , �, ❑Inflow
� � � � � � � � � � � ❑ Pnmary
I'nf I ow'A�-ea=0.'�4 3.3$ �fs �, �, �, �, �, �, �, �, �, �, �,
Peak Elev=247.02' �---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�, --
s � � I � � � � � � � � � �
12'.0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
, , , ,
, , � � � � � � � � � �
- Raund Cu�ver-t -- --J--1-L--1--�--�-L--�--J--1-
N ' .i .i .i .i .i .i . .i �.i �.i II II II II II II II II II II
� 2 I ' I �I ' � ' I I I I I I I I I I
= �=!0.01'2 ' '
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=,30.0' ! '�� ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
_ --L__�_ __J__1-L__1__�__�-�__�__J__� .
5=0.�100 '�' '� '� '� '� '� '� '� '� '� '� '� '� '�
� ', ', ', ', ', ', ', ', ', ' ', ', ', ', ', ', ', ', ', ',
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 73
Hydrograph for Pond EX CB2: Existing Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.23 0.00
0.50 0.00 245.23 0.00
1.00 0.00 245.23 0.00
1.50 0.00 245.23 0.00
2.00 0.00 245.23 0.00
2.50 0.00 245.23 0.00
3.00 0.00 245.23 0.00
3.50 0.00 245.23 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.26 0.00
5.00 0.01 245.27 0.01
5.50 0.01 245.28 0.01
6.00 0.01 245.29 0.01
6.50 0.02 245.30 0.02
7.00 0.02 245.31 0.02
7.50 0.02 245.31 0.02
8.00 0.03 245.32 0.03
8.50 0.04 245.33 0.04
9.00 0.05 245.35 0.05
9.50 0.05 245.36 0.05
10.00 0.07 245.37 0.07
10.50 0.09 245.40 0.09
11.00 0.14 245.43 0.14
11.50 0.24 245.50 0.24
12.00 3.38 247.01 3.38
12.50 0.34 245.55 0.34
13.00 0.19 245.47 0.19
13.50 0.14 245.44 0.14
14.00 0.11 245.41 0.11
14.50 0.10 245.40 0.10
15.00 0.09 245.39 0.09
15.50 0.08 245.38 0.08
16.00 0.07 245.37 0.07
16.50 0.06 245.36 0.06
17.00 0.06 245.36 0.06
17.50 0.06 245.36 0.06
18.00 0.05 245.35 0.05
18.50 0.05 245.35 0.05
19.00 0.05 245.34 0.05
19.50 0.04 245.34 0.04
20.00 0.04 245.33 0.04
20.50 0.04 245.33 0.04
21.00 0.04 245.33 0.04
21.50 0.04 245.33 0.04
22.00 0.03 245.33 0.03
22.50 0.03 245.33 0.03
23.00 0.03 245.33 0.03
23.50 0.03 245.33 0.03
24.00 0.03 245.33 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 74
Summary for Pond EX CB3: Existing Catch Basin #3
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event
Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min
Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.72' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.93' 12.0" Round Culvert
L= 20.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.93'/243.73' S= 0.0600 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=246.71' (Free Discharge)
L1=Culvert (Inlet Controls 3.38 cfs @ 4.30 fps)
Pond EX CB3: Existing Catch Basin #3
Hydrograph
� , � , �, ❑Inflow
� � � � � � � � � � � ❑ Pnmary
I'nf I ow'A�-ea=0.'�4 3.3$ �fs �, �, �, �, �, �, �, �, �, �, �,
Peak Elev=24�.7�,2'' �---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�, --
s � I � � � � � � � � � �
12'.0" �' ��� �� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
�
, , � � � � � � � � � �
-Raund Cu�ver-t -- --J--1-L--1--�--�-L--�--J--1-
N ' .i .i .i .i .i .i . .i �.i �.i II II II II II II II II II II
� 2 I ' I �I ' � ' I I I I I I I I I I
= �=!0.01'2 ' '
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=20.0' ! '�� ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
- - - ---L--�- --J--1-L--1--�--�-�--�--J--� .
5=0.0600 '�' '� �� �� �� �� �� �� �� �� �� �� �� ��
� ', ', ', ', ', ', ', ', ', ' ', ', ', ', ', ', ', ', ', ',
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 75
Hydrograph for Pond EX CB3: Existing Catch Basin #3
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.93 0.00
0.50 0.00 244.93 0.00
1.00 0.00 244.93 0.00
1.50 0.00 244.93 0.00
2.00 0.00 244.93 0.00
2.50 0.00 244.93 0.00
3.00 0.00 244.93 0.00
3.50 0.00 244.93 0.00
4.00 0.00 244.95 0.00
4.50 0.00 244.96 0.00
5.00 0.01 244.97 0.01
5.50 0.01 244.98 0.01
6.00 0.01 244.99 0.01
6.50 0.02 245.00 0.02
7.00 0.02 245.01 0.02
7.50 0.02 245.01 0.02
8.00 0.03 245.02 0.03
8.50 0.04 245.03 0.04
9.00 0.05 245.05 0.05
9.50 0.05 245.06 0.05
10.00 0.07 245.07 0.07
10.50 0.09 245.10 0.09
11.00 0.14 245.13 0.14
11.50 0.24 245.20 0.24
12.00 3.38 246.71 3.38
12.50 0.34 245.25 0.34
13.00 0.19 245.17 0.19
13.50 0.14 245.14 0.14
14.00 0.11 245.11 0.11
14.50 0.10 245.10 0.10
15.00 0.09 245.09 0.09
15.50 0.08 245.08 0.08
16.00 0.07 245.07 0.07
16.50 0.06 245.06 0.06
17.00 0.06 245.06 0.06
17.50 0.06 245.06 0.06
18.00 0.05 245.05 0.05
18.50 0.05 245.05 0.05
19.00 0.05 245.04 0.05
19.50 0.04 245.04 0.04
20.00 0.04 245.03 0.04
20.50 0.04 245.03 0.04
21.00 0.04 245.03 0.04
21.50 0.04 245.03 0.04
22.00 0.03 245.03 0.03
22.50 0.03 245.03 0.03
23.00 0.03 245.03 0.03
23.50 0.03 245.03 0.03
24.00 0.03 245.03 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 76
Summary for Pond EX OWS: Existing Oil/Water Separator
InflowArea = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event
Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min
Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.52' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 243.73' 12.0" Round Culvert
L= 48.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 243.73'/241.53' S= 0.0458 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=245.51' (Free Discharge)
L1=Culvert (Inlet Controls 3.38 cfs @ 4.30 fps)
Pond EX OWS: Existing Oil/Water Separator
Hydrograph
� , � , �, ❑Inflow
� � � � � � � � � � � ❑ Pnmary
I'nf I ow'A�-ea=0.'�4 3.3$ �fs �, �, �, �, �, �, �, �, �, �, �,
Peak Elev=245.52' �---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�, --
s � � I � � � � � � � � � �
12'.0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
� �
, , � � � � � � � � � �
- Raund Cu�ver-t -- --J--1-L--1--�--�-L--�--J--1-
N ' .i .i .i .i .i .i . .i �.i �.i II II II II II II II II II II
� 2 I ' I �I ' � ' I I I I I I I I I I
= �=!0.01'2 ' '
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=48.0' ! '�� ! '�� ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
- _- - - - - ---L--�- --J--1-L--1--�--�-�--�--J--� .
' 5-0.0458 '�' �, �, � � � � � � � � � �
� 'i 'i 'i 'i ', 'i 'i 'i 'i ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0
0 1 2 3 4 5 6 7 8 9 10 11 1�2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 77
Hydrograph for Pond EX OWS: Existing OiINVater Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 243.73 0.00
0.50 0.00 243.73 0.00
1.00 0.00 243.73 0.00
1.50 0.00 243.73 0.00
2.00 0.00 243.73 0.00
2.50 0.00 243.73 0.00
3.00 0.00 243.73 0.00
3.50 0.00 243.73 0.00
4.00 0.00 243.75 0.00
4.50 0.00 243.76 0.00
5.00 0.01 243.77 0.01
5.50 0.01 243.78 0.01
6.00 0.01 243.79 0.01
6.50 0.02 243.80 0.02
7.00 0.02 243.81 0.02
7.50 0.02 243.81 0.02
8.00 0.03 243.82 0.03
8.50 0.04 243.83 0.04
9.00 0.05 243.85 0.05
9.50 0.05 243.86 0.05
10.00 0.07 243.87 0.07
10.50 0.09 243.90 0.09
11.00 0.14 243.93 0.14
11.50 0.24 244.00 0.24
12.00 3.38 245.51 3.38
12.50 0.34 244.05 0.34
13.00 0.19 243.97 0.19
13.50 0.14 243.94 0.14
14.00 0.11 243.91 0.11
14.50 0.10 243.90 0.10
15.00 0.09 243.89 0.09
15.50 0.08 243.88 0.08
16.00 0.07 243.87 0.07
16.50 0.06 243.86 0.06
17.00 0.06 243.86 0.06
17.50 0.06 243.86 0.06
18.00 0.05 243.85 0.05
18.50 0.05 243.85 0.05
19.00 0.05 243.84 0.05
19.50 0.04 243.84 0.04
20.00 0.04 243.83 0.04
20.50 0.04 243.83 0.04
21.00 0.04 243.83 0.04
21.50 0.04 243.83 0.04
22.00 0.03 243.83 0.03
22.50 0.03 243.83 0.03
23.00 0.03 243.83 0.03
23.50 0.03 243.83 0.03
24.00 0.03 243.83 0.03
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 78
Summary for Pond P1: Existing Drywell
InflowArea = 0.066 ac,100.00% Impervious, Inflow Depth > 6.14" for 100 Year event
Inflow = 0.60 cfs @ 11.97 hrs, Volume= 0.034 af
Outflow = 0.57 cfs @ 11.99 hrs, Volume= 0.034 af, Atten= 6%, Lag= 1.5 min
Discarded = 0.57 cfs @ 11.99 hrs, Volume= 0.034 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.95' @ 11.99 hrs Surf.Area= 173 sf Storage= 10 cf
Plug-Flow detention time= 0.1 min calculated for 0.034 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 739.5 - 739.4 )
Volume Invert Avail.Storage Storage Description
#1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc)
808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids
#2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside#1
#4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc)
354 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
245.80 173 46.6 0 0 173
250.47 173 46.6 808 808 391
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
246.47 50 12.6 0 0 50
247.14 50 12.6 33 33 58
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
247.14 3 6.3 0 0 3
250.47 3 6.3 10 10 24
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
250.47 3 6.3 0 0 3
251.90 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=0.57 cfs @ 11.99 hrs HW=245.95' (Free Discharge)
L1=Exfiltration ( Controls 0.57 cfs)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 79
Pond P1: Existing Drywell
Hydrograph
� � � � � ❑Inflow
0.65 " i -7- li --i- rt -Ir i � I� -y�.6� C.fs --r- Ir-�- Ir--�i- It--r- i--7--�r-- ODISCarded
--'-- ' --'---'-- ' --'- ' ' I'nflowJAre��O.'�66'�a --
� � �� �� T �� �� � � � � � � � � � �
o.s 0.57 cfs
- � �
,
,
, � � � _
� __�__�__�___�__�__�_ � � � � �
o.s5 � � � � � � � � � --',--, eak ENe�—���.�5' --
--'�--�--'�---'�—�--'�---'�—�--'�— _ �__� _ _' �
0.5 � � � � � � � � � � � � �,��oral�e=��I 0�� cf__
0.45 --i--rt--r--i--+--r--i--+--i-- -- �--r--r-�--r--i--t--i --i--rt--r--
0.4 --i--i--i--i--i--i--i--i--i-- - i--i--i--i--li--i-- li --i--i--i--i--
� i i i i i i i i i � i i i i i i i i i i
�. __�__ � __�___�__ � __�___�__ � __�__ _ __� __�__ �__� __�__ �__� __�__ � __�___
0.35 � � � � � � � � � � � � � � � � � � � �
3 i i i i i i i i i � i i i i i i i i i i
o --1--1--'---'--1--'---'--i--'-- -__--L--'--1—L--1--1--L--1--1--L--
LL 0.3 � � � � � � � � � � � � � � � � � � � �
0.25 --i--+--i---i--+--i---i--+--i- -- �,--r--i--�--r--i--�--r--i--+--r--
0.2 --i--7--�i--�i--T--�i--�i--r--�i- �--r--�i--�--r--�i--7--r--�i--7--r--
0.15 __�__�__�__�__�__�__�__�__�_ __�__�__�__�__�__�__�__�__�__�__
--1--1--'---'--1--'---'--i--'- --'--1—L--1--1--L--1--1--'---
0.1 i i i i i i i i i i i i i i i i
OA5
0 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Predevelopment
Predevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 80
Hydrograph for Pond P1: Existing Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 245.80 0.00
0.50 0.00 0 245.80 0.00
1.00 0.00 0 245.80 0.00
1.50 0.00 0 245.80 0.00
2.00 0.00 0 245.80 0.00
2.50 0.00 0 245.80 0.00
3.00 0.00 0 245.80 0.00
3.50 0.00 0 245.80 0.00
4.00 0.00 0 245.80 0.00
4.50 0.01 0 245.80 0.01
5.00 0.01 0 245.80 0.01
5.50 0.01 0 245.80 0.01
6.00 0.01 0 245.80 0.01
6.50 0.01 0 245.80 0.01
7.00 0.01 0 245.80 0.01
7.50 0.01 0 245.80 0.01
8.00 0.01 0 245.80 0.01
8.50 0.01 0 245.80 0.01
9.00 0.01 0 245.80 0.01
9.50 0.01 0 245.80 0.01
10.00 0.02 0 245.80 0.02
10.50 0.02 0 245.80 0.02
11.00 0.03 0 245.80 0.03
11.50 0.05 0 245.81 0.05
12.00 0.55 10 245.94 0.57
12.50 0.05 0 245.81 0.05
13.00 0.03 0 245.80 0.03
13.50 0.02 0 245.80 0.02
14.00 0.02 0 245.80 0.02
14.50 0.01 0 245.80 0.01
15.00 0.01 0 245.80 0.01
15.50 0.01 0 245.80 0.01
16.00 0.01 0 245.80 0.01
16.50 0.01 0 245.80 0.01
17.00 0.01 0 245.80 0.01
17.50 0.01 0 245.80 0.01
18.00 0.01 0 245.80 0.01
18.50 0.01 0 245.80 0.01
19.00 0.01 0 245.80 0.01
19.50 0.01 0 245.80 0.01
20.00 0.01 0 245.80 0.01
20.50 0.01 0 245.80 0.01
21.00 0.01 0 245.80 0.01
21.50 0.01 0 245.80 0.01
22.00 0.01 0 245.80 0.01
22.50 0.01 0 245.80 0.01
23.00 0.00 0 245.80 0.00
23.50 0.00 0 245.80 0.00
24.00 0.00 0 245.80 0.00
DA1 DP1
Subcatchment#1 Discharge Point 3(DOT
Catch �asin#2)
I
I
I
DA2 � CB2 —� H1 � DS � ows � P1
O
Subcatchment#2 Catch Basin#2 Manhole#2 First Defense Oil/Water Separator StormTech SC-740
Hydrodynamic Infiltration System
Separator
DA4 DA3
O
Subcatc ment#4 Subcatc ment#3
P2 DP2
�
Proposed 8' Diameter Discharge Point 2
D rywe II
Subcat Reach on Link Routing Diagram for Postdevelopment
Prepared by Stewart's Shops, Printed 3/15/2022
HydroCAD010.00-22 s/n 08847 02018 HydroCAD Software Solutions LLC
Weibel - Postdevelopment
Postdevelopment
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.768 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3)
1.653 98 Paved parking, HSG A (DA1, DA2, DA3, DA4)
0.223 30 Woods, Good, HSG A (DA3)
2.644 75 TOTAL AREA
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 3
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>0.28"
Tc=6.0 min CN=68 Runoff=0.14 cfs 0.009 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>0.97"
Flow Length=123' Tc=21.0 min CN=85 Runoff=1.54 cfs 0.119 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth=0.00"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.00 cfs 0.000 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=10,099 sf 100.00% Impervious Runoff Depth>2.01"
Tc=6.0 min CN=98 Runoff=0.73 cfs 0.039 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=0.14 cfs 0.009 af
Outflow=0.14 cfs 0.009 af
Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 af
Outflow=0.00 cfs 0.000 af
Pond CB2: Catch Basin#2 Peak EIev=246.02' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=1.54 cfs 0.119 af
Pond HDS: First Defense HydrodynamicSeparator Peak Elev=244.98' Inflow=1.54 cfs 0.119 af
15.0" Round Culvert n=0.012 L=3.0' S=0.0100 '/' Outflow=1.54 cfs 0.119 af
Pond MH1: Manhole#2 Peak Elev=245.52' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=1.54 cfs 0.119 af
Pond OWS: Oil/WaterSeparator Peak EIev=245.07' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=2.0' S=0.0000 '/' Outflow=1.54 cfs 0.119 af
Pond P1: StormTech SC-740 Infiltration Peak Elev=243.59' Storage=0.000 af Inflow=1.54 cfs 0.119 af
Discarded=1.54 cfs 0.119 af Secondary=0.00 cfs 0.000 af Outflow=1.54 cfs 0.119 af
Pond P2: Proposed 8' DiameterDrywell Peak EIev=244.40' Storage=38 cf Inflow=0.73 cfs 0.039 af
Outflow=0.63 cfs 0.039 af
Total Runoff Area = 2.644 ac Runoff Volume = 0.167 af Average Runoff Depth = 0.76"
37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 4
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
-- --�--�--�—�--�---�--y--rt--+—r- ---�--1--+--�---�---�--rt--+—�--�---
0.16 '� � � � � � � � � � � � � � � � � � � � � � � �
__'___'___'__�__� __'___'___�__�_ �__�__�__� __�___�___�__-'__� __� __�___ ❑Runoff
o.�s I I I I I I I I I 0.14 cfs I I I I I I I I I I I
-- --�--,--�—�--�- �--�--�- � �--, � � --, - - �--
0.,4 � � � � � � � � � � � � � � _ _ , _�_ _ _�Ty'�p� I I'�.2_4-h�,r__
--�---�--�--�—�--�---�--�--�--1--� --�-
0.,3 --�,---�,--�,--�, --�,--�,--�,---�,--�,--�, -- -���1 ���Y�ar Ra�nfaill=�2.24�"
� � � � � � � � �
0.,2 � � � � � � � � � F�u'no�fif-� � � � �
--'�---'�--�--�—�--�---�--�--�—+--� __
Ar�a�fi�;6;626 sfi -
o�� � � � � � � � � � �
o., --, --,--�,--�, --�,,--�,,- �,---�,--�,--�, -- ;, RunOffl'�YQlum�=0.009_af-
--'� --'�--,--�—r--�-- �--,--�—rt—r �
� � � � � � � � � � � � � �
� 0.09- --�---�--�--1—L--1---�--J--1--1—L _ Runo#f De th- 0: ..-
28�-
3 0.08 � � � � � � � � � � �� _ �� � � � �� � �
o -� � -,--�—�--�--�--�--�--T- -,- -r--�--�-�'c=�.�-�min
LL 0.07 � � � � � � � � � � � � � —
�- --�--�--�--�—�—�--�--�--�—�- ��--�--�—�—�--�---�--�--�►�A--' � --i�p---
o.os --',---',--',--', --',---',---',---',--',--', - ',--',--', -- ',---',---',---',--',-L11�'=�p-
OA5� �
--Ir--li--y--rt—r--Ir--li--y--rt—+- �--y--+—r--Ir--li---li--rt--T--r--li---
0.04. �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� '� '� '� ',
i i i i i i i i i i � i i i i i i i i i �
0.03�' � � � � � � � � � � � � � � � � � � � �
---r--i--�--7--r--r--r-�--�--rt- _.--r--r--i---i--�--rt--r--r--
0.02� -I-----I'-- I --'---'---'---I--I' --I' ' ---'--� --I --'---'--
0.01
0" ,., _ � _, �, �� � � � �� �.� �. � ,�� „
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 5
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.06 0.14
12.50 1.65 0.09 0.02
13.00 1.73 0.11 0.01
13.50 1.79 0.13 0.01
14.00 1.84 0.14 0.01
14.50 1.88 0.16 0.01
15.00 1.91 0.17 0.01
15.50 1.94 0.18 0.01
16.00 1.97 0.18 0.01
16.50 2.00 0.19 0.01
17.00 2.02 0.20 0.01
17.50 2.04 0.21 0.01
18.00 2.06 0.22 0.01
18.50 2.08 0.22 0.01
19.00 2.10 0.23 0.00
19.50 2.12 0.24 0.00
20.00 2.13 0.24 0.00
20.50 2.15 0.25 0.00
21.00 2.16 0.25 0.00
21.50 2.17 0.26 0.00
22.00 2.19 0.26 0.00
22.50 2.20 0.27 0.00
23.00 2.21 0.27 0.00
23.50 2.23 0.28 0.00
24.00 2.24 0.28 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 6
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Depth> 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
� � � I � � � � � I I � � � � � I � � � � ❑Runoff
I I I � I I I I I 1.54 cfs , I I I I I I I I I I
type II I �4=,h r ! '�, '�, �, �� '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
1 Yea��r Rainfall=2�.24" � � � � � � � � � � �
Runoff Area,=64,381 s;f '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
_R�no€�Vo�ume-0.1-'�1�', af --'�--'�---'�---'�--+-�-�--'�---'�---'__ .
� � � � � � � � � � � � �
��� Runoff De�pth>0.97'��'
° F lo�nr Len gth_���2�. '�I �,I � �,I �,I �,I �,I �,I �,I �,I �,I �,I �,I
LL
Tc=21 .0', m',in', �� �� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
CN� '� �� � ��� ��� �� �� ��� �� �� �� �� �� �� �� �� �� �� ��
�8�5 � � � � � � � � � � � � � � � � � � �
� � � � �
�
�
o , . �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 7
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.01 0.01
11.00 0.53 0.02 0.03
11.50 0.63 0.04 0.06
12.00 1.49 0.44 0.94
12.50 1.65 0.55 0.49
13.00 1.73 0.60 0.19
13.50 1.79 0.64 0.13
14.00 1.84 0.68 0.10
14.50 1.88 0.71 0.08
15.00 1.91 0.73 0.08
15.50 1.94 0.75 0.07
16.00 1.97 0.77 0.06
16.50 2.00 0.79 0.06
17.00 2.02 0.81 0.05
17.50 2.04 0.83 0.05
18.00 2.06 0.84 0.05
18.50 2.08 0.86 0.04
19.00 2.10 0.87 0.04
19.50 2.12 0.88 0.04
20.00 2.13 0.89 0.03
20.50 2.15 0.90 0.03
21.00 2.16 0.92 0.03
21.50 2.17 0.93 0.03
22.00 2.19 0.94 0.03
22.50 2.20 0.95 0.03
23.00 2.21 0.96 0.03
23.50 2.23 0.97 0.03
24.00 2.24 0.98 0.03
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 8
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
__.________ ,__ �__ _____,___�__ �_ ,___ __ ___ __ __ - � - - - -- - � -
1- ,� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� � � �� � �, ❑Runoff
'� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� �'�TYpe I I��,2�-h'�,r
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 1 ���Year R�ainfall�2.�24��..
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, F�u;noff 'Area�,=z�,4, ��074 sf
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Ru noff'�,Vo lu m',e=',O.00p af
� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� Ru noff���Depth=� 0.��00';..
° ', ', ', ', ', ', ', ', ', ', ', ', ', ', ', F low'�Len gth=121'
LL i I I I I I I I I I I I I i i I I ,
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Tc='�5.';2 'r,n i�
�'� �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �'� �'� �'� �'� C N��44
0.00 cfs � � � � � � � � � � � � � � � � � � � � � �
o- . ., ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 9
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.00 0.00
12.50 1.65 0.00 0.00
13.00 1.73 0.00 0.00
13.50 1.79 0.00 0.00
14.00 1.84 0.00 0.00
14.50 1.88 0.00 0.00
15.00 1.91 0.00 0.00
15.50 1.94 0.00 0.00
16.00 1.97 0.00 0.00
16.50 2.00 0.00 0.00
17.00 2.02 0.00 0.00
17.50 2.04 0.00 0.00
18.00 2.06 0.00 0.00
18.50 2.08 0.00 0.00
19.00 2.10 0.00 0.00
19.50 2.12 0.00 0.00
20.00 2.13 0.00 0.00
20.50 2.15 0.00 0.00
21.00 2.16 0.00 0.00
21.50 2.17 0.00 0.00
22.00 2.19 0.00 0.00
22.50 2.20 0.00 0.00
23.00 2.21 0.00 0.00
23.50 2.23 0.00 0.00
24.00 2.24 0.00 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 10
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 0.73 cfs @ 11.97 hrs, Volume= 0.039 af, Depth> 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
10,099 98 Paved parking, HSG A
10,099 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
0.8 , --i -i--i--i--il--il- i --i-- i--i- i --i -il--i---i--i -i--i --, ❑RUfIOff
--i --i--I--i--i--il- i---i-- i-- - -- --il-- - -r
o.�s , � � 0.73 cfs � � ; �
� � �
-- ----�--�--�--�-- �--�-- -- - — -�— �--
o.� � - ' - - - - ' __ ' ' ' _ �Yp� II'�=2� h�r
--� -�- �,--�, --�,- -�- �- -�,-- �--�, -
� � � � � 1 Ye � , -
0.65 � � � � � � � � _'� ar-Rainfall�2.24"--
--'�---'�--�--rt—r--�---�--�--rt—t--r
0.6 li i -�--1--L--1i--�i--�i--1--1--I�
------ -�u'noff Are�'=10,099 s�
0.55 � � � � � � � � � � � �
0.5" --il--,--,--,--,I--,I--,---,--i--il --�,- u o - - - e=�0.039 af -
- - _oI_um
R__n ff'V_'
--�---'�--�--+—�--�---�--�--�—�- � --,----
w o.45- � � � � � � � � � � � ; Runoff Depth>2.01'"
--------------------------- --- -- -
� � � � � � � � � � �
3 0.4 --�---�- � � � � � � � � I� -�- -
o -;--;--;--�,--�--�--;--;--,r . Tc=6.0 min
LL 0.35." i--�--�--1—L—�--'--�--�--�—� i i i i
-- �--�--1--L--1---'---'--' -----' --'---
0.3 --�---�--I�--I� --�--�---�---�--I�--�--� �--I�--I� --�--�---�---�--I�-����8-
0.25" � � � � � � � � � � � � � � � � � � , �
--�--�--�--�—�—�--i--�--�—+— �--�--+—+—�--i---i--�--+--�--�---
02 i i i i i i i i i i � i i i i i i i � � i
__�___�__�__�__�__�___�___�__�__ � __� _�__�__�__�__�___�___�__�__�__�__�___
0.15�'� � � � � � � � � � � � � � � � � � � � � �
-� - ---i--�--7--r--r--r-�--�--��:--- �-,---�--7--r--r--r--i--�--rt--r--r--
0.1 -'-- - -I' __�� _ _ ----I' _- �� _ ' ----------�� __ �' ' ----
OA5. - � , , � � �. , , � I , , , , , �
0 „ , �� ��, , ,a„ , , ,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 11
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.01 0.00
3.50 0.09 0.01 0.00
4.00 0.11 0.02 0.00
4.50 0.12 0.02 0.00
5.00 0.14 0.03 0.00
5.50 0.16 0.04 0.01
6.00 0.18 0.06 0.01
6.50 0.20 0.07 0.01
7.00 0.22 0.09 0.01
7.50 0.24 0.10 0.01
8.00 0.27 0.12 0.01
8.50 0.30 0.14 0.01
9.00 0.33 0.17 0.01
9.50 0.37 0.20 0.01
10.00 0.41 0.23 0.02
10.50 0.46 0.28 0.02
11.00 0.53 0.34 0.03
11.50 0.63 0.44 0.05
12.00 1.49 1.27 0.66
12.50 1.65 1.42 0.06
13.00 1.73 1.51 0.03
13.50 1.79 1.57 0.03
14.00 1.84 1.61 0.02
14.50 1.88 1.65 0.02
15.00 1.91 1.69 0.02
15.50 1.94 1.72 0.01
16.00 1.97 1.75 0.01
16.50 2.00 1.77 0.01
17.00 2.02 1.79 0.01
17.50 2.04 1.82 0.01
18.00 2.06 1.84 0.01
18.50 2.08 1.86 0.01
19.00 2.10 1.87 0.01
19.50 2.12 1.89 0.01
20.00 2.13 1.91 0.01
20.50 2.15 1.92 0.01
21.00 2.16 1.93 0.01
21.50 2.17 1.95 0.01
22.00 2.19 1.96 0.01
22.50 2.20 1.97 0.01
23.00 2.21 1.99 0.01
23.50 2.23 2.00 0.01
24.00 2.24 2.01 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 12
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 0.382 ac, 48.68% Impervious, Inflow Depth > 0.28" for 1 Year event
Inflow = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af
Outflow = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
--i--�--r--r--i--'--r--i--�--*--r. ... . , . ,,_-'�---i--�---� --i-- �--� --'�---i--
'-=I'--L--'_ _'__I' �'___��__��_ �___� _ �� _ -_�__ I __ _�_- ❑InfIOW
0.16 ' - -- - -- � � � �
� �--;--� �- � � � �� 0.14cfs �- - - - - - - - - �- _ _ __ ❑outfioW
'
� � � � � � � � � � �
- ,
°.'S � � � � � � � � � , Inflov�cAr�ea=,0.382_ ac
--�--;--;--�,--�,--;--,r--�,-- - -
0.14 � � � � � � � � � �
-'--�--L--1---1--1—L--1--____ __ __�---'-- --�--'-- -----'---�_
0.13 � � � � � � � � � � � � � � � � � � � �
� ----�--�-------�--�------'- �--�--�---�--�--�---�--�--�--�---'__
012�, � � � � � � � � � �� � � � � � � � � � � �
__I__7__Y__I___I__rt__r__I__7___. _ __Y__I___I__rt__r__I__�__Y__I___I__
0.11 � � � � � � � � � � � � � � � � � � � �
--�--�—�--�---�--�—�--�--�- —�--�---�--�—�--�--�—�--�---�--
p,1 i i i i i i i i i i i i i i i i i i i i
w 0.09 �__�__�__�__�__�__�__�__�_ � �__�__�__�__�__�__�__�__�__�__�__
u
0.08 --i--�--r--r--i--�--r--i--�-- 7--r--r--i--7--r--i--�--r--r--i--
3 � � �
o --�--�—�--�---�--�—�--�--�-- - --�--�---�--�—�--�--�—�--�---�--
LL 0.07 � � � � � � � � � � � � � � � � � � � � �
0.06 � i i i � i i � i � � i i � i i � i i i �
0.05 --�--,--r--�---�--�—r--�--,--, - --r--�---�--�—r--�--�--r--�---�--
--i--�—�--i---i--�—�--i--�-- - —�--i---i--�—�--i--�—�--i---�--
0.04 � � � � � � � � � � � � � � � � � � � �
0.03 � � � i �, -'� ��__��__��-_ �- - -'�--'�---'� --'�--'�---'�--'�--'�--'�-_
0.02 --�--� ��� � � �—r--�--�--- � � � � � �
0.01
0- °° � � °- � - � � - �
0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 13
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.14 0.14
12.50 0.02 0.02
13.00 0.01 0.01
13.50 0.01 0.01
14.00 0.01 0.01
14.50 0.01 0.01
15.00 0.01 0.01
15.50 0.01 0.01
16.00 0.01 0.01
16.50 0.01 0.01
17.00 0.01 0.01
17.50 0.01 0.01
18.00 0.01 0.01
18.50 0.01 0.01
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 14
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth = 0.00" for 1 Year event
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
-�-- --� � � � � � �— --�---,---�-- --�—� � — --�---�---�--
,�_ �il �i ��, �i �i �i �i ��, �i �i �i �i �i I� �, ' � � ' I' ❑If1fIOW
� � ❑OutfloW
�, �, �, �, �, �, �, �, �, �, �, I'�,nf;lo'w '�,Area=0.,5�3 '�,ac
y ' I I I I I I I I I I I I I I I I I I I I I I
� ' I I I I I I I I I I I I I I I I I I I I I I
U
3 ' I I I I I I I I I I I I I I I I I I I I I I
p ' I I I I I I I I I I I I I I I I I I I I I I
LL ' I I I I I I I I I I I I I I I I I I I I I i
'i i i i i i I i 'i i i i i i i 'i 'i i 'i 'i
0.00 cfs
o- . . - � .. - � � � _. -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 15
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.00 0.00
13.00 0.00 0.00
13.50 0.00 0.00
14.00 0.00 0.00
14.50 0.00 0.00
15.00 0.00 0.00
15.50 0.00 0.00
16.00 0.00 0.00
16.50 0.00 0.00
17.00 0.00 0.00
17.50 0.00 0.00
18.00 0.00 0.00
18.50 0.00 0.00
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 16
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.02' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=246.02' (Free Discharge)
L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps)
Pond CB2: Catch Basin #2
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=24�.0,2'' �! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
12�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=',50.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 17
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.25 0.00
5.50 0.00 245.25 0.00
6.00 0.00 245.25 0.00
6.50 0.00 245.25 0.00
7.00 0.00 245.25 0.00
7.50 0.00 245.25 0.00
8.00 0.00 245.25 0.00
8.50 0.00 245.25 0.00
9.00 0.00 245.25 0.00
9.50 0.00 245.25 0.00
10.00 0.00 245.28 0.00
10.50 0.01 245.31 0.01
11.00 0.03 245.34 0.03
11.50 0.06 245.38 0.06
12.00 0.94 245.82 0.94
12.50 0.49 245.65 0.49
13.00 0.19 245.49 0.19
13.50 0.13 245.45 0.13
14.00 0.10 245.42 0.10
14.50 0.08 245.41 0.08
15.00 0.08 245.40 0.08
15.50 0.07 245.39 0.07
16.00 0.06 245.38 0.06
16.50 0.06 245.38 0.06
17.00 0.05 245.37 0.05
17.50 0.05 245.37 0.05
18.00 0.05 245.37 0.05
18.50 0.04 245.36 0.04
19.00 0.04 245.36 0.04
19.50 0.04 245.35 0.04
20.00 0.03 245.35 0.03
20.50 0.03 245.35 0.03
21.00 0.03 245.35 0.03
21.50 0.03 245.34 0.03
22.00 0.03 245.34 0.03
22.50 0.03 245.34 0.03
23.00 0.03 245.34 0.03
23.50 0.03 245.34 0.03
24.00 0.03 245.34 0.03
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 18
Summary for Pond HDS: First Defense Hydrodynamic Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.98' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 15.0" Round Culvert
L= 3.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/244.17' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=244.98' (Free Discharge)
L1=Culvert (Barrel Controls 1.54 cfs @ 2.72 fps)
Pond HDS: First Defense Hydrodynamic Separator
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=24�.9,8'' II ��, ��, ��, ��, ��, ��, ��, ��, ��, ��,
15�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=,3.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 19
Hydrograph for Pond HDS: First Defense Hydrodynamic Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.20 0.00
5.50 0.00 244.20 0.00
6.00 0.00 244.20 0.00
6.50 0.00 244.20 0.00
7.00 0.00 244.20 0.00
7.50 0.00 244.20 0.00
8.00 0.00 244.20 0.00
8.50 0.00 244.20 0.00
9.00 0.00 244.20 0.00
9.50 0.00 244.20 0.00
10.00 0.00 244.23 0.00
10.50 0.01 244.25 0.01
11.00 0.03 244.29 0.03
11.50 0.06 244.33 0.06
12.00 0.94 244.79 0.94
12.50 0.49 244.61 0.49
13.00 0.19 244.44 0.19
13.50 0.13 244.40 0.13
14.00 0.10 244.38 0.10
14.50 0.08 244.36 0.08
15.00 0.08 244.35 0.08
15.50 0.07 244.34 0.07
16.00 0.06 244.33 0.06
16.50 0.06 244.33 0.06
17.00 0.05 244.32 0.05
17.50 0.05 244.32 0.05
18.00 0.05 244.32 0.05
18.50 0.04 244.31 0.04
19.00 0.04 244.31 0.04
19.50 0.04 244.30 0.04
20.00 0.03 244.30 0.03
20.50 0.03 244.30 0.03
21.00 0.03 244.30 0.03
21.50 0.03 244.29 0.03
22.00 0.03 244.29 0.03
22.50 0.03 244.29 0.03
23.00 0.03 244.29 0.03
23.50 0.03 244.29 0.03
24.00 0.03 244.29 0.03
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 20
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.52' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.52' (Free Discharge)
L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps)
Pond MH1: Manhole #2
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=245.52'' �! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
12�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=',55.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 21
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.75 0.00
5.50 0.00 244.75 0.00
6.00 0.00 244.75 0.00
6.50 0.00 244.75 0.00
7.00 0.00 244.75 0.00
7.50 0.00 244.75 0.00
8.00 0.00 244.75 0.00
8.50 0.00 244.75 0.00
9.00 0.00 244.75 0.00
9.50 0.00 244.75 0.00
10.00 0.00 244.78 0.00
10.50 0.01 244.81 0.01
11.00 0.03 244.84 0.03
11.50 0.06 244.88 0.06
12.00 0.94 245.32 0.94
12.50 0.49 245.15 0.49
13.00 0.19 244.99 0.19
13.50 0.13 244.95 0.13
14.00 0.10 244.92 0.10
14.50 0.08 244.91 0.08
15.00 0.08 244.90 0.08
15.50 0.07 244.89 0.07
16.00 0.06 244.88 0.06
16.50 0.06 244.88 0.06
17.00 0.05 244.87 0.05
17.50 0.05 244.87 0.05
18.00 0.05 244.87 0.05
18.50 0.04 244.86 0.04
19.00 0.04 244.86 0.04
19.50 0.04 244.85 0.04
20.00 0.03 244.85 0.03
20.50 0.03 244.85 0.03
21.00 0.03 244.85 0.03
21.50 0.03 244.84 0.03
22.00 0.03 244.84 0.03
22.50 0.03 244.84 0.03
23.00 0.03 244.84 0.03
23.50 0.03 244.84 0.03
24.00 0.03 244.84 0.03
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 22
Summary for Pond OWS: Oil/Water Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.07' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.17' 12.0" Round Culvert
L= 2.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.17'/244.17' S= 0.0000 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.07' (Free Discharge)
L1=Culvert (Barrel Controls 1.54 cfs @ 2.73 fps)
Pond OWS: Oil/Water Separator
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=245.a7'', II I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�,
12�0" �' ��� '�� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=2.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
s=o.0000 �r� '� '� '� '� '� '� '� '� '� '� '� '� '�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 23
Hydrograph for Pond OWS: Oil/Water Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.17 0.00
0.50 0.00 244.17 0.00
1.00 0.00 244.17 0.00
1.50 0.00 244.17 0.00
2.00 0.00 244.17 0.00
2.50 0.00 244.17 0.00
3.00 0.00 244.17 0.00
3.50 0.00 244.17 0.00
4.00 0.00 244.17 0.00
4.50 0.00 244.17 0.00
5.00 0.00 244.17 0.00
5.50 0.00 244.17 0.00
6.00 0.00 244.17 0.00
6.50 0.00 244.17 0.00
7.00 0.00 244.17 0.00
7.50 0.00 244.17 0.00
8.00 0.00 244.17 0.00
8.50 0.00 244.17 0.00
9.00 0.00 244.17 0.00
9.50 0.00 244.17 0.00
10.00 0.00 244.21 0.00
10.50 0.01 244.24 0.01
11.00 0.03 244.28 0.03
11.50 0.06 244.33 0.06
12.00 0.94 244.84 0.94
12.50 0.49 244.64 0.49
13.00 0.19 244.46 0.19
13.50 0.13 244.41 0.13
14.00 0.10 244.38 0.10
14.50 0.08 244.36 0.08
15.00 0.08 244.35 0.08
15.50 0.07 244.34 0.07
16.00 0.06 244.33 0.06
16.50 0.06 244.33 0.06
17.00 0.05 244.32 0.05
17.50 0.05 244.32 0.05
18.00 0.05 244.31 0.05
18.50 0.04 244.31 0.04
19.00 0.04 244.30 0.04
19.50 0.04 244.30 0.04
20.00 0.03 244.29 0.03
20.50 0.03 244.29 0.03
21.00 0.03 244.29 0.03
21.50 0.03 244.29 0.03
22.00 0.03 244.29 0.03
22.50 0.03 244.29 0.03
23.00 0.03 244.29 0.03
23.50 0.03 244.28 0.03
24.00 0.03 244.28 0.03
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 24
Summary for Pond P1: StormTech SC-740 Infiltration System
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.1 min
Discarded = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs/2
Peak Elev= 243.59' @ 12.15 hrs Surf.Area= 0.023 ac Storage= 0.000 af
Plug-Flow detention time= 0.1 min calculated for 0.119 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 850.1 - 850.1 )
Volume Invert Avail.Storage Storage Description
#1A 243.57' 0.026 af 25.25'W x 39.22'L x 4.00'H Field A
0.091 af Overall - 0.026 af Embedded = 0.065 af x 40.0% Voids
#2A 244.07' 0.026 af ADS StormTech SC-740 +Cap x 25 Inside#1
Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf
Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap
5 Rows of 5 Chambers
0.052 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 238.50'
#2 Secondary 247.56' 12.0" Round Culvert
L= 33.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 247.56'/241.53' S= 0.1827 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Discarded OutFlow Max=3.09 cfs @ 12.15 hrs HW=243.59' (Free Discharge)
L1=Exfiltration ( Controls 3.09 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge)
L2=Culvert ( Controls 0.00 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 25
Pond P1: StormTech SC-740 Infiltration System
Hydrograph
�� �� �� �� �� � 1 �d r.fg �� ��� ��� �� ��� �'� I �� �'� ❑Inflow
I�Outflow
I��nf�OW��l1�ea 1 . • �, �, �, �I 'I 'I 'I 'I 'I 0 Discarded
�.�J4 CfS i i i i i i i i i ❑Secondary
I�eak �I�v ���'�4�.59 ; '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, ��
Stora e-0.000 �' � '' �' �' �' �' �' �' �' �' �' �
- g - af
� , � � � � � � � � � �
. . --'�--+--�-+--�--�--�--�--�--�-
N
1 ' I' I' �I' �I' �I' I' I' I' I' I' I' I' I' I' I' I' I' I'
w I I I I I I I I I I I I I I I I I I
V I I I I I I I I I ' I I I I I I I I I I �
y I I I I I I I I ' �J` I I I I I I I I I I �
OI I I I I I I I I ' I I I I I I I I I I �
LL I I I I I I I I , i il il il il il il il il il .
I I I I I I I I � . i i I I I I
, r ,_ '' ' ` ,j
.^` r
�'l/ ..�,/i�j� ;� l //'>�Yiii!i 1 r. .
F�, �
i, �../r . ,r,
0.00 cfs
o , , , . , , . , . : ..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 26
Hydrograph for Pond P1: StormTech SC-740 Infiltration System
Time Inflow Storage Elevation Outflow Discarded Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 243.57 0.00 0.00 0.00
0.50 0.00 0.000 243.57 0.00 0.00 0.00
1.00 0.00 0.000 243.57 0.00 0.00 0.00
1.50 0.00 0.000 243.57 0.00 0.00 0.00
2.00 0.00 0.000 243.57 0.00 0.00 0.00
2.50 0.00 0.000 243.57 0.00 0.00 0.00
3.00 0.00 0.000 243.57 0.00 0.00 0.00
3.50 0.00 0.000 243.57 0.00 0.00 0.00
4.00 0.00 0.000 243.57 0.00 0.00 0.00
4.50 0.00 0.000 243.57 0.00 0.00 0.00
5.00 0.00 0.000 243.57 0.00 0.00 0.00
5.50 0.00 0.000 243.57 0.00 0.00 0.00
6.00 0.00 0.000 243.57 0.00 0.00 0.00
6.50 0.00 0.000 243.57 0.00 0.00 0.00
7.00 0.00 0.000 243.57 0.00 0.00 0.00
7.50 0.00 0.000 243.57 0.00 0.00 0.00
8.00 0.00 0.000 243.57 0.00 0.00 0.00
8.50 0.00 0.000 243.57 0.00 0.00 0.00
9.00 0.00 0.000 243.57 0.00 0.00 0.00
9.50 0.00 0.000 243.57 0.00 0.00 0.00
10.00 0.00 0.000 243.57 0.00 0.00 0.00
10.50 0.01 0.000 243.57 0.01 0.01 0.00
11.00 0.03 0.000 243.57 0.03 0.03 0.00
11.50 0.06 0.000 243.57 0.06 0.06 0.00
12.00 0.94 0.000 243.58 0.92 0.92 0.00
12.50 0.49 0.000 243.58 0.49 0.49 0.00
13.00 0.19 0.000 243.57 0.19 0.19 0.00
13.50 0.13 0.000 243.57 0.13 0.13 0.00
14.00 0.10 0.000 243.57 0.10 0.10 0.00
14.50 0.08 0.000 243.57 0.09 0.09 0.00
15.00 0.08 0.000 243.57 0.08 0.08 0.00
15.50 0.07 0.000 243.57 0.07 0.07 0.00
16.00 0.06 0.000 243.57 0.06 0.06 0.00
16.50 0.06 0.000 243.57 0.06 0.06 0.00
17.00 0.05 0.000 243.57 0.05 0.05 0.00
17.50 0.05 0.000 243.57 0.05 0.05 0.00
18.00 0.05 0.000 243.57 0.05 0.05 0.00
18.50 0.04 0.000 243.57 0.04 0.04 0.00
19.00 0.04 0.000 243.57 0.04 0.04 0.00
19.50 0.04 0.000 243.57 0.04 0.04 0.00
20.00 0.03 0.000 243.57 0.03 0.03 0.00
20.50 0.03 0.000 243.57 0.03 0.03 0.00
21.00 0.03 0.000 243.57 0.03 0.03 0.00
21.50 0.03 0.000 243.57 0.03 0.03 0.00
22.00 0.03 0.000 243.57 0.03 0.03 0.00
22.50 0.03 0.000 243.57 0.03 0.03 0.00
23.00 0.03 0.000 243.57 0.03 0.03 0.00
23.50 0.03 0.000 243.57 0.03 0.03 0.00
24.00 0.03 0.000 243.57 0.03 0.03 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 27
Summary for Pond P2: Proposed 8' Diameter Drywell
InflowArea = 0.232 ac,100.00% Impervious, Inflow Depth > 2.01" for 1 Year event
Inflow = 0.73 cfs @ 11.97 hrs, Volume= 0.039 af
Outflow = 0.63 cfs @ 12.01 hrs, Volume= 0.039 af, Atten= 13%, Lag= 2.4 min
Discarded = 0.63 cfs @ 12.01 hrs, Volume= 0.039 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.40' @ 12.01 hrs Surf.Area= 173 sf Storage= 38 cf
Plug-Flow detention time= 0.3 min calculated for 0.039 af(100% of inflow)
Center-of-Mass det. time= 0.3 min ( 760.4 - 760.1 )
Volume Invert Avail.Storage Storage Description
#1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc)
924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids
#2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 248.69' 4 cf Custom Stage Data (Irregular)Listed below
514 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 173 46.6 0 0 173
249.36 173 46.6 924 924 422
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 50 12.6 0 0 50
248.69 50 12.6 233 233 109
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.69 3 6.3 0 0 3
250.07 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=0.63 cfs @ 12.01 hrs HW=244.40' (Free Discharge)
L1=Exfiltration ( Controls 0.63 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 28
Pond P2: Proposed 8' Diameter Drywell
Hydrograph
__1_ ___�_ __'__ __�__�__�__�__�__�__1___1__1__1___�__1_ __�__1__�__
0.8 � �i �i �i �i �i �i �i ��i �i �.7 -�� _�� i �� i �� i i i ❑Inflow
- -�- '---�- -�- -'------- 3CfS _� _ �_ _ � __�I__�I_ � __�_ _�__ � __�I__ ODiscarded
---+- i---i—+--i- i—+--�--�-- - �- � �- �--
075 � � � � � � � � , � � � � � �
- � -1--1---�--1--�---�--�- r;nfi'low��re� 0:2�2�a�__
0.7 -�- � � � � � � � � �
----------------------- 0.63 �fs --'�, ea�k EIev=24�4.�0��'--
ass � � � � � � � �
_I__Y_ I___I__t__I_ _I__�I.__I_. ... _ I __r. �I_. . __I_ 1.. _._. . Y__ __
0 6 � � � � � � � � � � � ;��to�a�e=�$� cf
--�--�--�---�-+--�---�-�--�-- - -�- �--
0.55 � � � � � � � � � � � � � � � � � � � �
0.5 i i i i i i i i i � i i i i i i i i i i
w 0.45 �__�__�__�__�__�__�__�__�__ _ ,__�__�__�__�__�__�__r__�__�__�__
u �
'-' --i--+--i---i--+--i---i--+--i-- -_ .,--r--i--�--r--i--�--r--i--+--r--
3 0.4 � � � � � � � � � � � � � � � � � � � �
o --1--1--'---'--1--'---'--i--'-- -__--L--'--1—L--1--1--L--1--1--L--
LL 0.35 � � � � � � � � � � � � � � � � � � � �
0.3 i__i__i__i__i__i__i__i__i__ __ �__i__i__i__i__i__i__i__i__i__i__
--i--rt--r--i--+--r--i--+--i-- - �--r--r-�--r--i--rt--r--i--rt--r--
0.25 � � � � � � � � � � � � � � � � � � � �
--�--�--�---�—�--�---�—�--�- —�--�--�—�--�--�—�--�--�--� --
p.2 i i i i i i i i i i i i i i i i i i i
� __�__�__�___�__�__�___�__�__�— ��__�__�__�__�__�__�__�__�__�__�__
0.15- ' � � � � � � � � � � � � � � � � � � �
� --�--7--�--�--r--��--�--r--i- � --i-�--r--�--�--r--i--7--�r--
0.1 �
OA5
0 . , , ..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 29
Hydrograph for Pond P2: Proposed 8' Diameter Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 244.02 0.00
0.50 0.00 0 244.02 0.00
1.00 0.00 0 244.02 0.00
1.50 0.00 0 244.02 0.00
2.00 0.00 0 244.02 0.00
2.50 0.00 0 244.02 0.00
3.00 0.00 0 244.02 0.00
3.50 0.00 0 244.02 0.00
4.00 0.00 0 244.02 0.00
4.50 0.00 0 244.02 0.00
5.00 0.00 0 244.02 0.00
5.50 0.01 0 244.02 0.01
6.00 0.01 0 244.02 0.01
6.50 0.01 0 244.02 0.01
7.00 0.01 0 244.02 0.01
7.50 0.01 0 244.02 0.01
8.00 0.01 0 244.02 0.01
8.50 0.01 0 244.02 0.01
9.00 0.01 0 244.02 0.01
9.50 0.01 0 244.02 0.01
10.00 0.02 0 244.02 0.02
10.50 0.02 0 244.02 0.02
11.00 0.03 0 244.02 0.03
11.50 0.05 1 244.03 0.05
12.00 0.66 37 244.40 0.63
12.50 0.06 1 244.03 0.06
13.00 0.03 0 244.02 0.03
13.50 0.03 0 244.02 0.03
14.00 0.02 0 244.02 0.02
14.50 0.02 0 244.02 0.02
15.00 0.02 0 244.02 0.02
15.50 0.01 0 244.02 0.01
16.00 0.01 0 244.02 0.01
16.50 0.01 0 244.02 0.01
17.00 0.01 0 244.02 0.01
17.50 0.01 0 244.02 0.01
18.00 0.01 0 244.02 0.01
18.50 0.01 0 244.02 0.01
19.00 0.01 0 244.02 0.01
19.50 0.01 0 244.02 0.01
20.00 0.01 0 244.02 0.01
20.50 0.01 0 244.02 0.01
21.00 0.01 0 244.02 0.01
21.50 0.01 0 244.02 0.01
22.00 0.01 0 244.02 0.01
22.50 0.01 0 244.02 0.01
23.00 0.01 0 244.02 0.01
23.50 0.01 0 244.02 0.01
24.00 0.01 0 244.02 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 30
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>1.06"
Tc=6.0 min CN=68 Runoff=0.71 cfs 0.034 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>2.24"
Flow Length=123' Tc=21.0 min CN=85 Runoff=3.60 cfs 0.276 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth>0.11"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.01 cfs 0.005 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=10,099 sf 100.00% Impervious Runoff Depth>3.53"
Tc=6.0 min CN=98 Runoff=1.24 cfs 0.068 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=0.71 cfs 0.034 af
Outflow=0.71 cfs 0.034 af
Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.005 af
Outflow=0.01 cfs 0.005 af
Pond CB2: Catch Basin#2 Peak EIev=247.20' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=3.60 cfs 0.276 af
Pond HDS: First Defense HydrodynamicSeparator Peak Elev=245.52' Inflow=3.60 cfs 0.276 af
15.0" Round Culvert n=0.012 L=3.0' S=0.0100 '/' Outflow=3.60 cfs 0.276 af
Pond MH1: Manhole#2 Peak EIev=246.70' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=3.60 cfs 0.276 af
Pond OWS: Oil/WaterSeparator Peak Elev=246.12' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=2.0' S=0.0000 '/' Outflow=3.60 cfs 0.276 af
Pond P1: StormTech SC-740 Infiltration Peak Elev=243.96' Storage=0.004 af Inflow=3.60 cfs 0.276 af
Discarded=3.30 cfs 0.276 af Secondary=0.00 cfs 0.000 af Outflow=3.30 cfs 0.276 af
Pond P2: Proposed 8' Diameter Drywell Peak Elev=245.77' Storage=174 cf Inflow=1.24 cfs 0.068 af
Outflow=1.00 cfs 0.068 af
Total Runoff Area = 2.644 ac Runoff Volume = 0.383 af Average Runoff Depth = 1.74"
37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 31
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Depth> 1.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
� � � � � � � � � � � � � � � � � � � �
--i--;-- r--i---r--i--;--rt-- -- --;-- r--r--�� ---i--rt--+--�--i-- ❑Runoff
075- � � � � � � � � � �__�__1__L__� � �
_____�__�__1—L__1___�__J__1_ 0.71 cfs __�__i � � �
� _�—�__�__
o.�� --��---��- �� �� �� �� �� �� �� � �� � �� �� '� '� _Ty!,p��I 12�-h!�r--
�
- � � -,--�—�--�---�--,--�--T—� _-,--7--r--�- � -
ass � � � � � � � � � � � �
- --�---�--�--1--L--1---�--J--1----� -��I'���"I ��11`1��f�=�:'�����--
0.6 i i i i i i i i i i i i i i i i i i i i
�--7--r i i �--�--T--r -
o.ss ' ' � � � � � � � � �ff Area�T6 626 sf
--'�---'�--�--�—�--�---�--�--�—+- F�uno� --- � :
o.s --I,---I,--I,--I, --I,---I,---�,---�,--�,--�, - Ru,n�ff'�,V_Qlume=;0.034 af _
� 0.45." __i---i- i i i i i i i i � i��
�. i i -i--i--i--ii--i--�--i- i -� �
� Runoff Depth>1 .Qf�
3 0.4 --�--�--�--�--�--�--�---�--�--�- --�- � -- � --� --� - - - -- - -
° 0.35= 7�'c=6.�0 min
LL '
I I I I I I I I i : I i i i i
� , __I___I__y__rt__r__I___I__y__y__t__r .�__y__T__t__I___I___I__y__r__�__i___
o.s --',---',--',--', --',---',---',---',--',--', - ',--',--', -- ',---',---',---',--',-CN'=68-
0.25 � � � � � � � � � � � � � � � � � � �
�
- ---r--i--�--7--r--r--r-�--�--rt- i--�--7--r--r--r--i--�--�r--..--��---
0.2.' �i i i i i i i i i i �i i i i i i i i i i i
--i--i-----------i--i----------� --i-----------i--i---i-----------i---
0.15 ' � � � � � � � � � � � � � � � � � � � � �
i i �--7—r i i �--�--� - � r i i i �--T--r--,--
01 i i i i i i i i i i � i i i i i i i i
_, _�_--'---'---' -' --1---1---1--1--=--'---'--
- ----- -- - --'-- .-
OA5 ' �
0 ;. , .. ,,:.. ': . ;. ;,_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 32
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.01
12.00 2.50 0.39 0.69
12.50 2.77 0.51 0.07
13.00 2.91 0.58 0.05
13.50 3.01 0.63 0.04
14.00 3.09 0.67 0.03
14.50 3.16 0.71 0.03
15.00 3.22 0.74 0.02
15.50 3.27 0.77 0.02
16.00 3.32 0.80 0.02
16.50 3.36 0.82 0.02
17.00 3.40 0.84 0.02
17.50 3.44 0.86 0.02
18.00 3.47 0.89 0.02
18.50 3.50 0.90 0.01
19.00 3.54 0.92 0.01
19.50 3.56 0.94 0.01
20.00 3.59 0.95 0.01
20.50 3.61 0.97 0.01
21.00 3.64 0.98 0.01
21.50 3.66 1.00 0.01
22.00 3.68 1.01 0.01
22.50 3.71 1.02 0.01
23.00 3.73 1.04 0.01
23.50 3.75 1.05 0.01
24.00 3.77 1.06 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 33
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Depth> 2.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
--�---�---�---�--�-- --�---�---�--�-- -_ , _-�--�---�---�--+—�—�--�---�--- _
4 �' ' ' ' ' ' ' � � � ' ' � � � � � � � � � ' ❑Runoff
I I I � I I I I I 3.60 cfs I I I I I I I I I I
type II I �4=,h r '�, '�, '�, �� �� '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
1i0 Ye��r� � � � � � � � � � � � � �
��Rain#all-�.77'�'-- --�,--�,---�,---�,--�, -- �,--�,--�,--�,---�,__
3a ,�� � � � � , � , � � � � � � � � � �
Ru no�'ff Area=64,381 s��;f '� '� '� '� '� '� '� '� '� '�
Ru noff Valu me=0.2�,76'�, af '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
� � � � ---- -------------
� � � �rno€�De�pth>�.24'�' �� '� '� '� '� '� -- '�--'�--'�---'�---��
3 2 � � � � li i i i i i i i i i i i
° F lo�nr Len gth',1!23' '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
LL : . : i. . i. :
Tc=21 .0', m'in', �� �� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
- � - - ' --�'�---�'�---'�--�-- -'r--'r--'�---'�---'�--t-t-r--'�---'�--- -
,
�N-
8�5 � � � � � � � � � � � � � � � �
� � � � � �
� �
o . �_ _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 34
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.01 0.01
8.50 0.50 0.01 0.02
9.00 0.55 0.02 0.03
9.50 0.61 0.03 0.04
10.00 0.68 0.05 0.05
10.50 0.77 0.08 0.08
11.00 0.89 0.12 0.12
11.50 1.07 0.21 0.22
12.00 2.50 1.18 2.37
12.50 2.77 1.40 1.07
13.00 2.91 1.51 0.38
13.50 3.01 1.60 0.27
14.00 3.09 1.67 0.21
14.50 3.16 1.72 0.17
15.00 3.22 1.77 0.15
15.50 3.27 1.82 0.14
16.00 3.32 1.86 0.12
16.50 3.36 1.89 0.11
17.00 3.40 1.93 0.10
17.50 3.44 1.96 0.10
18.00 3.47 1.99 0.09
18.50 3.50 2.02 0.09
19.00 3.54 2.05 0.08
19.50 3.56 2.07 0.07
20.00 3.59 2.09 0.07
20.50 3.61 2.12 0.06
21.00 3.64 2.14 0.06
21.50 3.66 2.16 0.06
22.00 3.68 2.18 0.06
22.50 3.71 2.20 0.06
23.00 3.73 2.22 0.06
23.50 3.75 2.23 0.06
24.00 3.77 2.25 0.06
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 35
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
� ' _ , --�- -- ��--��--��---��-0.01 CfS --�---�--i--� --�---��---��--� __ ❑RU�off
0.007 �� �� �� �� �� � �� � � � � � �� �� �� � ��
- - ----- --- ,--;- ,---,- , --,---,--i-- , --,---, --,--i-- ; --
o.00� ' —TYpe ��ll_�4ihr- -, ' __�,_ �, _ _ --'�--�—+--'�--'�---'�--�—� --
- � � � � � � � � � � � � � � �
0.006 -10-�Year�� Rain€al1�3.77��"--�,-- � ; -�--�, --�, --�,---�,---�,--�, --; --
0.006 ' � � � � � � � � � � � � � � � � � �
_ __ � _ __I__ . _ �___I___I__ _r__,,.. �,--__I___I__Y _.r__
o.00s Ru i�o� Area-2�-074� � � � � �
i_ � i i
- ----- `--i- '---'--�--� i--�--'-- -1--1--i--
� � � � � � � � � � i i �
o.00s _Ru_no��f_f_'�qlume=Q.DO� ��_ _ � � � � � � �
� r—�--�---�
� 0.004 Ru i�o�ff D�pth>0.��F 1'r� � � � � � � i
� _�__ �—�--�---�-- �
3 0.004 � � � � � � � � � � � � � � � �
- ----- ---------
° F lo;�nr '�Len c�t11=121' '� �� �� �� �� �� �� �� � � �
LL 0.003
- ----- -- + -----�-- -�--�--i---i--�—+--�---�---�--� ---
�� � AC . � � � � i � � i i i i i i i i i �
0.003 �Ci F�7 ����i i i i i i i i i i i i _�___�___�__ � __ '
=� � --i--i--i-------
_i__i_______i__i_ i
0.002 i i i i i i i i i i i i i i i i i i i
.�-����r/�-r--i---i--�--t--r--i---i-- -r--r--i---i--�--t--r--i--�--7--�----
OA02 � i i i i i i i i i i i i i i i i i i i
__'___'__ ' __�__�___�___�__�__�__�___'_- _�__�__�___�__�__�__�___�___�__�__ '-
0.001 ' i i i i i i i i i i i i i i i i i i i i i i
------- r--r--i--i--�--T--r--i-- � -r--r--i---i--�--T--r--i---i--7--r--
0.001 i i i i i i i i i i i i i i i i i i i i i i
__'___'__' __' __'___'__-'__ __' __'___' _ '-__L__1___1__1__1__L__1___'__1__i_
0.000 �I �I 'I 'I ' � � � � � �- � � � � � � � � � � � -
0 ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 36
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.00
12.00 2.50 0.00 0.00
12.50 2.77 0.00 0.01
13.00 2.91 0.01 0.01
13.50 3.01 0.02 0.01
14.00 3.09 0.02 0.01
14.50 3.16 0.03 0.01
15.00 3.22 0.03 0.01
15.50 3.27 0.04 0.01
16.00 3.32 0.04 0.01
16.50 3.36 0.05 0.01
17.00 3.40 0.05 0.01
17.50 3.44 0.06 0.01
18.00 3.47 0.06 0.01
18.50 3.50 0.07 0.00
19.00 3.54 0.07 0.00
19.50 3.56 0.08 0.00
20.00 3.59 0.08 0.00
20.50 3.61 0.08 0.00
21.00 3.64 0.09 0.00
21.50 3.66 0.09 0.00
22.00 3.68 0.09 0.00
22.50 3.71 0.10 0.00
23.00 3.73 0.10 0.00
23.50 3.75 0.10 0.00
24.00 3.77 0.11 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 37
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 1.24 cfs @ 11.97 hrs, Volume= 0.068 af, Depth> 3.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
10,099 98 Paved parking, HSG A
10,099 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
, I ��I I I � ��I I I 1.24 CfS ', ', ', ��, '� ' I ' I ❑RU�off
�, '�, '�, '�, '�, '�, '�, '�, '�, '�, ', '', �', ', ',Type I I,24-h'r
�� �� �� �� �� �� �� �� �� �� 10 ���Year R��ainfal1=3.77'.
� � � � __�___�___�___�__ i
_____________ ________________
---�---�--------
' �!, '�, '�, '�, '�, '�, '�, '�, '�, '�, F�u�'noff Awea�,=1'0,�98 �f
'� '� '� '� '� '� '� '� '� '� Ru noff Vo lu me=0.068 af
y I I I I I I I I I I ... .� �. .. ... . �. . .. .
w I I I I I I I I I I ��I i, '���
� � � � � � � � � � � Runoff Depth>3.53.
LL ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� � � � Tc=6.0 m i�
� � � � � � � � � � � � � � � ,'� CN�98
o-, , , , , , , , , , .,
0 1 2 3 4 5 6 7 8 9 1�0 11 12 �1�3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 38
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.01 0.00
2.50 0.11 0.02 0.00
3.00 0.13 0.03 0.01
3.50 0.16 0.04 0.01
4.00 0.18 0.06 0.01
4.50 0.21 0.08 0.01
5.00 0.24 0.10 0.01
5.50 0.27 0.12 0.01
6.00 0.30 0.15 0.01
6.50 0.34 0.17 0.01
7.00 0.37 0.21 0.01
7.50 0.41 0.24 0.02
8.00 0.45 0.28 0.02
8.50 0.50 0.32 0.02
9.00 0.55 0.37 0.03
9.50 0.61 0.42 0.03
10.00 0.68 0.49 0.03
10.50 0.77 0.57 0.04
11.00 0.89 0.68 0.06
11.50 1.07 0.86 0.10
12.00 2.50 2.27 1.13
12.50 2.77 2.54 0.09
13.00 2.91 2.68 0.06
13.50 3.01 2.78 0.04
14.00 3.09 2.86 0.03
14.50 3.16 2.93 0.03
15.00 3.22 2.99 0.03
15.50 3.27 3.04 0.02
16.00 3.32 3.08 0.02
16.50 3.36 3.13 0.02
17.00 3.40 3.17 0.02
17.50 3.44 3.20 0.02
18.00 3.47 3.24 0.02
18.50 3.50 3.27 0.01
19.00 3.54 3.30 0.01
19.50 3.56 3.33 0.01
20.00 3.59 3.36 0.01
20.50 3.61 3.38 0.01
21.00 3.64 3.40 0.01
21.50 3.66 3.43 0.01
22.00 3.68 3.45 0.01
22.50 3.71 3.47 0.01
23.00 3.73 3.49 0.01
23.50 3.75 3.51 0.01
24.00 3.77 3.54 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 39
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 0.382 ac, 48.68% Impervious, Inflow Depth > 1.06" for 10 Year event
Inflow = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af
Outflow = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
- �� - ,�- � --�� ��-- �� �—-��- � � �',--- �--�� -�__ ��- � �� --
--
' �-- '- �-- ❑Inflow
—- �-- ----
-�- - � �--'- � �__ ❑Outflow
0.�5 --'----'--'---'------------0.7� �fs Inflow-Ar�ea,',0.382 �ac -
0.7-: � � � � � � � � � �
__I__7__Y__I___I__rt__r__I_ __ _ . _r__I___I___i __'i__I__ � __r__�I__ �I__
0.65 , � � � � � � � � � � � � � � �
� -�—�--�---�--�—�--�--�- � -�--�---�--�—�--�--�—�--�---�--
0.6 i i i i i i i i i i i i i i i i i i i i
- � __�__ �__� __�___�__ �__� __�__ �_� -� �__� __�___�__ �__�___�__ �__� __�___�_
0.55 � � � � � � � � � � � � � � � � � � � �
--i--y--r--Ir--li--rt--Ir--li--y-- �--r--Ir--li--rt--Ir--li--�--r--Ir--li__
0.5 i i i i i i i i i i i i i i i i i i i i
--�--�--L--1---1--1--L--1--�___ _ --L--�---�--1--L--1--1--L--1---1--
� 0.45 � � � � � � � � � � � � � � � � � � � �
u
3 04 __i__i__i__i__i__i__i__i__i_ i__i__i__i__i__i__i__i__i__i__i__
,
� i i i i i i i i i i i i i i i i i i i
p � --i--�--r--r--i--rt--r--i--�-. _. .,--r--r--i--rt--r--i--�--r--r--i--
LL 0.35 � � � � � � � � � � � � � � � � � � � �
' _�__L__1___1__1—L__1__�_ 1__L__1___'__1—L__1__1__L__1__ �
0.3 i i i i i i i i i i i i i i i i i i i i
� i i i i i i i i i � i i i i i i i i i i i
0.25 �__�__�__�__�__�__�__�_ � �__r__�__�__�__�__�__�__r__�__�__
--i--1--+--i---i--�--r--i--1-. _ ,--r--i---i--+--r--i--�--r--i---i__
0.2 i i i i i i i i i � i i i i i i i i i i
0.15 � I� i �� �� �� ��__��__��-- '_ ��__��__�__�__��__�__�__��__��__�_-
, i i i i i i i i � � � � �
� , --i--i--------------------�
0 1 � � � � � �
0.05
0 °° � � °- � - -� �
0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 40
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.01 0.01
12.00 0.69 0.69
12.50 0.07 0.07
13.00 0.05 0.05
13.50 0.04 0.04
14.00 0.03 0.03
14.50 0.03 0.03
15.00 0.02 0.02
15.50 0.02 0.02
16.00 0.02 0.02
16.50 0.02 0.02
17.00 0.02 0.02
17.50 0.02 0.02
18.00 0.02 0.02
18.50 0.01 0.01
19.00 0.01 0.01
19.50 0.01 0.01
20.00 0.01 0.01
20.50 0.01 0.01
21.00 0.01 0.01
21.50 0.01 0.01
22.00 0.01 0.01
22.50 0.01 0.01
23.00 0.01 0.01
23.50 0.01 0.01
24.00 0.01 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 41
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.11" for 10 Year event
Inflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af
Outflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
I 'L-- j-- , _II�__J _ �_-'---'--I -- -- I _�__� L__I� �--I !--- ❑InfIOW
, _ --
��L���� i i i i i i i i i i ❑OUtfIOW
-i - --1 �i---
o.00� - - 1 - 0.01 cfs � � � � �
, I �
� , a�r_'�,Are�=',0.;553_'� � � � � � � � �
o.00� � � , --�--,--r--�--�--T -�---
, ,
� � � � � � �� � � � � � � � � � �
� --i--t--r--i--y
--+--r-y--t--r_ , . .�--1--+--i--�--+--r--
OA06 " �'i i i i i i i i i i i � i i i i i i
� ' __�__�__�__�__�__�__�__�__�__�___' � _�__�___�__�__'___
0.006 ' i i i i i i i i i i i i i i i
i i i i i i i i i i i � i i i i
----
OA05 �� �i --i--7--r--i--�--r--i-�--T—�-- -; �-i--�--T- i
--i--+—�--i--�—+--i--�—+--�- ---'-- -- -�—+--�---
OA05 'i i i i i i i i i i i �� i i i i i i
�
' ' __�__�__�__�__�__ �
..-. , ___�__�__L__i_ �__�__�__L_ i i _'___
w 0.004 i i i i i i i i i i i i i �
u
0.004 --i--T--r--�r-�--r--�i-�--T--; r--�i--�--r--i---, -
3 � � �
o --�--+—�--�--�—+--�--�—+--, --�--�—�--�-- -- , --,----- -----
LL OA03 �i i i i i i i i i i i i i i i i i i i �� �� �
,
� ' __�__�__�__�__�__�__�__�__�__' '-__�__�__�__�__�__'-__'___'__ '-__'___
0.003 i i i i i i i i i i i i i i i i i i i i i
' i i i i i i i i i i i i i i i i i i i i i i
0.002 i i i i i i i i i � i i i i i i i i i i i
--i--�--�--i--�--�--i--�--�-- -�--i--�--�--i--�--�--i--�--�--�---
OA02 ' �'i i i i i i i i i i i i i i i i i i i i i i
' __�__1__L__�__�__L__�__�__L__i_ �__�__1__L__�__�__L__�__J__�
0.001 ' i i i i i i i i i i i i i i i i i i i i i
0.001 --i-- --r--�--�i--r--i-�--li -- - --i--�--r--i--�--r--i--�--- --�---
OA00��
0 _ „
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 42
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.01 0.01
13.00 0.01 0.01
13.50 0.01 0.01
14.00 0.01 0.01
14.50 0.01 0.01
15.00 0.01 0.01
15.50 0.01 0.01
16.00 0.01 0.01
16.50 0.01 0.01
17.00 0.01 0.01
17.50 0.01 0.01
18.00 0.01 0.01
18.50 0.00 0.00
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 43
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.20' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=247.20' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond CB2: Catch Basin #2
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.Z�0`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt ' �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=',50.0' ! '�� ! '�� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
S=Q.0100 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 44
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.25 0.00
5.50 0.00 245.25 0.00
6.00 0.00 245.25 0.00
6.50 0.00 245.25 0.00
7.00 0.00 245.26 0.00
7.50 0.00 245.28 0.00
8.00 0.01 245.30 0.01
8.50 0.02 245.32 0.02
9.00 0.03 245.34 0.03
9.50 0.04 245.35 0.04
10.00 0.05 245.37 0.05
10.50 0.08 245.40 0.08
11.00 0.12 245.44 0.12
11.50 0.22 245.51 0.22
12.00 2.37 246.38 2.37
12.50 1.07 245.87 1.07
13.00 0.38 245.60 0.38
13.50 0.27 245.54 0.27
14.00 0.21 245.50 0.21
14.50 0.17 245.48 0.17
15.00 0.15 245.47 0.15
15.50 0.14 245.45 0.14
16.00 0.12 245.44 0.12
16.50 0.11 245.43 0.11
17.00 0.10 245.42 0.10
17.50 0.10 245.42 0.10
18.00 0.09 245.41 0.09
18.50 0.09 245.41 0.09
19.00 0.08 245.40 0.08
19.50 0.07 245.40 0.07
20.00 0.07 245.39 0.07
20.50 0.06 245.39 0.06
21.00 0.06 245.38 0.06
21.50 0.06 245.38 0.06
22.00 0.06 245.38 0.06
22.50 0.06 245.38 0.06
23.00 0.06 245.38 0.06
23.50 0.06 245.38 0.06
24.00 0.06 245.38 0.06
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 45
Summary for Pond HDS: First Defense Hydrodynamic Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.52' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 15.0" Round Culvert
L= 3.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/244.17' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=245.52' (Free Discharge)
L1=Culvert (Barrel Controls 3.60 cfs @ 3.45 fps)
Pond HDS: First Defense Hydrodynamic Separator
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=245.52`',,- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 15,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt ' �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=,3.0' ' ! '�, ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
S=Q.0100 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 46
Hydrograph for Pond HDS: First Defense Hydrodynamic Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.20 0.00
5.50 0.00 244.20 0.00
6.00 0.00 244.20 0.00
6.50 0.00 244.20 0.00
7.00 0.00 244.21 0.00
7.50 0.00 244.23 0.00
8.00 0.01 244.25 0.01
8.50 0.02 244.27 0.02
9.00 0.03 244.29 0.03
9.50 0.04 244.30 0.04
10.00 0.05 244.32 0.05
10.50 0.08 244.35 0.08
11.00 0.12 244.40 0.12
11.50 0.22 244.47 0.22
12.00 2.37 245.21 2.37
12.50 1.07 244.84 1.07
13.00 0.38 244.56 0.38
13.50 0.27 244.50 0.27
14.00 0.21 244.46 0.21
14.50 0.17 244.43 0.17
15.00 0.15 244.42 0.15
15.50 0.14 244.41 0.14
16.00 0.12 244.39 0.12
16.50 0.11 244.38 0.11
17.00 0.10 244.38 0.10
17.50 0.10 244.37 0.10
18.00 0.09 244.37 0.09
18.50 0.09 244.36 0.09
19.00 0.08 244.36 0.08
19.50 0.07 244.35 0.07
20.00 0.07 244.34 0.07
20.50 0.06 244.34 0.06
21.00 0.06 244.34 0.06
21.50 0.06 244.33 0.06
22.00 0.06 244.33 0.06
22.50 0.06 244.33 0.06
23.00 0.06 244.33 0.06
23.50 0.06 244.33 0.06
24.00 0.06 244.33 0.06
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 47
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.70' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.70' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond MH1: Manhole #2
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.7�,0`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=',55.0' ! '�� ! ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
S=Q.0100 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 48
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.75 0.00
5.50 0.00 244.75 0.00
6.00 0.00 244.75 0.00
6.50 0.00 244.75 0.00
7.00 0.00 244.76 0.00
7.50 0.00 244.78 0.00
8.00 0.01 244.80 0.01
8.50 0.02 244.82 0.02
9.00 0.03 244.84 0.03
9.50 0.04 244.85 0.04
10.00 0.05 244.87 0.05
10.50 0.08 244.90 0.08
11.00 0.12 244.94 0.12
11.50 0.22 245.01 0.22
12.00 2.37 245.88 2.37
12.50 1.07 245.37 1.07
13.00 0.38 245.10 0.38
13.50 0.27 245.04 0.27
14.00 0.21 245.00 0.21
14.50 0.17 244.98 0.17
15.00 0.15 244.97 0.15
15.50 0.14 244.95 0.14
16.00 0.12 244.94 0.12
16.50 0.11 244.93 0.11
17.00 0.10 244.92 0.10
17.50 0.10 244.92 0.10
18.00 0.09 244.91 0.09
18.50 0.09 244.91 0.09
19.00 0.08 244.90 0.08
19.50 0.07 244.90 0.07
20.00 0.07 244.89 0.07
20.50 0.06 244.89 0.06
21.00 0.06 244.88 0.06
21.50 0.06 244.88 0.06
22.00 0.06 244.88 0.06
22.50 0.06 244.88 0.06
23.00 0.06 244.88 0.06
23.50 0.06 244.88 0.06
24.00 0.06 244.88 0.06
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 49
Summary for Pond OWS: Oil/Water Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.12' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.17' 12.0" Round Culvert
L= 2.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.17'/244.17' S= 0.0000 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.12' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond OWS: Oil/Water Separator
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.1'�,2`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=2.0' ! '�, ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
S=Q.0000 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 50
Hydrograph for Pond OWS: Oil/Water Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.17 0.00
0.50 0.00 244.17 0.00
1.00 0.00 244.17 0.00
1.50 0.00 244.17 0.00
2.00 0.00 244.17 0.00
2.50 0.00 244.17 0.00
3.00 0.00 244.17 0.00
3.50 0.00 244.17 0.00
4.00 0.00 244.17 0.00
4.50 0.00 244.17 0.00
5.00 0.00 244.17 0.00
5.50 0.00 244.17 0.00
6.00 0.00 244.17 0.00
6.50 0.00 244.17 0.00
7.00 0.00 244.18 0.00
7.50 0.00 244.22 0.00
8.00 0.01 244.24 0.01
8.50 0.02 244.26 0.02
9.00 0.03 244.28 0.03
9.50 0.04 244.30 0.04
10.00 0.05 244.32 0.05
10.50 0.08 244.35 0.08
11.00 0.12 244.40 0.12
11.50 0.22 244.48 0.22
12.00 2.37 245.38 2.37
12.50 1.07 244.90 1.07
13.00 0.38 244.59 0.38
13.50 0.27 244.51 0.27
14.00 0.21 244.47 0.21
14.50 0.17 244.44 0.17
15.00 0.15 244.43 0.15
15.50 0.14 244.42 0.14
16.00 0.12 244.40 0.12
16.50 0.11 244.39 0.11
17.00 0.10 244.38 0.10
17.50 0.10 244.38 0.10
18.00 0.09 244.37 0.09
18.50 0.09 244.36 0.09
19.00 0.08 244.36 0.08
19.50 0.07 244.35 0.07
20.00 0.07 244.34 0.07
20.50 0.06 244.34 0.06
21.00 0.06 244.34 0.06
21.50 0.06 244.33 0.06
22.00 0.06 244.33 0.06
22.50 0.06 244.33 0.06
23.00 0.06 244.33 0.06
23.50 0.06 244.33 0.06
24.00 0.06 244.33 0.06
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 51
Summary for Pond P1: StormTech SC-740 Infiltration System
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.30 cfs @ 12.20 hrs, Volume= 0.276 af, Atten= 8%, Lag= 4.0 min
Discarded = 3.30 cfs @ 12.20 hrs, Volume= 0.276 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs/2
Peak Elev= 243.96' @ 12.20 hrs Surf.Area= 0.023 ac Storage= 0.004 af
Plug-Flow detention time= 0.7 min calculated for 0.276 af(100% of inflow)
Center-of-Mass det. time= 0.2 min ( 826.8 - 826.5 )
Volume Invert Avail.Storage Storage Description
#1A 243.57' 0.026 af 25.25'W x 39.22'L x 4.00'H Field A
0.091 af Overall - 0.026 af Embedded = 0.065 af x 40.0% Voids
#2A 244.07' 0.026 af ADS StormTech SC-740 +Cap x 25 Inside#1
Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf
Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap
5 Rows of 5 Chambers
0.052 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 238.50'
#2 Secondary 247.56' 12.0" Round Culvert
L= 33.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 247.56'/241.53' S= 0.1827 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Discarded OutFlow Max=3.30 cfs @ 12.20 hrs HW=243.95' (Free Discharge)
L1=Exfiltration ( Controls 3.30 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge)
L2=Culvert ( Controls 0.00 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 52
Pond P1: StormTech SC-740 Infiltration System
Hydrograph
-y-- --�-- --�-- ---- ---- ---- --�-- --�--+--�-- --�-- --�-- —r-
�� �� �� �� �� �� I�� �� �� 3.60 CfS �� I I I I I I I I I ❑Inflow
I�Outflow
� Q�� �� �� �� �� �� �� �� �� �� p Discarded
I��nflow���A�re�a-1 .�4� � � � � � � � � � �
4 ❑Secondar
Y
I — 3.30 cfs � �, --�',-- �', --�',--�', --�',--�',--�',--�', --
�eak Iev- 4� �
� � � � � � � � � � � �
Storage=0'.004 af �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�, �'�,
s ', , i i i i i i i i i i
-y--r--�,--'�--�i--r--i--+--� -i--+--i--+--i--+--i--�--i--+--'�-
I I I I I I I I ' l I I I I I I I I I I I
� I I I I I I I I ' I I I I I I I I I II .
� I I I I I I I I I ' I I I I I I I I I I �
3 2.. i i i i i i i i i i i i i i i i i i i
0
LL i __I__I __I__I___I__I __I__ I __� �� _I__ I __I__ I __I__ I __I__ I__I__ I __ . .
� �
i I I I I I I I i I I
. . . . . .;%:.!�,.,
y } 3. " . . . . .
.-,O,�,'. ;' .
;�'f /' Y /f',. ! . !'r ' ,
Fa.;'I.� :,:�/.� ,/'•..'�'+� .. .=.�//f:f'. . .
0.00 cfs
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 53
Hydrograph for Pond P1: StormTech SC-740 Infiltration System
Time Inflow Storage Elevation Outflow Discarded Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 243.57 0.00 0.00 0.00
0.50 0.00 0.000 243.57 0.00 0.00 0.00
1.00 0.00 0.000 243.57 0.00 0.00 0.00
1.50 0.00 0.000 243.57 0.00 0.00 0.00
2.00 0.00 0.000 243.57 0.00 0.00 0.00
2.50 0.00 0.000 243.57 0.00 0.00 0.00
3.00 0.00 0.000 243.57 0.00 0.00 0.00
3.50 0.00 0.000 243.57 0.00 0.00 0.00
4.00 0.00 0.000 243.57 0.00 0.00 0.00
4.50 0.00 0.000 243.57 0.00 0.00 0.00
5.00 0.00 0.000 243.57 0.00 0.00 0.00
5.50 0.00 0.000 243.57 0.00 0.00 0.00
6.00 0.00 0.000 243.57 0.00 0.00 0.00
6.50 0.00 0.000 243.57 0.00 0.00 0.00
7.00 0.00 0.000 243.57 0.00 0.00 0.00
7.50 0.00 0.000 243.57 0.00 0.00 0.00
8.00 0.01 0.000 243.57 0.01 0.01 0.00
8.50 0.02 0.000 243.57 0.02 0.02 0.00
9.00 0.03 0.000 243.57 0.03 0.03 0.00
9.50 0.04 0.000 243.57 0.04 0.04 0.00
10.00 0.05 0.000 243.57 0.05 0.05 0.00
10.50 0.08 0.000 243.57 0.08 0.08 0.00
11.00 0.12 0.000 243.57 0.12 0.12 0.00
11.50 0.22 0.000 243.57 0.22 0.22 0.00
12.00 2.37 0.000 243.61 2.35 2.35 0.00
12.50 1.07 0.000 243.59 1.07 1.07 0.00
13.00 0.38 0.000 243.58 0.38 0.38 0.00
13.50 0.27 0.000 243.57 0.27 0.27 0.00
14.00 0.21 0.000 243.57 0.21 0.21 0.00
14.50 0.17 0.000 243.57 0.17 0.17 0.00
15.00 0.15 0.000 243.57 0.15 0.15 0.00
15.50 0.14 0.000 243.57 0.14 0.14 0.00
16.00 0.12 0.000 243.57 0.12 0.12 0.00
16.50 0.11 0.000 243.57 0.11 0.11 0.00
17.00 0.10 0.000 243.57 0.10 0.10 0.00
17.50 0.10 0.000 243.57 0.10 0.10 0.00
18.00 0.09 0.000 243.57 0.09 0.09 0.00
18.50 0.09 0.000 243.57 0.09 0.09 0.00
19.00 0.08 0.000 243.57 0.08 0.08 0.00
19.50 0.07 0.000 243.57 0.07 0.07 0.00
20.00 0.07 0.000 243.57 0.07 0.07 0.00
20.50 0.06 0.000 243.57 0.06 0.06 0.00
21.00 0.06 0.000 243.57 0.06 0.06 0.00
21.50 0.06 0.000 243.57 0.06 0.06 0.00
22.00 0.06 0.000 243.57 0.06 0.06 0.00
22.50 0.06 0.000 243.57 0.06 0.06 0.00
23.00 0.06 0.000 243.57 0.06 0.06 0.00
23.50 0.06 0.000 243.57 0.06 0.06 0.00
24.00 0.06 0.000 243.57 0.06 0.06 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 54
Summary for Pond P2: Proposed 8' Diameter Drywell
InflowArea = 0.232 ac,100.00% Impervious, Inflow Depth > 3.53" for 10 Year event
Inflow = 1.24 cfs @ 11.97 hrs, Volume= 0.068 af
Outflow = 1.00 cfs @ 12.02 hrs, Volume= 0.068 af, Atten= 20%, Lag= 3.0 min
Discarded = 1.00 cfs @ 12.02 hrs, Volume= 0.068 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.77' @ 12.02 hrs Surf.Area= 173 sf Storage= 174 cf
Plug-Flow detention time= 0.8 min calculated for 0.068 af(100% of inflow)
Center-of-Mass det. time= 0.7 min ( 749.1 - 748.4 )
Volume Invert Avail.Storage Storage Description
#1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc)
924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids
#2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 248.69' 4 cf Custom Stage Data (Irregular)Listed below
514 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 173 46.6 0 0 173
249.36 173 46.6 924 924 422
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 50 12.6 0 0 50
248.69 50 12.6 233 233 109
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.69 3 6.3 0 0 3
250.07 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=0.99 cfs @ 12.02 hrs HW=245.77' (Free Discharge)
L1=Exfiltration ( Controls 0.99 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 55
Pond P2: Proposed 8' Diameter Drywell
Hydrograph
� � � � � � � � ❑Inflow
�', �', �', �', ', �', ', ', �.24 CfS ' �', �', ', ��', ' ' ' ❑Discarded
�, �, �, �, �, �, �, �, �, I nf low!,Are;a=0.'�,232 '�,a�
--'�--�--��--�'�--�--��--�'�--�-- � --�'-- �'�---�'��eak-�'���ev�=�4��.���'-
� � � � � � � � 1.00 cfs � � � � � � � � � �
, �� �� �� �� �� �� �� �� � �� �� Storage=174,'� c��f
y ' I I I I I I I I I I I I I �I I �I I I I
� ' I I I I I I I I I I I I I I I I I I '
U' ' I I I I I I I I I I I I I I I I I I �
3 ' I I I I I I I I I I I I I I I I I I �
p ' I I I I I I I I I I I I I I I I I I �
LL ' I I I I I I I I I I I I I I I I I I �
�-, . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 56
Hydrograph for Pond P2: Proposed 8' Diameter Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 244.02 0.00
0.50 0.00 0 244.02 0.00
1.00 0.00 0 244.02 0.00
1.50 0.00 0 244.02 0.00
2.00 0.00 0 244.02 0.00
2.50 0.00 0 244.02 0.00
3.00 0.01 0 244.02 0.01
3.50 0.01 0 244.02 0.01
4.00 0.01 0 244.02 0.01
4.50 0.01 0 244.02 0.01
5.00 0.01 0 244.02 0.01
5.50 0.01 0 244.02 0.01
6.00 0.01 0 244.02 0.01
6.50 0.01 0 244.02 0.01
7.00 0.01 0 244.02 0.01
7.50 0.02 0 244.02 0.02
8.00 0.02 0 244.02 0.02
8.50 0.02 0 244.02 0.02
9.00 0.03 0 244.02 0.03
9.50 0.03 0 244.02 0.03
10.00 0.03 0 244.02 0.03
10.50 0.04 0 244.02 0.04
11.00 0.06 1 244.03 0.06
11.50 0.10 1 244.03 0.09
12.00 1.13 169 245.73 0.98
12.50 0.09 1 244.03 0.10
13.00 0.06 1 244.03 0.06
13.50 0.04 0 244.02 0.04
14.00 0.03 0 244.02 0.03
14.50 0.03 0 244.02 0.03
15.00 0.03 0 244.02 0.03
15.50 0.02 0 244.02 0.02
16.00 0.02 0 244.02 0.02
16.50 0.02 0 244.02 0.02
17.00 0.02 0 244.02 0.02
17.50 0.02 0 244.02 0.02
18.00 0.02 0 244.02 0.02
18.50 0.01 0 244.02 0.01
19.00 0.01 0 244.02 0.01
19.50 0.01 0 244.02 0.01
20.00 0.01 0 244.02 0.01
20.50 0.01 0 244.02 0.01
21.00 0.01 0 244.02 0.01
21.50 0.01 0 244.02 0.01
22.00 0.01 0 244.02 0.01
22.50 0.01 0 244.02 0.01
23.00 0.01 0 244.02 0.01
23.50 0.01 0 244.02 0.01
24.00 0.01 0 244.02 0.01
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 57
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>2.91"
Tc=6.0 min CN=68 Runoff=1.99 cfs 0.093 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>4.64"
Flow Length=123' Tc=21.0 min CN=85 Runoff=7.32 cfs 0.572 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth>0.88"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.44 cfs 0.041 af
SubcatchmentDA4: Subcatchment#4 Runoff Area=10,099 sf 100.00% Impervious Runoff Depth>6.14"
Tc=6.0 min CN=98 Runoff=2.11 cfs 0.119 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=1.99 cfs 0.093 af
Outflow=1.99 cfs 0.093 af
Reach DP2: Discharge Point 2 Inflow=0.44 cfs 0.041 af
Outflow=0.44 cfs 0.041 af
Pond CB2: Catch Basin#2 Peak Elev=251.75' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=7.32 cfs 0.572 af
Pond HDS: First Defense HydrodynamicSeparator Peak Elev=247.28' Inflow=7.32 cfs 0.572 af
15.0" Round Culvert n=0.012 L=3.0' S=0.0100 '/' Outflow=7.32 cfs 0.572 af
Pond MH1: Manhole#2 Peak Elev=251.25' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=7.32 cfs 0.572 af
Pond OWS: Oil/WaterSeparator Peak EIev=250.67' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=2.0' S=0.0000 '/' Outflow=7.32 cfs 0.572 af
Pond P1: StormTech SC-740 Infiltration Peak Elev=247.43' Storage=0.051 af Inflow=7.32 cfs 0.572 af
Discarded=5.41 cfs 0.571 af Secondary=0.00 cfs 0.000 af Outflow=5.41 cfs 0.571 af
Pond P2: Proposed 8' Diameter Drywell Peak Elev=248.14' Storage=408 cf Inflow=2.11 cfs 0.119 af
Outflow=1.71 cfs 0.119 af
Total Runoff Area = 2.644 ac Runoff Volume = 0.823 af Average Runoff Depth = 3.74"
37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 58
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Depth> 2.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
��---��---��--, � � � � � � __;___,___,___,__ � �', __I,—_I�I___',__ -
� � � � � 1 9 � � � � � � � ❑Runoff
� �
� � � � � � � �
' ' ' ' ' ' 9 cfs
- --�—t--�---�---�__ . ,__
2 '', '', '', '', '', '', '', '', '', '', '', '', '', '', ',TYpe I I'�,24-h'�,r
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 100 ���Year Rainfal1-6.38�'.
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, Ru�noff Area=1'�,6,626 sf
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, Ru noff Vo I�m';e=,0.093 af
� ��� �� �� �� �� �� �� �� �� ��� ��� Rulnoff���Depth>2.�91';..
� � � � � � � � �
3 � --�---�---�--�--�--�--�---�---�--�__ _ __�___� __ , __ __ __ __
� , � � � � � � � � � � � � � � � � � �� � Tc=6.'�0 �n i i�
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, CN I=68
o . ��� � � � � ' � . , -, � ��
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1�8 19 20 21 22 23 2y4
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 59
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.01 0.01
10.50 1.30 0.03 0.02
11.00 1.50 0.06 0.03
11.50 1.81 0.13 0.07
12.00 4.23 1.35 1.88
12.50 4.69 1.66 0.18
13.00 4.93 1.83 0.11
13.50 5.10 1.95 0.09
14.00 5.23 2.05 0.07
14.50 5.34 2.13 0.06
15.00 5.45 2.20 0.06
15.50 5.54 2.27 0.05
16.00 5.61 2.33 0.04
16.50 5.69 2.38 0.04
17.00 5.75 2.43 0.04
17.50 5.82 2.48 0.04
18.00 5.88 2.53 0.03
18.50 5.93 2.57 0.03
19.00 5.98 2.61 0.03
19.50 6.03 2.64 0.03
20.00 6.07 2.68 0.03
20.50 6.11 2.71 0.02
21.00 6.16 2.74 0.02
21.50 6.19 2.77 0.02
22.00 6.23 2.80 0.02
22.50 6.27 2.83 0.02
23.00 6.31 2.86 0.02
23.50 6.34 2.89 0.02
24.00 6.38 2.92 0.02
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 60
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Depth> 4.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
$ � - � - � - , - � - �I � - � - � - , - ; _ __ r__� _ � _ � _ � _ ,I _ ;I _r_ � _ �I _ ' ❑Runoff
I I I I I I I I I 7.32 cfs I I I I I I I I I I
� � � � � � � � � �_ �_ � � �
_ _---- - -
_ ---------------- -- -- ------—__
- - - - ,----------
, 'ype ' � r� � �� �� �� � � � � � � � � � � �
�i00_Y_ea;�_I�ai � � --��--��---��---��--+—�—�--��---��---�
,nfall^�.38" � � � � � � � � � ��
6 Runoff Area=64,381 s;f �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
R - ' , -- ' �- --'r--'�---'�---'�--t—t—r--'�---'�---'__
5 � u no�f Vo lu me=0.5�,72�, af �, �, �, �, �, �, �, �, �, �,
� � �' '� _ '� '� '� '� '� '� '� '� '� _'� _
F��no#Dept
- � �
, h>4.64-�--�- -�--�---�---�--T--r—�--�--�-- �
° 4 F lo�nr �Len�th�_1�'2�. �� �� � �� �� �� �� �� �� �� �� �� ��
LL
!
i
i i i i i i �. i i I i I I I I I I I_ I I
�___'- T __�.._.�__ . _____�___�_________ _____________ __ __ _______J
3 Tc-21 0' m'in;' ;� ; ; ; ; ; ; ; ; ; ; ; ; ;
' � � � � � '� � � � � � � � � � �
� _GN=$�5 � , ,--�,---�,---�,--�,--; --,�--�,---�,---�,--;--;--;--�,---�,---�,__
z- I � � � � � � � � � � � � � � � � � � � � � �
' ' � � � � � � � � � � � � � � � __ � � � � �
� i--7—r--r--r--i--�-- - � - i- -i--�--7 r--r--r--r--�
1_ � � i i i i i i i i i � i � i i i �
�
0 : .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 61
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.01 0.01
6.00 0.51 0.01 0.02
6.50 0.57 0.02 0.03
7.00 0.63 0.04 0.04
7.50 0.70 0.06 0.05
8.00 0.77 0.08 0.06
8.50 0.84 0.11 0.08
9.00 0.94 0.15 0.11
9.50 1.04 0.19 0.14
10.00 1.15 0.25 0.17
10.50 1.30 0.33 0.23
11.00 1.50 0.45 0.34
11.50 1.81 0.66 0.56
12.00 4.23 2.66 5.05
12.50 4.69 3.08 2.08
13.00 4.93 3.30 0.72
13.50 5.10 3.46 0.50
14.00 5.23 3.58 0.38
14.50 5.34 3.69 0.32
15.00 5.45 3.78 0.29
15.50 5.54 3.87 0.26
16.00 5.61 3.94 0.22
16.50 5.69 4.01 0.20
17.00 5.75 4.07 0.19
17.50 5.82 4.13 0.18
18.00 5.88 4.19 0.17
18.50 5.93 4.24 0.16
19.00 5.98 4.29 0.15
19.50 6.03 4.33 0.14
20.00 6.07 4.37 0.12
20.50 6.11 4.41 0.12
21.00 6.16 4.45 0.11
21.50 6.19 4.49 0.11
22.00 6.23 4.52 0.11
22.50 6.27 4.56 0.11
23.00 6.31 4.59 0.11
23.50 6.34 4.63 0.10
24.00 6.38 4.66 0.10
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 62
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Depth> 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
0.48_ _ _ _ - -�-- I � - -- + �---� �--� -- I ❑Runoff
� � � � � �� 0.44 cfs -'�- ', -- ', ',--I -I--', -', --', I---
0.46. --�� ��-- �� r--� -�- � --,__�--
0.44 --'--J-- ---�--1--L -'---' --1--1--L--L--'---
_ _' '
0.42. -�Y{�e �11-:�4���_ � � �--;--7—r--��---��---��--�—rt—r--��---
0°8 -�!.�O=Yea�r-Rainfall=6.38.. �--�--+-- ��--�'�---�'� --�'�--�-- �+--��--�'�---
___� � __� _�___� __�__�__�__�__�___
_____� __ - ___� __�__ �--��--� � � � � � � � �
0.36. -�� 'no'f#J4r'eaL2'4 07� sf
0.34 ' � � --�--1--L--1---' --'--1--1--L--1 -
0.32 -i--� --r- i-- --�--7--r -r--i --i--�--rt--r--r--
0.3� -1��nofi#�alum�l0-. I'0,4'� af -------------- -------------, -
� � � � � � � � � �
y0.28 -�u'--�-- '�- - --�-- --'- ,--.,, --�--+—+ -�---� --�--�—+—�--�---
�, 026 ,� i i i i i i i i i i i
no�f D�p�h>��0.88�--� ---
, --;--;--;--;--, --,--;--;--;--,---
3 0.24 - -' i _ _ � ---�--' --�--1--L -�---� --1--1--1--L--1 -
��o�nr 'Le�ngth�_ �, � � � � � � � � � � � �
° 0.22 ' - � � - � �- - --,--T --,--7--r--�---�---�--�--T--r--�---
LL
02 � � __�______� i i i_ i _ i i_ i_ i_ i_ i i i___
0.18 -- --' ---- � � �--+- -�--+--+--�---�---�--�--+--�--�---
-
_��_'_1��;�ir�'�,---�,---��-- � � � � � � � � � � � �
o.�s.� - , --------,--;--;- -;--;--r �
' ----------------------
, A4� � � � � � � � � �
0.14� —�IV���-�—�—�--�--�--�—+- -�--+—�—�--�---�--�—+—�--�---
0.12� ��- � �--�--��--r--��--��--�--�--�� - �--T--T--��--��---��--�--T--r--��--
0.1 --'---'---'---' --L--1---1--J--1--=- --' -- '---1---1---1--1--1--L--1---
O.OH. __!___I__ ;,__ '';__r__I___I__�__rt__-, _ __ :, __I___I___I__7__t__Y__I___
0.06- _� � � � � � � � � � : __ ' __�_ � � � ' _ ' _
- ----- -- ----------------- -----
0.04- - I - -I--I - - - - - --I- - I -�
OA2'
O . ,,...
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 63
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.00 0.00
10.50 1.30 0.00 0.00
11.00 1.50 0.00 0.00
11.50 1.81 0.00 0.00
12.00 4.23 0.20 0.21
12.50 4.69 0.31 0.13
13.00 4.93 0.37 0.07
13.50 5.10 0.43 0.06
14.00 5.23 0.47 0.05
14.50 5.34 0.50 0.04
15.00 5.45 0.54 0.04
15.50 5.54 0.57 0.03
16.00 5.61 0.60 0.03
16.50 5.69 0.62 0.03
17.00 5.75 0.65 0.03
17.50 5.82 0.67 0.03
18.00 5.88 0.69 0.02
18.50 5.93 0.71 0.02
19.00 5.98 0.73 0.02
19.50 6.03 0.75 0.02
20.00 6.07 0.77 0.02
20.50 6.11 0.78 0.02
21.00 6.16 0.80 0.02
21.50 6.19 0.81 0.02
22.00 6.23 0.83 0.02
22.50 6.27 0.84 0.02
23.00 6.31 0.86 0.02
23.50 6.34 0.87 0.02
24.00 6.38 0.89 0.02
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 64
Summary for Subcatchment DA4: Subcatchment #4
Runoff = 2.11 cfs @ 11.97 hrs, Volume= 0.119 af, Depth> 6.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
10,099 98 Paved parking, HSG A
10,099 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA4: Subcatchment #4
Hydrograph
, � � , , � � � I � � � , , , � � ' ' , ❑Runoff
I I I I � I I I 2.11 cfs I I I I I I I I I I
� � � � �
� � � � � ---�� - Tyrp�11 34-h
---,-
� � �
�--�--�--T--,--,---,--�--� -� �
2 � � � � � � � � � � � � �
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 100 ���Year R�ainfal1=6.38'..
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, F�u'noff Area=1'�0,098 sf
'� '� '� '� '� '� '� '� '� '� Ru noff Vo lu me=0.11 af
� � � � � � � � � � 9
� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���� Ru noff Depth>6.14..
3 , � � � � � � � � � �
,
o � __�---�---�--;--;--;--�,---�,---�__� � , 7c=6.0 mi�_
LL �I_. I I I i i i i i i i� � i � I I I �. i. �. �. . �.
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� '� CN�98
o^ ' , ; � , , ; � � , I ' . , , ,,
0 1 2 3 4 5 6 7 8 9 1�0� 11 12 �1�3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 65
Hydrograph for Subcatchment DA4: Subcatchment #4
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.01 0.01
2.00 0.14 0.03 0.01
2.50 0.18 0.06 0.01
3.00 0.22 0.08 0.01
3.50 0.26 0.12 0.02
4.00 0.31 0.15 0.02
4.50 0.35 0.19 0.02
5.00 0.40 0.23 0.02
5.50 0.45 0.28 0.02
6.00 0.51 0.33 0.02
6.50 0.57 0.38 0.03
7.00 0.63 0.44 0.03
7.50 0.70 0.50 0.03
8.00 0.77 0.57 0.03
8.50 0.84 0.64 0.04
9.00 0.94 0.73 0.04
9.50 1.04 0.83 0.05
10.00 1.15 0.94 0.06
10.50 1.30 1.09 0.07
11.00 1.50 1.28 0.10
11.50 1.81 1.58 0.16
12.00 4.23 3.99 1.92
12.50 4.69 4.45 0.16
13.00 4.93 4.69 0.10
13.50 5.10 4.86 0.07
14.00 5.23 4.99 0.06
14.50 5.34 5.11 0.05
15.00 5.45 5.21 0.05
15.50 5.54 5.30 0.04
16.00 5.61 5.38 0.04
16.50 5.69 5.45 0.03
17.00 5.75 5.52 0.03
17.50 5.82 5.58 0.03
18.00 5.88 5.64 0.03
18.50 5.93 5.69 0.03
19.00 5.98 5.74 0.02
19.50 6.03 5.79 0.02
20.00 6.07 5.84 0.02
20.50 6.11 5.88 0.02
21.00 6.16 5.92 0.02
21.50 6.19 5.96 0.02
22.00 6.23 5.99 0.02
22.50 6.27 6.03 0.02
23.00 6.31 6.07 0.02
23.50 6.34 6.11 0.02
24.00 6.38 6.14 0.02
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 66
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 0.382 ac, 48.68% Impervious, Inflow Depth > 2.91" for 100 Year event
Inflow = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af
Outflow = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
� � � � � � � � � � � � � � � � --- ❑InfIOW
-�--�i--�i --�i--�---�--�i --�i --� ❑OUtfIOW
-- - , - �, --
' � � � '� '� � � 1.99 cfs � , I I�
� � � � � � � Ilnfl w '�Ar - . 2 �.
2 � � � � � � � � � o� � ea 0 ,3$ �ac
y ' I I I I I I I I I I I I I I I I I I I
w
V .. .__I__ I__ I __I___I___I__ I __I___I__ _I___I__ I__I __I___I__ I __I __I___I__ I_
3 � I I I I I I I I I I I I I I I I I I I I
p ,� I I I I I I I I I I I I I I I I I I I I
LL I I I I I I I I i I I I I I I I I I i
�`, , _..,, .. ..... .. ..... ........ , ,.,: ... . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 67
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.01 0.01
10.50 0.02 0.02
11.00 0.03 0.03
11.50 0.07 0.07
12.00 1.88 1.88
12.50 0.18 0.18
13.00 0.11 0.11
13.50 0.09 0.09
14.00 0.07 0.07
14.50 0.06 0.06
15.00 0.06 0.06
15.50 0.05 0.05
16.00 0.04 0.04
16.50 0.04 0.04
17.00 0.04 0.04
17.50 0.04 0.04
18.00 0.03 0.03
18.50 0.03 0.03
19.00 0.03 0.03
19.50 0.03 0.03
20.00 0.03 0.03
20.50 0.02 0.02
21.00 0.02 0.02
21.50 0.02 0.02
22.00 0.02 0.02
22.50 0.02 0.02
23.00 0.02 0.02
23.50 0.02 0.02
24.00 0.02 0.02
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 68
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.88" for 100 Year event
Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af
Outflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
-�- --- -� --- --� - --- --- --- --- ---
' _ '_J� p,�� 0.44CfS -�� I---I �--I I--�� ��--I -I-- ❑��flow
0.48 — ——',— '�———, �——'� '�——� ;——'� —',—— ❑OUtfIOW
� � � � � �
- —— r —i —�—� i--� —+—� —i--� —�--i —�—_
0.44�� ,- , —�',h��0�,�',�'1�� �� �
�i�i i i i i i i i i i i i �
—;--i-------i-------i--i-----__
0.42'' ——�_ _ �——�—__,__ ___, __,_ —�--�---�--�—�--�--�—�--�---�—_
0.4: —————-------—--------——;—— ,---------------------------,——
0.38= --�--�—�--�---�--�—�--�--�—— — --�--�---�--�—�--�--�—�--�---�——
0.36` __�__�__�__�__�__�__�__�__�__ � _ �__�__�__�__�__�__�__�__�__�__�__
0.34," --'--�--L--1---1--1—L--1--�-—_ _ --L--'---'--1—L--1--1--L--1---1_—
0.32. --��--�--r--��--��--�--��--��--�-— ��— I��--r--��--��--7--��--��--�--r--��--��—_
0.3 --�--�--�--�---�--�--�--�--�-—� — ,--�--�---�--�--�--�--�--�--�---'——
y 0.2&c --i--,--r--r--i--�—r--i--,-—r— --r--r--i--7—r--i--�--r--r--i——
� ' _�__L__1___1__1__L__1__�_ ' _L__'___'__1__L__1__�__L__'___�_
�, 026- ——— _ -_ _ _
�
� i i i i i i i i i � � i i i i i i i i i �
3 0.24=;' , � --i--�--r—�--i--�—�--i--�--r— --r--i—�--7—r--i--�--r--i--i--
° 0.22"� �� --'--�--L--'---'--�—�--'--�--i— i--L--'--�--�—�--'--�--L--'---'—_
LL I I I I I I I I I I I I I I I I I I i
0.2: --i--�--r--r--i--�--r--i--�-- � �--r--r--i--7--r--i--�--r--r--i--
0.18< --'--�--L--1---1--1--L--1--�-- - --L--'---'--1--L--1--1--L--1---1--
, �
�
� � i i i i i i i i � i i i i i i i i i �
0.16` , --i--y—r—r--i--rt—r--i--y--r- —r--r-ti--rt—r--i--�—r--r--i--
0.14-' -------------------------- � ---------------------------
� i i i i i i i i � � � i i i i i i i i �
' � i i i i i i i i i �
0.12" � � --�--�—+—�--�--�—�--�--�-_; _ --�--�--+—�--�--�—�--�---�-_
0.1; ------------------------- --------------------�--
, �
� ,
� i i i i i i i i i � i i i i
0.08;' , � --�--�—+—r--�--�—r--�--y--- --+--
� , i i � � � i � � �
0.06' � , --,--;---------------------
0.04`
0.02
0- °° � � °- , ..
0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 1f5 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 69
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.21 0.21
12.50 0.13 0.13
13.00 0.07 0.07
13.50 0.06 0.06
14.00 0.05 0.05
14.50 0.04 0.04
15.00 0.04 0.04
15.50 0.03 0.03
16.00 0.03 0.03
16.50 0.03 0.03
17.00 0.03 0.03
17.50 0.03 0.03
18.00 0.02 0.02
18.50 0.02 0.02
19.00 0.02 0.02
19.50 0.02 0.02
20.00 0.02 0.02
20.50 0.02 0.02
21.00 0.02 0.02
21.50 0.02 0.02
22.00 0.02 0.02
22.50 0.02 0.02
23.00 0.02 0.02
23.50 0.02 0.02
24.00 0.02 0.02
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 70
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 251.75' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.75' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond CB2: Catch Basin #2
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
� �' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
- Peak Elev=25�-.��,5-�- --�--T-�--�--,--T-�--�--�--7
� � � � � � � � � � �
, � /'�� � � � � � � � � � � � � � �
� �l��� -'- --�._ �_ _ ' �--J--1—L--1--�--i—�--'--�--i
5 Ra u n d C u Ive rt '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='50.a�--,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/� 00- ''-i--r--i-- --y--i--r--i--i--i--r--i--y--i .
2 � i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�-----'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 71
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.27 0.00
5.50 0.01 245.30 0.01
6.00 0.02 245.33 0.02
6.50 0.03 245.34 0.03
7.00 0.04 245.36 0.04
7.50 0.05 245.37 0.05
8.00 0.06 245.39 0.06
8.50 0.08 245.40 0.08
9.00 0.11 245.43 0.11
9.50 0.14 245.45 0.14
10.00 0.17 245.47 0.17
10.50 0.23 245.51 0.23
11.00 0.34 245.57 0.34
11.50 0.56 245.68 0.56
12.00 5.05 248.61 5.05
12.50 2.08 246.23 2.08
13.00 0.72 245.74 0.72
13.50 0.50 245.65 0.50
14.00 0.38 245.60 0.38
14.50 0.32 245.56 0.32
15.00 0.29 245.55 0.29
15.50 0.26 245.53 0.26
16.00 0.22 245.51 0.22
16.50 0.20 245.50 0.20
17.00 0.19 245.49 0.19
17.50 0.18 245.48 0.18
18.00 0.17 245.47 0.17
18.50 0.16 245.47 0.16
19.00 0.15 245.46 0.15
19.50 0.14 245.45 0.14
20.00 0.12 245.44 0.12
20.50 0.12 245.43 0.12
21.00 0.11 245.43 0.11
21.50 0.11 245.43 0.11
22.00 0.11 245.43 0.11
22.50 0.11 245.43 0.11
23.00 0.11 245.43 0.11
23.50 0.10 245.42 0.10
24.00 0.10 245.42 0.10
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 72
Summary for Pond HDS: First Defense Hydrodynamic Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.28' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 15.0" Round Culvert
L= 3.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/244.17' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=247.28' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 5.96 fps)
Pond HDS: First Defense Hydrodynamic Separator
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
' - Peak Elev=24�-, g�'�- - '� '� '� '� '� '� '� '� '� '�
, , , , � -�,--;--,�--�,--;--;--,�--�,--�,--;
, � � � � � � � � � � � � � � � � � �
� ����� -'- � --�---'-- ' '--J--1—L--1--�--i—�--'--�--i
5 Ra u n d C u Ive rt I' '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='3.0' - -,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/� 00- ''-i--r--i-- --y--i--r--i--i--i--r--i--y--i .
2 � i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�-----'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 73
Hydrograph for Pond HDS: First Defense Hydrodynamic Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.23 0.00
5.50 0.01 244.25 0.01
6.00 0.02 244.28 0.02
6.50 0.03 244.29 0.03
7.00 0.04 244.31 0.04
7.50 0.05 244.32 0.05
8.00 0.06 244.34 0.06
8.50 0.08 244.36 0.08
9.00 0.11 244.38 0.11
9.50 0.14 244.41 0.14
10.00 0.17 244.43 0.17
10.50 0.23 244.47 0.23
11.00 0.34 244.54 0.34
11.50 0.56 244.65 0.56
12.00 5.05 246.00 5.05
12.50 2.08 245.13 2.08
13.00 0.72 244.71 0.72
13.50 0.50 244.62 0.50
14.00 0.38 244.56 0.38
14.50 0.32 244.53 0.32
15.00 0.29 244.51 0.29
15.50 0.26 244.49 0.26
16.00 0.22 244.47 0.22
16.50 0.20 244.46 0.20
17.00 0.19 244.45 0.19
17.50 0.18 244.44 0.18
18.00 0.17 244.43 0.17
18.50 0.16 244.42 0.16
19.00 0.15 244.41 0.15
19.50 0.14 244.41 0.14
20.00 0.12 244.40 0.12
20.50 0.12 244.39 0.12
21.00 0.11 244.39 0.11
21.50 0.11 244.39 0.11
22.00 0.11 244.38 0.11
22.50 0.11 244.38 0.11
23.00 0.11 244.38 0.11
23.50 0.10 244.38 0.10
24.00 0.10 244.38 0.10
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 74
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 251.25' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.25' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond MH1: Manhole #2
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
� �' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
- Peak Elev=251, ,Z�5-�- --�,--;--,�--�,--;--;--,�--�,--�,--;
, � /'�� � � � � � � � � � � � � � � � �
� �l��� -'- --� --'-- ' '--J--1—L--1--�--i—�--'--�--i �
5 Ra u n d C u Ive rt I' '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='55.a�--,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/� 00- ''-i--r--i-- --y--i--r--i--i--i--r--i--y--i .
2 � i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�-----'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 75
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.77 0.00
5.50 0.01 244.80 0.01
6.00 0.02 244.83 0.02
6.50 0.03 244.84 0.03
7.00 0.04 244.86 0.04
7.50 0.05 244.87 0.05
8.00 0.06 244.89 0.06
8.50 0.08 244.90 0.08
9.00 0.11 244.93 0.11
9.50 0.14 244.95 0.14
10.00 0.17 244.97 0.17
10.50 0.23 245.01 0.23
11.00 0.34 245.07 0.34
11.50 0.56 245.18 0.56
12.00 5.05 248.11 5.05
12.50 2.08 245.73 2.08
13.00 0.72 245.24 0.72
13.50 0.50 245.15 0.50
14.00 0.38 245.10 0.38
14.50 0.32 245.06 0.32
15.00 0.29 245.05 0.29
15.50 0.26 245.03 0.26
16.00 0.22 245.01 0.22
16.50 0.20 245.00 0.20
17.00 0.19 244.99 0.19
17.50 0.18 244.98 0.18
18.00 0.17 244.97 0.17
18.50 0.16 244.97 0.16
19.00 0.15 244.96 0.15
19.50 0.14 244.95 0.14
20.00 0.12 244.94 0.12
20.50 0.12 244.93 0.12
21.00 0.11 244.93 0.11
21.50 0.11 244.93 0.11
22.00 0.11 244.93 0.11
22.50 0.11 244.93 0.11
23.00 0.11 244.93 0.11
23.50 0.10 244.92 0.10
24.00 0.10 244.92 0.10
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 76
Summary for Pond OWS: Oil/Water Separator
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 250.67' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.17' 12.0" Round Culvert
L= 2.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.17'/244.17' S= 0.0000 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=250.67' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond OWS: Oil/Water Separator
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
� �' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
- Peak Elev=254fi,7-�- --�,--;--,�--�,--;--;--,�--�,--�,--;
, � /'� � � � � � � � � � � � �
� �l��� -'- � --�---'-- �� --J--1—L--1--�--i—�--'--�--i
5 Ra u n d C u Ive rt I' '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L=�2.0' ,. -,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/000- ''----r--i-- --y--t--r--i--y--+--r--i--y--t
2 ' i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�--'---'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 77
Hydrograph for Pond OWS: Oil/Water Separator
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.17 0.00
0.50 0.00 244.17 0.00
1.00 0.00 244.17 0.00
1.50 0.00 244.17 0.00
2.00 0.00 244.17 0.00
2.50 0.00 244.17 0.00
3.00 0.00 244.17 0.00
3.50 0.00 244.17 0.00
4.00 0.00 244.17 0.00
4.50 0.00 244.17 0.00
5.00 0.00 244.21 0.00
5.50 0.01 244.24 0.01
6.00 0.02 244.26 0.02
6.50 0.03 244.29 0.03
7.00 0.04 244.30 0.04
7.50 0.05 244.32 0.05
8.00 0.06 244.34 0.06
8.50 0.08 244.36 0.08
9.00 0.11 244.39 0.11
9.50 0.14 244.41 0.14
10.00 0.17 244.44 0.17
10.50 0.23 244.49 0.23
11.00 0.34 244.56 0.34
11.50 0.56 244.68 0.56
12.00 5.05 247.53 5.05
12.50 2.08 245.26 2.08
13.00 0.72 244.75 0.72
13.50 0.50 244.65 0.50
14.00 0.38 244.59 0.38
14.50 0.32 244.55 0.32
15.00 0.29 244.53 0.29
15.50 0.26 244.51 0.26
16.00 0.22 244.48 0.22
16.50 0.20 244.47 0.20
17.00 0.19 244.46 0.19
17.50 0.18 244.45 0.18
18.00 0.17 244.44 0.17
18.50 0.16 244.43 0.16
19.00 0.15 244.42 0.15
19.50 0.14 244.41 0.14
20.00 0.12 244.40 0.12
20.50 0.12 244.39 0.12
21.00 0.11 244.39 0.11
21.50 0.11 244.39 0.11
22.00 0.11 244.39 0.11
22.50 0.11 244.39 0.11
23.00 0.11 244.38 0.11
23.50 0.10 244.38 0.10
24.00 0.10 244.38 0.10
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 78
Summary for Pond P1: StormTech SC-740 Infiltration System
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 5.41 cfs @ 12.26 hrs, Volume= 0.571 af, Atten= 26%, Lag= 7.8 min
Discarded = 5.41 cfs @ 12.26 hrs, Volume= 0.571 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs/2
Peak Elev= 247.43' @ 12.26 hrs Surf.Area= 0.023 ac Storage= 0.051 af
Plug-Flow detention time= 2.6 min calculated for 0.571 af(100% of inflow)
Center-of-Mass det. time= 2.2 min ( 808.3 - 806.2 )
Volume Invert Avail.Storage Storage Description
#1A 243.57' 0.026 af 25.25'W x 39.22'L x 4.00'H Field A
0.091 af Overall - 0.026 af Embedded = 0.065 af x 40.0% Voids
#2A 244.07' 0.026 af ADS StormTech SC-740 +Cap x 25 Inside#1
Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf
Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap
5 Rows of 5 Chambers
0.052 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 238.50'
#2 Secondary 247.56' 12.0" Round Culvert
L= 33.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 247.56'/241.53' S= 0.1827 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Discarded OutFlow Max=5.41 cfs @ 12.26 hrs HW=247.43' (Free Discharge)
L1=Exfiltration ( Controls 5.41 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge)
L2=Culvert ( Controls 0.00 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 79
Pond P1: StormTech SC-740 Infiltration System
Hydrograph
, ; ;I ;I ; ; , 17.32 CfS'- ; ; ; , , ; , , ❑��flow
❑Outflow
��n1110W��lrel�a�l� �.4�v� a,- --�--i--��--i--��--i--��--i--��I-i--��-- 0 Discarded
8 �i i i i i � i i i i i i i i i i i i i i i i �
❑Secondary
� = I�e�k �1���=�'4�.�#3' --��--;--��,--;--��,-;--��,--;--��,-;--��,
,
- - �
7 �� i i � � i i �� i i i i i i i i i i i
- J � �� � � �, � � � � � � � �
; - -0.0�1 ---1---�--�--+--�--�--�--+-� -
tor� e
6 �, , �, �, 5.41 cfs �, �, �, �, �, �, �, �, �, �, �
-��—�--�-- ---��—�--I__' __' I--�--��—�--��--�--��--�--��--�--'. _
s II II II II II II II II �I II II II II II II II II II II II
� - - - - -
, �
,
' �
_�__� _�__� _�__�__�__�__�_ �__�__�__ � __�__�__�_ �__�__�__�_
� -� � � � � � � � � � � � � � � � � � � � �
3 4 i i i i i i i i i �� i i i i i i i i i i �
0
_ , i i i i i i i i i i i i i i i i i i i
LL I I I I I I I I ' I I I I I I I I I I �
3 i I I I I I I I I . li II II II II II II II II .
_1__r__I__r__I__T__I__T__� ...__I__T__I__7__I__�__�_7__i _
� � I I I I I I I I I ' i I I I I I I i
, . . . � i � i i i
� �
. .� .� .� ri� '.. � . . , .
�...� ,e�,vrfr/ y%//j�/ ,!'�,':-� . ... .. .
0.00 cfs
o . , . , . . .. ,. ,...:., : ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 80
Hydrograph for Pond P1: StormTech SC-740 Infiltration System
Time Inflow Storage Elevation Outflow Discarded Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 243.57 0.00 0.00 0.00
0.50 0.00 0.000 243.57 0.00 0.00 0.00
1.00 0.00 0.000 243.57 0.00 0.00 0.00
1.50 0.00 0.000 243.57 0.00 0.00 0.00
2.00 0.00 0.000 243.57 0.00 0.00 0.00
2.50 0.00 0.000 243.57 0.00 0.00 0.00
3.00 0.00 0.000 243.57 0.00 0.00 0.00
3.50 0.00 0.000 243.57 0.00 0.00 0.00
4.00 0.00 0.000 243.57 0.00 0.00 0.00
4.50 0.00 0.000 243.57 0.00 0.00 0.00
5.00 0.00 0.000 243.57 0.00 0.00 0.00
5.50 0.01 0.000 243.57 0.01 0.01 0.00
6.00 0.02 0.000 243.57 0.02 0.02 0.00
6.50 0.03 0.000 243.57 0.03 0.03 0.00
7.00 0.04 0.000 243.57 0.04 0.04 0.00
7.50 0.05 0.000 243.57 0.05 0.05 0.00
8.00 0.06 0.000 243.57 0.06 0.06 0.00
8.50 0.08 0.000 243.57 0.08 0.08 0.00
9.00 0.11 0.000 243.57 0.11 0.11 0.00
9.50 0.14 0.000 243.57 0.14 0.14 0.00
10.00 0.17 0.000 243.57 0.17 0.17 0.00
10.50 0.23 0.000 243.57 0.23 0.23 0.00
11.00 0.34 0.000 243.58 0.34 0.34 0.00
11.50 0.56 0.000 243.58 0.56 0.56 0.00
12.00 5.05 0.006 244.15 3.42 3.42 0.00
12.50 2.08 0.023 245.14 4.02 4.02 0.00
13.00 0.72 0.000 243.58 0.72 0.72 0.00
13.50 0.50 0.000 243.58 0.50 0.50 0.00
14.00 0.38 0.000 243.58 0.38 0.38 0.00
14.50 0.32 0.000 243.58 0.32 0.32 0.00
15.00 0.29 0.000 243.57 0.29 0.29 0.00
15.50 0.26 0.000 243.57 0.26 0.26 0.00
16.00 0.22 0.000 243.57 0.22 0.22 0.00
16.50 0.20 0.000 243.57 0.20 0.20 0.00
17.00 0.19 0.000 243.57 0.19 0.19 0.00
17.50 0.18 0.000 243.57 0.18 0.18 0.00
18.00 0.17 0.000 243.57 0.17 0.17 0.00
18.50 0.16 0.000 243.57 0.16 0.16 0.00
19.00 0.15 0.000 243.57 0.15 0.15 0.00
19.50 0.14 0.000 243.57 0.14 0.14 0.00
20.00 0.12 0.000 243.57 0.12 0.12 0.00
20.50 0.12 0.000 243.57 0.12 0.12 0.00
21.00 0.11 0.000 243.57 0.11 0.11 0.00
21.50 0.11 0.000 243.57 0.11 0.11 0.00
22.00 0.11 0.000 243.57 0.11 0.11 0.00
22.50 0.11 0.000 243.57 0.11 0.11 0.00
23.00 0.11 0.000 243.57 0.11 0.11 0.00
23.50 0.10 0.000 243.57 0.10 0.10 0.00
24.00 0.10 0.000 243.57 0.10 0.10 0.00
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 81
Summary for Pond P2: Proposed 8' Diameter Drywell
InflowArea = 0.232 ac,100.00% Impervious, Inflow Depth > 6.14" for 100 Year event
Inflow = 2.11 cfs @ 11.97 hrs, Volume= 0.119 af
Outflow = 1.71 cfs @ 12.02 hrs, Volume= 0.119 af, Atten= 19%, Lag= 3.0 min
Discarded = 1.71 cfs @ 12.02 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 248.14' @ 12.02 hrs Surf.Area= 173 sf Storage= 408 cf
Plug-Flow detention time= 1.3 min calculated for 0.118 af(100% of inflow)
Center-of-Mass det. time= 1.2 min ( 740.6 - 739.4 )
Volume Invert Avail.Storage Storage Description
#1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc)
924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids
#2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1
#3 248.69' 4 cf Custom Stage Data (Irregular)Listed below
514 cf Total Available Storage
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 173 46.6 0 0 173
249.36 173 46.6 924 924 422
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
244.02 50 12.6 0 0 50
248.69 50 12.6 233 233 109
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.69 3 6.3 0 0 3
250.07 3 6.3 4 4 12
Device Routing Invert Outlet Devices
#1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area
Conductivity to Groundwater Elevation = 238.50'
Discarded OutFlow Max=1.71 cfs @ 12.02 hrs HW=248.13' (Free Discharge)
L1=Exfiltration ( Controls 1.71 cfs)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 82
Pond P2: Proposed 8' Diameter Drywell
Hydrograph
� � � � � � � � ❑Inflow
, �', �', �', �', ', �', ', ', 2.�� CfS ' �', �', ', �', ' ' ' ' ❑Discarded
- � Infl�w Are�='0.1,232 '�,-a�
-�--;--,-----;--,-----;-- �,--�---� � �_ �
2- ! ��,I ��,I ��,I ��,I ��,I ��,I ��,I �' ' ',, �, Peak �El�ev=248. �14'
�, �, �, �, �, �, �, 1.71 �cfs �, �, � � � �
�� �� �� �� �� �� �� �� � �� �� Storage-408��� c��f
N I I I I I I I I I I I I I I �I I �I I I I
� I I I I I I I I I I I I I I I I I I I '
U
`�-' .. . __1__1__L__1__1__L__1__J__1_ -_1___1__1__L__1__1__L__1__1__L__�. .
3 I I I I I I I I I I I I I I I I I I I �
p 'i I I I I I I I I I I I I I I I I I I �
LL �. ii ii ii ii ii ii ii ii ii ii ii ii ii ii ii ii ii ii
0-, . ..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment
Postdevelopment Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 83
Hydrograph for Pond P2: Proposed 8' Diameter Drywell
Time Inflow Storage Elevation Discarded
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 244.02 0.00
0.50 0.00 0 244.02 0.00
1.00 0.00 0 244.02 0.00
1.50 0.01 0 244.02 0.01
2.00 0.01 0 244.02 0.01
2.50 0.01 0 244.02 0.01
3.00 0.01 0 244.02 0.01
3.50 0.02 0 244.02 0.02
4.00 0.02 0 244.02 0.02
4.50 0.02 0 244.02 0.02
5.00 0.02 0 244.02 0.02
5.50 0.02 0 244.02 0.02
6.00 0.02 0 244.02 0.02
6.50 0.03 0 244.02 0.03
7.00 0.03 0 244.02 0.03
7.50 0.03 0 244.02 0.03
8.00 0.03 0 244.02 0.03
8.50 0.04 0 244.02 0.04
9.00 0.04 0 244.02 0.04
9.50 0.05 1 244.03 0.05
10.00 0.06 1 244.03 0.06
10.50 0.07 1 244.03 0.07
11.00 0.10 1 244.03 0.10
11.50 0.16 2 244.04 0.16
12.00 1.92 401 248.07 1.69
12.50 0.16 2 244.04 0.16
13.00 0.10 1 244.03 0.10
13.50 0.07 1 244.03 0.07
14.00 0.06 1 244.03 0.06
14.50 0.05 1 244.03 0.05
15.00 0.05 0 244.03 0.05
15.50 0.04 0 244.02 0.04
16.00 0.04 0 244.02 0.04
16.50 0.03 0 244.02 0.03
17.00 0.03 0 244.02 0.03
17.50 0.03 0 244.02 0.03
18.00 0.03 0 244.02 0.03
18.50 0.03 0 244.02 0.03
19.00 0.02 0 244.02 0.02
19.50 0.02 0 244.02 0.02
20.00 0.02 0 244.02 0.02
20.50 0.02 0 244.02 0.02
21.00 0.02 0 244.02 0.02
21.50 0.02 0 244.02 0.02
22.00 0.02 0 244.02 0.02
22.50 0.02 0 244.02 0.02
23.00 0.02 0 244.02 0.02
23.50 0.02 0 244.02 0.02
24.00 0.02 0 244.02 0.02
DA1 DP1
Subcatchment#1 Disc arge Point 3(DOT
Catch Basin#2)
Oce ce ce
DA2 � CB2 � H1 � DS
Subcatchment#2 Catch Basin#2 Manhole#2 Manhole#2
DA3
Subcatc ment#3
DP2
Discharge Point 2
Subcat Reach on Link Routing Diagram for Postdevelopment_No Control
Prepared by Stewart's Shops, Printed 3/15/2022
HydroCAD010.00-22 s/n 08847 02018 HydroCAD Software Solutions LLC
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.768 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3)
1.421 98 Paved parking, HSG A (DA1, DA2, DA3)
0.223 30 Woods, Good, HSG A (DA3)
2.412 73 TOTAL AREA
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 3
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>0.28"
Tc=6.0 min CN=68 Runoff=0.14 cfs 0.009 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>0.97"
Flow Length=123' Tc=21.0 min CN=85 Runoff=1.54 cfs 0.119 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth=0.00"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.00 cfs 0.000 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=1.58 cfs 0.128 af
Outflow=1.58 cfs 0.128 af
Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 af
Outflow=0.00 cfs 0.000 af
Pond CB2: Catch Basin#2 Peak EIev=246.02' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=1.54 cfs 0.119 af
Pond HDS: Manhole#2 Peak Elev=244.97' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=68.0' S=0.0393 '/' Outflow=1.54 cfs 0.119 af
Pond MH1: Manhole#2 Peak Elev=245.52' Inflow=1.54 cfs 0.119 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=1.54 cfs 0.119 af
Total Runoff Area = 2.412 ac Runoff Volume = 0.128 af Average Runoff Depth = 0.64"
41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 4
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
-- --�--�--�—�--�---�--y--rt--+—r- ---�--1--+--�---�---�--rt--+—�--�---
0.16 '� � � � � � � � � � � � � � � � � � � � � � � �
__'___'___'__�__� __'___'___�__�_ �__�__�__� __�___�___�__-'__� __� __�___ ❑Runoff
o.�s I I I I I I I I I 0.14 cfs I I I I I I I I I I I
-- --�--,--�—�--�- �--�--�- � �--, � � --, - - �--
0.,4 � � � � � � � � � � � � � � _ _ , _�_ _ _�Ty'�p� I I'�.2_4-h�,r__
--�---�--�--�—�--�---�--�--�--1--� --�-
0.,3 --�,---�,--�,--�, --�,--�,--�,---�,--�,--�, -- -���1 ���Y�ar Ra�nfaill=�2.24�"
� � � � � � � � �
0.,2 � � � � � � � � � F�u'no�fif-� � � � �
--'�---'�--�--�—�--�---�--�--�—+--� __
Ar�a�fi�;6;626 sfi -
o�� � � � � � � � � � �
o., --, --,--�,--�, --�,,--�,,- �,---�,--�,--�, -- ;, RunOffl'�YQlum�=0.009_af-
--'� --'�--,--�—r--�-- �--,--�—rt—r �
� � � � � � � � � � � � � �
� 0.09- --�---�--�--1—L--1---�--J--1--1—L _ Runo#f De th- 0: ..-
28�-
3 0.08 � � � � � � � � � � �� _ �� � � � �� � �
o -� � -,--�—�--�--�--�--�--T- -,- -r--�--�-�'c=�.�-�min
LL 0.07 � � � � � � � � � � � � � —
�- --�--�--�--�—�—�--�--�--�—�- ��--�--�—�—�--�---�--�--�►�A--' � --i�p---
o.os --',---',--',--', --',---',---',---',--',--', - ',--',--', -- ',---',---',---',--',-L11�'=�p-
OA5� �
--Ir--li--y--rt—r--Ir--li--y--rt—+- �--y--+—r--Ir--li---li--rt--T--r--li---
0.04. �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� '� '� '� ',
i i i i i i i i i i � i i i i i i i i i �
0.03�' � � � � � � � � � � � � � � � � � � � �
---r--i--�--7--r--r--r-�--�--rt- _.--r--r--i---i--�--rt--r--r--
0.02� -I-----I'-- I --'---'---'---I--I' --I' ' ---'--� --I --'---'--
0.01
0" ,., _ � _, �, �� � � � �� �.� �. � ,�� „
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 5
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.06 0.14
12.50 1.65 0.09 0.02
13.00 1.73 0.11 0.01
13.50 1.79 0.13 0.01
14.00 1.84 0.14 0.01
14.50 1.88 0.16 0.01
15.00 1.91 0.17 0.01
15.50 1.94 0.18 0.01
16.00 1.97 0.18 0.01
16.50 2.00 0.19 0.01
17.00 2.02 0.20 0.01
17.50 2.04 0.21 0.01
18.00 2.06 0.22 0.01
18.50 2.08 0.22 0.01
19.00 2.10 0.23 0.00
19.50 2.12 0.24 0.00
20.00 2.13 0.24 0.00
20.50 2.15 0.25 0.00
21.00 2.16 0.25 0.00
21.50 2.17 0.26 0.00
22.00 2.19 0.26 0.00
22.50 2.20 0.27 0.00
23.00 2.21 0.27 0.00
23.50 2.23 0.28 0.00
24.00 2.24 0.28 0.00
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 6
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Depth> 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
� � � I � � � � � I I � � � � � I � � � � ❑Runoff
I I I � I I I I I 1.54 cfs , I I I I I I I I I I
type II I �4=,h r ! '�, '�, �, �� '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
1 Yea��r Rainfall=2�.24" � � � � � � � � � � �
Runoff Area,=64,381 s;f '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
_R�no€�Vo�ume-0.1-'�1�', af --'�--'�---'�---'�--+-�-�--'�---'�---'__ .
� � � � � � � � � � � � �
��� Runoff De�pth>0.97'��'
° F lo�nr Len gth_���2�. '�I �,I � �,I �,I �,I �,I �,I �,I �,I �,I �,I �,I
LL
Tc=21 .0', m',in', �� �� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
CN� '� �� � ��� ��� �� �� ��� �� �� �� �� �� �� �� �� �� �� ��
�8�5 � � � � � � � � � � � � � � � � � � �
� � � � �
�
�
o , . �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 7
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.01 0.01
11.00 0.53 0.02 0.03
11.50 0.63 0.04 0.06
12.00 1.49 0.44 0.94
12.50 1.65 0.55 0.49
13.00 1.73 0.60 0.19
13.50 1.79 0.64 0.13
14.00 1.84 0.68 0.10
14.50 1.88 0.71 0.08
15.00 1.91 0.73 0.08
15.50 1.94 0.75 0.07
16.00 1.97 0.77 0.06
16.50 2.00 0.79 0.06
17.00 2.02 0.81 0.05
17.50 2.04 0.83 0.05
18.00 2.06 0.84 0.05
18.50 2.08 0.86 0.04
19.00 2.10 0.87 0.04
19.50 2.12 0.88 0.04
20.00 2.13 0.89 0.03
20.50 2.15 0.90 0.03
21.00 2.16 0.92 0.03
21.50 2.17 0.93 0.03
22.00 2.19 0.94 0.03
22.50 2.20 0.95 0.03
23.00 2.21 0.96 0.03
23.50 2.23 0.97 0.03
24.00 2.24 0.98 0.03
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 8
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Year Rainfall=2.24"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
__.________ ,__ �__ _____,___�__ �_ ,___ __ ___ __ __ - � - - - -- - � -
1- ,� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� � � �� � �, ❑Runoff
'� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� '� �'�TYpe I I��,2�-h'�,r
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 1 ���Year R�ainfall�2.�24��..
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, F�u;noff 'Area�,=z�,4, ��074 sf
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Ru noff'�,Vo lu m',e=',O.00p af
� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� Ru noff���Depth=� 0.��00';..
° ', ', ', ', ', ', ', ', ', ', ', ', ', ', ', F low'�Len gth=121'
LL i I I I I I I I I I I I I i i I I ,
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,Tc='�5.';2 'r,n i�
�'� �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �'� �'� �'� �'� C N��44
0.00 cfs � � � � � � � � � � � � � � � � � � � � � �
o- . ., ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 9
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.02 0.00 0.00
1.50 0.04 0.00 0.00
2.00 0.05 0.00 0.00
2.50 0.06 0.00 0.00
3.00 0.08 0.00 0.00
3.50 0.09 0.00 0.00
4.00 0.11 0.00 0.00
4.50 0.12 0.00 0.00
5.00 0.14 0.00 0.00
5.50 0.16 0.00 0.00
6.00 0.18 0.00 0.00
6.50 0.20 0.00 0.00
7.00 0.22 0.00 0.00
7.50 0.24 0.00 0.00
8.00 0.27 0.00 0.00
8.50 0.30 0.00 0.00
9.00 0.33 0.00 0.00
9.50 0.37 0.00 0.00
10.00 0.41 0.00 0.00
10.50 0.46 0.00 0.00
11.00 0.53 0.00 0.00
11.50 0.63 0.00 0.00
12.00 1.49 0.00 0.00
12.50 1.65 0.00 0.00
13.00 1.73 0.00 0.00
13.50 1.79 0.00 0.00
14.00 1.84 0.00 0.00
14.50 1.88 0.00 0.00
15.00 1.91 0.00 0.00
15.50 1.94 0.00 0.00
16.00 1.97 0.00 0.00
16.50 2.00 0.00 0.00
17.00 2.02 0.00 0.00
17.50 2.04 0.00 0.00
18.00 2.06 0.00 0.00
18.50 2.08 0.00 0.00
19.00 2.10 0.00 0.00
19.50 2.12 0.00 0.00
20.00 2.13 0.00 0.00
20.50 2.15 0.00 0.00
21.00 2.16 0.00 0.00
21.50 2.17 0.00 0.00
22.00 2.19 0.00 0.00
22.50 2.20 0.00 0.00
23.00 2.21 0.00 0.00
23.50 2.23 0.00 0.00
24.00 2.24 0.00 0.00
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 10
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.860 ac, 72.29% Impervious, Inflow Depth > 0.83" for 1 Year event
Inflow = 1.58 cfs @ 12.14 hrs, Volume= 0.128 af
Outflow = 1.58 cfs @ 12.14 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
� � ' � � �' � ' �' � � � � ' ' � � � � ❑InfIOW
� I � � � 1 I.58 cfs � I I I I I I I', ��, ��� I ❑outfioW
I�Inf;l o'w'�,A�e�=1 .:86 �� �� �� �� �� �� �� �� �� �� ��
--i--�--rt--!--���--�--!--��r--���- . �--�--�--!--���---���--rt--!--���---���--�
w �"" I� ', ', ', ', ', ', ', ', �' I', ', ', ', ', ', ', ', ', ',
� i i i i i i i i i i i i i i i i i �
3 i i i i i i i i i i i i i i i i i i
p � i i i i i i i i �� i i i i i i i i i i
LL ' I I I I I I I I ' I I I I I I I I I i
�`. . . _ , .. , . , .. , ... . ..
, . ,, . .... . . .. . .... ,.: ... . ..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 11
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.01 0.01
11.00 0.03 0.03
11.50 0.06 0.06
12.00 1.08 1.08
12.50 0.51 0.51
13.00 0.20 0.20
13.50 0.14 0.14
14.00 0.11 0.11
14.50 0.09 0.09
15.00 0.09 0.09
15.50 0.08 0.08
16.00 0.07 0.07
16.50 0.06 0.06
17.00 0.06 0.06
17.50 0.06 0.06
18.00 0.05 0.05
18.50 0.05 0.05
19.00 0.05 0.05
19.50 0.04 0.04
20.00 0.04 0.04
20.50 0.04 0.04
21.00 0.04 0.04
21.50 0.04 0.04
22.00 0.03 0.03
22.50 0.03 0.03
23.00 0.03 0.03
23.50 0.03 0.03
24.00 0.03 0.03
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 12
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth = 0.00" for 1 Year event
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
-�-- --� � � � � � �— --�---,---�-- --�—� � — --�---�---�--
,�_ �il �i ��, �i �i �i �i ��, �i �i �i �i �i I� �, ' � � ' I' ❑If1fIOW
� � ❑OutfloW
�, �, �, �, �, �, �, �, �, �, �, I'�,nf;lo'w '�,Area=0.,5�3 '�,ac
y ' I I I I I I I I I I I I I I I I I I I I I I
� ' I I I I I I I I I I I I I I I I I I I I I I
U
3 ' I I I I I I I I I I I I I I I I I I I I I I
p ' I I I I I I I I I I I I I I I I I I I I I I
LL ' I I I I I I I I I I I I I I I I I I I I I i
'i i i i i i I i 'i i i i i i i 'i 'i i 'i 'i
0.00 cfs
o- . . - � .. - � � � _. -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 13
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.00 0.00
13.00 0.00 0.00
13.50 0.00 0.00
14.00 0.00 0.00
14.50 0.00 0.00
15.00 0.00 0.00
15.50 0.00 0.00
16.00 0.00 0.00
16.50 0.00 0.00
17.00 0.00 0.00
17.50 0.00 0.00
18.00 0.00 0.00
18.50 0.00 0.00
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 14
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.02' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=246.02' (Free Discharge)
L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps)
Pond CB2: Catch Basin #2
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=24�.0,2'' �! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
12�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=',50.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 15
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.25 0.00
5.50 0.00 245.25 0.00
6.00 0.00 245.25 0.00
6.50 0.00 245.25 0.00
7.00 0.00 245.25 0.00
7.50 0.00 245.25 0.00
8.00 0.00 245.25 0.00
8.50 0.00 245.25 0.00
9.00 0.00 245.25 0.00
9.50 0.00 245.25 0.00
10.00 0.00 245.28 0.00
10.50 0.01 245.31 0.01
11.00 0.03 245.34 0.03
11.50 0.06 245.38 0.06
12.00 0.94 245.82 0.94
12.50 0.49 245.65 0.49
13.00 0.19 245.49 0.19
13.50 0.13 245.45 0.13
14.00 0.10 245.42 0.10
14.50 0.08 245.41 0.08
15.00 0.08 245.40 0.08
15.50 0.07 245.39 0.07
16.00 0.06 245.38 0.06
16.50 0.06 245.38 0.06
17.00 0.05 245.37 0.05
17.50 0.05 245.37 0.05
18.00 0.05 245.37 0.05
18.50 0.04 245.36 0.04
19.00 0.04 245.36 0.04
19.50 0.04 245.35 0.04
20.00 0.03 245.35 0.03
20.50 0.03 245.35 0.03
21.00 0.03 245.35 0.03
21.50 0.03 245.34 0.03
22.00 0.03 245.34 0.03
22.50 0.03 245.34 0.03
23.00 0.03 245.34 0.03
23.50 0.03 245.34 0.03
24.00 0.03 245.34 0.03
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 16
Summary for Pond HDS: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 244.97' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 12.0" Round Culvert
L= 68.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/241.53' S= 0.0393 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=244.97' (Free Discharge)
L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps)
Pond HDS: Manhole #2
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=24�.9�7'', II I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�, I'�,
12�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=',68.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�393 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 17
Hydrograph for Pond HDS: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.20 0.00
5.50 0.00 244.20 0.00
6.00 0.00 244.20 0.00
6.50 0.00 244.20 0.00
7.00 0.00 244.20 0.00
7.50 0.00 244.20 0.00
8.00 0.00 244.20 0.00
8.50 0.00 244.20 0.00
9.00 0.00 244.20 0.00
9.50 0.00 244.20 0.00
10.00 0.00 244.23 0.00
10.50 0.01 244.26 0.01
11.00 0.03 244.29 0.03
11.50 0.06 244.33 0.06
12.00 0.94 244.77 0.94
12.50 0.49 244.60 0.49
13.00 0.19 244.44 0.19
13.50 0.13 244.40 0.13
14.00 0.10 244.37 0.10
14.50 0.08 244.36 0.08
15.00 0.08 244.35 0.08
15.50 0.07 244.34 0.07
16.00 0.06 244.33 0.06
16.50 0.06 244.33 0.06
17.00 0.05 244.32 0.05
17.50 0.05 244.32 0.05
18.00 0.05 244.32 0.05
18.50 0.04 244.31 0.04
19.00 0.04 244.31 0.04
19.50 0.04 244.30 0.04
20.00 0.03 244.30 0.03
20.50 0.03 244.30 0.03
21.00 0.03 244.30 0.03
21.50 0.03 244.29 0.03
22.00 0.03 244.29 0.03
22.50 0.03 244.29 0.03
23.00 0.03 244.29 0.03
23.50 0.03 244.29 0.03
24.00 0.03 244.29 0.03
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 18
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event
Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min
Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 245.52' @ 12.15 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.52' (Free Discharge)
L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps)
Pond MH1: Manhole #2
Hydrograph
' ' ' ' ' � � � �� � � � �� � � �' ❑Inflow
' ' ' ' ' ' ' ' ' ' ' ❑ Pnmary
I nflow Area=1 .:�47 �.54 �fs �, �, �, �, �, �, �, �, �, �, �,
Pe,a k E lev=245.52'' �! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
12�0" �' ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
Raund Culvert '- ,---�,--�, --�,I--�,--�,-- �,I--�,I--�,---�,--�,
y �_ � i i i i i i i i i i
w � i i i i i i i i i i
= �=I0.01'2 '� � � � �, � � � � � � � � � �
3 i i i i i i i i i i i i i i i
o � � � � � � � � � � � � � � �
" L=',55.0' ! ' ! '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
5=0.�100 '/' '� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
o . _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 1 Year Rainfa11=2.24"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 19
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.75 0.00
5.50 0.00 244.75 0.00
6.00 0.00 244.75 0.00
6.50 0.00 244.75 0.00
7.00 0.00 244.75 0.00
7.50 0.00 244.75 0.00
8.00 0.00 244.75 0.00
8.50 0.00 244.75 0.00
9.00 0.00 244.75 0.00
9.50 0.00 244.75 0.00
10.00 0.00 244.78 0.00
10.50 0.01 244.81 0.01
11.00 0.03 244.84 0.03
11.50 0.06 244.88 0.06
12.00 0.94 245.32 0.94
12.50 0.49 245.15 0.49
13.00 0.19 244.99 0.19
13.50 0.13 244.95 0.13
14.00 0.10 244.92 0.10
14.50 0.08 244.91 0.08
15.00 0.08 244.90 0.08
15.50 0.07 244.89 0.07
16.00 0.06 244.88 0.06
16.50 0.06 244.88 0.06
17.00 0.05 244.87 0.05
17.50 0.05 244.87 0.05
18.00 0.05 244.87 0.05
18.50 0.04 244.86 0.04
19.00 0.04 244.86 0.04
19.50 0.04 244.85 0.04
20.00 0.03 244.85 0.03
20.50 0.03 244.85 0.03
21.00 0.03 244.85 0.03
21.50 0.03 244.84 0.03
22.00 0.03 244.84 0.03
22.50 0.03 244.84 0.03
23.00 0.03 244.84 0.03
23.50 0.03 244.84 0.03
24.00 0.03 244.84 0.03
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 20
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>1.06"
Tc=6.0 min CN=68 Runoff=0.71 cfs 0.034 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>2.24"
Flow Length=123' Tc=21.0 min CN=85 Runoff=3.60 cfs 0.276 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth>0.11"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.01 cfs 0.005 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=3.77 cfs 0.310 af
Outflow=3.77 cfs 0.310 af
Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.005 af
Outflow=0.01 cfs 0.005 af
Pond CB2: Catch Basin#2 Peak EIev=247.20' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=3.60 cfs 0.276 af
Pond HDS: Manhole#2 Peak Elev=246.15' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=68.0' S=0.0393 '/' Outflow=3.60 cfs 0.276 af
Pond MH1: Manhole#2 Peak EIev=246.70' Inflow=3.60 cfs 0.276 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=3.60 cfs 0.276 af
Total Runoff Area = 2.412 ac Runoff Volume = 0.315 af Average Runoff Depth = 1.57"
41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 21
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Depth> 1.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
� � � � � � � � � � � � � � � � � � � �
--i--;-- r--i---r--i--;--rt-- -- --;-- r--r--�� ---i--rt--+--�--i-- ❑Runoff
075- � � � � � � � � � �__�__1__L__� � �
_____�__�__1—L__1___�__J__1_ 0.71 cfs __�__i � � �
� _�—�__�__
o.�� --��---��- �� �� �� �� �� �� �� � �� � �� �� '� '� _Ty!,p��I 12�-h!�r--
�
- � � -,--�—�--�---�--,--�--T—� _-,--7--r--�- � -
ass � � � � � � � � � � � �
- --�---�--�--1--L--1---�--J--1----� -��I'���"I ��11`1��f�=�:'�����--
0.6 i i i i i i i i i i i i i i i i i i i i
�--7--r i i �--�--T--r -
o.ss ' ' � � � � � � � � �ff Area�T6 626 sf
--'�---'�--�--�—�--�---�--�--�—+- F�uno� --- � :
o.s --I,---I,--I,--I, --I,---I,---�,---�,--�,--�, - Ru,n�ff'�,V_Qlume=;0.034 af _
� 0.45." __i---i- i i i i i i i i � i��
�. i i -i--i--i--ii--i--�--i- i -� �
� Runoff Depth>1 .Qf�
3 0.4 --�--�--�--�--�--�--�---�--�--�- --�- � -- � --� --� - - - -- - -
° 0.35= 7�'c=6.�0 min
LL '
I I I I I I I I i : I i i i i
� , __I___I__y__rt__r__I___I__y__y__t__r .�__y__T__t__I___I___I__y__r__�__i___
o.s --',---',--',--', --',---',---',---',--',--', - ',--',--', -- ',---',---',---',--',-CN'=68-
0.25 � � � � � � � � � � � � � � � � � � �
�
- ---r--i--�--7--r--r--r-�--�--rt- i--�--7--r--r--r--i--�--�r--..--��---
0.2.' �i i i i i i i i i i �i i i i i i i i i i i
--i--i-----------i--i----------� --i-----------i--i---i-----------i---
0.15 ' � � � � � � � � � � � � � � � � � � � � �
i i �--7—r i i �--�--� - � r i i i �--T--r--,--
01 i i i i i i i i i i � i i i i i i i i
_, _�_--'---'---' -' --1---1---1--1--=--'---'--
- ----- -- - --'-- .-
OA5 ' �
0 ;. , .. ,,:.. ': . ;. ;,_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 22
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.01
12.00 2.50 0.39 0.69
12.50 2.77 0.51 0.07
13.00 2.91 0.58 0.05
13.50 3.01 0.63 0.04
14.00 3.09 0.67 0.03
14.50 3.16 0.71 0.03
15.00 3.22 0.74 0.02
15.50 3.27 0.77 0.02
16.00 3.32 0.80 0.02
16.50 3.36 0.82 0.02
17.00 3.40 0.84 0.02
17.50 3.44 0.86 0.02
18.00 3.47 0.89 0.02
18.50 3.50 0.90 0.01
19.00 3.54 0.92 0.01
19.50 3.56 0.94 0.01
20.00 3.59 0.95 0.01
20.50 3.61 0.97 0.01
21.00 3.64 0.98 0.01
21.50 3.66 1.00 0.01
22.00 3.68 1.01 0.01
22.50 3.71 1.02 0.01
23.00 3.73 1.04 0.01
23.50 3.75 1.05 0.01
24.00 3.77 1.06 0.01
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 23
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Depth> 2.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
--�---�---�---�--�-- --�---�---�--�-- -_ , _-�--�---�---�--+—�—�--�---�--- _
4 �' ' ' ' ' ' ' � � � ' ' � � � � � � � � � ' ❑Runoff
I I I � I I I I I 3.60 cfs I I I I I I I I I I
type II I �4=,h r '�, '�, '�, �� �� '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
1i0 Ye��r� � � � � � � � � � � � � �
��Rain#all-�.77'�'-- --�,--�,---�,---�,--�, -- �,--�,--�,--�,---�,__
3a ,�� � � � � , � , � � � � � � � � � �
Ru no�'ff Area=64,381 s��;f '� '� '� '� '� '� '� '� '� '�
Ru noff Valu me=0.2�,76'�, af '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
� � � � ---- -------------
� � � �rno€�De�pth>�.24'�' �� '� '� '� '� '� -- '�--'�--'�---'�---��
3 2 � � � � li i i i i i i i i i i i
° F lo�nr Len gth',1!23' '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�,
LL : . : i. . i. :
Tc=21 .0', m'in', �� �� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
- � - - ' --�'�---�'�---'�--�-- -'r--'r--'�---'�---'�--t-t-r--'�---'�--- -
,
�N-
8�5 � � � � � � � � � � � � � � � �
� � � � � �
� �
o . �_ _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 24
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.01 0.01
8.50 0.50 0.01 0.02
9.00 0.55 0.02 0.03
9.50 0.61 0.03 0.04
10.00 0.68 0.05 0.05
10.50 0.77 0.08 0.08
11.00 0.89 0.12 0.12
11.50 1.07 0.21 0.22
12.00 2.50 1.18 2.37
12.50 2.77 1.40 1.07
13.00 2.91 1.51 0.38
13.50 3.01 1.60 0.27
14.00 3.09 1.67 0.21
14.50 3.16 1.72 0.17
15.00 3.22 1.77 0.15
15.50 3.27 1.82 0.14
16.00 3.32 1.86 0.12
16.50 3.36 1.89 0.11
17.00 3.40 1.93 0.10
17.50 3.44 1.96 0.10
18.00 3.47 1.99 0.09
18.50 3.50 2.02 0.09
19.00 3.54 2.05 0.08
19.50 3.56 2.07 0.07
20.00 3.59 2.09 0.07
20.50 3.61 2.12 0.06
21.00 3.64 2.14 0.06
21.50 3.66 2.16 0.06
22.00 3.68 2.18 0.06
22.50 3.71 2.20 0.06
23.00 3.73 2.22 0.06
23.50 3.75 2.23 0.06
24.00 3.77 2.25 0.06
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 25
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=3.77"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
� ' _ , --�- -- ��--��--��---��-0.01 CfS --�---�--i--� --�---��---��--� __ ❑RU�off
0.007 �� �� �� �� �� � �� � � � � � �� �� �� � ��
- - ----- --- ,--;- ,---,- , --,---,--i-- , --,---, --,--i-- ; --
o.00� ' —TYpe ��ll_�4ihr- -, ' __�,_ �, _ _ --'�--�—+--'�--'�---'�--�—� --
- � � � � � � � � � � � � � � �
0.006 -10-�Year�� Rain€al1�3.77��"--�,-- � ; -�--�, --�, --�,---�,---�,--�, --; --
0.006 ' � � � � � � � � � � � � � � � � � �
_ __ � _ __I__ . _ �___I___I__ _r__,,.. �,--__I___I__Y _.r__
o.00s Ru i�o� Area-2�-074� � � � � �
i_ � i i
- ----- `--i- '---'--�--� i--�--'-- -1--1--i--
� � � � � � � � � � i i �
o.00s _Ru_no��f_f_'�qlume=Q.DO� ��_ _ � � � � � � �
� r—�--�---�
� 0.004 Ru i�o�ff D�pth>0.��F 1'r� � � � � � � i
� _�__ �—�--�---�-- �
3 0.004 � � � � � � � � � � � � � � � �
- ----- ---------
° F lo;�nr '�Len c�t11=121' '� �� �� �� �� �� �� �� � � �
LL 0.003
- ----- -- + -----�-- -�--�--i---i--�—+--�---�---�--� ---
�� � AC . � � � � i � � i i i i i i i i i �
0.003 �Ci F�7 ����i i i i i i i i i i i i _�___�___�__ � __ '
=� � --i--i--i-------
_i__i_______i__i_ i
0.002 i i i i i i i i i i i i i i i i i i i
.�-����r/�-r--i---i--�--t--r--i---i-- -r--r--i---i--�--t--r--i--�--7--�----
OA02 � i i i i i i i i i i i i i i i i i i i
__'___'__ ' __�__�___�___�__�__�__�___'_- _�__�__�___�__�__�__�___�___�__�__ '-
0.001 ' i i i i i i i i i i i i i i i i i i i i i i
------- r--r--i--i--�--T--r--i-- � -r--r--i---i--�--T--r--i---i--7--r--
0.001 i i i i i i i i i i i i i i i i i i i i i i
__'___'__' __' __'___'__-'__ __' __'___' _ '-__L__1___1__1__1__L__1___'__1__i_
0.000 �I �I 'I 'I ' � � � � � �- � � � � � � � � � � � -
0 ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 26
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.02 0.00 0.00
1.00 0.04 0.00 0.00
1.50 0.06 0.00 0.00
2.00 0.08 0.00 0.00
2.50 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.50 0.16 0.00 0.00
4.00 0.18 0.00 0.00
4.50 0.21 0.00 0.00
5.00 0.24 0.00 0.00
5.50 0.27 0.00 0.00
6.00 0.30 0.00 0.00
6.50 0.34 0.00 0.00
7.00 0.37 0.00 0.00
7.50 0.41 0.00 0.00
8.00 0.45 0.00 0.00
8.50 0.50 0.00 0.00
9.00 0.55 0.00 0.00
9.50 0.61 0.00 0.00
10.00 0.68 0.00 0.00
10.50 0.77 0.00 0.00
11.00 0.89 0.00 0.00
11.50 1.07 0.00 0.00
12.00 2.50 0.00 0.00
12.50 2.77 0.00 0.01
13.00 2.91 0.01 0.01
13.50 3.01 0.02 0.01
14.00 3.09 0.02 0.01
14.50 3.16 0.03 0.01
15.00 3.22 0.03 0.01
15.50 3.27 0.04 0.01
16.00 3.32 0.04 0.01
16.50 3.36 0.05 0.01
17.00 3.40 0.05 0.01
17.50 3.44 0.06 0.01
18.00 3.47 0.06 0.01
18.50 3.50 0.07 0.00
19.00 3.54 0.07 0.00
19.50 3.56 0.08 0.00
20.00 3.59 0.08 0.00
20.50 3.61 0.08 0.00
21.00 3.64 0.09 0.00
21.50 3.66 0.09 0.00
22.00 3.68 0.09 0.00
22.50 3.71 0.10 0.00
23.00 3.73 0.10 0.00
23.50 3.75 0.10 0.00
24.00 3.77 0.11 0.00
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 27
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.860 ac, 72.29% Impervious, Inflow Depth > 2.00" for 10 Year event
Inflow = 3.77 cfs @ 12.13 hrs, Volume= 0.310 af
Outflow = 3.77 cfs @ 12.13 hrs, Volume= 0.310 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
'---'- ' - ',- ' --- '-
�-- -�,---�--- � -- - � --�--� � --�r--�,---�,---�;-- ❑InfIOW
--i ; -- i i , -i- i i -il--�i - -� i i i i ❑OUtfIOW
4 ' ' 3.77 cfs �� I I I I I I I I I I
I�Inf;lo'w'�,A�e�=1 .:86 , , , , , , , , , , ,
� � � � �, � � � �, � �, � � �, �, � � �, �, �
----;--;--,--------;--,---- -----;--,--------;--,--------; .
s I I�, lii 'i 'i ', ', ', �i ii 'i 'i 'i 'i 'i 'i 'i 'i 'i
N . �I _ I I I _ I _ I I I _ I _ i _ I _ I I I _ I I I _ I _ I _ I .
._ __ �__�__� __ ___ __� __ _ __ _______ _______ __ __ __ _
� I I I I I ' I I I I I I I I I I
U �
p2 I� I� I� I� I� I� I� I� � �I I I I I I I I I I
LL ' I I I I I I I I ' I I I I I I I I I i
.__�__�__1__L__1__J__1__L__1__ __J__�__L__1___1__1__L__I___I__� .
� li II II II II II II II II II II II II II II II II II il
� , _..,, .. ..... .. ..... ........:...::..:. . � _ ... .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 28
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.01 0.01
8.50 0.02 0.02
9.00 0.03 0.03
9.50 0.04 0.04
10.00 0.05 0.05
10.50 0.08 0.08
11.00 0.12 0.12
11.50 0.23 0.23
12.00 3.06 3.06
12.50 1.14 1.14
13.00 0.43 0.43
13.50 0.30 0.30
14.00 0.24 0.24
14.50 0.20 0.20
15.00 0.18 0.18
15.50 0.16 0.16
16.00 0.14 0.14
16.50 0.13 0.13
17.00 0.12 0.12
17.50 0.11 0.11
18.00 0.11 0.11
18.50 0.10 0.10
19.00 0.09 0.09
19.50 0.09 0.09
20.00 0.08 0.08
20.50 0.07 0.07
21.00 0.07 0.07
21.50 0.07 0.07
22.00 0.07 0.07
22.50 0.07 0.07
23.00 0.07 0.07
23.50 0.07 0.07
24.00 0.07 0.07
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 29
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.11" for 10 Year event
Inflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af
Outflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
I 'L-- j-- , _II�__J _ �_-'---'--I -- -- I _�__� L__I� �--I !--- ❑InfIOW
, _ --
��L���� i i i i i i i i i i ❑OUtfIOW
-i - --1 �i---
o.00� - - 1 - 0.01 cfs � � � � �
, I �
� , a�r_'�,Are�=',0.;553_'� � � � � � � � �
o.00� � � , --�--,--r--�--�--T -�---
, ,
� � � � � � �� � � � � � � � � � �
� --i--t--r--i--y
--+--r-y--t--r_ , . .�--1--+--i--�--+--r--
OA06 " �'i i i i i i i i i i i � i i i i i i
� ' __�__�__�__�__�__�__�__�__�__�___' � _�__�___�__�__'___
0.006 ' i i i i i i i i i i i i i i i
i i i i i i i i i i i � i i i i
----
OA05 �� �i --i--7--r--i--�--r--i-�--T—�-- -; �-i--�--T- i
--i--+—�--i--�—+--i--�—+--�- ---'-- -- -�—+--�---
OA05 'i i i i i i i i i i i �� i i i i i i
�
' ' __�__�__�__�__�__ �
..-. , ___�__�__L__i_ �__�__�__L_ i i _'___
w 0.004 i i i i i i i i i i i i i �
u
0.004 --i--T--r--�r-�--r--�i-�--T--; r--�i--�--r--i---, -
3 � � �
o --�--+—�--�--�—+--�--�—+--, --�--�—�--�-- -- , --,----- -----
LL OA03 �i i i i i i i i i i i i i i i i i i i �� �� �
,
� ' __�__�__�__�__�__�__�__�__�__' '-__�__�__�__�__�__'-__'___'__ '-__'___
0.003 i i i i i i i i i i i i i i i i i i i i i
' i i i i i i i i i i i i i i i i i i i i i i
0.002 i i i i i i i i i � i i i i i i i i i i i
--i--�--�--i--�--�--i--�--�-- -�--i--�--�--i--�--�--i--�--�--�---
OA02 ' �'i i i i i i i i i i i i i i i i i i i i i i
' __�__1__L__�__�__L__�__�__L__i_ �__�__1__L__�__�__L__�__J__�
0.001 ' i i i i i i i i i i i i i i i i i i i i i
0.001 --i-- --r--�--�i--r--i-�--li -- - --i--�--r--i--�--r--i--�--- --�---
OA00��
0 _ „
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 30
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.00 0.00
12.50 0.01 0.01
13.00 0.01 0.01
13.50 0.01 0.01
14.00 0.01 0.01
14.50 0.01 0.01
15.00 0.01 0.01
15.50 0.01 0.01
16.00 0.01 0.01
16.50 0.01 0.01
17.00 0.01 0.01
17.50 0.01 0.01
18.00 0.01 0.01
18.50 0.00 0.00
19.00 0.00 0.00
19.50 0.00 0.00
20.00 0.00 0.00
20.50 0.00 0.00
21.00 0.00 0.00
21.50 0.00 0.00
22.00 0.00 0.00
22.50 0.00 0.00
23.00 0.00 0.00
23.50 0.00 0.00
24.00 0.00 0.00
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 31
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 247.20' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=247.20' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond CB2: Catch Basin #2
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.Z�0`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt ' �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=',50.0' ! '�� ! '�� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
S=Q.0100 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 32
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.25 0.00
5.50 0.00 245.25 0.00
6.00 0.00 245.25 0.00
6.50 0.00 245.25 0.00
7.00 0.00 245.26 0.00
7.50 0.00 245.28 0.00
8.00 0.01 245.30 0.01
8.50 0.02 245.32 0.02
9.00 0.03 245.34 0.03
9.50 0.04 245.35 0.04
10.00 0.05 245.37 0.05
10.50 0.08 245.40 0.08
11.00 0.12 245.44 0.12
11.50 0.22 245.51 0.22
12.00 2.37 246.38 2.37
12.50 1.07 245.87 1.07
13.00 0.38 245.60 0.38
13.50 0.27 245.54 0.27
14.00 0.21 245.50 0.21
14.50 0.17 245.48 0.17
15.00 0.15 245.47 0.15
15.50 0.14 245.45 0.14
16.00 0.12 245.44 0.12
16.50 0.11 245.43 0.11
17.00 0.10 245.42 0.10
17.50 0.10 245.42 0.10
18.00 0.09 245.41 0.09
18.50 0.09 245.41 0.09
19.00 0.08 245.40 0.08
19.50 0.07 245.40 0.07
20.00 0.07 245.39 0.07
20.50 0.06 245.39 0.06
21.00 0.06 245.38 0.06
21.50 0.06 245.38 0.06
22.00 0.06 245.38 0.06
22.50 0.06 245.38 0.06
23.00 0.06 245.38 0.06
23.50 0.06 245.38 0.06
24.00 0.06 245.38 0.06
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 33
Summary for Pond HDS: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.15' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 12.0" Round Culvert
L= 68.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/241.53' S= 0.0393 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.15' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond HDS: Manhole #2
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.1�,5`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=',68.0' ! '�� ! '�� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
S=Q.0393 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
�- '� '� '� '� I '� '� '� '� '� '� '� '� '� '� '� '� '� '�
o- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 34
Hydrograph for Pond HDS: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.20 0.00
5.50 0.00 244.20 0.00
6.00 0.00 244.20 0.00
6.50 0.00 244.20 0.00
7.00 0.00 244.21 0.00
7.50 0.00 244.23 0.00
8.00 0.01 244.25 0.01
8.50 0.02 244.27 0.02
9.00 0.03 244.29 0.03
9.50 0.04 244.30 0.04
10.00 0.05 244.32 0.05
10.50 0.08 244.35 0.08
11.00 0.12 244.39 0.12
11.50 0.22 244.46 0.22
12.00 2.37 245.33 2.37
12.50 1.07 244.82 1.07
13.00 0.38 244.55 0.38
13.50 0.27 244.49 0.27
14.00 0.21 244.45 0.21
14.50 0.17 244.43 0.17
15.00 0.15 244.42 0.15
15.50 0.14 244.40 0.14
16.00 0.12 244.39 0.12
16.50 0.11 244.38 0.11
17.00 0.10 244.37 0.10
17.50 0.10 244.37 0.10
18.00 0.09 244.36 0.09
18.50 0.09 244.36 0.09
19.00 0.08 244.35 0.08
19.50 0.07 244.35 0.07
20.00 0.07 244.34 0.07
20.50 0.06 244.34 0.06
21.00 0.06 244.33 0.06
21.50 0.06 244.33 0.06
22.00 0.06 244.33 0.06
22.50 0.06 244.33 0.06
23.00 0.06 244.33 0.06
23.50 0.06 244.33 0.06
24.00 0.06 244.33 0.06
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 35
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event
Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 246.70' @ 12.14 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.70' (Free Discharge)
L1=Culvert (Inlet Controls 3.60 cfs @ 4.58 fps)
Pond MH1: Manhole #2
Hydrograph
4 � , � � ❑Inflow
� � � � � � � � � � ❑ Pnmary
I nflow Area=1 .:�4 3.60 �fs , �,� �,� �,� �,� �,� �,� �,� �,� �,� �,�
- Peak Elev=24�.7�,0`',- --J,--1--'IL--'�,--�-- ',�--'IL--'�,--J,--i--
3 12,.0„ �, , , �, �, �, �, �, �, �, �, �, �, �, �,
Ro u n d C u Ive rt �� �� �� �� �� �� �� �� �� ��
^-. ---- _ -- ---- ---------- ,---,--;--,---,--;-- ,---,---,---,--, .
y 'i 'i �i 'i 'i �i 'i �i �i
� ' ' � ' �i � � ' I I I I I I I I I I
= �=!0.01'2 � �
3 z I I I I I I I I I I I I I I I
o � � � � � � � � � � � � � � �
" L=',55.0' ! '�� ! ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ��� ���
S=Q.0100 ,��- ,--��--��-- --;--T--��--��--;--T--��--��--;--7
1- ' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
0- .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 10 Year Rainfa11=3.77"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 36
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.75 0.00
5.50 0.00 244.75 0.00
6.00 0.00 244.75 0.00
6.50 0.00 244.75 0.00
7.00 0.00 244.76 0.00
7.50 0.00 244.78 0.00
8.00 0.01 244.80 0.01
8.50 0.02 244.82 0.02
9.00 0.03 244.84 0.03
9.50 0.04 244.85 0.04
10.00 0.05 244.87 0.05
10.50 0.08 244.90 0.08
11.00 0.12 244.94 0.12
11.50 0.22 245.01 0.22
12.00 2.37 245.88 2.37
12.50 1.07 245.37 1.07
13.00 0.38 245.10 0.38
13.50 0.27 245.04 0.27
14.00 0.21 245.00 0.21
14.50 0.17 244.98 0.17
15.00 0.15 244.97 0.15
15.50 0.14 244.95 0.14
16.00 0.12 244.94 0.12
16.50 0.11 244.93 0.11
17.00 0.10 244.92 0.10
17.50 0.10 244.92 0.10
18.00 0.09 244.91 0.09
18.50 0.09 244.91 0.09
19.00 0.08 244.90 0.08
19.50 0.07 244.90 0.07
20.00 0.07 244.89 0.07
20.50 0.06 244.89 0.06
21.00 0.06 244.88 0.06
21.50 0.06 244.88 0.06
22.00 0.06 244.88 0.06
22.50 0.06 244.88 0.06
23.00 0.06 244.88 0.06
23.50 0.06 244.88 0.06
24.00 0.06 244.88 0.06
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 37
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDA1: Subcatchment#1 Runoff Area=16,626 sf 48.68% Impervious Runoff Depth>2.91"
Tc=6.0 min CN=68 Runoff=1.99 cfs 0.093 af
SubcatchmentDA2: Subcatchment#2 Runoff Area=64,381 sf 78.39% Impervious Runoff Depth>4.64"
Flow Length=123' Tc=21.0 min CN=85 Runoff=7.32 cfs 0.572 af
SubcatchmentDA3: Subcatchment#3 Runoff Area=24,074 sf 13.89% Impervious Runoff Depth>0.88"
Flow Length=121' Tc=15.2 min CN=44 Runoff=0.44 cfs 0.041 af
Reach DP1: Discharge Point 3 (DOT Catch Basin#2) Inflow=7.79 cfs 0.664 af
Outflow=7.79 cfs 0.664 af
Reach DP2: Discharge Point 2 Inflow=0.44 cfs 0.041 af
Outflow=0.44 cfs 0.041 af
Pond CB2: Catch Basin#2 Peak Elev=251.75' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=50.0' S=0.0100 '/' Outflow=7.32 cfs 0.572 af
Pond HDS: Manhole#2 Peak EIev=250.70' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=68.0' S=0.0393 '/' Outflow=7.32 cfs 0.572 af
Pond MH1: Manhole#2 Peak Elev=251.25' Inflow=7.32 cfs 0.572 af
12.0" Round Culvert n=0.012 L=55.0' S=0.0100 '/' Outflow=7.32 cfs 0.572 af
Total Runoff Area = 2.412 ac Runoff Volume = 0.705 af Average Runoff Depth = 3.51"
41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 38
Summary for Subcatchment DA1: Subcatchment #1
Runoff = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Depth> 2.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
8,532 39 >75% Grass cover, Good, HSG A
8,094 98 Paved parking, HSG A
16,626 68 Weighted Average
8,532 51.32% Pervious Area
8,094 48.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment DA1: Subcatchment #1
Hydrograph
��---��---��--, � � � � � � __;___,___,___,__ � �', __I,—_I�I___',__ -
� � � � � 1 9 � � � � � � � ❑Runoff
� �
� � � � � � � �
' ' ' ' ' ' 9 cfs
- --�—t--�---�---�__ . ,__
2 '', '', '', '', '', '', '', '', '', '', '', '', '', '', ',TYpe I I'�,24-h'�,r
��� ��� ��� ��� ��� ��� ��� ��� ��� ��� 100 ���Year Rainfal1-6.38�'.
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, Ru�noff Area=1'�,6,626 sf
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, Ru noff Vo I�m';e=,0.093 af
� ��� �� �� �� �� �� �� �� �� ��� ��� Rulnoff���Depth>2.�91';..
� � � � � � � � �
3 � --�---�---�--�--�--�--�---�---�--�__ _ __�___� __ , __ __ __ __
� , � � � � � � � � � � � � � � � � � �� � Tc=6.'�0 �n i i�
'�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, '�, CN I=68
o . ��� � � � � ' � . , -, � ��
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1�8 19 20 21 22 23 2y4
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 39
Hydrograph for Subcatchment DA1: Subcatchment #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.01 0.01
10.50 1.30 0.03 0.02
11.00 1.50 0.06 0.03
11.50 1.81 0.13 0.07
12.00 4.23 1.35 1.88
12.50 4.69 1.66 0.18
13.00 4.93 1.83 0.11
13.50 5.10 1.95 0.09
14.00 5.23 2.05 0.07
14.50 5.34 2.13 0.06
15.00 5.45 2.20 0.06
15.50 5.54 2.27 0.05
16.00 5.61 2.33 0.04
16.50 5.69 2.38 0.04
17.00 5.75 2.43 0.04
17.50 5.82 2.48 0.04
18.00 5.88 2.53 0.03
18.50 5.93 2.57 0.03
19.00 5.98 2.61 0.03
19.50 6.03 2.64 0.03
20.00 6.07 2.68 0.03
20.50 6.11 2.71 0.02
21.00 6.16 2.74 0.02
21.50 6.19 2.77 0.02
22.00 6.23 2.80 0.02
22.50 6.27 2.83 0.02
23.00 6.31 2.86 0.02
23.50 6.34 2.89 0.02
24.00 6.38 2.92 0.02
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 40
Summary for Subcatchment DA2: Subcatchment #2
Runoff = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Depth> 4.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
13,912 39 >75% Grass cover, Good, HSG A
50,469 98 Paved parking, HSG A
64,381 85 Weighted Average
13,912 21.61% Pervious Area
50,469 78.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2
Grass: Dense n= 0.240 P2= 2.48"
0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3
Smooth surfaces n= 0.011 P2= 2.48"
0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Paved Kv= 20.3 fps
21.0 123 Total
Subcatchment DA2: Subcatchment #2
Hydrograph
$ � - � - � - , - � - �I � - � - � - , - ; _ __ r__� _ � _ � _ � _ ,I _ ;I _r_ � _ �I _ ' ❑Runoff
I I I I I I I I I 7.32 cfs I I I I I I I I I I
� � � � � � � � � �_ �_ � � �
_ _---- - -
_ ---------------- -- -- ------—__
- - - - ,----------
, 'ype ' � r� � �� �� �� � � � � � � � � � � �
�i00_Y_ea;�_I�ai � � --��--��---��---��--+—�—�--��---��---�
,nfall^�.38" � � � � � � � � � ��
6 Runoff Area=64,381 s;f �'� �'� �'� �'� �'� �'� �'� �'� �'� �'�
R - ' , -- ' �- --'r--'�---'�---'�--t—t—r--'�---'�---'__
5 � u no�f Vo lu me=0.5�,72�, af �, �, �, �, �, �, �, �, �, �,
� � �' '� _ '� '� '� '� '� '� '� '� '� _'� _
F��no#Dept
- � �
, h>4.64-�--�- -�--�---�---�--T--r—�--�--�-- �
° 4 F lo�nr �Len�th�_1�'2�. �� �� � �� �� �� �� �� �� �� �� �� ��
LL
!
i
i i i i i i �. i i I i I I I I I I I_ I I
�___'- T __�.._.�__ . _____�___�_________ _____________ __ __ _______J
3 Tc-21 0' m'in;' ;� ; ; ; ; ; ; ; ; ; ; ; ; ;
' � � � � � '� � � � � � � � � � �
� _GN=$�5 � , ,--�,---�,---�,--�,--; --,�--�,---�,---�,--;--;--;--�,---�,---�,__
z- I � � � � � � � � � � � � � � � � � � � � � �
' ' � � � � � � � � � � � � � � � __ � � � � �
� i--7—r--r--r--i--�-- - � - i- -i--�--7 r--r--r--r--�
1_ � � i i i i i i i i i � i � i i i �
�
0 : .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 41
Hydrograph for Subcatchment DA2: Subcatchment #2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.01 0.01
6.00 0.51 0.01 0.02
6.50 0.57 0.02 0.03
7.00 0.63 0.04 0.04
7.50 0.70 0.06 0.05
8.00 0.77 0.08 0.06
8.50 0.84 0.11 0.08
9.00 0.94 0.15 0.11
9.50 1.04 0.19 0.14
10.00 1.15 0.25 0.17
10.50 1.30 0.33 0.23
11.00 1.50 0.45 0.34
11.50 1.81 0.66 0.56
12.00 4.23 2.66 5.05
12.50 4.69 3.08 2.08
13.00 4.93 3.30 0.72
13.50 5.10 3.46 0.50
14.00 5.23 3.58 0.38
14.50 5.34 3.69 0.32
15.00 5.45 3.78 0.29
15.50 5.54 3.87 0.26
16.00 5.61 3.94 0.22
16.50 5.69 4.01 0.20
17.00 5.75 4.07 0.19
17.50 5.82 4.13 0.18
18.00 5.88 4.19 0.17
18.50 5.93 4.24 0.16
19.00 5.98 4.29 0.15
19.50 6.03 4.33 0.14
20.00 6.07 4.37 0.12
20.50 6.11 4.41 0.12
21.00 6.16 4.45 0.11
21.50 6.19 4.49 0.11
22.00 6.23 4.52 0.11
22.50 6.27 4.56 0.11
23.00 6.31 4.59 0.11
23.50 6.34 4.63 0.10
24.00 6.38 4.66 0.10
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 42
Summary for Subcatchment DA3: Subcatchment #3
Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Depth> 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=6.38"
Area (sf) CN Description
11,021 39 >75% Grass cover, Good, HSG A
9,710 30 Woods, Good, HSG A
3,343 98 Paved parking, HSG A
24,074 44 Weighted Average
20,731 86.11% Pervious Area
3,343 13.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1
Grass: Dense n= 0.240 P2= 2.48"
12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2
Woods: Light underbrush n= 0.400 P2= 2.48"
0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1
Woodland Kv= 5.0 fps
15.2 121 Total
Subcatchment DA3: Subcatchment #3
Hydrograph
0.48_ _ _ _ - -�-- I � - -- + �---� �--� -- I ❑Runoff
� � � � � �� 0.44 cfs -'�- ', -- ', ',--I -I--', -', --', I---
0.46. --�� ��-- �� r--� -�- � --,__�--
0.44 --'--J-- ---�--1--L -'---' --1--1--L--L--'---
_ _' '
0.42. -�Y{�e �11-:�4���_ � � �--;--7—r--��---��---��--�—rt—r--��---
0°8 -�!.�O=Yea�r-Rainfall=6.38.. �--�--+-- ��--�'�---�'� --�'�--�-- �+--��--�'�---
___� � __� _�___� __�__�__�__�__�___
_____� __ - ___� __�__ �--��--� � � � � � � � �
0.36. -�� 'no'f#J4r'eaL2'4 07� sf
0.34 ' � � --�--1--L--1---' --'--1--1--L--1 -
0.32 -i--� --r- i-- --�--7--r -r--i --i--�--rt--r--r--
0.3� -1��nofi#�alum�l0-. I'0,4'� af -------------- -------------, -
� � � � � � � � � �
y0.28 -�u'--�-- '�- - --�-- --'- ,--.,, --�--+—+ -�---� --�--�—+—�--�---
�, 026 ,� i i i i i i i i i i i
no�f D�p�h>��0.88�--� ---
, --;--;--;--;--, --,--;--;--;--,---
3 0.24 - -' i _ _ � ---�--' --�--1--L -�---� --1--1--1--L--1 -
��o�nr 'Le�ngth�_ �, � � � � � � � � � � � �
° 0.22 ' - � � - � �- - --,--T --,--7--r--�---�---�--�--T--r--�---
LL
02 � � __�______� i i i_ i _ i i_ i_ i_ i_ i i i___
0.18 -- --' ---- � � �--+- -�--+--+--�---�---�--�--+--�--�---
-
_��_'_1��;�ir�'�,---�,---��-- � � � � � � � � � � � �
o.�s.� - , --------,--;--;- -;--;--r �
' ----------------------
, A4� � � � � � � � � �
0.14� —�IV���-�—�—�--�--�--�—+- -�--+—�—�--�---�--�—+—�--�---
0.12� ��- � �--�--��--r--��--��--�--�--�� - �--T--T--��--��---��--�--T--r--��--
0.1 --'---'---'---' --L--1---1--J--1--=- --' -- '---1---1---1--1--1--L--1---
O.OH. __!___I__ ;,__ '';__r__I___I__�__rt__-, _ __ :, __I___I___I__7__t__Y__I___
0.06- _� � � � � � � � � � : __ ' __�_ � � � ' _ ' _
- ----- -- ----------------- -----
0.04- - I - -I--I - - - - - --I- - I -�
OA2'
O . ,,...
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 43
Hydrograph for Subcatchment DA3: Subcatchment #3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.10 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.18 0.00 0.00
3.00 0.22 0.00 0.00
3.50 0.26 0.00 0.00
4.00 0.31 0.00 0.00
4.50 0.35 0.00 0.00
5.00 0.40 0.00 0.00
5.50 0.45 0.00 0.00
6.00 0.51 0.00 0.00
6.50 0.57 0.00 0.00
7.00 0.63 0.00 0.00
7.50 0.70 0.00 0.00
8.00 0.77 0.00 0.00
8.50 0.84 0.00 0.00
9.00 0.94 0.00 0.00
9.50 1.04 0.00 0.00
10.00 1.15 0.00 0.00
10.50 1.30 0.00 0.00
11.00 1.50 0.00 0.00
11.50 1.81 0.00 0.00
12.00 4.23 0.20 0.21
12.50 4.69 0.31 0.13
13.00 4.93 0.37 0.07
13.50 5.10 0.43 0.06
14.00 5.23 0.47 0.05
14.50 5.34 0.50 0.04
15.00 5.45 0.54 0.04
15.50 5.54 0.57 0.03
16.00 5.61 0.60 0.03
16.50 5.69 0.62 0.03
17.00 5.75 0.65 0.03
17.50 5.82 0.67 0.03
18.00 5.88 0.69 0.02
18.50 5.93 0.71 0.02
19.00 5.98 0.73 0.02
19.50 6.03 0.75 0.02
20.00 6.07 0.77 0.02
20.50 6.11 0.78 0.02
21.00 6.16 0.80 0.02
21.50 6.19 0.81 0.02
22.00 6.23 0.83 0.02
22.50 6.27 0.84 0.02
23.00 6.31 0.86 0.02
23.50 6.34 0.87 0.02
24.00 6.38 0.89 0.02
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 44
Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
InflowArea = 1.860 ac, 72.29% Impervious, Inflow Depth > 4.29" for 100 Year event
Inflow = 7.79 cfs @ 12.11 hrs, Volume= 0.664 af
Outflow = 7.79 cfs @ 12.11 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Hydrograph
� � � � � � � � � � � � � � � � ❑InfIOW
- -- � _' � � -I�---i--t r-- - -r--r--r--i---i-- ❑OUtfIOW
�
� - � --� 7179 cfs � �� �� �� �� �� �� �� �� �� ��
,
$ �, _ , , a=1 .8 � � � � � � � � � � � �
_ Inflow��_Are'� �--�--�-�--�---�--�-�--�---�--�--
� ��' �' �' �' �' �' �' �' �' �' �' �' �' �' �' �' �' �' �'
__'__-'__-' __'-__'___'__ '-__'___'__ '___'__-'__'-__'___'__-' __'-__'___'__-'
6 � � �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� �� ��
� �
- --�--7—r--r-�--T—�--i— ,--�--�--r i i 7--r i i �--
y 5 i i i i i i i i i � i i i i i i i i i i
'� __-��--y--rt--r--i--y--t--r--i-- � ��--y--�--r--r--i--rt--r--i---i--� -
� �� i i i i i i i i �� i i i i i i i i i i
O4 �i li li li li li li li li li i i i i i i i i i
LL .__�__�__1__L__1__J__1__L__1__ __J__�__L__1___1__1__L__I___I__� .
3 I� I I I I I I I I . I I I I I I I I I i
-__�i__�__�__�__I___I__�__�__I__ .___I__�__�__�__I__�__�__I___I__�i _ _
� , i I I I I I I I I i I I I I I I I I i
__i__1__T__r__I__1__T__r__I__ _ - .,__�__T__I___I__T__T__I___I__If .
�_ i i i i i i i i i i
0 .. , .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 45
Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2)
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.01 0.01
6.00 0.02 0.02
6.50 0.03 0.03
7.00 0.04 0.04
7.50 0.05 0.05
8.00 0.06 0.06
8.50 0.08 0.08
9.00 0.11 0.11
9.50 0.14 0.14
10.00 0.17 0.17
10.50 0.25 0.25
11.00 0.37 0.37
11.50 0.64 0.64
12.00 6.93 6.93
12.50 2.26 2.26
13.00 0.84 0.84
13.50 0.58 0.58
14.00 0.45 0.45
14.50 0.38 0.38
15.00 0.34 0.34
15.50 0.31 0.31
16.00 0.27 0.27
16.50 0.24 0.24
17.00 0.23 0.23
17.50 0.22 0.22
18.00 0.20 0.20
18.50 0.19 0.19
19.00 0.18 0.18
19.50 0.16 0.16
20.00 0.15 0.15
20.50 0.14 0.14
21.00 0.14 0.14
21.50 0.14 0.14
22.00 0.13 0.13
22.50 0.13 0.13
23.00 0.13 0.13
23.50 0.12 0.12
24.00 0.12 0.12
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 46
Summary for Reach DP2: Discharge Point 2
InflowArea = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.88" for 100 Year event
Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af
Outflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Reach DP2: Discharge Point 2
Hydrograph
-�- --- -� --- --� - --- --- --- --- ---
' _ '_J� p,�� 0.44CfS -�� I---I �--I I--�� ��--I -I-- ❑��flow
0.48 — ——',— '�———, �——'� '�——� ;——'� —',—— ❑OUtfIOW
� � � � � �
- —— r —i —�—� i--� —+—� —i--� —�--i —�—_
0.44�� ,- , —�',h��0�,�',�'1�� �� �
�i�i i i i i i i i i i i i �
—;--i-------i-------i--i-----__
0.42'' ——�_ _ �——�—__,__ ___, __,_ —�--�---�--�—�--�--�—�--�---�—_
0.4: —————-------—--------——;—— ,---------------------------,——
0.38= --�--�—�--�---�--�—�--�--�—— — --�--�---�--�—�--�--�—�--�---�——
0.36` __�__�__�__�__�__�__�__�__�__ � _ �__�__�__�__�__�__�__�__�__�__�__
0.34," --'--�--L--1---1--1—L--1--�-—_ _ --L--'---'--1—L--1--1--L--1---1_—
0.32. --��--�--r--��--��--�--��--��--�-— ��— I��--r--��--��--7--��--��--�--r--��--��—_
0.3 --�--�--�--�---�--�--�--�--�-—� — ,--�--�---�--�--�--�--�--�--�---'——
y 0.2&c --i--,--r--r--i--�—r--i--,-—r— --r--r--i--7—r--i--�--r--r--i——
� ' _�__L__1___1__1__L__1__�_ ' _L__'___'__1__L__1__�__L__'___�_
�, 026- ——— _ -_ _ _
�
� i i i i i i i i i � � i i i i i i i i i �
3 0.24=;' , � --i--�--r—�--i--�—�--i--�--r— --r--i—�--7—r--i--�--r--i--i--
° 0.22"� �� --'--�--L--'---'--�—�--'--�--i— i--L--'--�--�—�--'--�--L--'---'—_
LL I I I I I I I I I I I I I I I I I I i
0.2: --i--�--r--r--i--�--r--i--�-- � �--r--r--i--7--r--i--�--r--r--i--
0.18< --'--�--L--1---1--1--L--1--�-- - --L--'---'--1--L--1--1--L--1---1--
, �
�
� � i i i i i i i i � i i i i i i i i i �
0.16` , --i--y—r—r--i--rt—r--i--y--r- —r--r-ti--rt—r--i--�—r--r--i--
0.14-' -------------------------- � ---------------------------
� i i i i i i i i � � � i i i i i i i i �
' � i i i i i i i i i �
0.12" � � --�--�—+—�--�--�—�--�--�-_; _ --�--�--+—�--�--�—�--�---�-_
0.1; ------------------------- --------------------�--
, �
� ,
� i i i i i i i i i � i i i i
0.08;' , � --�--�—+—r--�--�—r--�--y--- --+--
� , i i � � � i � � �
0.06' � , --,--;---------------------
0.04`
0.02
0- °° � � °- , ..
0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 1f5 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 47
Hydrograph for Reach DP2: Discharge Point 2
Time Inflow Elevation Outflow
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
0.50 0.00 0.00
1.00 0.00 0.00
1.50 0.00 0.00
2.00 0.00 0.00
2.50 0.00 0.00
3.00 0.00 0.00
3.50 0.00 0.00
4.00 0.00 0.00
4.50 0.00 0.00
5.00 0.00 0.00
5.50 0.00 0.00
6.00 0.00 0.00
6.50 0.00 0.00
7.00 0.00 0.00
7.50 0.00 0.00
8.00 0.00 0.00
8.50 0.00 0.00
9.00 0.00 0.00
9.50 0.00 0.00
10.00 0.00 0.00
10.50 0.00 0.00
11.00 0.00 0.00
11.50 0.00 0.00
12.00 0.21 0.21
12.50 0.13 0.13
13.00 0.07 0.07
13.50 0.06 0.06
14.00 0.05 0.05
14.50 0.04 0.04
15.00 0.04 0.04
15.50 0.03 0.03
16.00 0.03 0.03
16.50 0.03 0.03
17.00 0.03 0.03
17.50 0.03 0.03
18.00 0.02 0.02
18.50 0.02 0.02
19.00 0.02 0.02
19.50 0.02 0.02
20.00 0.02 0.02
20.50 0.02 0.02
21.00 0.02 0.02
21.50 0.02 0.02
22.00 0.02 0.02
22.50 0.02 0.02
23.00 0.02 0.02
23.50 0.02 0.02
24.00 0.02 0.02
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 48
Summary for Pond CB2: Catch Basin #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 251.75' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 245.25' 12.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 245.25'/244.75' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.75' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond CB2: Catch Basin #2
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
� �' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
- Peak Elev=25�-.��,5-�- --�--T-�--�--,--T-�--�--�--7
� � � � � � � � � � �
, � /'�� � � � � � � � � � � � � � �
� �l��� -'- --�._ �_ _ ' �--J--1—L--1--�--i—�--'--�--i
5 Ra u n d C u Ive rt '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='50.a�--,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/� 00- ''-i--r--i-- --y--i--r--i--i--i--r--i--y--i .
2 � i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�-----'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 49
Hydrograph for Pond CB2: Catch Basin #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 245.25 0.00
0.50 0.00 245.25 0.00
1.00 0.00 245.25 0.00
1.50 0.00 245.25 0.00
2.00 0.00 245.25 0.00
2.50 0.00 245.25 0.00
3.00 0.00 245.25 0.00
3.50 0.00 245.25 0.00
4.00 0.00 245.25 0.00
4.50 0.00 245.25 0.00
5.00 0.00 245.27 0.00
5.50 0.01 245.30 0.01
6.00 0.02 245.33 0.02
6.50 0.03 245.34 0.03
7.00 0.04 245.36 0.04
7.50 0.05 245.37 0.05
8.00 0.06 245.39 0.06
8.50 0.08 245.40 0.08
9.00 0.11 245.43 0.11
9.50 0.14 245.45 0.14
10.00 0.17 245.47 0.17
10.50 0.23 245.51 0.23
11.00 0.34 245.57 0.34
11.50 0.56 245.68 0.56
12.00 5.05 248.61 5.05
12.50 2.08 246.23 2.08
13.00 0.72 245.74 0.72
13.50 0.50 245.65 0.50
14.00 0.38 245.60 0.38
14.50 0.32 245.56 0.32
15.00 0.29 245.55 0.29
15.50 0.26 245.53 0.26
16.00 0.22 245.51 0.22
16.50 0.20 245.50 0.20
17.00 0.19 245.49 0.19
17.50 0.18 245.48 0.18
18.00 0.17 245.47 0.17
18.50 0.16 245.47 0.16
19.00 0.15 245.46 0.15
19.50 0.14 245.45 0.14
20.00 0.12 245.44 0.12
20.50 0.12 245.43 0.12
21.00 0.11 245.43 0.11
21.50 0.11 245.43 0.11
22.00 0.11 245.43 0.11
22.50 0.11 245.43 0.11
23.00 0.11 245.43 0.11
23.50 0.10 245.42 0.10
24.00 0.10 245.42 0.10
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 50
Summary for Pond HDS: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 250.70' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.20' 12.0" Round Culvert
L= 68.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.20'/241.53' S= 0.0393 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=250.70' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond HDS: Manhole #2
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
' - Peak Elev=254.��0'' - '� '� '� '� '� '� '� '� '� '�
-�- -�--T-�--�--,--T-�--�--�--7
� � � � � � � � � � � � � �
, � � � � � � � � � � � � � �
6 � 1�D" -�- � � �- ��� �--J--1--'�--�--�--�--'�--�--�--�
5 Ra u n d C u Ive rt '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='68.a�--,,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
S=0.�0393- /'-;--,r--�,- --�,--;--,r--�,--;--;--,r--�,--�,--; .
2 � 'i 'i 'i 'i '� 'i 'i 'i 'i �� �� 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
--'--i-- '�--'---'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 51
Hydrograph for Pond HDS: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.20 0.00
0.50 0.00 244.20 0.00
1.00 0.00 244.20 0.00
1.50 0.00 244.20 0.00
2.00 0.00 244.20 0.00
2.50 0.00 244.20 0.00
3.00 0.00 244.20 0.00
3.50 0.00 244.20 0.00
4.00 0.00 244.20 0.00
4.50 0.00 244.20 0.00
5.00 0.00 244.22 0.00
5.50 0.01 244.25 0.01
6.00 0.02 244.28 0.02
6.50 0.03 244.29 0.03
7.00 0.04 244.31 0.04
7.50 0.05 244.32 0.05
8.00 0.06 244.34 0.06
8.50 0.08 244.35 0.08
9.00 0.11 244.38 0.11
9.50 0.14 244.40 0.14
10.00 0.17 244.42 0.17
10.50 0.23 244.46 0.23
11.00 0.34 244.52 0.34
11.50 0.56 244.63 0.56
12.00 5.05 247.56 5.05
12.50 2.08 245.18 2.08
13.00 0.72 244.69 0.72
13.50 0.50 244.60 0.50
14.00 0.38 244.55 0.38
14.50 0.32 244.51 0.32
15.00 0.29 244.50 0.29
15.50 0.26 244.48 0.26
16.00 0.22 244.46 0.22
16.50 0.20 244.45 0.20
17.00 0.19 244.44 0.19
17.50 0.18 244.43 0.18
18.00 0.17 244.42 0.17
18.50 0.16 244.42 0.16
19.00 0.15 244.41 0.15
19.50 0.14 244.40 0.14
20.00 0.12 244.39 0.12
20.50 0.12 244.38 0.12
21.00 0.11 244.38 0.11
21.50 0.11 244.38 0.11
22.00 0.11 244.38 0.11
22.50 0.11 244.38 0.11
23.00 0.11 244.38 0.11
23.50 0.10 244.37 0.10
24.00 0.10 244.37 0.10
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 52
Summary for Pond MH1: Manhole #2
InflowArea = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event
Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min
Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 251.25' @ 12.13 hrs
Device Routing Invert Outlet Devices
#1 Primary 244.75' 12.0" Round Culvert
L= 55.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 244.75'/244.20' S= 0.0100 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.25' (Free Discharge)
L1=Culvert (Inlet Controls 7.31 cfs @ 9.31 fps)
Pond MH1: Manhole #2
Hydrograph
�
- - ;- ,-_ - � -- ;- -� -1--� -I-- __-, —,-- ,--
�
� �� � � � � � � ❑Inflow
- �� � � � i i i i i i i i �
8 � � � � � � � � � � � ❑ Primary
_ Inf;fow Area=1 .;4 7.32 �fs �_ _ _�-�__�__J � .
� �' 'i 'i 'i 'i 'i 'i 'i 'i 'i 'i
- Peak Elev=251, ,Z�5-�- --�,--;--,�--�,--;--;--,�--�,--�,--;
, � /'�� � � � � � � � � � � � � � � � �
� �l��� -'- --� --'-- ' '--J--1—L--1--�--i—�--'--�--i �
5 Ra u n d C u Ive rt I' '�� ��� ��� ��� ��� ��� ��� ��� ��� ���
� � � � � � � � � �
-- ----,-- ---- _ __ _ _-- ,--,--T-�--�--,--T-�--�--,--7
y I '� �� �� ��
� ' � � ' �i � � ' I I I I I I I I I I
= r�='�p,�1'2 � �� � � �� � � � � � � � � � �
3 4 � � � � � � � � � � � � � � �
o _ � _ � � � _ � _ _ � � � _ � _ � � � _ � _ � �
" L='55.a�--,- -,I-- , --,I -,- - -,-- , --,� -,- �-- ,�--,� -,- -,�--��
3 � i i i i i i i i i i i i
F� i i i i i i i i i i i i
��0.�/� 00- ''-i--r--i-- --y--i--r--i--i--i--r--i--y--i .
2 � i i i i i i i i i � � i i i i i i i i i i
--'--i-- '�-----'-----i--i--- '------------------------!
� i i i i i i i i i i i i i i
0
0 1 2 3 4 5 6 7 8 9 10 1f1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Weibel - Postdevelopment (No Controls)
Postdevelopment_No Control Type ll 24-hr 100 Year Rainfa11=6.38"
Prepared by Stewart's Shops Printed 3/15/2022
HydroCAD� 10.00-22 s/n 08847 O 2018 HydroCAD Software Solutions LLC Paqe 53
Hydrograph for Pond MH1: Manhole #2
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 244.75 0.00
0.50 0.00 244.75 0.00
1.00 0.00 244.75 0.00
1.50 0.00 244.75 0.00
2.00 0.00 244.75 0.00
2.50 0.00 244.75 0.00
3.00 0.00 244.75 0.00
3.50 0.00 244.75 0.00
4.00 0.00 244.75 0.00
4.50 0.00 244.75 0.00
5.00 0.00 244.77 0.00
5.50 0.01 244.80 0.01
6.00 0.02 244.83 0.02
6.50 0.03 244.84 0.03
7.00 0.04 244.86 0.04
7.50 0.05 244.87 0.05
8.00 0.06 244.89 0.06
8.50 0.08 244.90 0.08
9.00 0.11 244.93 0.11
9.50 0.14 244.95 0.14
10.00 0.17 244.97 0.17
10.50 0.23 245.01 0.23
11.00 0.34 245.07 0.34
11.50 0.56 245.18 0.56
12.00 5.05 248.11 5.05
12.50 2.08 245.73 2.08
13.00 0.72 245.24 0.72
13.50 0.50 245.15 0.50
14.00 0.38 245.10 0.38
14.50 0.32 245.06 0.32
15.00 0.29 245.05 0.29
15.50 0.26 245.03 0.26
16.00 0.22 245.01 0.22
16.50 0.20 245.00 0.20
17.00 0.19 244.99 0.19
17.50 0.18 244.98 0.18
18.00 0.17 244.97 0.17
18.50 0.16 244.97 0.16
19.00 0.15 244.96 0.15
19.50 0.14 244.95 0.14
20.00 0.12 244.94 0.12
20.50 0.12 244.93 0.12
21.00 0.11 244.93 0.11
21.50 0.11 244.93 0.11
22.00 0.11 244.93 0.11
22.50 0.11 244.93 0.11
23.00 0.11 244.93 0.11
23.50 0.10 244.92 0.10
24.00 0.10 244.92 0.10
Exhibit D— Draina�e Calculations
.1 Closed Drainage System Expected Flow Calculations
STORM ORAINAGE By: . Kitchnex Oate: 3�14�2022
weibel_ Ave - 136
2evised:
PIPE LINE OESIGNEO FOR: 10-YEAR ORAINAGE OESIGN
FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR
C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B.
LINE LINE LINE LINE LINE LINE LINE LiNE LINE LINE LINE LINE LINE L_NE
ENTER CATCH BASIN LINE#'s HERE: C31-MH1 MH1-CB2 CS2-MH2 MH2-HOS CB4-MH3 CB5-MH3 MH3-CB3 CB3-HD� HOS-OWS RO1-RO2 RD3-RD2 RO2-OW1
AREA- ------- ------- ----0.29- __0.29- __0.99- __�.99- __0.22- __0.09- __�.�l- __0.49- __1.48- __0.0�- __0.10- __0.23- _-_-_- _-_-_-
LENGTH ( ft.) 104 52 50 -' 81 64 3B BO E8 - �
Qa, RUNOFF ( cfs.) 1.?8 1.38 1.30 1,90 1.20 0.46 1.66 2.E4 4.51 0.38 - 1.24
0.�3
O, PIPE �r�.9ETE2 ( in 1 12 12 12 12 12 12 12 12 15 12 12 12
A PIPE PREA ( sf.) 0.�85 0.�85 0.�85 0.�85 0.�85 0.�85 0.�85 0.�85 1.22� 0.�85 0.�85 0.�85 0.000 0.000
Fk=CT?ONAL PIPE VALOE 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012
P-PE SLOPE 0.010 J.O10 J.O10 J.O10 0.021 ?.010 0.010 0.024 0.010 0.0200 J.O10 J.O10
s�l/2 = 0.1000 0.1000 0.1000 0.1000 0.1449 0.1000 0.1000 0.1549 0.1000 0.1414 0.1000 0.1000 0.0000 0.0000
, WETTED PERiMETEk ( ft.) 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.31 0.25 0.25 0.25 0 0
- 0.39� 0.39� 0.39� 0.39� 0.39� 0.39� 0.39� 0.39� 0.461 0.39� 0.39� 0.39� 0.000 0.000
r 2 3 -
Qc PiPE CAPACZTY ( cfe.)
(A)(1.486 n)(x�2 3J(s�l 2) = 3.8�8 3.8�8 3.858 3.858 -.�90 3.858 3.858 �.9�6 6.995 5.4�6 3.858 3.858 0.000 0.000
..THSS S-ZE PIPE �S ACCEPTABLE 12 12 12 12 12 12 12 12 15 12 12 12 0 0
..TH'_S S=ZE PIPE HAS Fe�-LED 0 0 0 0 0 0 0 0 0 0 0 0 0 0
P-PE VELOC-TY
(1.486 nJ(x�2 3)(s�l 2) = 4.914 4.914 4.914 4.914 �.122 4.914 4.914 �.613 5.�03 6.950 4.914 4.914 0.000 0.000
Exhibit E— Maps
.1 Pre Development Subcatchments
.2 Post Development Subcatchments
.3 Catch Basin Subcatchments
/j � {,N ��n�. :: � tAt N
�� - � k,�r r �N.w �����.�� _-
ry� r ��ti �� r ry�.,4'r�'��-,� _ _
k'�i ';�:�� � ., .� � A \�, qa;a�:.> �-�,„�-�--�-_ _-__--- _ _ � � _—----��-��
i� � 2�r.;:; � � � � ,-� \ � --� � ��� - '___ _ � �j � �
� a J y
y
„ .
� ' � ��� � .:�ITE �� � � � � ' �., `°�-_ p -
. 'v. ,� F ,q.F�:,-„ '� •.. A�� � _ �1 �'°� � + _�`_� _�.�
� "�: 91 LF (kNAft6E PO NT a ` \ � ``
�
�. �. , -- Y S �.JTE -- --- -
,:t �-' • sx,u�.ow �
_" " �� _- - coxca+mnreo- � / �\ � N. _
SITE LOGAiION MAP 9 � ey�E .. .._ ... .. F�aw� J � f -.. � ���� —--
�....s � . _ ..._.. e. --,�
�a � a�w u � ��s �—`__—— i�-� �� ����—���'
_\��--- � - _�'� -- � / -on� '�\ .. -.���-�_�;.� „���____-__�1�������
\ � �'�� ----- � 7`_- --, �� �� ��� �� �VA���-
� \ ,. A I � / . ( =� ��,��A � � A� \ �--�--
_� —__
� \ \ � � � / � I � � ��A ��� � � (�1�� �� ----_
� 1 � � ��v �' �--'� � � �C�,�-���� � �61 ����
1 1 � ����—_�� � i � � �y��-- •:� � �j �\�
�_ �
II II 1 I � i i . / '... �E DA2 1 ... \\\\�e\� `�\. \ � �\\\
RaW � �p
n LF
I / � rt.�ow�{ �+—� � �� ) wN� I � � �� �`•
� "
� � � � � � (HSG A) � �� � � ���
�� �
/ e sx.+iiw+ --� . I I ��s�i�a�iaw � � �1� � le .��.. \ �`�`� \ \
carr.e+mn� � � � cance�rnnreo / ..�' ., � I �a f� �
__ � �
-- � ' �
� � � "v .
/—�.. / � n -�.' � �J DA4 I �,af �\ �
�\ _� \ p � � ' �.m � I / � ��� � � �\
�—"�\ \ � � I I� � I / y.�— ��.. � � ��
A.,
� `\ \ \ \ ` � / � j _---� ---�-/ � 1\
'i�,` � \ ` \ \ :.: \ .. �.�'� � � �� �� �
m�
i `
F�owPnTH�ai �-�isa+nReePoiN�+rz �«�,� _.. � � ; �: / / � _-------� � �"� �
(DP1J 4•""'"�°� �
�i�sH�TF�ow-w000s�zs%Ce.iMiNulEs] �-.°.=-�����A` �"'�� V � \ i- --�� � '� �e � I� � � �
91'SALLOWLGONG�FLOWrSNORT6RA5�8.c�M9%C8]MINUiES] —�—^\�����\ \ �`� \� DA3 � /� k� I//�f�—�«�� � 036�A.� \ `\ \
� � _ ___
- � m, g` �
1o1,a�r�=ie6 wiNules �VA�A�V L� �\ A'�_ A �� 1 i� �3 //// ----,.._---- ��,�� � �
wNA �VA���A � � � i � � ////// � � � � �
F�ow anrH�az WSG A) A��� �O \ � �� ,�� ;� � �� � ��� -� "��°�'� � �� �
se sr+�r F�aw-��se e znss�zs�Cvs wiNures] AV�\��� � \ . / //% � /�� �,.�- � � '� ��� �
a�sHn��ow coNc.rtow-sHORT ew�s�sov�o.i MiNUTes] �\VAOV���� �� �� �� _� �� / �j/ j� \� _ � \
25'SHALLOW GONG.FtOW-PAVEMENT�33Y�O.I MINUTES] \�� \ \� �\ �� � �--- � \' \
�� \\� ��� �` \��
rar,a�r�=uswiNures ��,'°�A������—c� �_�--_�_ _//%i�/�ii�./—�� g��� A �� �� A
FLOW PATN DA3
..,��p p WEIBEL AVE-WEIF-101
"12'SNEET FLOW-WOODS�35%[I5.0 MINUiES]
10'SNALLOW GONG FLOW-W00�5 @ 25%[O�MINIITES] �� 402 LAKE AVE,SARATOGA SPRINGS,NY 12866
41'SHALLOW GONG.FLOW-WOODS�3.0%[O.8 MINUTES] F r p �
TOTAL ic=I60 MINUTES paeuwka
FLOW PATH DA4 ok�y � �rc.
50'SNEET FLOW-ROOFTOP�I O%�I O MINUTES] �� SWPPP-I
TOTAL Tc=I O MINUTES—MIN TG FOR MODELIN6=bD MINIITES `��^':�"���na�Nw"�"�"` �GREDEVELOPMENT 5U6GATGHMENTS
N
,�\� / \� \\� �--_—q_—�-___\_ __ _ _ � ___ __� _ _
� � ,- � � —'� � � —_ �� � —��-- � --
��� — � � —
oiscr+nr6e Poinr ai� ` �� �
� oA, � �oP�\ �-N.Y.S. ��,UTE �9��--------
-- — —' � �.o., �
_ �„ � _ �
�
'---
� � �--d--,��
� _—� � �'� � i��-��,.
<
� � xW�
h `� �
� � ( � �i
�� C- - -� %_—�d \�``\ m � ����_\ � c\ __-=�-�����'��
\ ona ae� ° (� - --- - � � � _A\ ——
� � �,„ '� ' ( _ ���"`��v � � v��y;iv ---__— _--
wN � • w.
a�
�.m , �
�
.
� � ON� � �� m: m �. �- ----- -- � � � ������i V �Q��A�V --
� � _... � _�.� � � �
� i � 1� � �� ` � -� �� `��. ��`�
� i � ,� � � — � a�;w .._ �m---- ��— `�R� � �.� ��
I I m m35 LF N� � � �� n, �� � \
I � \ � � s�uu.aw.., WND� �.,�Ll 71 I p � \ \ ��
FLOW PATN DAI I �-/ I � — —'——————
� �y (HSG A)- � � V � �
35'SNEET FLOW-DENSE 6RA55�8"I%C39 MINUIES] � � � I J 1 I .,-� � � -!�\ \
* ns�.p,.� � I :��.
TOTAL Tc=39 MINIITES—MII�L TG FOR MODELIN6=60 MINUTES \ p I I � I �Ati � � I � �yse�� "� —
�.e: � �
3owPnrr+�n2 � � � � �� � . � � � / j� �� ��
4 sHEET F�ow oENse�rzn=�o ev os a MiNUTes� — � � � \ ��� / � / �m � �,
'SNEET FLOW DHJSE 6RA;5�44Y�50 MINUTK] �'^y� � � �
53
..�„ R.M�
�� � lioi
i sHEer� F�ow cnv�ENr�aaav�o.o niNu�es7 w.� „; � �-v A � � I � s„^,� �r�` � �
aa�sr+n��ow coNc F�ow anvEwc�T�2s%[o2 wiNUTcs] /-"\ _�^...� ��' - ^-^^°^.�.m � � I I T-o �"- _ � � �A
N,a����.��� o
, � A —
rorn�r�,ai.o wiNurrs � ���� � �I ... �- �� �� � — --�eo� ���
rtowanrHona - =��� ��� � �I ��� I — — � �
V� �� I � I� —�—� F�iow V A
�,,.°�=���� � � L-� V — I— � �-� � � � �
10'SNEET FLOW-DENSE 6RA55 @ 60%[I�MINUTK] ����\��� � °'�""� � S J � '
� µ»v \
�o�sriEET F�ow-w000s�ae%Ci�a wiNUTes] ��A�VA—� �� A � I � � � I II �/,-_ � � � �
aysru��owcoNc.F�ow-w000s�ss%[ot wiNures] �VA��� � � � � � L° �� � �� � / ___ __� � ona �� �
TOTn�T�=iss niNUTcs wN[a �VA���A -_ A \ m i / / � \
m o�.�.,
„
as�A� ������e % � � � � � � �` \
rtowPnrr+�na �\��� � \ V / ������-a'+ \
iso�s n��ow coNc�rtow�Pnv n%N���Mov�o wiNurEs1 �\���V��� A V \ _ // � � �mxcexrnn�
V AA � � � � � // / ,� F�.aw � �
ror,a�r�=o MiNurEs-MiN m wR wo�Kwe=bn wiNures ���"°�V���������� �'� �/�j�j// �°` V A � \
'��������������--`�—////�//� �� � � � V � �
i / / � A �
�\\����\��� �� ---� i%//// DISGNAR6EPOINiu2 I I �I \�4
� �� � � � � �_—��ii%� (oPz7 � l ��
���\\\\\`��_ ��/ I
.,�������� WEIBEL AVE-WEIF-101
��� 4p2 LAKE AVE,SARATO6A SPRIN65,NY 12866
_ �� � o
� SwPPP_2
O ,�..POSTDEVELOPMENT 5U2GATGHMENTS
N
� . _—__—__—__�__—_ -�__
� ' � . . `'�� —'_ ___�
x e
��i � . . � ,�—
.. `�� __��_�
—_.—.. ... .__.. _ __ . s
.;�� �� ���S—S—Z � .
-
� � �N.Y.S. �QUTE 2g� � �� '
.'....DA-CB-RD3 DA-CB-RD1,. � .` .�.. '
-�� o.ow�, mw�, - - —� . . '. — —,� — --
—__-_
�-m �m ' � __ ^ _. _
FLow PHTN�A-GBI . a , ` -'�
-�' i .i� -... _.
,,.� _ i , , ., -___
10'SNEE1 FLOW-DENSE 6RA55�O5%�45 MINUIES] -�, ' , --'-- � ---
81'SNALLOW GONG.FLOW-PAVEMENT�15%[05 MINUTES] � --� ' . �- '�"""`�`���` j I�� ' '�
�_ __ w . \�,.
_ . �,u
TOTAL Tc=50 MINIITES-MIN TG FOR MO�ELIN6=60 MINIITES � I T --__ �q w�""°'
80 LF I p„„o
511�f L —�"" . \ \ .
I \ �__
53 W PHTH�A-GB2 @ .I FLOW� � � \ �� � _`-
I _ L "�� � �___
FL �
5NEE1 FLOW DENSE 6RA55 Ob%�Sb MINIITES] I II I � �� � � �
34 SNEET FLOW DHJSE 6RA55 @ 4 4%[5D MINUTK] II� r I � I� f 1 "^`I� � � ��
I'SNEET FLOW-PHVEMENT @ 333%[00 MINUTES] RI� � /a l �I I t �'�.,,�� ��\
�
34 SHALLOW GONG.FLOW-PHVEMENT�25%[02 MINUTES] 1 II\ I I I �� �� 7� / �.�b. i�
In� �� __-- - `
I d ft .H�.
\
TOTAL Tc 21.0 MINUTES , •^.'^"' i, I �/p�.sl ,�^s�l� I , _ \ \�
��
Fiow PHTN�A Ge3 ��.� � I �P .n 35 LF �� �/�I�p e ' �1� . •` I DA CB5 �\`.
\ ...:«�. .�l
i
. I \ SHALLOW ' � b --
� �I �' .. , ,� �I�I �� �° v
� �
o m�
,o sHc�r rt�w-PA�c�c�T�zs%�0.9 MiN�r�s� 8 , -, -� ...,�rR„reo �� -- ��
TOTAL Tc=09 MINIITES—MIN TC FOR MO�ELIN6=60 MINIITES 8��I q � . . ,. �� y
\ � ��
\
I�"'I"�DA CB RD2 � DA CB2 "' ` ,„„ •� •
m \
d � o�w�, � �.°;' ?a,� � .
FLOW PATN�A-GB9 � .�I �g I \ - �� � DA CB3 �. ^�� -� �
� '� , r�.� o.,w�, ` ..- �
60'SHEET FLOW PAVEMHJT�IOY�I2 MINUTES] ' j�� I ��I ` . �g \ / \ \\
4-I SNALLOW GONG.FLOW PAVEMHJT�15Y CO3 MINUTES) �� //
r - / ``\
101AL ic=IS MINUTES-�MIN ic FOR MODELIN6=60 MINUIES � ��� � I � I � � 1 � � � \
"M":N w w �� oe e,se i �
9 o...E.,-s.�._-° �.m, a,r.ml _.ao�w . II � i `� `�
FLOW PATN�A-G65 - E�� / \
sa�sr+EEr F�ow-PnvEwENr�i a�[09 wiNurFs7 � I I I � �.:o. �
59'SNALLOW GONG FLOW-PAVEMEJT @ 25%�03 MINUiESJ I � � \/ I I� ``\
� D CB1
TOTAL Tc=IS MINUTES -MIN Tc FOR MODELIN6=60 MINUTES � I I' I,�m Mz o�_�• ___DA gB4 I I I� I� _
I \�.':..e I� I I \\
� � osm.. � � I
� / \ I
FLOW PATH�A-R�-GBI � \1, \ I �
� � �
av sH�T rtow-Pnv�ENr�isv�o.e MiNUTes] �-_ `� � a I I � I� � �
1
63'SHALLOW GONG.FLOW-PHVEMENT�I.SY�0.4 MINUTES) �--� --,� o� ' ' r �
iOiAL ic=12 MINUlTS�MIN ic FOR MODELIN6=60 MINUiES - �—� e '
__�'_ � �I��/ \ �1
�__ ' . � �+,.
FLOW PHTN�A-R�-GB2 - �' � � �
�'�_= �
_ /i`
43'SNEEi FLOW-PAVEMHJT�30Ya CO.6 MINUiES] -�
23'SNALLOW GONG.FLOW-PPVEMENi�I5%�0.2 MINUlTS) �� �^ �'��
.. .. .-_,__ - . .. �
TOTAL Tc=O8 MINIITES-MIN Tc FOR MODELIN6=60 MINUTES . �� _ -,_-- i
FLOW PATH�A-R�-G63 .�. \... �� - 1
40'SNEET FLOW-PAVEMEM @ IS%[O�MINUTES] ��Q p WEIBEL AYE-WEIF-101
I50'SNALLOW GONG FLOW-PAVEMEM @ I O%�I O MINIITESJ
TOTAL Tc=I.1 MINUTK-MIN Tc WR MODELIN6=60 MINUTES �y 402 LAKE AVE,SARATO6A SPRIN65,NY 12866
��� �� � 0
� SWFPP-3
OE GATGH BASIN SUBGATGHMENTS
Exhibit F—Certifications
.1 Owner/Contractor Certifications
OWNER AND CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION
Notice of Intent (NOI) Permitee and General Contractor and Subcontractors shall thoroughly read
the Stormwater Pollution Prevention Plan (SWPPP). Each representative of his or her company shall
fully understand, based upon their scope of work, that Erosion and Pollution Controls are required
for this project and when their individual responsibilities are. The NOI Permitee,General Contractor
and all Subcontractors shall sign the "logbook" listed below. If a Subcontractor wishes to NOT sign
the logbook, the General Contractor is to obtain the name, company and phone number of this
Subcontractor and list the information in the logbook.
1.1 NOI Permittee's Certification
"I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP
and agree to implement any corrective actions identified by the qualified inspector during a site
inspection. I also understand that the owner or operator must comply with the terms and
conditions of the New York State Pollutant Discharge Elimination System (SPDES) General Permit
(GP-0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any
person to cause or contribute to a violation of water quality standards. Furthermore, I understand
that certifying false, incorrect or inaccurate information is a violation of referenced permit and the
laws of the State of New York and could subject me to criminal, civil and/or administrative
proceed i ngs."
Print Name: Company Name:
Signature: Company Address:
Phone#:
1.2 General Site Contractor's Contractor and Subcontractor's Certification:
"I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP
and agree to implement any corrective actions identified by the qualified inspector during a site
inspection. I also understand that the owner or operator must comply with the terms and
conditions of the New York State Pollutant Discharge Elimination System (SPDES) General Permit
(GP-0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any
person to cause or contribute to a violation of water quality standards. Furthermore, I understand
that certifying false, incorrect or inaccurate information is a violation of referenced permit and the
laws of the State of New York and could subject me to criminal, civil and/or administrative
proceed i ngs."
General Site Contractor
Print Name: Company Name:
Signature: Company Address:
Phone#:
Each Subcontractor to the General Contractor (GC) or contractor responsible for site construction
aspects shall list their company responsibility (e.g. Landscaper, Underground Utilities (water or
sewer) Installer, Electric Service Installer, Gas Service Installer,Asphalt Pavement Installer, etc.)
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply.
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Site GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply.
1.3 Building Contractor and Subcontractor's Certification (if applicable):
"I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP
and agree to implement any corrective actions identified by the qualified inspector during a site
inspection. I also understand that the owner or operator must comply with the terms and
conditions of the New York State Pollutant Discharge Elimination System (SPDES) General Permit
(GP-0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any
person to cause or contribute to a violation of water quality standards. Furthermore, I understand
that certifying false, incorrect or inaccurate information is a violation of referenced permit and the
laws of the State of New York and could subject me to criminal, civil and/or administrative
proceed i ngs."
Building Contractor
Print Name: Company Name:
Signature: Company Address:
Phone#:
Each Subcontractor to the General Contractor (GC) of the building(s) or contractor responsible for
building construction aspects shall list their company responsibility (e.g. Electrical, Plumbing,
Masonry, Structural, Foundations, etc.)
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply.
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
Subcontractor to the Building GC(list responsibility)
Print Name: Company Name:
Signature: Phone#:
For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply.
Exhibit G— NOI/NOT
.1 Notice of Intent
.2 Notice of Termination
.3 MS4 Acceptance Form
.4 SPDES General Permit GP-0-20-001
.5 SWPPP Inspection Reports
I 06440�9�2� �
NOTICE OF INTENT
New York State Department of Environmental Conservation
_ Division of Water
� 625 Broadway, 4th Floor NYR[[[[[�
- Albany, New York 12233-3505
(for DEC use only)
Stormwater Discharges Associated with Construction Activity Under State
Pollutant Discharge Elimination System (SPDES) General Permit # GP-0-20-001
All sections must be completed unless otherwise noted. Failure to complete all items may
result in this form being returned to you, thereby delaying your coverage under this
General Permit. Applicants must read and understand the conditions of the permit and
prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants
are responsible for identifying and obtaining other DEC permits that may be required.
-IMPORTANT-
RETURN THIS FORM TO THE ADDRESS ABOVE
OWNER/OPERATOR MUST SIGN FORM
Owner/Operator Information
Owner/Operator (Company Name/Private Owner Name/Municipality Name)
S T E W A R T ' S S H O P S
Owner/Operator Contact Person Last Name (NOT CONSULTANT)
K I T C H N E R
Owner/Operator Contact Person First Name
S C O T T
Owner/Operator Mailing Address
P O B O X 4 3 5
City
S A R A T O G A S P R I N G S
State Zip
N Y 1 2 8 6 6 - �
Phone (Owner/Operator) Fax (Owner/Operator)
5 1 8 - 5 8 1 - 1 2 0 1 5 1 8 - 5 8 1 - 1 2 0 9
Email (Owner/Operator)
s k i t c h n e r@ s t e w a r t s s h o p s . c o m
FED TAX ID
1 4 - 1 3 2 3 6 0 7 �not required for individuals)
� Page 1 of 14 �
I 640�0�9�2� �
Project Site Information
Project/Site Name
S T E W A R T ' S S H O P S - W E I B E L A V E N U E
Street Address (NOT P.O. BOX)
4 0 2 L A K E A V E N U E
Side of Street
O North � South O East O West
City/Town/Village (THAT ISSUES BUILDING PERMIT)
C I T Y O F S A R A T O G A S P R I N G S
State Zip County DEC Re ion
N Y 1 2 8 6 6 - � S A R A T O G A 5�
Name of Nearest Cross Street
G I L B E R T R O A D
Distance to Nearest Cross Street (Feet) Project In Relation to Cross Street
p O North O South O East � West
Tax Map Numbers Tax Map Numbers
Section-Block-Parcel
1 6 6 . 0 0 - 3 - 2 6
1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you
must go to the NYSDEC Stormwater Interactive Map on the DEC website at:
www.dec.ny.gov/imsmaps/stormwater/viewer.htm
Zoom into your Project Location such that you can accurately click on the centroid of
your site. Once you have located your project site, go to the tool boxes on the top and
choose "i" (identify) . Then click on the center of your site and a new window containing
the X, Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes
below. For problems with the interactive map use the help function.
X Coordinates (Easting) Y Coordinates (Northing)
6 0 2 2 6 8 4 7 7 0 8 9 7
2. What is the nature of this construction project?
O New Construction
� Redevelopment with increase in impervious area
O Redevelopment with no increase in impervious area
� Page 2 of 14 �
I 4�070�9�29 �
3. Select the predominant land use for both pre and post development conditions.
SELECT ONLY ONE CHOICE FOR EACH
Pre-Development Post-Development
Existing Land Use Future Land Use
� FOREST O SINGLE FAMILY HOME Number of Lots
� PASTURE/OPEN LAND � SINGLE FAMILY SUBDIVISION �
� CULTIVATED LAND � TOWN HOME RESIDENTIAL
� SINGLE FAMILY HOME � MULTIFAMILY RESIDENTIAL
� SINGLE FAMILY SUBDIVISION � INSTITUTIONAL/SCHOOL
� TOWN HOME RESIDENTIAL � INDUSTRIAL
� MULTIFAMILY RESIDENTIAL � COMMERCIAL
� INSTITUTIONAL/SCHOOL � MUNICIPAL
� INDUSTRIAL � ROAD/HIGHWAY
Q COMMERCIAL � RECREATIONAL/SPORTS FIELD
� ROAD/HIGHWAY � BIKE PATH/TRAIL
� RECREATIONAL/SPORTS FIELD � LINEAR UTILITY (water, sewer, gas, etc. )
� BIKE PATH/TRAIL � PARKING LOT
� LINEAR UTILITY � CLEARING/GRADING ONLY
� PARKING LOT � DEMOLITION, NO REDEVELOPMENT
� OTHER � WELL DRILLING ACTIVITY * (Oil, Gas, etc. )
O OTHER
*Note: for gas well drilling, non-high volume hydraulic fractured wells only
4. In accordance with the larger common plan of development or sale,
enter the total project site area; the total area to be disturbed;
existing impervious area to be disturbed (for redevelopment
activities) ; and the future impervious area constructed within the
disturbed area. (Round to the nearest tenth of an acre.)
Future Impervious
Total Site Total Area To Existing Impervious Area Within
Area Be Disturbed Area To Be Disturbed Disturbed Area
�'� �'� �'� �'�
5. Do you plan to disturb more than 5 acres of soil at any one time? O Yes � No
6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site.
A B C D
1 0 0 0 �0 0 �0 0 �0 0
7. Is this a phased project? O Yes � No
Start Date End Date
8. Enter the planned start and end � / � / � _ � / � / �
dates of the disturbance 0 6 0 6 2 0 2 2 1 2 3 1 2 0 2 2
activities.
� Page 3 of 14 �
I �6000�9�2� �
9. Identify the nearest surface waterbody(ies) to which construction site runoff will
discharge.
Name
S P R I N G R U N
9a. Type of waterbody identified in Question 9?
� Wetland / State Jurisdiction On Site (Answer 9b)
� Wetland / State Jurisdiction Off Site
� Wetland / Federal Jurisdiction On Site (Answer 9b)
� Wetland / Federal Jurisdiction Off Site
� Stream / Creek On Site
Q Stream / Creek Off Site
� River On Site
9b. How was the wetland identified?
� River Off Site
� Lake On Site � Regulatory Map
� Lake Off Site � Delineated by Consultant
� Other Type On Site � Delineated by Army Corps of Engineers
� Other Type Off Site O Other (identify)
10. Has the surface waterbody(ies) in question 9 been identified as a � yes O No
303 (d) segment in Appendix E of GP-0-20-001?
11. Is this project located in one of the Watersheds identified in
Appendix C of GP-0-20-001? O Yes � No
12. Is the project located in one of the watershed
areas associated with AA and AA-S classified O Yes � No
waters?
If no, skip question 13.
13. Does this construction activity disturb land with no
existing impervious cover and where the Soil Slope Phase is � Yes O No
identified as an E or F on the USDA Soil Survey?
If Yes, what is the acreage to be disturbed?
�'�
14. Will the project disturb soils within a State
regulated wetland or the protected 100 foot adjacent • Yes O No
area?
� Page 4 of 14 �
I 64�30�9�2� �
15. Does the site runoff enter a separate storm sewer
system (including roadside drains, swales, ditches, � Yes � No O Unknown
culverts, etc) ?
16. What is the name of the municipality/entity that owns the separate storm sewer
system?
17. Does any runoff from the site enter a sewer classified � yes � No O Unknown
as a Combined Sewer?
18. Will future use of this site be an agricultural property as
defined by the NYS Agriculture and Markets Law? O Yes � No
19. Is this property owned by a state authority, state agency,
federal government or local government? O Yes � No
20. Is this a remediation project being done under a Department
approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup � Yes � No
Agreement, etc. )
21. Has the required Erosion and Sediment Control component of the
SWPPP been developed in conformance with the current NYS � Yes O No
Standards and Specifications for Erosion and Sediment Control
(aka Blue Book) ?
22. Does this construction activity require the development of a
SWPPP that includes the post-construction stormwater management
practice component (i.e. Runoff Reduction, Water Quality and � Yes O No
Quantity Control practices/techniques) ?
If No, skip questions 23 and 27-39.
23. Has the post-construction stormwater management practice component
of the SWPPP been developed in conformance with the current NYS � Yes O No
Stormwater Management Design Manual?
� Page 5 of 14 �
I 025�0�9�25 �
24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by:
� Professional Engineer (P.E.)
O Soil and Water Conservation District (SWCD)
O Registered Landscape Architect (R.L.A)
O Certified Professional in Erosion and Sediment Control (CPESC)
O Owner/Operator
O Other
SWPPP Preparer
S T E W A R T ' S S H O P S
Contact Name (Last, Space, First)
K I T C H N E R , S C O T T E .
Mailing Address
P O B O X 4 3 5
City
S A R A T O G A S P R I N G S
State Zip
N Y 1 2 8 6 6 - �
Phone Fax
5 1 8 - 5 8 1 - 1 2 0 1 5 1 8 - 5 8 1 - 1 2 0 9
Email
s k i t c h n e r@ s t e w a r t s s h o p s . c o m
SWPPP Preparer Certification
I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for
this project has been prepared in accordance with the terms and conditions of
the GP-0-20-001. Furthermore, I understand that certifying false, incorrect
or inaccurate information is a violation of this permit and the laws of the
State of New York and could subject me to criminal, civil and/or
administrative proceedings.
First Name MI
S C O T T �
Last Name
K I T C H N E R
Signature
Date
0 3 � 1 6 � 2 0 2 2
� Page 6 of 14 �
I 0��50�9�22 �
25. Has a construction sequence schedule for the planned management
practices been prepared? � Yes O No
26. Select all of the erosion and sediment control practices that will be
employed on the project site:
Temporary Structural Vegetative Measures
O Check Dams O Brush Matting
O Construction Road Stabilization O Dune Stabilization
� Dust Control O Grassed Waterway
O Earth Dike �Mulching
O Level Spreader O Protecting Vegetation
O Perimeter Dike/Swale O Recreation Area Improvement
O Pipe Slope Drain � Seeding
O Portable Sediment Tank � Sodding
O Rock Dam O Straw/Hay Bale Dike
O Sediment Basin O Streambank Protection
O Sediment Traps O Temporary Swale
� Silt Fence � Topsoiling
� Stabilized Construction Entrance O Vegetating Waterways
a storm Drain Inlet Protection permanent Structural
O Straw/Hay Bale Dike
O Temporary Access Waterway Crossing O Debris Basin
O Temporary Stormdrain Diversion O Diversion
O Temporary Swale O Grade Stabilization Structure
O Turbidity Curtain � Land Grading
O Water bars O Lined Waterway (Rock)
O Paved Channel (Concrete)
Biotechnical O Paved Flume
O Brush Matting O Retaining Wall
O Wattling O Riprap Slope Protection
O Rock Outlet Protection
Other O Streambank Protection
� Page 7 of 14 �
I 0��20�9�2� �
Post-construction Stormwater Management Practice (SMP) Requirements
Important: Completion of Questions 27-39 is not required
if response to Question 22 is No.
27. Identify all site planning practices that were used to prepare the final site
plan/layout for the project.
� Preservation of Undisturbed Areas
O Preservation of Buffers
�Reduction of Clearing and Grading
O Locating Development in Less Sensitive Areas
O Roadway Reduction
O Sidewalk Reduction
O Driveway Reduction
O Cul-de-sac Reduction
O Building Footprint Reduction
O Parking Reduction
27a. Indicate which of the following soil restoration criteria was used to address the
requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual
(2010 version) .
�All disturbed areas Will be restored in accordance with the Soil
Restoration requirements in Table 5.3 of the Design Manual (see page 5-22) .
� Compacted areas were considered as impervious cover when calculating the
WQv Required, and the compacted areas were assigned a post-construction
Hydrologic Soil Group (HSG) designation that is one level less permeable
than existing conditions for the hydrology analysis.
28. Provide the total Water Quality Volume (WQv) required for this project (based on
final site plan/layout) .
Total WQv Required
�, 0 7 6 acre-feet
29. Identify the RR techniques (Area Reduction) , RR techniques (Volume Reduction) and
Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce
the Total WQv Required(#28) .
Also, provide in Table 1 the total impervious area that contributes runoff to each
technique/practice selected. For the Area Reduction Techniques, provide the total
contributing area (includes pervious area) and, if applicable, the total impervious
area that contributes runoff to the technique/practice.
Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used
to treat and/or reduce the WQv required. If runoff reduction techniques will not
be used to reduce the required WQv, skip to question 33a after identifying the
SMPs.
� Page 8 of 14 �
I 773�0�9�22 Table 1 - Runoff Reduction (RR) Techniques �
and Standard Stormwater Management
Practices (SMPs)
Total Contributing Total Contributing
Area (acres) Impervious Area(acres)
RR Techniques (Area Reduction)
O Conservation of Natural Areas (RR-1) . . . �•� and/or �•�
O Sheetflow to Riparian �.� �.�
Buffers/Filters Strips (RR-2) , , , , , , , , , , and/or
O Tree Planting/Tree Pit (RR-3) , , , , , , , , , , �'� and/or '
O Disconnection of Rooftop Runoff (RR-4) • • �•� and/or
RR Techniques (Volume Reduction)
O Vegetated Swale (RR-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Rain Garden (RR-6) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Stormwater Planter (RR-7) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Rain Barrel/Cistern (RR-8) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Porous Pavement (RR-9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Green Roof (RR-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �•�
Standard SMPs with RRv Capacity
O Infiltration Trench (I-1) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
O Infiltration Basin (2-2) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
� Dry Well (I-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 2 3 2
Q Underground Infiltration System (I-4) • • • • • • • • • • • • • • • • • • • . . . . . 1 1 5 9
O Bioretention (F-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Dry Swale (O-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �'�
Standard SMPs
O Micropool Extended Detention (P-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . �'�
O Wet Pond (P-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Wet Extended Detention (P-3) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
O Multiple Pond System (P-4) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
O Pocket Pond (P-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Surface Sand Filter (F-1) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
O Underground Sand Filter (F-2) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
O Perimeter Sand Filter (F-3) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • �•�
O Organic Filter (F-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Shallow Wetland (W-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Extended Detention Wetland (W-2) , , , , , , , , , , , , , , , , , , , , , , , , , , , , ,
O Pond/Wetland System (W-3) , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ,
O Pocket Wetland (W-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Wet Swale (O-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
� Page 9 of 14 �
I 07620�9�22 �
Table 2 - Alternative SMPs
(DO NOT INCLUDE PRACTICES BEING
USED FOR PRETREATMENT ONLY)
Total Contributing
Alternative SMP Impervious Area(acres)
� Hydrodynamic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � 3 9 1
OWet Vault . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Media Filter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O Other . . . . . . . . . . . . . . . . . . �.�
Provide the name and manufacturer of the Alternative SMPs (i.e.
proprietary practice (s) ) being used for WQv treatment.
Name F I R S T D E F E N S E H I G H C A P A C I T Y 3 H C
Manufacturer H Y D R O I N T E R N A T I O N A L
Note: Redevelopment projects which do not use RR techniques, shall
use questions 28, 29, 33 and 33a to provide SMPs used, total
WQv required and total WQv provided for the project.
30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and
Standard SMPs with RRv capacity identified in question 29.
Total RRv provided
�, 0 7 6 acre-feet
31. Is the Total RRv provided (#30) greater than or equal to the
total WQv required (#28) .
� Yes O No
If Yes, go to question 36.
If No, go to question 32.
32. Provide the Minimum RRv required based on HSG.
[Minimum RRv Required = (P) (0. 95) (Ai) /12, Ai=(S) (Aic) ]
Minimum RRv Required
�'�acre-feet
32a. Is the Total RRv provided (#30) greater than or equal to the
Minimum RRv Required (#32) ? O Yes O No
If Yes, go to question 33.
Note: Use the space provided in question #39 to summarize the
specific site limitations and justification for not reducing
1000 of WQv required (#28) . A detailed evaluation of the
specific site limitations and justification for not reducing
1000 of the WQv required (#28) must also be included in the
SWPPP.
If No, sizing criteria has not been met, so NOI can not be
processed. SWPPP preparer must modify design to meet sizing
criteria.
� Page 10 of 14 �
I 17660�9�27 �
33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in
Table 2 that were used to treat the remaining
total WQv(=Total WQv Required in 28 - Total RRv Provided in 30) .
Also, provide in Table 1 and 2 the total impervious area that contributes runoff
to each practice selected.
Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects.
33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs
identified in question #33 and Standard SMPs with RRv Capacity identified
in question 29.
WQv Provided
�'�acre-feet
Note: For the standard SMPs with RRv capacity, the WQv provided by each practice
= the WQv calculated using the contributing drainage area to the practice
- RRv provided by the practice. (See Table 3.5 in Design Manual)
34. Provide the sum of the Total RRv provided (#30) and �'�
the WQv provided (#33a) .
35. Is the sum of the RRv provided (#30) and the WQv provided
(#33a) greater than or equal to the total WQv required (#28) ? O Yes O No
If Yes, go to question 36.
If No, sizing criteria has not been met, so NOI can not be
processed. SWPPP preparer must modify design to meet sizing
criteria.
36. Provide the total Channel Protection Storage Volume (CPv) required and
provided or select waiver (36a) , if applicable.
CPv Required CPv Provided
�, 1 8 0 acre-feet �, 1 8 0 acre-feet
36a. The need to provide channel protection has been waived because:
� Site discharges directly to tidal waters
or a fifth order or larger stream.
� Reduction of the total CPv is achieved on site
through runoff reduction techniques or infiltration systems.
37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or
select waiver (37a) , if applicable.
Total Overbank Flood Control Criteria (Qp)
Pre-Development Post-development
�• 3 9 cFs �• � 2 cFs
Total Extreme Flood Control Criteria (Qf)
Pre-Development Post-development
�• 3 5 cFs �• 4 3 cFs
� Page 11 of 14 �
I �3��0�9�22 �
37a. The need to meet the Qp and Qf criteria has been waived because:
� Site discharges directly to tidal waters
or a fifth order or larger stream.
� Downstream analysis reveals that the Qp and Qf
controls are not required
38. Has a long term Operation and Maintenance Plan for the
post-construction stormwater management practice (s) been � Yes O No
developed?
If Yes, Identify the entity responsible for the long term
Operation and Maintenance
S T E W A R T ' S S H O P S
39. Use this space to summarize the specific site limitations and justification
for not reducing 1000 of WQv required(#28) . (See question 32a)
This space can also be used for other pertinent project information.
� Page 12 of 14 �
I 42�50�9�26 �
40. Identify other DEC permits, existing and new, that are required for this
project/facility.
O Air Pollution Control
� Coastal Erosion
� Hazardous Waste
� Long Island Wells
� Mined Land Reclamation
� Solid Waste
O Navigable Waters Protection / Article 15
� Water Quality Certificate
� Dam Safety
� Water Supply
� Freshwater Wetlands/Article 24
O Tidal Wetlands
� Wild, Scenic and Recreational Rivers
� Stream Bed or Bank Protection / Article 15
� Endangered or Threatened Species (Incidental Take Permit)
� Individual SPDES
� SPDES Multi-Sector GP N Y R
� Other
� None
41. Does this project require a US Army Corps of Engineers
Wetland Permit? .❑ O Yes � No
If Yes, Indicate Size of Impact.
42. Is this project subject to the requirements of a regulated,
traditional land use control MS4? � Yes O No
(If No, skip question 43)
43. Has the "MS4 SWPPP Acceptance" form been signed by the principal
executive officer or ranking elected official and submitted along • Yes O No
with this NOI?
44. If this NOI is being submitted for the purpose of continuing or transferring
coverage under a general permit for stormwater runoff from construction
activities, please indicate the former SPDES number assigned. N Y R
� Page 13 of 14 �
I 35470�9�26 �
Owner/Operator Certification
I have read or been advised of the permit conditions and believe that I understand them. I also
understand that, under the terms of the permit, there may be reporting requirements. I hereby certify
that this document and the corresponding documents were prepared under my direction or supervision. I am
aware that there are significant penalties for submitting false information, including the possibility of
fine and imprisonment for knowing violations. I further understand that coverage under the general permit
will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can
be as long as sixty (60) business days as provided for in the general permit. I also understand that, by
submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the
first element of construction, and agreeing to comply with all the terms and conditions of the general
permit for which this NOI is being submitted.
Print First Name MI
R Y A N M�
Print Last Name
R U B A D O
Owner/Operator Signature
Date
0 3 � 1 6 � 2 0 2 2
� Page 14 of 14 �
New York State Department of Environmental Conservation
Division of Water
625 Broadway, 4th Floor
Albany, New York 12233-3505
*(NOTE: Submit completed form to address above)*
NOTICE OF TERMINATION fior Storm Water Discharges Authorized
under the SPDES General Permit for Construction Activity
Please indicate your permit identification number: NYR
I. Owner or Operator Information
1. Owner/Operator Name: STEWART'S SHOPS
2. Street Address: p0 BOX 435
3. City/State/Zip: SARATOGA SPRINGS, NY 12866
4. Contact Person:RYAN RUBADO 4a.Telephone: 518-581-1201
4b. Contact Person E-Mail: rrubado stewartssho s.com
II. Project Site Information
5. Project/Site Name: STEWART'S SHOPS - WEIBEL AVENUE
6. Street Address: 402 LAKE AVENUE
7. City/Zip: SARATOGA SPRINGS NY 12866
8. County: SARATOGA
III. Reason for Termination
9a�All disturbed areas have achieved final stabilization in accordance with the general permit and
SWPPP. *Date final stabilization completed (month/year):
9b. ❑ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's
permit identification number: NYR
(Note: Permit coverage can not be terminated by owner identified in 1.1. above until new
owner/operator obtains coverage under the general permit)
9c. ❑ Other(Explain on Page 2)
IV. Final Site Information:
10a. Did this construction activity require the development of a SWPPP that includes post-construction
stormwater management practices? �yes ❑ no ( If no, go to question 10f.)
10b. Have all post-construction stormwater management practices included in the final SWPPP been
constructed? �yes ❑ no (If no, explain on Page 2)
10c. Identify the entity responsible for long-term operation and maintenance of practice(s)?
STEWART ' S SHOPS
Page 1 of 3
NOTICE OF TERMINATION for Storm Water Discharges Authorized under the
SPDES General Permit for Construction Activity-continued
10d. Has the entity responsible for long-term operation and maintenance been given a copy of the
operation and maintenance plan required by the general permit? �yes ❑ no
10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction
stormwater management practice(s):
❑ Post-construction stormwater management practice(s) and any right-of-way(s) needed to
maintain practice(s) have been deeded to the municipality.
❑ Executed maintenance agreement is in place with the municipality that will maintain the
post-construction stormwater management practice(s).
�For post-construction stormwater management practices that are privately owned, a mechanism
is in place that requires operation and maintenance of the practice(s) in accordance with the operation
and maintenance plan, such as a deed covenant in the owner or operator's deed of record.
❑ For post-construction stormwater management practices that are owned by a public or private
institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and
procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the
operation and maintenance plan.
10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.)constructed
within the disturbance area? 1 . 6 ACRES
(acres)
11. Is this project subject to the requirements of a regulated, traditional land use control MS4? � yes
❑ no
(If Yes, complete section VI - "MS4 Acceptance" statement
V. Additionallnformation/Explanation:
(Use this section to answer questions 9c. and 10b., if applicable)
VI. MS4 Acceptance -MS4 Official (principal executive officer or ranking elected official) or Duly
Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage)
I have determined that it is acceptable for the owner or operator of the construction project identified in
question 5 to submit the Notice of Termination at this time.
Printed Name:
Title/Position:
Signature: Date:
Page 2 of 3
NOTICE OF TERMINATION for Storm Water Discharges Authorized under the
SPDES General Permit for Construction Activity -continued
VII. Qualified Inspector Certification - Final Stabilization:
I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version
of the general permit, and that all temporary, structural erosion and sediment control measures have
been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a
violation of the referenced permit and the laws of the State of New York and could subject me to
criminal, civil and/or administrative proceedings.
Printed Name: Ryan Rubado
Title/Position: Proj ect Manager
Signature: Date:
VIII. Qualified Inspector Certification -Post-construction Stormwater Management Practice(s):
I hereby certify that all post-construction stormwater management practices have been constructed in
conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate
information is a violation of the referenced permit and the laws of the State of New York and could
subject me to criminal, civil and/or administrative proceedings.
Printed Name: Ryan Rubado
Title/Position: Proj ect Manager
Signature: Date:
IX. Owner or Operator Certification
I hereby certify that this document was prepared by me or under my direction or supervision. My
determination, based upon my inquiry of the person(s)who managed the construction activity, or those
persons directly responsible for gathering the information, is that the information provided in this
document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or
inaccurate information is a violation of the referenced permit and the laws of the State of New York and
could subject me to criminal, civil and/or administrative proceedings.
Printed Name: Ryan Rubado
Title/Position: Proj ect Manager
Signature: Date:
(NYS DEC Notice of Termination -January 2015)
Page 3 of 3
J� New York State Department of Environmental Conservation
Division of Water
� 625 Broadway, 4th Floor
� Albany, New York 12233-3505
MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form
for
Construcfion Activities Seeldng Authorizafion Under SPDES General Permit
'�(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above)
I. Project Owner/Operator Information
1. Owner/OperatorName: St@WaPt�S ShOpS
2. Contact Person: Ryafl RUbadO
3. Street Address: PO BOX 435
4. c�ryis�teiz�p: Saratoga Springs, NY 12866
IL Project Site Informafion
5.Project/Site Name: St@Waf t's Shops - Weibel Avenue
�. s�eec aaaress: 402 Lake Avenue
�. c�ryiscaceiz�p: Saratoga Springs, NY 12866
III. Stormwater Pollution Prevention Plan(SWPPP)Review and Acceptance Information
8. SWPPP Reviewed by:
9.Title/Position:
10.Date Final SWPPP Reviewed and Accepted:
IV.Regulated MS4 Information
11.N�ne ofMs4: City of Saratoga Springs
12.MS4 SPDES Permit Identification Number:NYR20A
13.Contact Person:
14. Street Address:
15.City/State/Zip:
16.Tele hone Number:
(NYS DEC-MS4 SWPPP Acceptance Fortn-January 2010)
Page 1 of 2
MS4 SWPPP Acceptance Form- continued
V.Cerfif'ication Statement-MS4 Off'icial(principal executive officer or ranking elected off'icial)or Duly
Authorized Representative
I hereby certify that the final Stormwater Pollution Prevention Plan(SWPPP)for the construction project
identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Pernut
Por Stormwater Discharges from Municipal Separate Storm Sewer Systems(MS4s).
Note:The MS4,through the acceptance of the SWPPP, assumes no responsibiliry for the accuracy and adequacy
of the design included in the SWPPP.In addition,review and acceptance of the SWPPP by the MS4 does not
relieve the owner/operator or their SWPPP preparer of responsibiliry or liability for errors or omissions in the
plan.
Printed Name:
Title/Position:
Signature:
Date:
VL Addifional Information
Page 2 of 2
l�i�'1�'8�`C'��1lt ����1�1'��I����
���������� �����"�����t���
�����������
NEW YORK STATE
DEPARTMENT OF ENVIRONMENTAL CONSERVATION
SPDES GENERAL PERMIT
FOR STORMWATER DISCHARGES
From
CONSTRUCTION ACTIVITY
Permit No. GP- 0-20-001
Issued Pursuant to Article 17, Titles 7, 8 and Article 70
of the Environmental Conservation Law
Effective Date: January 29, 2020 Expiration Date: January 28, 2025
John J. Ferguson
Chief Permit Administrator
--�--- ��, f` `2 �' �- �.-�
uthorized Signature Dafe
Address: NYS DEC
Division of Environmental Permits
625 Broadway, 4th Floor
Albany, N.Y. 12233-1750
PREFACE
Pursuant to Section 402 of the Clean Water Act ("CWA"), stormwater discharges
from certain construction activities are unlawful unless they are authorized by a National
Pollutant Discharge Elimination System ("NPDES') permit or by a state permit program.
New York administers the approved State Pollutant Discharge Elimination System
(SPDES) program with permits issued in accordance with the New York State
Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70.
An owner or operator of a construction activity that is eligible for coverage under
this permit must obtain coverage prior to the commencement of construction activity.
Activities that fit the definition of"construction activity', as defined under 40 CFR
122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and
therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must
have coverage under a SPDES permit prior to commencing construction activity. The
owner or operator cannot wait until there is an actual discharge from the construction site
to obtain permit coverage.
*Note: The italicized words/phrases within this permit are defined in Appendix A.
NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION
SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM
CONSTRUCTION ACTIVITIES
Table of Contents
Part 1. PERMIT COVERAGE AND LIMITATIONS.............................................................1
A. Permit Application .................................................................................................1
B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1
C. Post-construction Stormwater Management Practice Requirements....................4
D. Maintaining Water Quality.....................................................................................8
E. Eligibility Under This General Permit.....................................................................9
F. Activities Which Are Ineligible for Coverage Under This General Permit..............9
Part II. PERMIT COVERAGE...........................................................................................12
A. How to Obtain Coverage.....................................................................................12
B. Notice of Intent (NOI) Submittal ..........................................................................13
C. Permit Authorization............................................................................................13
D. General Requirements For Owners or Operators With Permit Coverage ...........15
E. Permit Coverage for Discharges Authorized Under GP-0-15-002.......................17
F. Change of Owner or Operator.............................................................................17
Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...........................18
A. General SWPPP Requirements..........................................................................18
B. Required SWPPP Contents ................................................................................20
C. Required SWPPP Components by Project Type.................................................24
Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS.....................................24
A. General Construction Site Inspection and Maintenance Requirements ..............24
B. Contractor Maintenance Inspection Requirements .............................................24
C. Qualified Inspector Inspection Requirements......................................................25
Part V. TERMINATION OF PERMIT COVERAGE...........................................................29
A. Termination of Permit Coverage .........................................................................29
Part Vl. REPORTING AND RETENTION RECORDS......................................................31
A. Record Retention ................................................................................................31
B. Addresses...........................................................................................................31
Part VII. STANDARD PERMIT CONDITIONS..................................................................31
A. Duty to Comply....................................................................................................31
B. Continuation of the Expired General Permit........................................................32
C. Enforcement........................................................................................................32
D. Need to Halt or Reduce Activity Not a Defense...................................................32
E. Duty to Mitigate ...................................................................................................33
F. Duty to Provide Information.................................................................................33
G. Other Information ................................................................................................33
H. Signatory Requirements......................................................................................33
I. Property Rights ...................................................................................................35
J. Severability..........................................................................................................35
K. Requirement to Obtain Coverage Under an Alternative Permit...........................35
L. Proper Operation and Maintenance ....................................................................36
M. Inspection and Entry ...........................................................................................36
N. Permit Actions.....................................................................................................37
O. Definitions ...........................................................................................................37
P. Re-Opener Clause ..............................................................................................37
Q. Penalties for Falsification of Forms and Reports.................................................37
R. Other Permits......................................................................................................38
APPENDIX A—Acronyms and Definitions.......................................................................39
Acronyms......................................................................................................................39
Definitions.....................................................................................................................40
APPENDIX B — Required SWPPP Components by Project Type ....................................48
Table1..........................................................................................................................48
Table2..........................................................................................................................50
APPENDIX C —Watersheds Requiring Enhanced Phosphorus Removal........................52
APPENDIX D —Watersheds with Lower Disturbance Threshold .....................................58
APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) ...........59
APPENDIX F — List of NYS DEC Regional Offices ..........................................................65
(Part I)
Part 1. PERMIT COVERAGE AND LIMITATIONS
A. Permit Application
This permit authorizes stormwater discharges to surface waters of the State from
the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x),
122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this
permit are met:
1. Construction activities involving soil disturbances of one (1) or more acres;
including disturbances of less than one acre that are part of a larger common
plan of development or sa/e that will ultimately disturb one or more acres of
land; excluding routine maintenance activity that is performed to maintain the
original line and grade, hydraulic capacity or original purpose of a facility;
2. Construction activities involving soil disturbances of less than one (1) acre
where the Department has determined that a SPDES permit is required for
stormwater discharges based on the potential for contribution to a violation of a
water quality standard or for significant contribution of pollutants to surface
waters of the State.
3. Construction activities located in the watershed(s) identified in Appendix D that
involve soil disturbances between five thousand (5,000) square feet and one
(1) acre of land.
B. Effluent Limitations Applicable to Discharges from Construction Activities
Discharges authorized by this permit must achieve, at a minimum, the effluent
limitations in Part I.B.1. (a)— (f) of this permit. These limitations represent the degree of
effluent reduction attainable by the application of best practicable technology currently
available.
1. Erosion and Sediment Control Requirements - The owner or operator must
select, design, install, implement and maintain control measures to minimize
the discharge of pollutants and prevent a violation of the water quality
standards. The selection, design, installation, implementation, and
maintenance of these control measures must meet the non-numeric effluent
limitations in Part I.B.1.(a) — (f) of this permit and be in accordance with the
New York State Standards and Specifications for Erosion and Sediment
Control, dated November 2016, using sound engineering judgment. Where
control measures are not designed in conformance with the design criteria
included in the technical standard, the owner or operator must include in the
Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the
1
(Part I.B.1)
deviation or alternative design and provide information which demonstrates that
the deviation or alternative design is equivalent to the technical standard.
a. Erosion and Sediment Controls. Design, install and maintain effective
erosion and sediment controls to minimize the discharge of pollutants and
prevent a violation of the water quality standards. At a minimum, such
controls must be designed, installed and maintained to:
(i) Minimize soil erosion through application of runoff control and soil
stabilization control measure to minimize pollutant discharges;
(ii) Control stormwater discharges, including both peak flowrates and total
stormwater volume, to minimize channel and streambank erosion and
scour in the immediate vicinity of the discharge points;
(iii) Minimize the amount of soil exposed during construction activity;
(iv) Minimize the disturbance of steep s/opes;
(v) Minimize sediment discharges from the site;
(vi) Provide and maintain natural buffers around surface waters, direct
stormwater to vegetated areas and maximize stormwater infiltration to
reduce pollutant discharges, unless infeasible;
(vii) Minimize soil compaction. Minimizing soil compaction is not required
where the intended function of a specific area of the site dictates that it
be compacted;
(viii) Unless infeasible, preserve a sufficient amount of topsoil to complete
soil restoration and establish a uniform, dense vegetative cover; and
(ix) Minimize dust. On areas of exposed soil, minimize dust through the
appropriate application of water or other dust suppression techniques
to control the generation of pollutants that could be discharged from
the site.
b. Soil Stabilization. In areas where soil disturbance activity has temporarily
or permanently ceased, the application of soil stabilization measures must
be initiated by the end of the next business day and completed within
fourteen (14) days from the date the current soil disturbance activity ceased.
For construction sites that directly discharge to one of the 303(d) segments
2
(Part I.B.1.b)
listed in Appendix E or is located in one of the watersheds listed in
Appendix C, the application of soil stabilization measures must be initiated
by the end of the next business day and completed within seven (7) days
from the date the current soil disturbance activity ceased. See Appendix A
for definition of Temporarily Ceased.
c. Dewatering. Discharges from dewatering activities, including discharges
from dewatering of trenches and excavations, must be managed by
appropriate control measures.
d. Pollution Prevention Measures. Design, install, implement, and maintain
effective pollution prevention measures to minimize the discharge of
pollutants and prevent a violation of the water quality standards. At a
minimum, such measures must be designed, installed, implemented and
maintained to:
(i) Minimize the discharge of pollutants from equipment and vehicle
washing, wheel wash water, and other wash waters. This applies to
washing operations that use clean water only. Soaps, detergents and
solvents cannot be used;
(ii) Minimize the exposure of building materials, building products,
construction wastes, trash, landscape materials, fertilizers, pesticides,
herbicides, detergents, sanitary waste, hazardous and toxic waste, and
other materials present on the site to precipitation and to stormwater.
Minimization of exposure is not required in cases where the exposure
to precipitation and to stormwater will not result in a discharge of
pollutants, or where exposure of a specific material or product poses
little risk of stormwater contamination (such as final products and
materials intended for outdoor use) ; and
(iii) Prevent the discharge of pollutants from spills and leaks and
implement chemical spill and leak prevention and response
procedures.
e. Prohibited Discharges. The following discharges are prohibited:
(i) Wastewater from washout of concrete;
(ii) Wastewater from washout and cleanout of stucco, paint, form release
oils, curing compounds and other construction materials;
3
(Part I.B.1.e.iii)
(iii) Fuels, oils, or other pollutants used in vehicle and equipment operation
and maintenance;
(iv) Soaps or solvents used in vehicle and equipment washing; and
(v) Toxic or hazardous substances from a spill or other release.
f. Surface Outlets. When discharging from basins and impoundments, the
outlets shall be designed, constructed and maintained in such a manner
that sediment does not leave the basin or impoundment and that erosion at
or below the outlet does not occur.
C. Post-construction Stormwater Management Practice Requirements
1. The owner or operator of a construction activity that requires post-construction
stormwater management practices pursuant to Part III.C. of this permit must
select, design, install, and maintain the practices to meet the performance
criteria in the New York State Stormwater Management Design Manual
("Design Manual"), dated January 2015, using sound engineering judgment.
Where post-construction stormwater management practices ("SMPs") are not
designed in conformance with the performance criteria in the Design Manual,
the owner or operator must include in the SWPPP the reason(s) for the
deviation or alternative design and provide information which demonstrates that
the deviation or alternative design is equivalent to the technical standard.
2. The owner or operator of a construction activity that requires post-construction
stormwater management practices pursuant to Part III.C. of this permit must
design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c.
or d. of this permit.
a. Sizing Criteria for New Development
(i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality
Volume ("WQv") by application of RR techniques and standard SMPs
with RRv capacity. The total WQv shall be calculated in accordance
with the criteria in Section 4.2 of the Design Manual.
(ii) Minimum RRv and Treatment of Remaining Total WQv: Construction
activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit
due to site limitations shall direct runoff from all newly constructed
impervious areas to a RR technique or standard SMP with RRv
capacity unless infeasible. The specific site limitations that prevent the
reduction of 100% of the WQv shall be documented in the SWPPP.
4
(Part I.C.2.a.ii)
For each impervious area that is not directed to a RR technique or
standard SMP with RRv capacity, the SWPPP must include
documentation which demonstrates that all options were considered
and for each option explains why it is considered infeasible.
In no case shall the runofF reduction achieved from the newly
constructed impervious areas be less than the Minimum RRv as
calculated using the criteria in Section 4.3 of the Design Manual.
The remaining portion of the total WQv that cannot be reduced shall be
treated by application of standard SMPs.
(iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended
detention of the post-developed 1-year, 24-hour storm event;
remaining after runoff reduction. The Cpv requirement does not apply
when:
(1) Reduction of the entire Cpv is achieved by application of runoff
reduction techniques or infiltration systems, or
(2) The site discharges directly to tidal waters, or fifth order or larger
streams.
(iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate
the post-development 10-year, 24-hour peak discharge rate (Qp) to
predevelopment rates. The Qp requirement does not apply when:
(1) the site discharges directly to tidal waters or fifth order or larger
streams, or
(2) A downstream analysis reveals that overbank control is not
required.
(v) Extreme Flood Control Criteria ("Qf"): Requires storage to attenuate
the post-development 100-year, 24-hour peak discharge rate (Qf) to
predevelopment rates. The Qf requirement does not apply when:
(1) the site discharges directly to tidal waters or fifth order or larger
streams, or
(2) A downstream analysis reveals that overbank control is not
required.
b. Sizing Criteria for New Development in Enhanced Phosphorus
Removal Watershed
(i) Runoff Reduction Volume (RRv): Reduce the total Water Quality
Volume (WQv) by application of RR techniques and standard SMPs
with RRv capacity. The total WQv is the runoff volume from the 1-year,
24 hour design storm over the post-developed watershed and shall be
5
(Part I.C.2.b.i)
calculated in accordance with the criteria in Section 10.3 of the Design
Manual.
(ii) Minimum RRv and Treatment of Remaining Total WQv: Construction
activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit
due to site limitations shall direct runoff from all newly constructed
impervious areas to a RR technique or standard SMP with RRv
capacity unless infeasible. The specific site limitations that prevent the
reduction of 100% of the WQv shall be documented in the SWPPP.
For each impervious area that is not directed to a RR technique or
standard SMP with RRv capacity, the SWPPP must include
documentation which demonstrates that all options were considered
and for each option explains why it is considered infeasible.
In no case shall the runofF reduction achieved from the newly
constructed impervious areas be less than the Minimum RRv as
calculated using the criteria in Section 10.3 of the Design Manual.
The remaining portion of the total WQv that cannot be reduced shall be
treated by application of standard SMPs.
(iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention
of the post-developed 1-year, 24-hour storm event; remaining after
runoff reduction. The Cpv requirement does not apply when:
(1) Reduction of the entire Cpv is achieved by application of runoff
reduction techniques or infiltration systems, or
(2) The site discharges directly to tidal waters, or fifth order or larger
streams.
(iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate
the post-development 10-year, 24-hour peak discharge rate (Qp) to
predevelopment rates. The Qp requirement does not apply when:
(1) the site discharges directly to tidal waters or fifth order or larger
streams, or
(2) A downstream analysis reveals that overbank control is not
required.
(v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the
post-development 100-year, 24-hour peak discharge rate (Qf) to
predevelopment rates. The Qf requirement does not apply when:
(1) the site discharges directly to tidal waters or fifth order or larger
streams, or
(2) A downstream analysis reveals that overbank control is not
required.
6
(Part I.C.2.c)
c. Sizing Criteria for Redevelopment Activity
(i) Water Quality Volume (WQv): The WQv treatment objective for
redevelopment activity shall be addressed by one of the following
options. Redevelopment activities located in an Enhanced Phosphorus
Removal Watershed (see Part III.B.3. and Appendix C of this permit)
shall calculate the WQv in accordance with Section 10.3 of the Design
Manual. All other redevelopment activities shall calculate the WQv in
accordance with Section 4.2 of the Design Manual.
(1) Reduce the existing impervious cover by a minimum of 25% of the
total disturbed, impervious area. The Soil Restoration criteria in
Section 5.1.6 of the Design Manual must be applied to all newly
created pervious areas, or
(2) Capture and treat a minimum of 25% of the WQv from the disturbed,
impervious area by the application of standard SMPs; or reduce 25%
of the WQv from the disturbed, impervious area by the application of
RR techniques or standard SMPs with RRv capacity., or
(3) Capture and treat a minimum of 75% of the WQv from the disturbed,
impervious area as well as any additional runoff from tributary areas
by application of the alternative practices discussed in Sections 9.3
and 9.4 of the Design Manual., or
(4) Application of a combination of 1, 2 and 3 above that provide a
weighted average of at least two of the above methods. Application
of this method shall be in accordance with the criteria in Section
9.2.1(B) (IV) of the Design Manual.
If there is an existing post-construction stormwater management
practice located on the site that captures and treats runoff from the
impervious area that is being disturbed, the WQv treatment option
selected must, at a minimum, provide treatment equal to the treatment
that was being provided by the existing practice(s) if that treatment is
greater than the treatment required by options 1 —4 above.
(ii) Channel Protection Volume (Cpv): Not required if there are no
changes to hydrology that increase the discharge rate from the project
site.
(iii) Overbank Flood Control Criteria (Qp): Not required if there are no
changes to hydrology that increase the discharge rate from the project
site.
(iv) Extreme Flood Control Criteria (Qf): Not required if there are no
changes to hydrology that increase the discharge rate from the project
site
7
(Part I.C.2.d)
d. Sizing Criteria for Combination of Redevelopment Activity and New
Development
Construction projects that include both New Development and Redevelopment
Activity shall provide post-construction stormwater management controls that
meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part
I.C.2.a. or b. of this permit for the New Development portion of the project and
Part I.C.2.c of this permit for Redevelopment Activity portion of the project.
D. Maintaining Water Quality
The Department expects that compliance with the conditions of this permit will control
discharges necessary to meet applicable water quality standards. It shall be a violation
of the ECL for any discharge to either cause or contribute to a violation of water quality
standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of
Codes, Rules and Regulations of the State of New York, such as:
1. There shall be no increase in turbidity that will cause a substantial visible contrast
to natural conditions;
2. There shall be no increase in suspended, colloidal or settleable solids that will
cause deposition or impair the waters for their best usages; and
3. There shall be no residue from oil and floating substances, nor visible oil film, nor
globules of grease.
If there is evidence indicating that the stormwater discharges authorized by this permit
are causing, have the reasonable potential to cause, or are contributing to a violation of
the water quality standards; the owner or operator must take appropriate corrective
action in accordance with Part IV.C.5. of this general permit and document in
accordance with Part IV.C.4. of this general permit. To address the water quality
standard violation the owner or operator may need to provide additional information,
include and implement appropriate controls in the SWPPP to correct the problem, or
obtain an individual SPDES permit.
If there is evidence indicating that despite compliance with the terms and conditions of
this general permit it is demonstrated that the stormwater discharges authorized by this
permit are causing or contributing to a violation of water quality standards, or if the
Department determines that a modification of the permit is necessary to prevent a
violation of water quality standards, the authorized discharges will no longer be eligible
for coverage under this permit. The Department may require the owner or operator to
obtain an individual SPDES permit to continue discharging.
8
(Part I.E)
E. Eligibility Under This General Permit
1. This permit may authorize all discharges of stormwater from construction
activity to surface waters of the State and groundwaters except for ineligible
discharges identified under subparagraph F. of this Part.
2. Except for non-stormwater discharges explicitly listed in the next paragraph,
this permit only authorizes stormwater discharges; including stormwater runoff,
snowmelt runoff, and surface runoff and drainage, from construction activities.
3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater
discharges are authorized by this permit: those listed in 6 NYCRR 750-
1.2(a)(29)(vi), with the following exception: "Discharges from firefighting
activities are authorized only when the firefighting activities are
emergencies/unplanned"; waters to which other components have not been
added that are used to control dust in accordance with the SWPPP; and
uncontaminated discharges from construction site de-watering operations. All
non-stormwater discharges must be identified in the SWPPP. Under all
circumstances, the owner or operator must still comply with water quality
standards in Part I.D of this permit.
4. The owner or operator must maintain permit eligibility to discharge under this
permit. Any discharges that are not compliant with the eligibility conditions of
this permit are not authorized by the permit and the owner or operator must
either apply for a separate permit to cover those ineligible discharges or take
steps necessary to make the discharge eligible for coverage.
F. Activities Which Are Ineligible for Coverage Under This General Permit
All of the following are not authorized by this permit:
1. Discharges after construction activities have been completed and the site has
undergone �nal stabilization;
2. Discharges that are mixed with sources of non-stormwater other than those
expressly authorized under subsection E.3. of this Part and identified in the
SWPPP required by this permit;
3. Discharges that are required to obtain an individual SPDES permit or another
SPDES general permit pursuant to Part VII.K. of this permit;
4. Construction activities or discharges from construction activities that may
adversely affect an endangered or threatened species unless the owner or
9
(Part I.F.4)
operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the
project or the Department has issued a letter of non jurisdiction for the project.
All documentation necessary to demonstrate eligibility shall be maintained on
site in accordance with Part II.D.2 of this permit;
5. Discharges which either cause or contribute to a violation of water quality
standards adopted pursuant to the ECL and its accompanying regulations;
6. Construction activities for residential, commercial and institutional projects:
a. Where the discharges from the construction activities are tributary to waters
of the state classified as AA or AA-s; and
b. Which are undertaken on land with no existing impervious cover, and
c. Which disturb one (1) or more acres of land designated on the current
United States Department of Agriculture ("USDA") Soil Survey as Soil
Slope Phase "D", (provided the map unit name is inclusive of slopes greater
than 25%), or Soil Slope Phase "E" or"F" (regardless of the map unit
name), or a combination of the three designations.
7. Construction activities for linear transportation projects and linear utility
projects:
a. Where the discharges from the construction activities are tributary to waters
of the state classified as AA or AA-s; and
b. Which are undertaken on land with no existing impervious cover, and
c. Which disturb two (2) or more acres of land designated on the current USDA
Soil Survey as Soil Slope Phase "D" (provided the map unit name is inclusive of
slopes greater than 25%), or Soil Slope Phase "E" or"F" (regardless of the map
unit name), or a combination of the three designations.
10
(Part I.F.8)
8. Construction activities that have the potential to affect an historic property,
unless there is documentation that such impacts have been resolved. The
following documentation necessary to demonstrate eligibility with this
requirement shall be maintained on site in accordance with Part II.D.2 of this
permit and made available to the Department in accordance with Part VII.F of
this permit:
a. Documentation that the construction activity is not within an archeologically
sensitive area indicated on the sensitivity map, and that the construction
activity is not located on or immediately adjacent to a property listed or
determined to be eligible for listing on the National or State Registers of
Historic Places, and that there is no new permanent building on the
construction site within the following distances from a building, structure, or
object that is more than 50 years old, or if there is such a new permanent
building on the construction site within those parameters that NYS Office of
Parks, Recreation and Historic Preservation (OPRHP), a Historic
Preservation Commission of a Certified Local Government, or a qualified
preservation professional has determined that the building, structure, or
object more than 50 years old is not historically/archeologically significant.
■ 1-5 acres of disturbance - 20 feet
■ 5-20 acres of disturbance - 50 feet
■ 20+ acres of disturbance - 100 feet, or
b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency
Historic Preservation Officer (APO), and
(i) the State Environmental Quality Review (SEQR) Environmental
Assessment Form (EAF) with a negative declaration or the Findings
Statement, with documentation of OPRHP's agreement with the
resolution; or
(ii) documentation from OPRHP that the construction activity will result in
No Impact; or
(iii) documentation from OPRHP providing a determination of No Adverse
Impact; or
(iv) a Letter of Resolution signed by the owner/operator, OPRHP and the
DEC APO which allows for this construction activity to be eligible for
coverage under the general permit in terms of the State Historic
Preservation Act (SHPA); or
c. Documentation of satisfactory compliance with Section 106 of the National
Historic Preservation Act for a coterminous project area:
11
(Part I.F.8.c)
(i) No Affect
(ii) No Adverse Affect
(iii) Executed Memorandum of Agreement, or
d. Documentation that:
(i) SHPA Section 14.09 has been completed by NYS DEC or another state
agency.
9. Discharges from construction activities that are subject to an existing SPDES
individual or general permit where a SPDES permit for construction activity has
been terminated or denied; or where the owner or operator has failed to renew
an expired individual permit.
Part II. PERMIT COVERAGE
A. How to Obtain Coverage
1. An owner or operator of a construction activity that is not subject to the
requirements of a regulated, traditional land use control MS4 must first prepare
a SWPPP in accordance with all applicable requirements of this permit and
then submit a completed Notice of Intent (NOI) to the Department to be
authorized to discharge under this permit.
2. An owner or operator of a construction activity that is subject to the
requirements of a regulated, traditional land use control MS4 must first prepare
a SWPPP in accordance with all applicable requirements of this permit and
then have the SWPPP reviewed and accepted by the regulated, traditional land
use control MS4 prior to submitting the NOI to the Department. The owner or
operator shall have the "MS4 SWPPP Acceptance" form signed in accordance
with Part VII.H., and then submit that form along with a completed NOI to the
Department.
3. The requirement for an owner or operator to have its SWPPP reviewed and
accepted by the regulated, traditional land use control MS4 prior to submitting
the NOI to the Department does not apply to an owner or operator that is
obtaining permit coverage in accordance with the requirements in Part II.F.
(Change of Owner or Operator) or where the owner or operator of the
construction activity is the regulated, traditional land use control MS4 . This
exemption does not apply to construction activities subject to the New York City
Administrative Code.
12
(Part II.B)
B. Notice of Intent (NOI) Submittal
1. Prior to December 21, 2020, an owner or operator shall use either the
electronic (eN01) or paper version of the NOI that the Department prepared.
Both versions of the NOI are located on the Department's website
(http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in
accordance with Part VII.H. of this permit and submitted to the following
address:
NOTICE OF INTENT
NYS DEC, Bureau of Water Permits
625 Broadway, 4th Floor
Albany, New York 12233-3505
2. Beginning December 21, 2020 and in accordance with EPA's 2015 NPDES
Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit
the NOI electronically using the Department's online NOI.
3. The owner or operator shall have the SWPPP preparer sign the "SWPPP
Preparer Certification" statement on the NOI prior to submitting the form to the
Department.
4. As of the date the NOI is submitted to the Department, the owner or operator
shall make the NOI and SWPPP available for review and copying in accordance
with the requirements in Part VII.F. of this permit.
C. Permit Authorization
1. An owner or operator shall not commence construction activity until their
authorization to discharge under this permit goes into effect.
2. Authorization to discharge under this permit will be effective when the owner or
operator has satisfied all of the following criteria:
a. project review pursuant to the State Environmental Quality Review Act
("SEQRA") have been satisfied, when SEQRA is applicable. See the
Department's website (http://www.dec.nv.qov/) for more information,
b. where required, all necessary Department permits subject to the Uniform
Procedures Act ("UPA') (see 6 NYCRR Part 621), or the equivalent from
another New York State agency, have been obtained, unless otherwise
notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or
operators of construction activities that are required to obtain UPA permits
13
(Part II.C.2.b)
must submit a preliminary SWPPP to the appropriate DEC Permit
Administrator at the Regional Office listed in Appendix F at the time all other
necessary UPA permit applications are submitted. The preliminary SWPPP
must include sufficient information to demonstrate that the construction
activity qualifies for authorization under this permit,
c. the final SWPPP has been prepared, and
d. a complete NOI has been submitted to the Department in accordance with
the requirements of this permit.
3. An owner or operator that has satisfied the requirements of Part II.C.2 above
will be authorized to discharge stormwater from their construction activity in
accordance with the following schedule:
a. For construction activities that are not subject to the requirements of a
regulated, traditional land use control MS4:
(i) Five (5) business days from the date the Department receives a
complete electronic version of the NOI (eN01) for construction activities
with a SWPPP that has been prepared in conformance with the design
criteria in the technical standard referenced in Part III.B.1 and the
performance criteria in the technical standard referenced in Parts III.B.,
2 or 3, for construction activities that require post-construction
stormwater management practices pursuant to Part III.C.; or
(ii) Sixty (60) business days from the date the Department receives a
complete NOI (electronic or paper version) for construction activities
with a SWPPP that has not been prepared in conformance with the
design criteria in technical standard referenced in Part III.B.1. or, for
construction activities that require post-construction stormwater
management practices pursuant to Part III.C., the performance criteria
in the technical standard referenced in Parts III.B., 2 or 3, or;
(iii) Ten (10) business days from the date the Department receives a
complete paper version of the NOI for construction activities with a
SWPPP that has been prepared in conformance with the design
criteria in the technical standard referenced in Part III.B.1 and the
performance criteria in the technical standard referenced in Parts III.B.,
2 or 3, for construction activities that require post-construction
stormwater management practices pursuant to Part III.C.
14
(Part II.C.3.b)
b. For construction activities that are subject to the requirements of a
regulated, traditional land use control MS4:
(i) Five (5) business days from the date the Department receives both a
complete electronic version of the NOI (eN01) and signed "MS4
SWPPP Acceptance" form, or
(ii) Ten (10) business days from the date the Department receives both a
complete paper version of the NOI and signed "MS4 SWPPP
Acceptance" form.
4. Coverage under this permit authorizes stormwater discharges from only those
areas of disturbance that are identified in the NOI. If an owner or operator
wishes to have stormwater discharges from future or additional areas of
disturbance authorized, they must submit a new NOI that addresses that phase
of the development, unless otherwise notified by the Department. The owner or
operator shall not commence construction activity on the future or additional
areas until their authorization to discharge under this permit goes into effect in
accordance with Part II.C. of this permit.
D. General Requirements For Owners or Operators With Permit Coverage
1. The owner or operator shall ensure that the provisions of the SWPPP are
implemented from the commencement of construction activity until all areas of
disturbance have achieved final stabilization and the Notice of Termination
("NOT") has been submitted to the Department in accordance with Part V. of
this permit. This includes any changes made to the SWPPP pursuant to Part
III.A.4. of this permit.
2. The owner or operator shall maintain a copy of the General Permit (GP-0-20-
001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance
form, inspection reports, responsible contractor's or subcontractor's certification
statement (see Part III.A.6.), and all documentation necessary to demonstrate
eligibility with this permit at the construction site until all disturbed areas have
achieved �nal stabilization and the NOT has been submitted to the Department.
The documents must be maintained in a secure location, such as a job trailer,
on-site construction office, or mailbox with lock. The secure location must be
accessible during normal business hours to an individual performing a
compliance inspection.
3. The owner or operator of a construction activity shall not disturb greater than
five (5) acres of soil at any one time without prior written authorization from the
Department or, in areas under the jurisdiction of a regulated, traditional land
15
(Part II.D.3)
use control MS4, the regulated, traditional land use control MS4 (provided the
regulated, traditional land use control MS4 is not the owner or operator of the
construction activity). At a minimum, the owner or operator must comply with
the following requirements in order to be authorized to disturb greater than five
(5) acres of soil at any one time:
a. The owner or operator shall have a qualified inspector conduct at least two
(2) site inspections in accordance with Part IV.C. of this permit every seven
(7) calendar days, for as long as greater than five (5) acres of soil remain
disturbed. The two (2) inspections shall be separated by a minimum of two
(2) full calendar days.
b. In areas where soil disturbance activity has temporarily or permanently
ceased, the application of soil stabilization measures must be initiated by
the end of the next business day and completed within seven (7) days from
the date the current soil disturbance activity ceased. The soil stabilization
measures selected shall be in conformance with the technical standard,
New York State Standards and Specifications for Erosion and Sediment
Control, dated November 2016.
c. The owner or operator shall prepare a phasing plan that defines maximum
disturbed area per phase and shows required cuts and fills.
d. The owner or operator shall install any additional site-specific practices
needed to protect water quality.
e. The owner or operator shall include the requirements above in their
SWPPP.
4. In accordance with statute, regulations, and the terms and conditions of this
permit, the Department may suspend or revoke an owner's or operator's
coverage under this permit at any time if the Department determines that the
SWPPP does not meet the permit requirements or consistent with Part VII.K..
5. Upon a finding of significant non-compliance with the practices described in the
SWPPP or violation of this permit, the Department may order an immediate
stop to all activity at the site until the non-compliance is remedied. The stop
work order shall be in writing, describe the non-compliance in detail, and be
sent to the owner or operator.
6. For construction activities that are subject to the requirements of a regulated,
traditional land use control MS4, the owner or operator shall notify the
16
(Part II.D.6)
regulated, traditional land use control MS4 in writing of any planned
amendments or modifications to the post-construction stormwater management
practice component of the SWPPP required by Part III.A. 4. and 5. of this
permit. Unless otherwise notified by the regulated, traditional land use control
MS4, the owner or operator shall have the SWPPP amendments or
modifications reviewed and accepted by the regulated, traditional land use
control MS4 prior to commencing construction of the post-construction
stormwater management practice.
E. Permit Coverage for Discharges Authorized Under GP-0-15-002
1. Upon renewal of SPDES General Permit for Stormwater Discharges from
Construction Activity(Permit No. GP-0-15-002), an owner or operator of a
construction activity with coverage under GP-0-15-002, as of the effective date
of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20-
001, unless otherwise notified by the Department.
An owner or operator may continue to implement the technical/design
components of the post-construction stormwater management controls
provided that such design was done in conformance with the technical
standards in place at the time of initial project authorization. However, they
must comply with the other, non-design provisions of GP-0-20-001.
F. Change of Owner or Operator
1. When property ownership changes or when there is a change in operational
control over the construction plans and specifications, the original owner or
operator must notify the new owner or operator, in writinq, of the requirement to
obtain permit coverage by submitting a NOI with the Department. For
construction activities subject to the requirements of a regulated, traditional
land use control MS4, the original owner or operator must also notify the MS4,
in writing, of the change in ownership at least 30 calendar days prior to the
change in ownership.
2. Once the new owner or operator obtains permit coverage, the original owner or
operator shall then submit a completed NOT with the name and permit
identification number of the new owner or operator to the Department at the
address in Part II.B.1. of this permit. If the original owner or operator maintains
ownership of a portion of the construction activity and will disturb soil, they must
maintain their coverage under the permit.
3. Permit coverage for the new owner or operator will be effective as of the date
the Department receives a complete NOI, provided the original owner or
17
(Part II.F.3)
operator was not subject to a sixty (60) business day authorization period that
has not expired as of the date the Department receives the NOI from the new
owner or operator.
Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
A. General SWPPP Requirements
1. A SWPPP shall be prepared and implemented by the owner or operator of
each construction activity covered by this permit. The SWPPP must document
the selection, design, installation, implementation and maintenance of the
control measures and practices that will be used to meet the effluent limitations
in Part I.B. of this permit and where applicable, the post-construction
stormwater management practice requirements in Part I.C. of this permit. The
SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be
submitted to the Department prior to the commencement of construction
activity. A copy of the completed, final NOI shall be included in the SWPPP.
2. The SWPPP shall describe the erosion and sediment control practices and
where required, post-construction stormwater management practices that will
be used and/or constructed to reduce the pollutants in stormwater discharges
and to assure compliance with the terms and conditions of this permit. In
addition, the SWPPP shall identify potential sources of pollution which may
reasonably be expected to affect the quality of stormwater discharges.
3. All SWPPPs that require the post-construction stormwater management
practice component shall be prepared by a qualified professional that is
knowledgeable in the principles and practices of stormwater management and
treatment.
4. The owner or operator must keep the SWPPP current so that it at all times
accurately documents the erosion and sediment controls practices that are
being used or will be used during construction, and all post-construction
stormwater management practices that will be constructed on the site. At a
minimum, the owner or operator shall amend the SWPPP, including
construction drawings:
a. whenever the current provisions prove to be ineffective in minimizing
pollutants in stormwater discharges from the site;
18
(Part III.A.4.b)
b. whenever there is a change in design, construction, or operation at the
construction site that has or could have an effect on the discharge of
pollutants;
c. to address issues or deficiencies identified during an inspection by the
qualified inspector, the Department or other regulatory authority; and
d. to document the final construction conditions.
5. The Department may notify the owner or operator at any time that the SWPPP
does not meet one or more of the minimum requirements of this permit. The
notification shall be in writing and identify the provisions of the SWPPP that
require modification. Within fourteen (14) calendar days of such notification, or
as otherwise indicated by the Department, the owner or operator shall make
the required changes to the SWPPP and submit written notification to the
Department that the changes have been made. If the owner or operator does
not respond to the Department's comments in the specified time frame, the
Department may suspend the owner's or operator's coverage under this permit
or require the owner or operator to obtain coverage under an individual SPDES
permit in accordance with Part II.D.4. of this permit.
6. Prior to the commencement of construction activity, the owner or operator must
identify the contractor(s) and subcontractor(s) that will be responsible for
installing, constructing, repairing, replacing, inspecting and maintaining the
erosion and sediment control practices included in the SWPPP; and the
contractor(s) and subcontractor(s) that will be responsible for constructing the
post-construction stormwater management practices included in the SWPPP.
The owner or operator shall have each of the contractors and subcontractors
identify at least one person from their company that will be responsible for
implementation of the SWPPP. This person shall be known as the trained
contractor. The owner or operator shall ensure that at least one trained
contractor is on site on a daily basis when soil disturbance activities are being
performed.
The owner or operator shall have each of the contractors and subcontractors
identified above sign a copy of the following certification statement below
before they commence any construction activity:
"I hereby certify under penalty of law that I understand and agree to comply
with the terms and conditions of the SWPPP and agree to implement any
corrective actions identified by the qualified inspector during a site
inspection. I also understand that the owner or operator must comply with
19
(Part III.A.6)
the terms and conditions of the most current version of the New York State
Pollutant Discharge Elimination System ("SPDES") general permit for
stormwater discharges from construction activities and that it is unlawful for
any person to cause or contribute to a violation of water quality standards.
Furthermore, I am aware that there are significant penalties for submitting
false information, that I do not believe to be true, including the possibility of
fine and imprisonment for knowing violations"
In addition to providing the certification statement above, the certification page
must also identify the specific elements of the SWPPP that each contractor and
subcontractor will be responsible for and include the name and title of the
person providing the signature; the name and title of the trained contractor
responsible for SWPPP implementation; the name, address and telephone
number of the contracting firm; the address (or other identifying description) of
the site; and the date the certification statement is signed. The owner or
operator shall attach the certification statement(s) to the copy of the SWPPP
that is maintained at the construction site. If new or additional contractors are
hired to implement measures identified in the SWPPP after construction has
commenced, they must also sign the certification statement and provide the
information listed above.
7. For projects where the Department requests a copy of the SWPPP or
inspection reports, the owner or operator shall submit the documents in both
electronic (PDF only) and paper format within five (5) business days, unless
otherwise notified by the Department.
B. Required SWPPP Contents
1. Erosion and sediment control component -All SWPPPs prepared pursuant to
this permit shall include erosion and sediment control practices designed in
conformance with the technical standard, New York State Standards and
Specifications for Erosion and Sediment Control, dated November 2016. Where
erosion and sediment control practices are not designed in conformance with
the design criteria included in the technical standard, the owner or operator
must demonstrate equivalence to the technical standard. At a minimum, the
erosion and sediment control component of the SWPPP shall include the
following:
a. Background information about the scope of the project, including the
location, type and size of project
20
(Part III.B.1.b)
b. A site map/construction drawing(s) for the project, including a general
location map. At a minimum, the site map shall show the total site area; all
improvements; areas of disturbance; areas that will not be disturbed;
existing vegetation; on-site and adjacent off-site surface water(s);
floodplain/floodway boundaries; wetlands and drainage patterns that could
be affected by the construction activity; existing and final contours ;
locations of different soil types with boundaries; material, waste, borrow or
equipment storage areas located on adjacent properties; and location(s) of
the stormwater discharge(s);
c. A description of the soil(s) present at the site, including an identification of
the Hydrologic Soil Group (HSG);
d. A construction phasing plan and sequence of operations describing the
intended order of construction activities, including clearing and grubbing,
excavation and grading, utility and infrastructure installation and any other
activity at the site that results in soil disturbance;
e. A description of the minimum erosion and sediment control practices to be
installed or implemented for each construction activity that will result in soil
disturbance. Include a schedule that identifies the timing of initial placement
or implementation of each erosion and sediment control practice and the
minimum time frames that each practice should remain in place or be
implemented;
f. A temporary and permanent soil stabilization plan that meets the
requirements of this general permit and the technical standard, New York
State Standards and Specifications for Erosion and Sediment Control, dated
November 2016, for each stage of the project, including initial land clearing
and grubbing to project completion and achievement of final stabilization;
g. A site map/construction drawing(s) showing the specific location(s), size(s),
and length(s) of each erosion and sediment control practice;
h. The dimensions, material specifications, installation details, and operation
and maintenance requirements for all erosion and sediment control
practices. Include the location and sizing of any temporary sediment basins
and structural practices that will be used to divert flows from exposed soils;
i. A maintenance inspection schedule for the contractor(s) identified in Part
III.A.6. of this permit, to ensure continuous and effective operation of the
erosion and sediment control practices. The maintenance inspection
21
(Part III.B.1.i)
schedule shall be in accordance with the requirements in the technical
standard, New York State Standards and Specifications for Erosion and
Sediment Control, dated November 2016;
j. A description of the pollution prevention measures that will be used to
control litter, construction chemicals and construction debris from becoming
a pollutant source in the stormwater discharges;
k. A description and location of any stormwater discharges associated with
industrial activity other than construction at the site, including, but not limited
to, stormwater discharges from asphalt plants and concrete plants located
on the construction site; and
I. Identification of any elements of the design that are not in conformance with
the design criteria in the technical standard, New York State Standards and
Specifications for Erosion and Sediment Control, dated November 2016.
Include the reason for the deviation or alternative design and provide
information which demonstrates that the deviation or alternative design is
equivalent to the technical standard.
2. Post-construction stormwater management practice component —The owner or
operator of any construction project identified in Table 2 of Appendix B as
needing post-construction stormwater management practices shall prepare a
SWPPP that includes practices designed in conformance with the applicable
sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria
in the technical standard, New York State Stormwater Management Design
Manual dated January 2015
Where post-construction stormwater management practices are not designed
in conformance with the performance criteria in the technical standard, the
owner or operator must include in the SWPPP the reason(s)for the deviation or
alternative design and provide information which demonstrates that the
deviation or alternative design is equivalent to the technical standard.
The post-construction stormwater management practice component of the
SWPPP shall include the following:
a. Identification of all post-construction stormwater management practices to
be constructed as part of the project. Include the dimensions, material
specifications and installation details for each post-construction stormwater
management practice;
22
(Part III.B.2.b)
b. A site map/construction drawing(s) showing the specific location and size of
each post-construction stormwater management practice;
c. A Stormwater Modeling and Analysis Report that includes:
(i) Map(s) showing pre-development conditions, including
watershed/subcatchments boundaries, flow paths/routing, and design
points;
(ii) Map(s) showing post-development conditions, including
watershed/subcatchments boundaries, flow paths/routing, design
points and post-construction stormwater management practices;
(iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis)
for the required storm events. Include supporting calculations (model
runs), methodology, and a summary table that compares pre and post-
development runoff rates and volumes for the different storm events;
(iv) Summary table, with supporting calculations, which demonstrates that
each post-construction stormwater management practice has been
designed in conformance with the sizing criteria included in the Design
Manual;
(v) Identification of any sizing criteria that is not required based on the
requirements included in Part I.C. of this permit; and
(vi) Identification of any elements of the design that are not in conformance
with the performance criteria in the Design Manual. Include the
reason(s)for the deviation or alternative design and provide
information which demonstrates that the deviation or alternative design
is equivalent to the Design Manual;
d. Soil testing results and locations (test pits, borings);
e. Infiltration test results, when required; and
f. An operations and maintenance plan that includes inspection and
maintenance schedules and actions to ensure continuous and effective
operation of each post-construction stormwater management practice. The
plan shall identify the entity that will be responsible for the long term
operation and maintenance of each practice.
23
(Part III.B.3)
3. Enhanced Phosphorus Removal Standards -All construction projects identified
in Table 2 of Appendix B that are located in the watersheds identified in
Appendix C shall prepare a SWPPP that includes post-construction stormwater
management practices designed in conformance with the applicable sizing
criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria,
Enhanced Phosphorus Removal Standards included in the Design Manual. At a
minimum, the post-construction stormwater management practice component
of the SWPPP shall include items 2.a - 2.f. above.
C. Required SWPPP Components by Project Type
Unless otherwise notified by the Department, owners or operators of construction
activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only
includes erosion and sediment control practices designed in conformance with Part
III.B.1 of this permit. Owners oroperators of the construction activities identified in Table
2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater
management practices designed in conformance with Part III.B.2 or 3 of this permit.
Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS
A. General Construction Site Inspection and Maintenance Requirements
1. The owner or operator must ensure that all erosion and sediment control
practices (including pollution prevention measures) and all post-construction
stormwater management practices identified in the SWPPP are inspected and
maintained in accordance with Part IV.B. and C. of this permit.
2. The terms of this permit shall not be construed to prohibit the State of New
York from exercising any authority pursuant to the ECL, common law or federal
law, or prohibit New York State from taking any measures, whether civil or
criminal, to prevent violations of the laws of the State of New York or protect
the public health and safety and/or the environment.
B. Contractor Maintenance Inspection Requirements
1. The owner or operator of each construction activity identified in Tables 1 and 2
of Appendix B shall have a trained contractor inspect the erosion and sediment
control practices and pollution prevention measures being implemented within
the active work area daily to ensure that they are being maintained in effective
operating condition at all times. If deficiencies are identified, the contractor shall
24
(Part IV.B.1)
begin implementing corrective actions within one business day and shall
complete the corrective actions in a reasonable time frame.
2. For construction sites where soil disturbance activities have been temporarily
suspended (e.g. winter shutdown) and temporary stabilization measures have
been applied to all disturbed areas, the trained contractor can stop conducting
the maintenance inspections. The trained contractor shall begin conducting the
maintenance inspections in accordance with Part IV.B.1. of this permit as soon
as soil disturbance activities resume.
3. For construction sites where soil disturbance activities have been shut down
with partial project completion, the trained contractor can stop conducting the
maintenance inspections if all areas disturbed as of the project shutdown date
have achieved final stabilization and all post-construction stormwater
management practices required for the completed portion of the project have
been constructed in conformance with the SWPPP and are operational.
C. Qualified Inspector Inspection Requirements
The owner or operator shall have a qualified inspector conduct site inspections in
conformance with the following requirements:
[Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot
conduct the qualified inspectorsite inspections unless they meet the qualified inspector
qualifications included in Appendix A. In order to perform these inspections, the trained
contractor would have to be a:
■ licensed Professional Engineer,
■ Certified Professional in Erosion and Sediment Control (CPESC),
■ New York State Erosion and Sediment Control Certificate Program holder
■ Registered Landscape Architect, or
■ someone working under the direct supervision of, and at the same company as,
the licensed Professional Engineer or Registered Landscape Architect, provided
they have received four (4) hours of Department endorsed training in proper
erosion and sediment control principles from a Soil and Water Conservation
District, or other Department endorsed entity].
1. A qualified inspector shall conduct site inspections for all construction activities
identified in Tables 1 and 2 of Appendix B, with the exception of:
a. the construction of a single family residential subdivision with 25% or less
impervious cover at total site build-out that involves a soil disturbance of
one (1) or more acres of land but less than five (5) acres and is not located
25
(Part IV.C.1.a)
in one of the watersheds listed in Appendix C and not directly discharging to
one of the 303(d) segments listed in Appendix E;
b. the construction of a single family home that involves a soil disturbance of
one (1) or more acres of land but less than five (5) acres and is not located
in one of the watersheds listed in Appendix C and not directly discharging to
one of the 303(d) segments listed in Appendix E;
c. construction on agricultural property that involves a soil disturbance of one
(1) or more acres of land but less than five (5) acres; and
d. construction activities located in the watersheds identified in Appendix D
that involve soil disturbances between five thousand (5,000) square feet
and one (1) acre of land.
2. Unless otherwise notified by the Department, the qualified inspector shall
conduct site inspections in accordance with the following timetable:
a. For construction sites where soil disturbance activities are on-going, the
qualified inspector shall conduct a site inspection at least once every seven
(7) calendar days.
b. For construction sites where soil disturbance activities are on-going and the
owner or operator has received authorization in accordance with Part I I.D.3
to disturb greater than five (5) acres of soil at any one time, the qualified
inspector shall conduct at least two (2) site inspections every seven (7)
calendar days. The two (2) inspections shall be separated by a minimum of
two (2) full calendar days.
c. For construction sites where soil disturbance activities have been
temporarily suspended (e.g. winter shutdown) and temporary stabilization
measures have been applied to all disturbed areas, the qualified inspector
shall conduct a site inspection at least once every thirty (30) calendar days.
The owner or operator shall notify the DOW Water (SPDES) Program
contact at the Regional Office (see contact information in Appendix F) or, in
areas under the jurisdiction of a regulated, traditional land use control MS4,
the regulated, traditional land use control MS4 (provided the regulated,
traditional land use control MS4 is not the owner or operator of the
construction activity) in writing prior to reducing the frequency of
inspections.
26
(Part IV.C.2.d)
d. For construction sites where soil disturbance activities have been shut down
with partial project completion, the qualified inspector can stop conducting
inspections if all areas disturbed as of the project shutdown date have
achieved �nal stabilization and all post-construction stormwater
management practices required for the completed portion of the project
have been constructed in conformance with the SWPPP and are
operational. The owner or operator shall notify the DOW Water (SPDES)
Program contact at the Regional Office (see contact information in Appendix
F) or, in areas under the jurisdiction of a regulated, traditional land use
control MS4, the regulated, traditional land use control MS4 (provided the
regulated, traditional land use control MS4 is not the owner or operator of
the construction activity) in writing prior to the shutdown. If soil disturbance
activities are not resumed within 2 years from the date of shutdown, the
owner or operator shall have the qualified inspector perform a final
inspection and certify that all disturbed areas have achieved final
stabilization, and all temporary, structural erosion and sediment control
measures have been removed; and that all post-construction stormwater
management practices have been constructed in conformance with the
SWPPP by signing the "Final Stabilization" and "Post-Construction
Stormwater Management Practice" certification statements on the NOT. The
owner or operator shall then submit the completed NOT form to the address
in Part II.B.1 of this permit.
e. For construction sites that directly discharge to one of the 303(d) segments
listed in Appendix E or is located in one of the watersheds listed in
Appendix C, the qualified inspector shall conduct at least two (2) site
inspections every seven (7) calendar days. The two (2) inspections shall be
separated by a minimum of two (2) full calendar days.
3. At a minimum, the qualified inspector shall inspect all erosion and sediment
control practices and pollution prevention measures to ensure integrity and
effectiveness, all post-construction stormwater management practices under
construction to ensure that they are constructed in conformance with the
SWPPP, all areas of disturbance that have not achieved final stabilization, all
points of discharge to natural surface waterbodies located within, or
immediately adjacent to, the property boundaries of the construction site, and
all points of discharge from the construction site.
4. The qualified inspector shall prepare an inspection report subsequent to each
and every inspection. At a minimum, the inspection report shall include and/or
address the following:
27
(Part IV.C.4.a)
a. Date and time of inspection;
b. Name and title of person(s) performing inspection;
c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at
the time of the inspection;
d. A description of the condition of the runoff at all points of discharge from the
construction site. This shall include identification of any discharges of
sediment from the construction site. Include discharges from conveyance
systems (i.e. pipes, culverts, ditches, etc.) and overland flow;
e. A description of the condition of all natural surface waterbodies located
within, or immediately adjacent to, the property boundaries of the
construction site which receive runoff from disturbed areas. This shall
include identification of any discharges of sediment to the surface
waterbody;
f. Identification of all erosion and sediment control practices and pollution
prevention measures that need repair or maintenance;
g. Identification of all erosion and sediment control practices and pollution
prevention measures that were not installed properly or are not functioning
as designed and need to be reinstalled or replaced;
h. Description and sketch of areas with active soil disturbance activity, areas
that have been disturbed but are inactive at the time of the inspection, and
areas that have been stabilized (temporary and/or final) since the last
inspection;
i. Current phase of construction of all post-construction stormwater
management practices and identification of all construction that is not in
conformance with the SWPPP and technical standards;
j. Corrective action(s) that must be taken to install, repair, replace or maintain
erosion and sediment control practices and pollution prevention measures;
and to correct deficiencies identified with the construction of the post-
construction stormwater management practice(s);
k. Identification and status of all corrective actions that were required by
previous inspection; and
28
(Part IV.C.4.1)
I. Digital photographs, with date stamp, that clearly show the condition of all
practices that have been identified as needing corrective actions. The
qualified inspector shall attach paper color copies of the digital photographs
to the inspection report being maintained onsite within seven (7) calendar
days of the date of the inspection. The qualified inspector shall also take
digital photographs, with date stamp, that clearly show the condition of the
practice(s) after the corrective action has been completed. The qualified
inspector shall attach paper color copies of the digital photographs to the
inspection report that documents the completion of the corrective action
work within seven (7) calendar days of that inspection.
5. Within one business day of the completion of an inspection, the qualified
inspector shall notify the owner or operator and appropriate contractor or
subcontractor identified in Part III.A.6. of this permit of any corrective actions
that need to be taken. The contractor or subcontractor shall begin implementing
the corrective actions within one business day of this notification and shall
complete the corrective actions in a reasonable time frame.
6. All inspection reports shall be signed by the qualified inspector. Pursuant to
Part II.D.2. of this permit, the inspection reports shall be maintained on site with
the SWPPP.
Part V. TERMINATION OF PERMIT COVERAGE
A. Termination of Permit Coverage
1. An owner or operator that is eligible to terminate coverage under this permit
must submit a completed NOT form to the address in Part II.B.1 of this permit.
The NOT form shall be one which is associated with this permit, signed in
accordance with Part VII.H of this permit.
2. An owner or operator may terminate coverage when one or more the following
conditions have been met:
a. Total project completion -All construction activity identified in the SWPPP
has been completed; and all areas of disturbance have achieved final
stabilization; and all temporary, structural erosion and sediment control
measures have been removed; and all post-construction stormwater
management practices have been constructed in conformance with the
SWPPP and are operational;
29
(Part V.A.2.b)
b. Planned shutdown with partial project completion -All soil disturbance
activities have ceased; and all areas disturbed as of the project shutdown
date have achieved final stabilization; and all temporary, structural erosion
and sediment control measures have been removed; and all post-
construction stormwater management practices required for the completed
portion of the project have been constructed in conformance with the
SWPPP and are operational;
c. A new owner or operator has obtained coverage under this permit in
accordance with Part II.F. of this permit.
d. The owner or operator obtains coverage under an alternative SPDES
general permit or an individual SPDES permit.
3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner
or operator shall have the qualified inspector perform a final site inspection
prior to submitting the NOT. The qualified inspector shall, by signing the "Final
Stabilization" and "Post-Construction Stormwater Management Practice
certification statements on the NOT, certify that all the requirements in Part
V.A.2.a. or b. of this permit have been achieved.
4. For construction activities that are subject to the requirements of a regulated,
traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the
owner or operator shall have the regulated, traditional land use control MS4
sign the "MS4 Acceptance" statement on the NOT in accordance with the
requirements in Part VII.H. of this permit. The regulated, traditional land use
control MS4 official, by signing this statement, has determined that it is
acceptable for the owner or operator to submit the NOT in accordance with the
requirements of this Part. The regulated, traditional land use control MS4 can
make this determination by performing a final site inspection themselves or by
accepting the quali�ed inspector's final site inspection certification(s) required
in Part V.A.3. of this permit.
5. For construction activities that require post-construction stormwater
management practices and meet subdivision 2a. of this Part, the owner or
operator must, prior to submitting the NOT, ensure one of the following:
a. the post-construction stormwater management practice(s) and any right-of-
way(s) needed to maintain such practice(s) have been deeded to the
municipality in which the practice(s) is located,
30
(Part V.A.5.b)
b. an executed maintenance agreement is in place with the municipality that
will maintain the post-construction stormwater management practice(s),
c. for post-construction stormwater management practices that are privately
owned, the owner or operator has a mechanism in place that requires
operation and maintenance of the practice(s) in accordance with the
operation and maintenance plan, such as a deed covenant in the owner or
operator's deed of record,
d. for post-construction stormwater management practices that are owned by
a public or private institution (e.g. school, university, hospital), government
agency or authority, or public utility; the owner or operator has policy and
procedures in place that ensures operation and maintenance of the
practices in accordance with the operation and maintenance plan.
Part VI. REPORTING AND RETENTION RECORDS
A. Record Retention
The owner or operator shall retain a copy of the NOI, NOI
Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection
reports that were prepared in conjunction with this permit for a period of at least five (5)
years from the date that the Department receives a complete NOT submitted in
accordance with Part V. of this general permit.
B. Addresses
With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must
be submitted to the address referenced in Part II.B.1 of this permit), all written
correspondence requested by the Department, including individual permit applications,
shall be sent to the address of the appropriate DOW Water (SPDES) Program contact
at the Regional Office listed in Appendix F.
Part VII. STANDARD PERMIT CONDITIONS
A. Duty to Comply
The owner or operator must comply with all conditions of this permit. All contractors
and subcontractors associated with the project must comply with the terms of the
SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water
31
(Part VII.A)
Act (CWA) and the ECL and is grounds for an enforcement action against the owner or
operator and/or the contractor/subcontractor; permit revocation, suspension or
modification; or denial of a permit renewal application. Upon a finding of significant non-
compliance with this permit or the applicable SWPPP, the Department may order an
immediate stop to all construction activity at the site until the non-compliance is
remedied. The stop work order shall be in writing, shall describe the non-compliance in
detail, and shall be sent to the owner or operator.
If any human remains or archaeological remains are encountered during excavation,
the owner or operator must immediately cease, or cause to cease, all construction
activity in the area of the remains and notify the appropriate Regional Water Engineer
(RWE). Construction activityshall not resume until written permission to do so has been
received from the RWE.
B. Continuation of the Expired General Permit
This permit expires five (5) years from the effective date. If a new general permit is not
issued prior to the expiration of this general permit, an owner or operator with coverage
under this permit may continue to operate and discharge in accordance with the terms
and conditions of this general permit, if it is extended pursuant to the State
Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is
issued.
C. Enforcement
Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns
to strictly adhere to any of the permit requirements contained herein shall constitute a
violation of this permit. There are substantial criminal, civil, and administrative penalties
associated with violating the provisions of this permit. Fines of up to $37,500 per day
for each violation and imprisonment for up to fifteen (15) years may be assessed
depending upon the nature and degree of the offense.
D. Need to Halt or Reduce Activity Not a Defense
It shall not be a defense for an owner or operator in an enforcement action that it would
have been necessary to halt or reduce the construction activity in order to maintain
compliance with the conditions of this permit.
32
(Part VII.E)
E. Duty to Mitigate
The owner or operator and its contractors and subcontractors shall take all reasonable
steps to minimize or prevent any discharge in violation of this permit which has a
reasonable likelihood of adversely affecting human health or the environment.
F. Duty to Provide Information
The owner or operator shall furnish to the Department, within a reasonable specified
time period of a written request, all documentation necessary to demonstrate eligibility
and any information to determine compliance with this permit or to determine whether
cause exists for modifying or revoking this permit, or suspending or denying coverage
under this permit, in accordance with the terms and conditions of this permit. The NOI,
SWPPP and inspection reports required by this permit are public documents that the
owneroroperator must make available for review and copying by any person within five
(5) business days of the owner or operator receiving a written request by any such
person to review these documents. Copying of documents will be done at the
requester's expense.
G. Other Information
When the owner or operator becomes aware that they failed to submit any relevant
facts, or submitted incorrect information in the NOI or in any of the documents required
by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the
project changes significantly, the type of post-construction stormwater management
practice(s) changes, there is a reduction in the sizing of the post-construction
stormwater management practice, or there is an increase in the disturbance area or
impervious area), which were not reflected in the original NOI submitted to the
Department, they shall promptly submit such facts or information to the Department
using the contact information in Part II.A. of this permit. Failure of the owner or operator
to correct or supplement any relevant facts within five (5) business days of becoming
aware of the deficiency shall constitute a violation of this permit.
H. Signatory Requirements
1. All NOIs and NOTs shall be signed as follows:
a. For a corporation these forms shall be signed by a responsible corporate
officer. For the purpose of this section, a responsible corporate officer
means:
33
(Part VII.H.1.a)
(i) a president, secretary, treasurer, or vice-president of the corporation in
charge of a principal business function, or any other person who
performs similar policy or decision-making functions for the
corporation; or
(ii) the manager of one or more manufacturing, production or operating
facilities, provided the manager is authorized to make management
decisions which govern the operation of the regulated facility including
having the explicit or implicit duty of making major capital investment
recommendations, and initiating and directing other comprehensive
measures to assure long term environmental compliance with
environmental laws and regulations; the manager can ensure that the
necessary systems are established or actions taken to gather complete
and accurate information for permit application requirements; and
where authority to sign documents has been assigned or delegated to
the manager in accordance with corporate procedures;
b. For a partnership or sole proprietorship these forms shall be signed by a
general partner or the proprietor, respectively; or
c. For a municipality, State, Federal, or other public agency these forms shall
be signed by either a principal executive officer or ranking elected official.
For purposes of this section, a principal executive officer of a Federal
agency includes:
(i) the chief executive officer of the agency, or
(ii) a senior executive officer having responsibility for the overall
operations of a principal geographic unit of the agency (e.g., Regional
Administrators of EPA).
2. The SWPPP and other information requested by the Department shall be
signed by a person described in Part VII.H.1. of this permit or by a duly
authorized representative of that person. A person is a duly authorized
representative only if:
a. The authorization is made in writing by a person described in Part VII.H.1.
of this permit;
b. The authorization specifies either an individual or a position having
responsibility for the overall operation of the regulated facility or activity,
such as the position of plant manager, operator of a well or a well field,
34
(Part VII.H.2.b)
superintendent, position of equivalent responsibility, or an individual or
position having overall responsibility for environmental matters for the
company. (A duly authorized representative may thus be either a named
individual or any individual occupying a named position) and,
c. The written authorization shall include the name, title and signature of the
authorized representative and be attached to the SWPPP.
3. All inspection reports shall be signed by the qualified inspector that performs
the inspection.
4. The MS4 SWPPP Acceptance form shall be signed by the principal executive
officer or ranking elected official from the regulated, traditional land use control
MS4, or by a duly authorized representative of that person.
It shall constitute a permit violation if an incorrect and/or improper signatory
authorizes any required forms, SWPPP and/or inspection reports.
I. Property Rights
The issuance of this permit does not convey any property rights of any sort, nor any
exclusive privileges, nor does it authorize any injury to private property nor any invasion
of personal rights, nor any infringement of Federal, State or local laws or regulations.
Owners or operators must obtain any applicable conveyances, easements, licenses
and/or access to real property prior to commencing construction activity.
J. Severability
The provisions of this permit are severable, and if any provision of this permit, or the
application of any provision of this permit to any circumstance, is held invalid, the
application of such provision to other circumstances, and the remainder of this permit
shall not be affected thereby.
K. Requirement to Obtain Coverage Under an Alternative Permit
1. The Department may require any owner or operator authorized by this permit to
apply for and/or obtain either an individual SPDES permit or another SPDES
general permit. When the Department requires any discharger authorized by a
general permit to apply for an individual SPDES permit, it shall notify the
discharger in writing that a permit application is required. This notice shall
35
(Part VII.K.1)
include a brief statement of the reasons for this decision, an application form,
a statement setting a time frame for the owner or operator to file the
application for an individual SPDES permit, and a deadline, not sooner than
180 days from owner or operator receipt of the notification letter, whereby the
authorization to discharge under this general permit shall be terminated.
Applications must be submitted to the appropriate Permit Administrator at the
Regional Office. The Department may grant additional time upon
demonstration, to the satisfaction of the Department, that additional time to
apply for an alternative authorization is necessary or where the Department
has not provided a permit determination in accordance with Part 621 of this
Title.
2. When an individual SPDES permit is issued to a discharger authorized to
discharge under a general SPDES permit for the same discharge(s), the
general permit authorization for outfalls authorized under the individual
SPDES permit is automatically terminated on the effective date of the
individual permit unless termination is earlier in accordance with 6 NYCRR
Part 750.
L. Proper Operation and Maintenance
The owneroroperatorshall at all times properly operate and maintain all facilities and
systems of treatment and control (and related appurtenances) which are installed or
used by the owneroroperatorto achieve compliance with the conditions of this permit
and with the requirements of the SWPPP.
M. Inspection and Entry
The owner or operator shall allow an authorized representative of the Department,
EPA, applicable county health department, or, in the case of a construction site which
discharges through an MS4, an authorized representative of the MS4 receiving the
discharge, upon the presentation of credentials and other documents as may be
required by law, to:
1. Enter upon the owner's or operator's premises where a regulated facility or
activity is located or conducted or where records must be kept under the
conditions of this permit;
2. Have access to and copy at reasonable times, any records that must be kept
under the conditions of this permit; and
36
(Part VII.M.3)
3. Inspect at reasonable times any facilities or equipment (including monitoring
and control equipment), practices or operations regulated or required by this
permit.
4. Sample or monitor at reasonable times, for purposes of assuring permit
compliance or as otherwise authorized by the Act or ECL, any substances or
parameters at any location.
N. Permit Actions
This permit may, at any time, be modified, suspended, revoked, or renewed by the
Department in accordance with 6 NYCRR Part 621. The filing of a request by the
owner or operatorfor a permit modification, revocation and reissuance, termination, a
notification of planned changes or anticipated noncompliance does not limit, diminish
and/or stay compliance with any terms of this permit.
O. Definitions
Definitions of key terms are included in Appendix A of this permit.
P. Re-Opener Clause
1. If there is evidence indicating potential or realized impacts on water quality
due to any stormwater discharge associated with construction activity covered
by this permit, the owner or operator of such discharge may be required to
obtain an individual permit or alternative general permit in accordance with
Part VII.K. of this permit or the permit may be modified to include different
limitations and/or requirements.
2. Any Department initiated permit modification, suspension or revocation will be
conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6
NYCRR 750-1.20.
Q. Penalties for Falsification of Forms and Reports
In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly
makes any false material statement, representation, or certification in any application,
record, report or other document filed or required to be maintained under this permit,
including reports of compliance or noncompliance shall, upon conviction, be punished
in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State
Penal Law.
37
(Part VII.R)
R. Other Permits
Nothing in this permit relieves the owner or operator from a requirement to obtain any
other permits required by law.
38
APPENDIX A— Acronyms and Definitions
Acronyms
APO —Agency Preservation Officer
BMP — Best Management Practice
CPESC — Certified Professional in Erosion and Sediment Control
Cpv— Channel Protection Volume
CWA— Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et
seq)
DOW — Division of Water
EAF — Environmental Assessment Form
ECL - Environmental Conservation Law
EPA— U. S. Environmental Protection Agency
HSG — Hydrologic Soil Group
MS4 — Municipal Separate Storm Sewer System
NOI — Notice of Intent
NOT— Notice of Termination
NPDES — National Pollutant Discharge Elimination System
OPRHP — Office of Parks, Recreation and Historic Places
Qf— Extreme Flood
Qp — Overbank Flood
RRv— Runoff Reduction Volume
RWE — Regional Water Engineer
SEQR— State Environmental Quality Review
SEQRA - State Environmental Quality Review Act
SHPA— State Historic Preservation Act
SPDES — State Pollutant Discharge Elimination System
SWPPP — Stormwater Pollution Prevention Plan
TMDL —Total Maximum Daily Load
UPA— Uniform Procedures Act
USDA— United States Department of Agriculture
WQv—Water Quality Volume
39
Appendix A
Definitions
All definitions in this section are solelv for the purposes of this permit.
Agricultural Building — a structure designed and constructed to house farm
implements, hay, grain, poultry, livestock or other horticultural products; excluding any
structure designed, constructed or used, in whole or in part, for human habitation, as a
place of employment where agricultural products are processed, treated or packaged,
or as a place used by the public.
Agricultural Property—means the land for construction of a barn, agricultural building,
silo, stockyard, pen or other structural practices identified in Table II in the "Agricultural
Management Practices Catalog for Nonpoint Source Pollution in New York State"
prepared by the Department in cooperation with agencies of New York Nonpoint Source
Coordinating Committee (dated June 2007).
Alter Hydrology from Pre to Post-Development Conditions - means the post-
development peak flow rate(s) has increased by more than 5% of the pre-developed
condition for the design storm of interest (e.g. 10 yr and 100 yr).
Combined Sewer - means a sewer that is designed to collect and convey both
"sewage" and "stormwater".
Commence (Commencement ofi� Construction Activities - means the initial
disturbance of soils associated with clearing, grading or excavation activities; or other
construction related activities that disturb or expose soils such as demolition, stockpiling
of fill material, and the initial installation of erosion and sediment control practices
required in the SWPPP. See definition for"Construction Activity(ies)" also.
Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition
or stockpiling activities that result in soil disturbance. Clearing activities can include, but
are not limited to, logging equipment operation, the cutting and skidding of trees, stump
removal and/or brush root removal. Construction activity does not include routine
maintenance that is performed to maintain the original line and grade, hydraulic
capacity, or original purpose of a facility.
Construction Site — means the land area where construction activity(ies) will occur.
See definition for"Commence (Commencement ot� Construction Activities"and "Larger
Common Plan of Development or Sa/e"also.
Dewatering — means the act of draining rainwater and/or groundwater from building
foundations, vaults or excavations/trenches.
Direct Discharge (to a specific surface waterbody) - means that runoff flows from a
construction site by overland flow and the first point of discharge is the specific surface
waterbody, or runoff flows from a construction site to a separate storm sewer system
40
Appendix A
and the first point of discharge from the separate storm sewer system is the specific
surface waterbody.
Discharge(s) - means any addition of any pollutant to waters of the State through an
outlet or point source.
Embankment—means an earthen or rock slope that supports a road/highway.
Endangered or Threatened Species — see 6 NYCRR Part 182 of the Department's
rules and regulations for definition of terms and requirements.
Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated
Laws of the State of New York, entitled the Environmental Conservation Law.
Equivalent (Equivalence) — means that the practice or measure meets all the
performance, longevity, maintenance, and safety objectives of the technical standard
and will provide an equal or greater degree of water quality protection.
Final Stabilization - means that all soil disturbance activities have ceased and a
uniform, perennial vegetative cover with a density of eighty (80) percent over the entire
pervious surface has been established; or other equivalent stabilization measures, such
as permanent landscape mulches, rock rip-rap or washed/crushed stone have been
applied on all disturbed areas that are not covered by permanent structures, concrete or
pavement.
General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part
750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges.
Groundwater(s) - means waters in the saturated zone. The saturated zone is a
subsurface zone in which all the interstices are filled with water under pressure greater
than that of the atmosphere. Although the zone may contain gas-filled interstices or
interstices filled with fluids other than water, it is still considered saturated.
Historic Property— means any building, structure, site, object or district that is listed on
the State or National Registers of Historic Places or is determined to be eligible for
listing on the State or National Registers of Historic Places.
Impervious Area (Cover) - means all impermeable surfaces that cannot effectively
infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots,
driveways, roads, runways and sidewalks); building rooftops and miscellaneous
impermeable structures such as patios, pools, and sheds.
Infeasible — means not technologically possible, or not economically practicable and
achievable in light of best industry practices.
41
Appendix A
Larger Common Plan of Development or Sale - means a contiguous area where
multiple separate and distinct construction activities are occurring, or will occur, under
one plan. The term "plan" in "larger common plan of development or sale" is broadly
defined as any announcement or piece of documentation (including a sign, public notice
or hearing, marketing plan, advertisement, drawing, permit application, State
Environmental Quality Review Act (SEQRA) environmental assessment form or other
documents, zoning request, computer design, etc.) or physical demarcation (including
boundary signs, lot stakes, surveyor markings, etc.) indicating that construction
activities may occur on a specific plot.
For discrete construction projects that are located within a larger common plan of
development or sale that are at least 1/4 mile apart, each project can be treated as a
separate plan of development or sale provided any interconnecting road, pipeline or
utility project that is part of the same "common plan" is not concurrently being disturbed.
Minimize — means reduce and/or eliminate to the extent achievable using control
measures (including best management practices) that are technologically available and
economically practicable and achievable in light of best industry practices.
Municipal Separate Storm Sewer(MS4) - a conveyance or system of conveyances
(including roads with drainage systems, municipal streets, catch basins, curbs, gutters,
ditches, man-made channels, or storm drains):
(i) Owned or operated by a State, city, town, borough, county, parish, district,
association, or other public body (created by or pursuant to State law) having
jurisdiction over disposal of sewage, industrial wastes, stormwater, or other
wastes, including special districts under State law such as a sewer district,
flood control district or drainage district, or similar entity, or an Indian tribe or
an authorized Indian tribal organization, or a designated and approved
management agency under section 208 of the CWA that discharges to
surface waters of the State;
(ii) Designed or used for collecting or conveying stormwater;
(iii) Which is not a combined sewer, and
(iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined
at 40 CFR 122.2.
National Pollutant Discharge Elimination System (NPDES) - means the national
system for the issuance of wastewater and stormwater permits under the Federal Water
Pollution Control Act (Clean Water Act).
Natural Buffer—means an undisturbed area with natural cover running along a surface
water (e.g. wetland, stream, river, lake, etc.).
New Development— means any land disturbance that does not meet the definition of
Redevelopment Activity included in this appendix.
42
Appendix A
New York State Erosion and Sediment Control Certificate Program — a certificate
program that establishes and maintains a process to identify and recognize individuals
who are capable of developing, designing, inspecting and maintaining erosion and
sediment control plans on projects that disturb soils in New York State. The certificate
program is administered by the New York State Conservation District Employees
Association.
NOI Acknowledgment Letter - means the letter that the Department sends to an
owner or operator to acknowledge the Department's receipt and acceptance of a
complete Notice of Intent. This letter documents the owner's or operator's authorization
to discharge in accordance with the general permit for stormwater discharges from
construction activity.
Nonpoint Source - means any source of water pollution or pollutants which is not a
discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of
the Environmental Conservation Law (see ECL Section 17-1403).
Overbank—means flow events that exceed the capacity of the stream channel and spill
out into the adjacent floodplain.
Owner or Operator- means the person, persons or legal entity which owns or leases
the property on which the construction activity is occurring; an entity that has
operational control over the construction plans and specifications, including the ability to
make modifications to the plans and specifications; and/or an entity that has day-to-day
operational control of those activities at a project that are necessary to ensure
compliance with the permit conditions.
Performance Criteria — means the design criteria listed under the "Required Elements"
sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater
Management Design Manual, dated January 2015. It does not include the Sizing
Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit.
Point Source - means any discernible, confined and discrete conveyance, including but
not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container,
rolling stock, concentrated animal feeding operation, vessel or other floating craft, or
landfill leachate collection system from which pollutants are or may be discharged.
Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue,
sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials,
radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial,
municipal, agricultural waste and ballast discharged into water; which may cause or
might reasonably be expected to cause pollution of the waters of the state in
contravention of the standards or guidance values adopted as provided in 6 NYCRR
Parts 700 et seq .
43
Appendix A
Qualified Inspector- means a person that is knowledgeable in the principles and
practices of erosion and sediment control, such as a licensed Professional Engineer,
Certified Professional in Erosion and Sediment Control (CPESC), Registered
Landscape Architect, New York State Erosion and Sediment Control Certificate
Program holder or other Department endorsed individual(s).
It can also mean someone working under the direct supervision of, and at the same
company as, the licensed Professional Engineer or Registered Landscape Architect,
provided that person has training in the principles and practices of erosion and sediment
control. Training in the principles and practices of erosion and sediment control means
that the individual working under the direct supervision of the licensed Professional
Engineer or Registered Landscape Architect has received four (4) hours of Department
endorsed training in proper erosion and sediment control principles from a Soil and
Water Conservation District, or other Department endorsed entity. After receiving the
initial training, the individual working under the direct supervision of the licensed
Professional Engineer or Registered Landscape Architect shall receive four (4) hours of
training every three (3) years.
It can also mean a person that meets the Qualified Professional qualifications in
addition to the Qualified Inspector qualifications.
Note: Inspections of any post-construction stormwater management practices that
include structural components, such as a dam for an impoundment, shall be performed
by a licensed Professional Engineer.
Qualified Professional - means a person that is knowledgeable in the principles and
practices of stormwater management and treatment, such as a licensed Professional
Engineer, Registered Landscape Architect or other Department endorsed individual(s).
Individuals preparing SWPPPs that require the post-construction stormwater
management practice component must have an understanding of the principles of
hydrology, water quality management practice design, water quantity control design,
and, in many cases, the principles of hydraulics. All components of the SWPPP that
involve the practice of engineering, as defined by the NYS Education Law (see Article
145), shall be prepared by, or under the direct supervision of, a professional engineer
licensed to practice in the State of New York.
Redevelopment Activity(ies) — means the disturbance and reconstruction of existing
impervious area, including impervious areas that were removed from a project site within
five (5)years of preliminary project plan submission to the local government (i.e. site plan,
subdivision, etc.).
Regulated, Traditional Land Use Control MS4 - means a city, town or village with
land use control authority that is authorized to discharge under New York State DEC's
44
Appendix A
SPDES General Permit For Stormwater Discharges from Municipal Separate
Stormwater Sewer Systems (MS4s) or the City of New York's Individual SPDES Permit
for their Municipal Separate Storm Sewer Systems (NY-0287890).
Routine Maintenance Activity - means construction activity that is performed to
maintain the original line and grade, hydraulic capacity, or original purpose of a facility,
including, but not limited to:
■ Re-grading of gravel roads or parking lots,
■ Cleaning and shaping of existing roadside ditches and culverts that maintains
the approximate original line and grade, and hydraulic capacity of the ditch,
■ Cleaning and shaping of existing roadside ditches that does not maintain the
approximate original grade, hydraulic capacity and purpose of the ditch if the
changes to the line and grade, hydraulic capacity or purpose of the ditch are
installed to improve water quality and quantity controls (e.g. installing grass
lined ditch),
■ Placement of aggregate shoulder backing that stabilizes the transition between
the road shoulder and the ditch or embankment,
■ Full depth milling and filling of existing asphalt pavements, replacement of
concrete pavement slabs, and similar work that does not expose soil or disturb
the bottom six (6) inches of subbase material,
■ Long-term use of equipment storage areas at or near highway maintenance
facilities,
■ Removal of sediment from the edge of the highway to restore a previously
existing sheet-flow drainage connection from the highway surface to the
highway ditch or embankment,
■ Existing use of Canal Corp owned upland disposal sites for the canal, and
■ Replacement of curbs, gutters, sidewalks and guide rail posts.
Site limitations — means site conditions that prevent the use of an infiltration technique
and or infiltration of the total WQv. Typical site limitations include: seasonal high
groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5
inches/hour. The existence of site limitations shall be confirmed and documented using
actual field testing (i.e. test pits, soil borings, and infiltration test) or using information
from the most current United States Department of Agriculture (USDA) Soil Survey for
the County where the project is located.
Sizing Criteria — means the criteria included in Part I.C.2 of the permit that are used to
size post-construction stormwater management control practices. The criteria include;
Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection
Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf).
State Pollutant Discharge Elimination System (SPDES) - means the system
established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of
permits authorizing discharges to the waters of the state.
45
Appendix A
Steep Slope — means land area designated on the current United States Department of
Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name
is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the
map unit name), or a combination of the three designations.
Streambank— as used in this permit, means the terrain alongside the bed of a creek or
stream. The bank consists of the sides of the channel, between which the flow is confined.
Stormwater Pollution Prevention Plan (SWPPP) — means a project specific report,
including construction drawings, that among other things: describes the construction
activity(ies), identifies the potential sources of pollution at the construction site; describes
and shows the stormwater controls that will be used to control the pollutants (i.e. erosion
and sediment controls; for many projects, includes post-construction stormwater
management controls); and identifies procedures the owner or operator will implement to
comply with the terms and conditions of the permit. See Part III of the permit for a
complete description of the information that must be included in the SWPPP.
Surface Waters of the State - shall be construed to include lakes, bays, sounds,
ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes,
inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and
all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt,
public or private (except those private waters that do not combine or effect a junction
with natural surface waters), which are wholly or partially within or bordering the state
or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to
941.
Temporarily Ceased — means that an existing disturbed area will not be disturbed
again within 14 calendar days of the previous soil disturbance.
Temporary Stabilization - means that exposed soil has been covered with material(s)
as set forth in the technical standard, New York Standards and Specifications for
Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials
can include, but are not limited to, mulch, seed and mulch, and erosion control mats
(e.g. jute twisted yarn, excelsior wood fiber mats).
Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a
single pollutant from all contributing point and nonpoint sources. It is a calculation of the
maximum amount of a pollutant that a waterbody can receive on a daily basis and still
meet water quality standards, and an allocation of that amount to the pollutant's
sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges,
load allocations (LAs) for nonpoint sources, and a margin of safety (MOS).
Trained Contractor - means an employee from the contracting (construction) company,
identified in Part III.A.6., that has received four (4) hours of Department endorsed
46
Appendix A
training in proper erosion and sediment control principles from a Soil and Water
Conservation District, or other Department endorsed entity. After receiving the initial
training, the trained contractor shall receive four (4) hours of training every three (3)
years.
It can also mean an employee from the contracting (construction) company, identified in
Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional
Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered
Landscape Architect, New York State Erosion and Sediment Control Certificate
Program holder, or someone working under the direct supervision of, and at the same
company as, the licensed Professional Engineer or Registered Landscape Architect,
provided they have received four (4) hours of Department endorsed training in proper
erosion and sediment control principles from a Soil and Water Conservation District, or
other Department endorsed entity).
The trained contractor is responsible for the day to day implementation of the SWPPP.
Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR
Part 621 of the Environmental Conservation Law (ECL), Article 70.
Water Quality Standard - means such measures of purity or quality for any waters in
relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et
seq.
47
APPENDIX B — Required SWPPP Components by Project Type
Table 1
Construction Activities that Require the Preparation of a SWPPP That Only
Includes Erosion and Sediment Controls
The following construction activities that involve soil disturbances of one (1) or more acres of
land, but less than five(5) acres:
• Single family home not located in one of the watersheds listed in Appendix C or not directly
discharging to one of the 303(d)segments listed in Appendix E
• Single family residential subdivisions with 25% or less impervious cover at total site build-out and
not located in one of the watersheds listed in Appendix C and not directly discharging to one of the
303(d)segments listed in Appendix E
• Construction of a barn or other agricultural building, silo, stock yard or pen.
The following construction activities that involve soil disturbances befinreen five thousand (5000)
square feet and one(1)acre of land:
All construction activities located in the watersheds identified in Appendix D that involve soil
disturbances between five thousand (5,000)square feet and one (1)acre of land.
The following construction activities that involve soil disturbances of one (1) or more acres of
land:
• Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV,
electric, telephone, sewer mains, and water mains
• Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and
stream restoration projects
• Pond construction
• Linear bike paths running through areas with vegetative cover, including bike paths surFaced with an
impervious cover
• Cross-country ski trails and walking/hiking trails
• Sidewalk, bike path or walking path projects, surFaced with an impervious cover, that are not part of
residential, commercial or institutional development;
• Sidewalk, bike path or walking path projects, surFaced with an impervious cover, that include
incidental shoulder or curb work along an existing highway to support construction of the sidewalk,
bike path or walking path.
• Slope stabilization projects
• Slope flattening that changes the grade of the site, but does not significantly change the runoff
characteristics
48
Appendix B
T1bl@ 1 (C011tI11U@d� CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A
SWPPP
THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS
The following construction activities that involve soil disturbances of one (1) or more acres of
land:
• Spoil areas that will be covered with vegetation
• Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails)
excluding projects that alter hydrology from pre to post development conditions,
• Athletic fields(natural grass)that do not include the construction or reconstruction of impervious
area and do not alter hydrology from pre to post development conditions
• Demolition project where vegetation will be established, and no redevelopment is planned
• Overhead electric transmission line project that does not include the construction of permanent
access roads or parking areas surFaced with impervious cover
• Structural practices as identified in Table II in the"Agricultural Management Practices Catalog for
Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of
greater than five acres and construction activities that include the construction or reconstruction of
impervious area
• Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious
areas that will be restored to pre-construction conditions once the construction activity is complete
49
Appendix B
Table 2
CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES
POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES
The following construction activities that involve soil disturbances of one (1) or more acres of
land:
• Single family home located in one of the watersheds listed in Appendix C or directly discharging to
one of the 303(d)segments listed in Appendix E
• Single family home that disturbs five (5)or more acres of land
• Single family residential subdivisions located in one of the watersheds listed in Appendix C or
directly discharging to one of the 303(d)segments listed in Appendix E
• Single family residential subdivisions that involve soil disturbances of between one (1)and five (5)
acres of land with greater than 25% impervious cover at total site build-out
• Single family residential subdivisions that involve soil disturbances of five(5)or more acres of land,
and single family residential subdivisions that involve soil disturbances of less than five (5)acres
that are part of a larger common plan of development or sale that will ultimately disturb five or more
acres of land
• Multi-family residential developments; includes duplexes, townhomes, condominiums, senior
housing complexes, apartment complexes, and mobile home parks
• Airports
• Amusement parks
• Breweries, cideries, and wineries, including establishments constructed on agricultural land
• Campgrounds
• Cemeteries that include the construction or reconstruction of impervious area (>5%of disturbed
area)or alter the hydrology from pre to post development conditions
• Commercial developments
• Churches and other places of worship
• Construction of a barn or other agricultural building(e.g. silo)and structural practices as identified in
Table II in the"Agricultural Management Practices Catalog for Nonpoint Source Pollution in New
York State"that include the construction or reconstruction of impervious area, excluding projects
that involve soil disturbances of less than five acres.
• Golf courses
• Institutional development; includes hospitals, prisons, schools and colleges
• Industrial facilities; includes industrial parks
• Landfills
• Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's, water
treatment plants, and water storage tanks
• Office complexes
• Playgrounds that include the construction or reconstruction of impervious area
• Sports complexes
• Racetracks; includes racetracks with earthen (dirt)surface
• Road construction or reconstruction, including roads constructed as part of the construction
activities listed in Table 1
50
Appendix B
Table 2 (Continued)
CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES
POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES
The following construction activities that involve soil disturbances of one (1) or more acres of
land:
• Parking lot construction or reconstruction, including parking lots constructed as part of the
construction activities listed in Table 1
• Athletic fields(natural grass)that include the construction or reconstruction of impervious area (>5%
of disturbed area)or alter the hydrology from pre to post development conditions
• Athletic fields with artificial turF
• Permanent access roads, parking areas, substations, compressor stations and well drilling pads,
surFaced with impervious cover, and constructed as part of an over-head electric transmission line
project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main
project or other linear utility project
• Sidewalk, bike path or walking path projects, surFaced with an impervious cover, that are part of a
residential, commercial or institutional development
• Sidewalk, bike path or walking path projects, surFaced with an impervious cover, that are part of a
highway construction or reconstruction project
• All other construction activities that include the construction or reconstruction of impervious area or
alter the hydrology from pre to post development conditions, and are not listed in Table 1
51
APPENDIX C —Watersheds Requiring Enhanced Phosphorus Removal
Watersheds where owners or operafors of construction activities identified in
Table 2 of Appendix B must prepare a SWPPP that includes post-construction
stormwater management practices designed in conformance with the Enhanced
Phosphorus Removal Standards included in the technical standard, New York
State Stormwater Management Design Manual ("Design Manual").
• Entire New York City Watershed located east of the Hudson River - Figure 1
• Onondaga Lake Watershed - Figure 2
• Greenwood Lake Watershed -Figure 3
• Oscawana Lake Watershed — Figure 4
• Kinderhook Lake Watershed — Fi ure 5
52
Appendix C
Fiqure 1 - New York City Watershed East of the Hudson
EEKMAN
EAST FISHKILL
� PAWLING
�
ATTERS�N
KENT
� SOUTH EAST
PUT AM VALLE
CARMEL B�WSTER
N RTH SALEM
S�MERS
COR A T WISB�RO
RKTOW
EDFORD
� N RI�G
OUN K CO
W TLE
RTH CAST
M lJ LEASAN
� HA SON
� 0 E�H Watershed
53
Appendix C
Fiqure 2 - Onondaqa Lake Watershed
�.
CLAY
CICERQ
� �
� VAN gU R EN '�,. �^ NQ � LJ S�F_--r---4 ,: „�
�> ,, �.,�.,
` LIII�I��C�:�L ��
�'�� ' SALINA MAN LJS
��
, . , . � � -
�
S�LVf��Y EAST Sl�f�'� SE
=`� ���
AMf�tUS �I DD�� '��
. �-- .�R SYRACU �� , �
ELgRI DG
���. , , ..�� DEINITT
i�
i
; ARC ELLLJ S' �-��--�- �
�
SKAN ATELES pN�NDAGA
�_, �
�_�
�
, ��
�
��� ��� �� � � LRFRYET E �
�
'`� �TISC� �„
',.���. . •..� —
� PAFF D � �
�
TLJ LLY �
���.
�
�.
y ���I ��
0 Ph spharus 111Jate s�ed����� �� �
�L-PREgLE
�
�
54
Appendix C
Fiqure 3 - Greenwood Lake Watershed
WARWICK f ,
GREENWOOD LAKE
0 Phosphorus Watershed
55
Appendix C
Fiqure 4 - Oscawana Lake Watershed
, ,,..
PHILIPST�WN ;�=
I
I
_ ` KE NT
�'�UT�I►4N� VAL��Y
+.
}_��t]�CAWA�JA LAKE '
i
,� �
.o
� u
�.�
�►gRMEL
� Phas�C�or�as �laters�ed
56
Appendix C
Fiqure 5 - Kinderhook Lake Watershed
�,�,N D LAKE
�A�7 �I��EN$l��H
�����
N�S�U
�F�QD�'4�FG
� '� NE'� LEBa�t+�
�
�
� �FCIN�EF�F���I{ �
�� �H�THJ�;�k+l
. i
C�IA.�t+9
I,fftLATIF
Tat�,Vllla�e.c�r Crk�,+�vrrd�rY�vr ftil�xr Y�r4c 5#aL� o � z �.r�d�s
� G�4m�c�vk Le�4�Yks#�hc+d � r � � � � � � ;
57
APPENDIX D —Watersheds with Lower Disturbance Threshold
Watersheds where owners or operafors of construction activities that involve soil
disturbances between five thousand (5000) square feet and one (1) acre of land
must obtain coverage under this permit.
Entire New York City Watershed that is located east of the Hudson River - See Figure
1 in Appendix C
58
APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s)
List of 303(d)segments impaired by pollutants related to construction activity(e.g. silt, sediment
or nutrients). The list was developed using "The Final New York State 2016 Section 303(d) List
of Impaired Waters Requiring a TMDL/Other Strategy" dated November 2016. Owners or
operators of single family home and single family residential subdivisions with 25% or less total
impervious cover at total site build-out that involve soil disturbances of one or more acres of
land, but less than 5 acres, and directly discharge to one of the listed segments below shall
prepare a SWPPP that includes post-construction stormwater management practices designed
in conformance with the New York State Stormwater Management Design Manual ("Design
Manual"), dated January 2015.
COUNTY WATERBODY POLLUTANT
Albany Ann Lee(Shakers) Pond,Stump Pond Nutrients
Albany Basic Creek Reservoir Nutrients
Allegany Amity Lake,Saunders Pond Nutrients
Bronx Long Island Sound, Bronx Nutrients
Bronx Van Cortlandt Lake Nutrients
Broome Fly Pond, Deer Lake,Sky Lake Nutrients
Broome Minor Tribs to Lower Susquehanna (north) Nutrients
Broome Whitney Point Lake/Reservoir Nutrients
Cattaraugus Allegheny River/Reservoir Nutrients
Cattaraugus Beaver(Alma) Lake Nutrients
Cattaraugus Case Lake Nutrients
Cattaraugus Linlyco/Club Pond Nutrients
Cayuga Duck Lake Nutrients
Cayuga Little Sodus Bay Nutrients
Chautauqua Bear Lake Nutrients
Chautauqua Chadakoin River and tribs Nutrients
Chautauqua Chautauqua Lake, North Nutrients
Chautauqua Chautauqua Lake,South Nutrients
Chautauqua Findley Lake Nutrients
Chautauqua Hulburt/Clymer Pond Nutrients
Clinton Great Chazy River, Lower, Main Stem Silt/Sediment
Clinton Lake Champlain, Main Lake, Middle Nutrients
Clinton Lake Champlain, Main Lake, North Nutrients
Columbia Kinderhook Lake Nutrients
Columbia Robinson Pond Nutrients
Cortland Dean Pond Nutrients
59
303(d) Segments Impaired by Construction Related Pollutant(s)
Dutchess Fall Kill and tribs Nutrients
Dutchess Hillside Lake Nutrients
Dutchess Wappingers Lake Nutrients
Dutchess Wappingers Lake Silt/Sediment
Erie Beeman Creek and tribs Nutrients
Erie Ellicott Creek, Lower, and tribs Silt/Sediment
Erie Ellicott Creek, Lower, and tribs Nutrients
Erie Green Lake Nutrients
Erie Little Sister Creek, Lower,and tribs Nutrients
Erie Murder Creek, Lower, and tribs Nutrients
Erie Rush Creek and tribs Nutrients
Erie Scajaquada Creek, Lower, and tribs Nutrients
Erie Scajaquada Creek, Middle, and tribs Nutrients
Erie Scajaquada Creek, Upper,and tribs Nutrients
Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment
Erie South Branch Smoke Cr, Lower, and tribs Nutrients
Essex Lake Champlain, Main Lake,South Nutrients
Essex Lake Champlain, South Lake Nutrients
Essex Willsboro Bay Nutrients
Genesee Bigelow Creek and tribs Nutrients
Genesee Black Creek, Middle,and minor tribs Nutrients
Genesee Black Creek, Upper, and minor tribs Nutrients
Genesee Bowen Brook and tribs Nutrients
Genesee LeRoy Reservoir Nutrients
Genesee Oak Orchard Cr, Upper, and tribs Nutrients
Genesee Tonawanda Creek, Middle, Main Stem Nutrients
Greene Schoharie Reservoir Silt/Sediment
Greene Sleepy Hollow Lake Silt/Sediment
Herkimer Steele Creek tribs Silt/Sediment
Herkimer Steele Creek tribs Nutrients
Jefferson Moon Lake Nutrients
Kings Hendrix Creek Nutrients
Kings Prospect Park Lake Nutrients
Lewis Mill Creek/South Branch, and tribs Nutrients
Livingston Christie Creek and tribs Nutrients
Livingston Conesus Lake Nutrients
Livingston Mill Creek and minor tribs Silt/Sediment
Monroe Black Creek, Lower, and minor tribs Nutrients
Monroe Buck Pond Nutrients
Monroe Cranberry Pond Nutrients
60
303(d) Segments Impaired by Construction Related Pollutant(s)
Monroe Lake Ontario Shoreline,Western Nutrients
Monroe Long Pond Nutrients
Monroe Mill Creek and tribs Nutrients
Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients
Monroe Minor Tribs to Irondequoit Bay Nutrients
Monroe Rochester Embayment- East Nutrients
Monroe Rochester Embayment-West Nutrients
Monroe Shipbuilders Creek and tribs Nutrients
Monroe Thomas Creek/White Brook and tribs Nutrients
Nassau Beaver Lake Nutrients
Nassau Camaans Pond Nutrients
Nassau East Meadow Brook, Upper, and tribs Silt/Sediment
Nassau East Rockaway Channel Nutrients
Nassau Grant Park Pond Nutrients
Nassau Hempstead Bay Nutrients
Nassau Hempstead Lake Nutrients
Nassau Hewlett Bay Nutrients
Nassau Hog Island Channel Nutrients
Nassau Long Island Sound, Nassau County Waters Nutrients
Nassau Massapequa Creek and tribs Nutrients
Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients
Nassau Reynolds Channel,west Nutrients
Nassau Tidal Tribs to Hempstead Bay Nutrients
Nassau Tribs(fresh)to East Bay Nutrients
Nassau Tribs(fresh)to East Bay Silt/Sediment
Nassau Tribs to Smith/Halls Ponds Nutrients
Nassau Woodmere Channel Nutrients
New York Harlem Meer Nutrients
New York The Lake in Central Park Nutrients
Niagara Bergholtz Creek and tribs Nutrients
Niagara Hyde Park Lake Nutrients
Niagara Lake Ontario Shoreline,Western Nutrients
Niagara Lake Ontario Shoreline,Western Nutrients
Oneida Ballou, Nail Creeks and tribs Nutrients
Onondaga Harbor Brook, Lower,and tribs Nutrients
Onondaga Ley Creek and tribs Nutrients
Onondaga Minor Tribs to Onondaga Lake Nutrients
Onondaga Ninemile Creek, Lower, and tribs Nutrients
Onondaga Onondaga Creek, Lower, and tribs Nutrients
Onondaga Onondaga Creek, Middle, and tribs Nutrients
61
303(d) Segments Impaired by Construction Related Pollutant(s)
Onondaga Onondaga Lake, northern end Nutrients
Onondaga Onondaga Lake,southern end Nutrients
Ontario Great Brook and minor tribs Silt/Sediment
Ontario Great Brook and minor tribs Nutrients
Ontario Hemlock Lake Outlet and minor tribs Nutrients
Ontario Honeoye Lake Nutrients
Orange Greenwood Lake Nutrients
Orange Monhagen Brook and tribs Nutrients
Orange Orange Lake Nutrients
Orleans Lake Ontario Shoreline,Western Nutrients
Orleans Lake Ontario Shoreline,Western Nutrients
Oswego Lake Neatahwanta Nutrients
Oswego Pleasant Lake Nutrients
Putnam Bog Brook Reservoir Nutrients
Putnam Boyd Corners Reservoir Nutrients
Putnam Croton Falls Reservoir Nutrients
Putnam Diverting Reservoir Nutrients
Putnam East Branch Reservoir Nutrients
Putnam Lake Carmel Nutrients
Putnam Middle Branch Reservoir Nutrients
Putnam Oscawana Lake Nutrients
Putnam Palmer Lake Nutrients
Putnam West Branch Reservoir Nutrients
Queens Bergen Basin Nutrients
Queens Flushing Creek/Bay Nutrients
Queens Jamaica Bay, Eastern, and tribs(Queens) Nutrients
Queens Kissena Lake Nutrients
Queens Meadow Lake Nutrients
Queens Willow Lake Nutrients
Rensselaer Nassau Lake Nutrients
Rensselaer Snyders Lake Nutrients
Richmond Grasmere Lake/Bradys Pond Nutrients
Rockland Congers Lake,Swartout Lake Nutrients
Rockland Rockland Lake Nutrients
Saratoga Ballston Lake Nutrients
Saratoga Dwaas Kill and tribs Silt/Sediment
Saratoga Dwaas Kill and tribs Nutrients
Saratoga Lake Lonely Nutrients
Saratoga Round Lake Nutrients
Saratoga Tribs to Lake Lonely Nutrients
62
303(d) Segments Impaired by Construction Related Pollutant(s)
Schenectady Collins Lake Nutrients
Schenectady Duane Lake Nutrients
Schenectady Mariaville Lake Nutrients
Schoharie Engleville Pond Nutrients
Schoharie Summit Lake Nutrients
Seneca Reeder Creek and tribs Nutrients
St.Lawrence Black Lake Outlet/Black Lake Nutrients
St.Lawrence Fish Creek and minor tribs Nutrients
Steuben Smith Pond Nutrients
Suffolk Agawam Lake Nutrients
Suffolk Big/Little Fresh Ponds Nutrients
Suffolk Canaan Lake Silt/Sediment
Suffolk Canaan Lake Nutrients
Suffolk Flanders Bay,West/Lower Sawmill Creek Nutrients
Suffolk Fresh Pond Nutrients
Suffolk Great South Bay, East Nutrients
Suffolk Great South Bay, Middle Nutrients
Suffolk Great South Bay,West Nutrients
Suffolk Lake Ronkonkoma Nutrients
Suffolk Long Island Sound,Suffolk County,West Nutrients
Suffolk Mattituck(Marratooka) Pond Nutrients
Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients
Suffolk Mill and Seven Ponds Nutrients
Suffolk Millers Pond Nutrients
Suffolk Moriches Bay, East Nutrients
Suffolk Moriches Bay,West Nutrients
Suffolk Peconic River, Lower, and tidal tribs Nutrients
Suffolk Quantuck Bay Nutrients
Suffolk Shinnecock Bay and Inlet Nutrients
Suffolk Tidal tribs to West Moriches Bay Nutrients
Sullivan Bodine, Montgomery Lakes Nutrients
Sullivan Davies Lake Nutrients
Sullivan Evens Lake Nutrients
Sullivan Pleasure Lake Nutrients
Tompkins Cayuga Lake,Southern End Nutrients
Tompkins Cayuga Lake,Southern End Silt/Sediment
Tompkins Owasco Inlet, Upper, and tribs Nutrients
Ulster Ashokan Reservoir Silt/Sediment
Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment
Warren Hague Brook and tribs Silt/Sediment
63
303(d) Segments Impaired by Construction Related Pollutant(s)
Warren Huddle/Finkle Brooks and tribs Silt/Sediment
Warren Indian Brook and tribs Silt/Sediment
Warren Lake George Silt/Sediment
Warren Tribs to L.George,Village of L George Silt/Sediment
Washington Cossayuna Lake Nutrients
Washington Lake Champlain, South Bay Nutrients
Washington Tribs to L.George, East Shore Silt/Sediment
Washington Wood Cr/Champlain Canal and minor tribs Nutrients
Wayne Port Bay Nutrients
Westchester Amawalk Reservoir Nutrients
Westchester Blind Brook, Upper, and tribs Silt/Sediment
Westchester Cross River Reservoir Nutrients
Westchester Lake Katonah Nutrients
Westchester Lake Lincolndale Nutrients
Westchester Lake Meahagh Nutrients
Westchester Lake Mohegan Nutrients
Westchester Lake Shenorock Nutrients
Westchester Long Island Sound,Westchester(East) Nutrients
Westchester Mamaroneck River, Lower Silt/Sediment
Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment
Westchester Muscoot/Upper New Croton Reservoir Nutrients
Westchester New Croton Reservoir Nutrients
Westchester Peach Lake Nutrients
Westchester Reservoir No.1 (Lake Isle) Nutrients
Westchester Saw Mill River, Lower,and tribs Nutrients
Westchester Saw Mill River, Middle, and tribs Nutrients
Westchester Sheldrake River and tribs Silt/Sediment
Westchester Sheldrake River and tribs Nutrients
Westchester Silver Lake Nutrients
Westchester Teatown Lake Nutrients
Westchester Titicus Reservoir Nutrients
Westchester Truesdale Lake Nutrients
Westchester Wallace Pond Nutrients
Wyoming Java Lake Nutrients
Wyoming Silver Lake Nutrients
64
APPENDIX F — List of NYS DEC Regional Offices
. • • . • •
.
- . . � � •
• • • �
� •
_ � � g -
.�
50 CIRCLE ROAD 50 CIRCLE ROAD
� NASSAU AND$UFFOLK $TONY BROOK,NY 11790 $TONY BROOK,NY 11790-3409
TE�.(631)444-0365 TE�.(631)444-0405
1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA,
2 BRONX,KINGS,NEW YORK, 47-40 21 sT ST. 47-40 21 sT ST.
QUEENS AND RICHMOND LONG ISLAND CITY,NY 11101-5407 LONG ISLAND CITY,NY 11101-5407
Te�.(718)482-4997 Te�.(718)482-4933
DUTCHESS,ORANGE,PUTNAM, 21 SOUTH PUTT CORNERS ROAD 1OO HILLSIDE AVENUE,SUITE 1W
3 ROCKLAND,SULLIVAN,ULSTER NEW PALTZ,Nv 12561-1696 WHITE PLAINS,Nv 10603
AND WESTCHESTER Te�.(845)256-3059 TE�.(914)428-2505
ALBANY,COLUMBIA,
DELAWARE,GREENE, 1150 NORTH WESTCOTT ROAD 11SO NORTH WESTCOTT ROAD
4 MONTGOMERY,OTSEGO, $CHENECTADY,Nv 12306-2014 $CHENECTADY,Nv 12306-2014
RENSSELAER,$CHENECTADY Te�.(518)357-2069 Te�.(518)357-2045
AND SCHOHARIE
CLINTON,ESSEX,FRANKLIN, 1115 STATE ROUTE BG, PO BOX 29G 232 GOLF COURSE ROAD
5 FULTON,HAMILTON, �jpY BROOK,NY 12977-0296 WARRENSBURG,NY 12885-1172 TEL.
$ARATOGA,WARREN AND TE�.(518)897-1234 (518)623-1200
WASHINGTON
HERKIMER,JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING
6 LEWIS,ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET
ST.LAWRENCE WATERTOWN,NY 13601-3787 UTICA,NY 13501-2885 TEL.(315)
TEL.(315)785-2245 793-2554
BROOME,CAYUGA,
CHENANGO,CORTLAND, 615 ERIE BLVD.WEST 615 ERIE BLVD.WEST
] MADISON,ONONDAGA, SYRACUSE,NY 13204-2400 SYRACUSE,NY 13204-2400
OSWEGO,TIOGA AND TEL.(315)426-7438 TEL.(315)426-7500
TOMPKINS
CHEMUNG,GENESEE,
LIVINGSTON,MONROE, 6274 EAST AVON-LIMA 6274 EAST AVON-LIMA RD.
$ ONTARIO,ORLEANS, ROADAVON,NY 14414-9519 AVON,NY 14414-9519
SCHUYLER,SENECA, TEL.(585)226-2466 TEL.(585)226-2466
STEUBEN,WAYNE AND
YATES
ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVENUE
9 CATTARAUGUS, BUFFALO,NY 14203-2999 BUFFALO,NY 14203-2999
CHAUTAUQUA,ERIE, TEL.(716)851-7165 TEL.(716)851-7070
NIAGARA AND WYOMING
65
APPENDIX G
EROSION AND SEDIMENT CONTROL
PLAN REVIEW CHECKLIST
ProjectName Stewart ' s Weibel Ave . SiteLocatiori 02 Lake Avenue, Saratoga Springs,
NY 12866
Applicant's Name&Address Stewart ' s Shops
PO Box 435
Saratoga Springs, NY 12866
General
A narrative statement shall be provided that describes the proposed project nature and purpose;the existing site conditions
including topography,vegetation and drainage; adjacent and off-site areas affected by the project description of the soils on
the site and key properties;notations of critical areas such as steep slopes,channels or wetlands;the overall phasing, se-
quencing and stabilization plan;total disturbed area and those not to be disturbed.
L Construction Drawin�s
Are the following items shown on the construction drawings: Yes No
1.Viciniry Map with scale and north arrow X
2.Legend,scales,N arrow on plan view X
3.Existing and proposed topography shown X
with contours labeled with spots elevations in critical areas
4. Scope of the plan noted in the Title Block X
5.Limits of clearing and grading shown X
6.Existing vegetation delineated X
7. Soil boundaries shown on the plan view X (In SWPPP)
8.Existing drainage patterns, 100 year floodplain
and sub-areas shown X (In SWPPP)
9.Existing and proposed development facilities/
improvements shown X
10.Location of Erosion and Sediment control practices X
as phased with construction
11. Phasing plan with 5 acre threshold limits shown X (No t App 1 i c ab 1 e)
12. Stockpile locations, staging areas and access
points clearly defined X
13. Street profiles,utiliry locations,property boundaries
and,easementdelineationsshown X (Road Profiles N�A)
August 2005 Page G1 New York Standards and Specifications
For Erosion and Sediment Control
IL Construction Notes & Details Yes No
1. Specific sequence of operation given for each phase X
2.Inspection and maintenance schedule X (I n S W P P P)
shown for the specific practices
3.Design details show all dimensions and installation X
details necessary for construction
4.Implementation schedule for E&S practices is provided
with removal criteria stated X
5. Construction waste management plan incorporated X
in the notes
6. Site Inspections during construction are noted on the
drawings and is in accordance with the General Permit X (I n S W P P P)
for Stormwater Discharges from Construction Activities
III. Erosion & Sediment Control Practices
A. General Yes No
1.Practice meets purpose and design criteria X
2. Standard details and construction notes are provided X
3. Special timing of practice noted if applicable (N�A)
4.Provisions for traffic crossings shown on the (N�A)
drawings where necessary
B. Practices Controlling Runoff Yes No
1.Positive drainage is maintained with contributing X
drainage area shown
2.Flow grades properly stabilized X
3.Adequate outlet or discharge condition stabilized X
4.Necessary dimensions,gradations,calculations, X
and materials shown
C. Practices Stabilizing Soil Yes No
1. Seeding rates and areas properly shown on the X
drawings
2.Mulch materials and rates specified on the drawings X
3. Sequencing and timing provisions limit
soil exposure to 14 days X
New York Standards and Specifications Page G2 August 2005
For Erosion and Sediment Control
C. Practices Stabilizing Soil (cont'd) Yes No
4.Rolled Erosion Control Products(RECP's)
used are specified to location and
appropriate weight/tie down X
5.All soil seed bed preparation and amendments X
are specified on the drawings or in the specifications
6.The seeding dates are specified to cover the entire year X
for both temporary and permanent seedings
7.M�imum created slope is no steeper than
2 foot horizontal to 1 foot vertical X
with Cut and Fill slopes shown
D. Practices Controlling Sediment Yes No
1. Sediment traps/basins are sized in accordance with criteria X
2.The contributing drainage area is shown on the grading plan (In SWPPP)
3.All scaled dimensions and volumes are shown on the plan X
4.Maintenance requirements and clean out elevations X
established for all sediment control practices(50%capaciry)
5.All access points of the project are shown to be stabilized X
6. Stortn drain inlets adequately protected X
7. Silt fences are shown on the contour lines with no more X
than one quarter acre per 100 foot drainage to it
8.Temporary sediment traps being used at locations of
future stormwater infiltration facilities X
August 2005 Page G3 New York Standards and Specifications
For Erosion and Sediment Control
Additional Comments
Plan Reviewed By: Date:
New York Standards and Specifications Page G.4 August 2005
For Erosion and Sediment Control
APPENDIX H
STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION
ACTIVITIES
CONSTRUCTION SITE LOG BOOK
Table of Contents
L Pre-Construction Meeting Documents
a. Preamble to Site Assessment and Inspections
b. Operator's Certification
c. Qualified Professional's Credentials & Certification
d. Pre-Construction Site Assessment Checklist
IL Construction Duration Inspections
a. Directions
b. Modification to the SWPPP
IIL Monthly Summary Reports
IV. Monitoring, Reporting, and Three-Month Status Reports
a. Operator's Compliance Response Form
Properly completing forms such as those contained in Appendix H meet the inspection requirement of NYS-
DEC SPDES GP for Construction Activities. Completed forms shall be kept on site at all times and made avail-
able to authorities upon request.
August 2005 Page H1 New York Standards and Specifications
For Erosion and Sediment Control
L PRE-CONSTRUCTION MEETING DOCUMENTS
Project Name
Permit No. Date of Authorization
Name of Operator
Prime Contractor
a. Preamble to Site Assessment and Inspections
The Following Information To Be Read By All Person's Involved in The Construction of Stormwater Re-
lated Activities:
The Operator agrees to have a qualified professionali conduct an assessment of the site prior to the com-
mencement of construction� and certify in this inspection report that the appropriate erosion and sediment
controls described in the SWPPP have been adequately installed or implemented to ensure overall prepared-
ness of the site for the commencement of construction.
Prior to the commencement of construction,the Operator shall certify in this site logbook that the SWPPP
has been prepared in accordance with the State's standards and meets all Federal, State and local erosion
and sediment control requirements.
When construction starts, site inspections shall be conducted by the qualified professional at least every 7
calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater(Construction Dura-
tion Inspections). The Operator shall maintain a record of all inspection reports in this site logbook. The site
logbook shall be maintained on site and be made available to the permitting authorities upon request. The
Operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities
on a monthly basis (Monthly Summary Report).
The operator shall also prepare a written summary of compliance with this general permit at a minimum
frequency of every three months (Operator's Compliance Response Form),while coverage eXists. The sum-
mary should address the status of achieving each component of the SWPPP.
Prior to filing the Notice of Termination or the end of permit term,the Operator shall have a qualified pro-
fessional perform a final site inspection. The qualified professional shall certify that the site has undergone
final stabilization3 using either vegetative or structural stabilization methods and that all temporary erosion
and sediment controls (such as silt fencing)not needed for long-term erosion control have been removed.
In addition,the Operator must identify and certify that all permanent structures described in the SWPPP
have been constructed and provide the owner(s)with an operation and maintenance plan that ensures the
structure(s) continuously functions as designed.
1 "Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls,
such as a Certified Professional in Erosion and Sediment Control(CPESC),soil scientist,licensed engineer or someone
working under the direction and supervision of a licensed engineer(person must have experience in the principles and
practices of erosion and sediment control).
2"Commencement of construction"means the initial removal of vegetation and disturbance of soils associated with
clearing,grading or excavating activities or other construction activities.
3 "Final stabilization"means that all soil-disturbing activities at the site have been completed and a uniform,perennial
vegetative cover with a density of eighty(80)percent has been established or equivalent stabilization measures(such as
the use of mulches or geotextiles)have been employed on all unpaved areas and areas not covered by permanent struc-
tures.
New York Standards and Specifications Page H2 August 2005
For Erosion and Sediment Control
b. Operators Certification
"I certify under penalty of law that this document and all attachments were prepared under my direction or
supervision in accordance with a system designed to assure that qualified personnel properly gathered and
evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,
or those persons directly responsible for gathering the information,the information submitted is,to the best
of my knowledge and belief,true, accurate, and complete. Further,I hereby certify that the SWPPP meets
all Federal, State, and local erosion and sediment control requirements. I am aware that false statements
made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law.
Name (please print):
Title Date:
Address:
Phone• Email•
Signature•
c. Qualified Professional's Credentials & Certification
"I hereby certify that I meet the criteria set forth in the General Permit to conduct site inspections for this
project and that the appropriate erosion and sediment controls described in the SWPPP and as described in
the following Pre-construction Site Assessment Checklist have been adequately installed or implemented,
ensuring the overall preparedness of this site for the commencement of construction."
Name (please print):
Title Date:
Address:
Phone• Email•
Signature:
August 2005 Page H3 New York Standards and Specifications
For Erosion and Sediment Control
d. Pre-construction Site Assessment Checklist
(NOTE: Provide comments below as necessary)
L Notice of Intent, SWPPP, and Contractors Certification:
Yes No NA
[] [] [] Has a Notice of Intent been filed with the NYS Department of Conservation?
[] [] [] Is the SWPPP on-site? Where?
[] [] [] Is the Plan current? What is the latest revision date?
[] [] [] Is a copy of the NOI(with brief description)onsite? Where?
[] [] [] Have all contractors involved with stormwater related activities signed a contractor's certification?
2. Resource Protection
Yes No NA
[] [] [] Are construction limits clearly flagged or fenced?
[] [] [] Important trees and associated rooting zones, on-site septic system absorption fields, existing
vegetated areas suitable far filter strips, especially in perimeter areas,have been flagged for
protection.
[] [] [] Creek crossings installed prior to land-disturbing activity, including clearing and blasting.
3. Surface Water Protection
Yes No NA
[] [] [] Clean stormwater runoff has been diverted from areas to be disturbed.
[] [] [] Bodies of water located either on site or in the vicinity of the site have been identified and protected.
[] [] [] Appropriate practices to protect on-site or downstream surface water are installed.
[] [] [] Are clearing and grading operations divided into areas<5 acres?
4. Stabilized Construction Entrance
Yes No NA
[] [] [] A temporary construction entrance to capture mud and debris from construction vehicles before they
enter the public highway has been installed.
[] [] [] Other access areas (entrances, construction routes, equipment parking areas) are stabilized
immediately as work takes place with gra�el or other cover.
[] [] [] Sediment tracked onto public streets is removed or cleaned on a regular basis.
5. Perimeter Sediment Controls
Yes No NA
[] [] [] Silt fence material and installation comply with the standard drawing and specifications.
[] [] [] Silt fences are installed at appropriate spacing intervals
[] [] [] Sediment/detention basin was installed as first land disturbing activity.
[] [] [] Sediment traps and barriers are installed.
6. Pollution Prevention for Waste and Hazardous Materials
Yes No NA
[] [] [] The Operator or designated representative has been assigned to implement the spill prevention
avoidance and response plan.
[] [] [] The plan is contained in the SWPPP on page
[] [] [] Appropriate materials to control spills are onsite. Where?
New York Standards and Specifications Page H.4 August 2005
For Erosion and Sediment Control
II.CONSTRUCTION DURATION INSPECTIONS
a. Directions:
Inspection Forms will be filled out during the entire construction phase of the project.
Required Elements:
(1) On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site
areas that are expected to undergo initial disturbance or significant site work within the next
14-day period;
(2) Indicate on a site map all areas of the site that have undergone temporary or permanent
stabilization;
(3) Indicate all disturbed site areas that have not undergone active site work during the previous 14-day
period;
(4) Inspect all sediment control practices and record the approximate degree of sediment accumulation
as a percentage of sediment storage volume (for example, 10 percent, 20 percent, 50 percent);
(5) Inspect all erosion and sediment control practices and record all maintenance requirements such as
verifying the integrity of barrier or diversion systems (earthen berms or silt fencing) and containment
systems (sediment basins and sediment traps). Identify any evidence of rill or gully erosion occurring
on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive
deposition of sediment or ponding water along barrier or diversion systems. Record the depth of
sediment within containment structures, any erosion near outlet and overflow structures, and verify the
ability of rock filters around perforated riser pipes to pass
water; and
(6) Immediately report to the Operator any deficiencies that are identified with the implementation of
the SWPPP.
August 2005 Page H.5 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 1 of
SITE PLAN/SKETCH
Inspector (print name) Date of Inspection
Qualified Professional(print name) Qualified Professional Signature
The above signed acknowledges that, to the best of his/her knowledge, all information provided on the
forms is accurate and complete.
New York Standards and Specifications Page H.6 August 2005
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 2 of
Maintaining Water Quality
Yes No NA
[ ] [ ] [ ] Is there an increase in turbidity causing a substantial visible contrast to natural conditions?
[ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease?
[ ] [] [ ] All disturbance is within the limits of the approved plans.
[ ] [ ] [ ] Have receiving lake/bay, stream, and/or wetland been impacted by silt from proj ect?
Housekeeping
1. General Site Conditions
Yes No NA
L l L l L � Is construction site litter and debris appropriately managed?
[ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in
working order and/or properly maintained?
L l L l L ] Is construction impacting the adjacent property?
L l L l L � Is dust adequately controlled?
2. Temporary Stream Crossing
Yes No NA
[ ] [ ] [ ] MaXimum diameter pipes necessary to span creek without dredging are installed.
[ ] [ ] [ ] Installed non-woven geoteXtile fabric beneath approaches.
[ ] [ ] [ ] Is fill composed of aggregate(no earth or soil)?
[ ] [ ] [ ] Rock on approaches is clean enough to remove mud from vehicles &prevent sediment from
entering stream during high flow.
Runoff Control Practices
1. EXcavation Dewatering
Yes No NA
[ ] [ ] [ ] Upstream and downstream berms (sandbags,inflatable dams, etc.) are installed per plan.
[ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool.
[ ] [ ] [ ] Sediment laden water from work area is being discharged to a silt-trapping device.
[ ] [ ] [ ] Constructed upstream berm with one-foot minimum freeboard.
2. Level Spreader
Yes No NA
[ ] [ ] [ ] Installed per plan.
[ ] [ ] [ ] Constructed on undisturbed soil,not on fill,receiving only clear,non-sediment laden flow.
[ ] [ ] [ ] Flow sheets out of level spreader without erosion on downstream edge.
3. Interceptor Dikes and Swales
Yes No NA
[ ] [ ] [ ] Installed per plan with minimum side slopes 2H:1 V ar flatter.
[ ] [ ] [ ] Stabilized by geoteXtile fabric, seed, or mulch with no erosion occurring.
[ ] [ ] [ ] Sediment-laden runoff directed to sediment trapping structure
August 2005 Page H.7 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 3 of
Runoff Control Practices (continued)
4. Stone Check Dam
Yes No NA
[ ] [] [ ] Is channel stable? (flow is not eroding soil underneath or around the structure).
[ ] [ ] [ ] Check is in good condition (rocks in place and no permanent pools behind the structure).
L l L l L l Has accumulated sediment been removed?.
5. Rock Outlet Protection
Yes No NA
[ ] [ ] [ ] Installed per plan.
[ ] [ ] [ ] Installed concurrently with pipe installation.
Soil Stabilization
1. Topsoil and Spoil Stockpiles
Yes No NA
[ ] [ ] [ ] Stockpiles are stabilized with vegetation and/or mulch.
[ ] [ ] [ ] Sediment control is installed at the toe of the slope.
2. Revegetation
Yes No NA
[ ] [ ] [ ] Temporary seedings and mulch have been applied to idle areas.
[ ] [ ] [ ] 4 inches minimum of topsoil has been applied under permanent seedings
Sediment Control Practices
1. Stabilized Construction Entrance
Yes No NA
[ ] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles.
[ ] [ ] [ ] Installed per standards and specifications?
[ ] [ ] [ ] Does all traffic use the stabilized entrance to enter and leave site?
[ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance?
2. Silt Fence
Yes No NA
[ ] [ ] [ ] Installed on Contour, 10 feet from toe of slope(not across conveyance channels).
[ ] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support.
[ ] [ ] [ ] Fabric buried 6 inches minimum.
[ ] [ ] [ ] Posts are stable, fabric is tight and without rips ar frayed areas.
Sediment accumulation is % of design capacity.
New York Standards and Specifications Page H.8 August 2005
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 4 of
Sediment Control Practices (continued)
3. Storm Drain Inlet Protection (Use for Stone & Block; Filter Fabric; Curb; or,EXca�ated practices)
Yes No NA
[ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward,not upward.
[ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks.
L l L l L � Drainage area is lacre or less.
L l L l L l EXcavated area is 900 cubic feet.
[ ] [ ] [ ] EXcavated side slopes should be 2:1.
L l L l L l 2"X 4" frame is constructed and structurally sound.
L l L l L l Posts 3-foot maXimum spacing between posts.
[ ] [ ] [ ] Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at maX 8-
inch spacing.
[ ] [ ] [ ] Posts are stable, fabric is tight and without rips ar frayed areas.
Sediment accumulation % of design capacity.
4. Temporary Sediment Trap
Yes No NA
[ ] [ ] [ ] Outlet structure is constructed per the approved plan or drawing.
[ ] [ ] [ ] GeoteXtile fabric has been placed beneath rock fill.
Sediment accumulation is % of design capacity.
5. Temporary Sediment Basin
Yes No NA
L l L l L l Basin and outlet structure constructed per the approved plan.
[ ] [ ] [ ] Basin side slopes are stabilized with seed/mulch.
[ ] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility.
Sediment accumulation is % of design capacity.
Note: Not all erosion and sediment control practices are included in this listing. Add additional pages
to this list as required by site specific design.
Construction inspection checklists for post-development stormwater management practices can
be found in AppendiX F of the New York Stormwater Management Design Manual.
August 2005 Page H.9 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS
b. Modifications to the SWPPP (To be completed as described below)
The Operator shall amend the SWPPP whenever:
1. There is a significant change in design, construction, operation, or maintenance which may have a significant
effect on the potential far the discharge of pollutants to the waters of the United States and which has not
otherwise been addressed in the SWPPP; or
2. The SWPPP proves to be ineffective in:
a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required
by this permit; or
b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted
construction activity; and
3. Additionally, the SWPPP shall be amended to identify any new contractor or subcontractor that will
implement any measure of the SWPPP.
Modification &Reason:
New York Standards and Specifications Page H10 August 2005
For Erosion and Sediment Control
IIL Monthly Summary of Site Inspection Activities
Name of Permitted Facility: Today's Date: eporting Month:
Location: ermit Identification#:
Name and Telephone Number of Site Inspector:
Date of Regular /Rainfall
Ins ection based Ins ection Name of Ins ector Items of Concern
Owner/Operator Certification:
"I certify under penalry of law that this document and all attachments were prepared under my direction or supervision in
accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information
submitted.Based on my inquiry of the person or persons who manage the system,ar those persons directly responsible for
gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and
complete. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45
of the Penal Law."
Signature of Permittee or Duly Authorized RepresentaYive Name of Permittee or Duly Authorized Representative Date
Duly authorized representatives must have written authorization, submitted to DEC, to sign any permit
documents.
August 2005 Page H.11 New York Standards and Specifications
For Erosion and Sediment Control
Exhibit H— Maintenance Checklist
.1 Maintenance Checklist
Stormwater Practice
Maintenance and Management Inspection Checklist
Project:
Location:
Site Status:
Date/Ti me:
Inspector:
Maintenance Item Satisfactory/ Comments
Unsatisfactory
1. Closed Drainage System (Annual)
Condition of piping
Excessive sediment accumulation
Condition of drainage structures
a. Cracks or displacement
b. Minor spalling(<1")
c. Major spalling (rebar
exposed)
d. Joint failures
e. Water tightness
2. Debris Cleanout(Monthly)
Contributing areas clean of debris
3. Drywell (Annual or after 3" rainfall event within 24 hour period)
Excessive sediment accumulation
Condition of inlet grate
Ponded water(48hrs after storm)
Excessive vegetation growth
nearby(>18")
Accumulation of debris nearby
4. Storm Tech° SC-740 Subsurface Stormwater Infiltration System (Annual or after 3" rainfall
event within 24-hour period Initial Year/Semi-Annual (min.) Follow On Years)
Excessive sediment accumulation
a. Depth of sediment- basin
Condition of inlet/outlet pipes
Condition of discharge location
Evidence of clogging
Accumulation of debris
Condition of inspection ports
Condition of inlet/outlet structures
5. Hydrodynamic Separators (Tri-Annual Initial Year/Bi-Annual Follow On Years)
Condition of concrete
a. Cracks or displacement
b. Minor spalling(<1")
c. Major spalling (rebar
exposed)
d. Joint failures
e. Water tightness
Excessive sediment accumulation
Depth of floatables
Hydrocarbons requiring removal
Comments:
Actions to be Taken: