table of contents management... · group d (see appendix b). the hydraflow hydrographs program was...
TRANSCRIPT
TABLE OF CONTENTS
Table of Contents .....................................................................................................2
1. Introduction ........................................................................................................3
2. Methodology ......................................................................................................5
3. Stormwater Analysis ..........................................................................................6
4. Water Quality .....................................................................................................8
5. Pipe Calculations ...............................................................................................9
6. Soil Erosion and Sediment Control....................................................................9
7. Stormwater Management Maintenance Plan ...................................................12
8. Conclusions ......................................................................................................15
APPENDICES
A. Site Location Map
B. Soils Information
C. Hydrologic Calculations
Pre-development Peak Runoff
Post-development Peak Runoff
Hydrographs
D. Water Quality Calculations
E. Pipe Conveyance Calculations
F. Drainage Area Maps
G. StormTrap SiteSaver NJDEP Certification
H. Sample Maintenance Log
I. Reference Material
3
1. INTRODUCTION Subject Property This report has been prepared to present the design methodology and calculations for the management of stormwater runoff associated with the proposed project. The subject property is known as Block 233, Lots 2, 7 & 12 as shown on the City of Plainfield tax maps. The property has a total area of approximately 5.03 acres, is located fronting onto West Front Street to the west, and is bordered by Plainfield Avenue and commercial and residential properties to the north, Conrail mainline to the east and Waynewood Park and commercial property to the south in the City of Plainfield, Union County, New Jersey (see Appendix A for a site location map). The site is located in the Block 233 Redevelopment Plan, Marino’s Tract, Redevelopment Area and has been previously disturbed, graded and filled, with existing warehouse and car dealership buildings, asphalt parking areas, lawn and wooded areas. No wetlands are present on-site and no water-courses pass through the site. Proposed Development The proposed development will consist of a mixed used development with approximately 16,500 square feet of commercial space on West Front Street and a residential apartment complex with 316 units above the commercial space extending to the rear of the property. A management office for the apartment component of the development is accessed from Plainfield Avenue. Additional site improvements include pavement parking areas, concrete sidewalks, and utility infrastructure, as well as grading, landscaping and lawn areas that are associated with the proposed development of the site. Stormwater Design The design of the stormwater collection and management system have been directed by the following guidelines:
1. New Jersey Department of Environmental Protection (NJDEP) Stormwater Management Rules (N.J.A.C. 7:8)
2. New Jersey Stormwater Best Management Practices (BMP) Manual, April 2004, last revised 2020.
3. Standards for Soil Erosion and Sediment Control in New Jersey, January 2004. 4. New Jersey Residential Site Improvement Standards (RSIS), (N.J.A.C. 5:21). 5. USDA NRCS, Web Soil Survey for Plainfield, Union County 6. Urban Hydrology for Small Watersheds, Tr-55 Manual, June 1986. 7. City of Plainfield, Municipal Code, Chapter 12 – Sewers and Water, Article 8 –
Stormwater Control Program for Major Development and Chapter 17 – Land Use, Article XII – Stormwater Management.
4
Stormwater Analysis
The proposed development will disturb greater than 1 acre of land, therefore, is definted as a
“Major Development”. As such, this report and the proposed stormwater management plan have
been prepared in accordance with the above referenced guidelines.
The existing drainage conditions were analyzed under current on-site conditions for the subject
property. The existing runoff is discharged into existing stormwater drainage systems located in
adjacent roadways.
The proposed drainage conditions were analyzed to determine the flows generated from the
proposed site improvements.
The following sections will address the existing conditions of the site and the impact of the
proposed development on the existing drainage conditions.
Stormwater Runoff Quantity Requirements
The proposed stormwater management plan reduces the proposed development peak runoff rates
for the 2, 10 and 100-year storm events by the required respective 50, 75 ad 80 percent
reductions of the previously existing peak runoff rates. This is achieved through the use of an
underground stormwater detention BMP.
The storm water analysis was computed utilizing the Soil Conservation Service (SCS) Technical
Release 55 (TR-55) “Urban Hydrology for Small Watersheds,” revised June 1986, method for
the 2, 10, and 100-year storm frequencies. The rainfall distribution is based upon the SCS Type
III 24-hour storm. Time of concentration computations were based on industry minimum times
of 10 minutes per the New Jersey Residential Site Improvement Standards (RSIS) for time of
concentrations below 10 minutes.
Stormwater Quality Requirements
Pursuant to the NJDEP Stormwater Runoff Quality Standards, the proposed stormwater runoff
from the new impervious surface areas (not including rooftops) will be treated for 50% total
suspended solids (TSS) removal by a NJDEP certified manufactured treatment device (MTD) to
be located within the parking area prior to be routed into the underground detention system.
With the rooftop area considered clean by NJDEP standards, mingling with the pavement and
concrete areas, and is a greater area than the other two combined, only 50% TSS removal is
required.
Groundwater Recharge
This project is exempt from the NJDEP’s Groundwater Recharge requirement since the site is
located within an “urban redevelopment area”, as shown on the NJDEP Policy Map of State
Development and Redevelopment Plan.
5
Stormwater Management Maintenance Plan
In accordance with the municipal ordinance and regulations referenced within, a maintenance
plan for the proposed stormwater management measures is provided in this report.
Soil Erosion and Sediment Control
The proposed development plans to disturb greater than 5,000 square feet of land, therefore, a
Soil Erosion and Sediment Control (SESC) Plan has been developed and will be submitted for
certification to the Somerset-Union Soil Conservation District (SCD), pursuant to the SESC Act,
Chapter 251, P.L. 1975 as amended (N.J.S.A. 4:24-39 et. seq.). The proposed SESC measures
have been designed in accordance with the Standards for SESC in New Jersey. SESC Plan
Certification approval will be provided to the City of Plainfield prior to the commencement of
earthwork.
2. METHODOLOGY
Computations were performed Hydraflow Hydrographs Extension for Autodesk Civil 3D.
According To the United States Department of Agriculture (USDA), Natural Resources
Conservation Service, Web Soil Survey (WSS), the soil survey indicated the subject property
consists of an Urban Land (UR) and Birdsboro-Urban Land complex (BhpBr) soil classification.
UR does not have a corresponding hydrologic soil group classification while the BhpBr has a B
rating. To be conservative, a hydrologic soil group grading of ‘D’ was designated to be used in
the control of stormwater runoff generated from the proposed development since over 90% of the
subject property is located in the UR soil classification. See Appendix B for the Soil Map.
One (1) underground detention systems were incorporated into the proposed stormwater
management system to demonstrate flow reduction under the 2-, 10- and 100-year storm events
of 50%, 75% ad 80% of existing flow, respectively.
Under the existing conditions, a drainage area map was developed and used to determine and
demonstrate existing stormwater runoff patterns from the subject property. Similarly, a proposed
conditions drainage area map was created to illustrate proposed stormwater runoff generated as a
result of developing the site as shown on the design plans.
The existing and proposed stormwater runoff rates were compared for the 2-, 10- and 100-year
storm events. A comparison of the existing and proposed flows was performed and shown to
comply with the requirements of applicable review agencies. One (1) underground detention
systems with an outlet control structure was designed to achieve the required reductions.
6
A SiteSaver Stormwater Treatment System water quality unit was incorporated into the design
for the underground detention facility.
3. STORMWATER ANALYSIS
Analysis Parameters
The 2-, 10-, and 100-year storm events were modeled to determine the overall stormwater runoff
under the existing and proposed conditions to the existing drainage system.
Rainfall Intensity
Precipitation frequency rainfall estimates for the subject property were obtained from NOAA,
National Weather Service data.
Existing Conditions
The existing watershed area was delineated as shown on the attached Existing Drainage Area
Maps provided in Appendix F and consists of three (3) drainage areas. The point of analysis for
each drainage area is an existing inlet in the adjacent roadways.
Drainage Area 1 has runoff directed to the south towards Waynewood Park and has a total
drainage area of 0.67 acres. No drainage system exists in Waynewood Park until the intersection
of Waynewood Park with West Front Street approximately 200 feet to the west. The drainage
area consists of buildings, asphalt pavement, concrete, lawns and wooded areas.
Drainage Area 2 has runoff directed from the Contrail property located to the east across the
subject property to West Front Street in the west and has a total drainage area of 4.80 acres. The
drainage area consists of buildings, asphalt pavement, concrete, lawns and wooded areas.
Drainage Area 3 has runoff directed to the north towards Plainfield Avenue and has a total
drainage area of 0.28 acres. The drainage area consists of a wooded area.
No stormwater management facilities or pipe conveyance system exists in any drainage area.
The soils within each existing drainage area are urban and have been classified as hydrologic soil
group D (see Appendix B).
The HydraFlow Hydrographs program was used to determine the existing peak flows for
Drainage Areas 1 and 2 used in the analysis. Drainage Area 3 was not developed. These flows
are summarized in Table 1.
Appendix C provides hydrographs for the existing conditions area.
7
Proposed Conditions
The proposed watershed area was delineated as shown on the attached Proposed Drainage Area
Maps provided in Appendix F and consists of four (4) drainage area. The point of analysis for
each drainage area is an existing inlet in the adjacent roadways. The total proposed drainage
area is 5.75 AC. The drainage area consists of impervious building, driveways and parking
areas, landscaping and lawn areas.
Under the proposed condition, stormwater runoff generated from the proposed building, parking
area, concrete sidewalks and landscape areas is directed to area inlets and conveyed to the
proposed underground detention facility via catch basins and storm pipes having a minimum size
of 12”. The stormwater conveyance system consists of a two conveyance runs directing surface
runoff to the underground detention facility. Rooftop leaders were connected directly to the
underground detention system.
The HydraFlow Hydrographs program was used to determine the proposed unrouted peak flows
for Drainage Areas 1, 2 and 3 used in the analysis. Drainage Area 4 was not developed and is
the same as the existing conditions Drainage Area 3. These flows are summarized in Table 1.
The HydraFlow Hydrographs program was used to determine the proposed routed peak flows
for each drainage area. These flows are summarized in Table 1.
Appendix C provides hydrographs for the proposed conditions area.
Table 1 – Existing and Proposed Flow Summary
Frequency Qpre
(cfs)
Qpost
(Max)
(cfs)
Qpost
(Unrouted)
(cfs)
Qpost
(Routed)
(cfs)
Percent
Qpost, routed
vs.
Qpre
2-year 10.84 50% Qpre 12.30 4.61 43%
5.42
10-year 18.11 75% Qpre 19.41 11.85 65%
13.58
25-year 23.12 - 24.30 16.61 -
-
100-year 32.15 80% Qpre 33.15 25.02 78%
25.72
Existing vs. Proposed Conditions
As shown in Table 1, the peak flow for the 2-, 10- and 100-year storm events have been reduced
to 43%, 65% and 78% respectively when compared with the reduction requirements of 50%,
75% and 80%.
8
It should be noted that existing Drainage Areas 1 and 2 where compared to proposed Drainages
Areas 1, 2 and 3, since existing Drainage Area 3 is under changed and the same as proposed
Drainage Area 4.
The proposed underground detention system consists of 4 foot by 4 foot concrete chambers, 109
feet in length with 20 barrels and headers. Discharge is controlled by an outlet control structure
which has a 6 inch diameter orifice and a rectangular weir with a 2 foot long crest.
4. WATER QUALITY
Water Quality Design Storm
Stormwater runoff generated from the rooftop is assumed to be cleaned under NJDEP rules and
when intermingled with the asphalt parking area runoff, only a 50% TSS removal unit is
required.
The water quality design storm is 1.36 cfs. A SiteSaver Stormwater Treatment System by
StormTrap is proposed with a maximum water quality storm flow of 4.32 cfs.
See Appendix D for Water Quality Calculations.
Manufactured Treatment Device
Pursuant to Chapter 9.6 of the NJ Stormwater BMP Manual:
The TSS removal rate of the MTD must be certified by the NJDEP Division of Science,
Research & Technology (DSRT).
The MTD is not required for storage or flow rate attenuation, therefore, design is based
on peak flow rate.
To achieve its assigned TSS removal rate, the MTD must be designed to treat the runoff
generated by the stormwater quality design storm.
The MTD must be able to safely overflow or bypass flows of excess of stormwater
quality design storm.
The MTD will be subsurface, therefore, must be designed for HS-20 traffic loading.
The MTD will be an on-line system receiving upstream runoff from all storms, providing
runoff treatment for stormwater quality design storm and conveying the runoff from
larger storms through an overflow.
A maintenance plan for the MTD is required.
9
5. PIPE CALCULATIONS
A combination of PVC pipes for roof leaders and RCP for conveyance systems are utilized
throughout the development. The minimum slope is 0.5% and pipe sizes include 6” in diameter
for roof leaders and 12” for conveyance piping. Trench drains are provided at the bottom of
driveway slopes.
See Appendix E for pipe conveyance calculations.
6. SOIL EROSION AND SEDIMENT CONTROL
The proposed demolition and construction activities will disturb greater than 5,000 square feet of
land, therefore, the following soil erosion and sediment control measures will be incorporated
into the design plans.
Stabilized Construction Access (SCA)
SCAs are proposed for the site accesses along South Second Street. The SCAs will reduce the
tracking of sediment onto the public roadway and mitigate the potential for sediment laden
runoff to enter the municipal stormwater and adjacent waterways. All SCAs should be installed
and maintenance in accordance with the Somerset-Union SCD and SESC plan.
Silt Fence Perimeter Protection
Silt Fence (SF) perimeter controls shall be installed along the down gradient edge of the active
construction site. Per the SESC standard, the fence posts shall be construction of a hardwood
with minimum diameter of 1 ½ inches, spaced a minimum of 8-feet apart and extend a minimum
of 2 feet above and below grade. The geotextile fabric hall be buried at least 6-inches below
grade and extend at least 2 feet above grade. Metal fasteners and high strength reinforcement
material shall be used to fasten the geotextile fabric to the posts in a manner that resists tearing
away from the post. The fabric shall incorporate a drawstring in the top portion of the fence for
added. The sediment barrier will intercept and detain small amounts of sediment from being
discharged off-site. The silt fence perimeter controls shall be maintained in accordance with the
SESC standards.
Stockpile Controls
Stockpile controls shall be placed around all stockpiles of fine materials that are inactive. See
SESC notes. Stockpiles of suspect contaminated material should be placed on plastic sheeting
and contained such that no potentially contaminated runoff can infiltrate the groundwater or flow
off site.
10
Steep Slope Protection
Disturbed slopes shall be stabilized as soon as possible and slopes greater than 2:1 require steep
slope stabilization per SCD. Stabilizations methods include temporary/permanent seeding,
mulch, blankets and/or rolled products.
Inlet Protection
Existing and proposed inlets shall be protected per the SESC standards, which may include filter
fabric with perimeter controls and/or inlet protection bags. The installation and maintenance of
the inlet protection measures shall be in accordance with the SESC standards.
Dust Control
During demolition and construction activities, especially during dry conditions, a water truck
shall be present on-site to mitigate the generation and release of fugitive dust and gaseous air
pollutants. Areas of disturbed sediment and heavy traffic should be wetted regularly. Dust
control shall be maintained, during demolition activities. The application of dust control
polymers and/or perimeter screen fencing may be warranted depending on site conditions.
Concrete Truck Washout Areas
If on-site washout of the concrete trucks is proposed, a prefabricated washout container shall be
delivered to the site. Per the SESC standards, the washout area shall not be located adjacent to
identified surface drainage features or wetland areas. The washout container should be cleaned
or changed when it is filled to 75% capacity.
Hazardous Material Storage and Spill Protection
All hazardous materials shall be properly stored and maintenance with appropriate spill
protection measures.
Somerset-Union Soil Conservation District Soil Erosion and Sediment Control Notes
1. All Soil Erosion and Sediment Control practices shall be installed prior to any major soil
disturbances, or in their proper sequence and maintained until permanent protection is
established.
2. Any Disturbed areas that will be left exposed more than 30 Days and not subject to
construction traffic, will immediately receive a temporary seeding. If the season prevents the
establishment of a temporary cover, the disturbed areas will be mulched with a straw, or
equivalent material, at a rate of two (2) tons per acre, according to NJ State Standards.
3. Permanent Vegetation shall be seeded or sodded on all exposed areas within ten (10) days
after final grading. Mulch will be used for protection until seeding is established.
11
4. All work shall be done in accordance with the NJ State Standards for Soil Erosion and
Sediment Control in New Jersey.
5. A sub-base course will be applied immediately following rough grading and installation of
improvements in order to stabilize streets, roads, driveways and parking areas. In areas
where no utilities are present, the sub-base shall be installed within 15 days or preliminary
grading.
6. Immediately following initial disturbance or rough grading all critical areas subject to erosion
(i.e.: steep slopes, roadway embankments) will receive a temporary seeding in combination
with straw mulch or a suitable equivalent, at a rate of two (2) tons per acre, according to the
NJ State Standards.
7. Any steep slopes receiving pipeline installation will be backfilled and stabilized daily, as the
installation proceeds (i.e.: slopes greater than 3:1).
8. Traffic control Standards require the installation of a 50’x30’x6’’pad of 1 1/2” or 2” stone, at
all construction driveways, immediately after initial site disturbance.
9. The Somerset-Union Soil Conservation District shall be notified in writing 48 hours in
advance of any land disturbing activity.
10. At the time when the site preparation for permanent vegetative stabilization is going to be
accomplished, any soil that will not provide a suitable environment to support adequate
vegetative ground cover, shall be removed or treated in such a way that will permanently
adjust the soil conditions and render it suitable for vegetative ground cover. If the removal or
treatment of the soil will not provide suitable conditions, non-vegetative means of permanent
ground stabilization will have to be employed.
11. In that NJSA 4:24-39 et seq., requires that no Certificate of Occupancy be issued before the
provisions the Certified Plan for Soil Erosion and Sediment Control have been complied with
for permanent measures, all site work for site plans and all work around individual lots in
subdivisions, will have to be completed prior to the District issuing a Report of Compliance
for the issuance of a Certificate of Occupancy by the Municipality.
12. Conduit Outlet Protection must be installed at all required outfalls prior to the drainage
system becoming operational.
13. Any changes to the Certified Soil Erosion and Sediment Control Plan will require the
submission of revised Soil Erosion and Sediment Control Plans to the District for re-
12
certification. The revised plans must meet all NJ State Soil Erosion & Sediment Control
Standards.
14. The Somerset-Union Soil Conservation District shall be notified of any changes in
ownership.
15. Mulching to the NJ Standards is required for obtaining a Conditional Report of Compliance.
Conditionals are only issued when the season prohibits seeding.
16. Contractor is responsible for keeping all adjacent roads clean during life of construction
project.
17. The developer shall be responsible for remediating any erosion or sediment problems that
arise as a result of ongoing construction at the request of the Somerset-Union Soil
Conservation District.
18. Hydro seeding is a two- step process. The first step includes seed, fertilizer, lime, etc., along
with minimal amounts of mulch to promote consistency, good seed to soil contact, and give
a visual indication of coverage. Upon completion of seeding operation, hydro-mulch should
be applied at a rate of 1500 lbs. per acre in second step. The use of hydro-mulch, as opposed
to straw, is limited to optimum seeding dates as listed in the NJ Standards.
7. STORMWATER MANAGEMENT MAINTENANCE PLAN This stormwater maintenance plan has been prepared in accordance with the City of Plainfield's
municipal, Stormwater Management ordinance and applicable chapters of the NJDEP Stormwater BMP
Manual. The site's stormwater management measures shall be maintained in accordance with the
NJDEP Stormwater Management BMP Manual and the Standards for SESC in New Jersey, and any
manufacturer's specifications.
Underground Stormwater Detention Chambers
To meet the NJDEP Stormwater Management Quantity Requirements, an underground
stormwater detention systerm has been designed for the site.
Inspection Notes
During the first service year a visual inspection should e completed during and after each
major rainfall event, in addition to semi-annually, to establish a pattern of sediment and
debris build up.
13
Second year plus; establish an annual inspection frequency based on the information
collected during the first year. At a minimum an inspection should be performed semi-
annually.
Inspect inspection ports, inflow/outflow points, including inlet/manhole pipes and
discharge area.
Identify and report maintenance required, including sediment and debris accumulation,
system backing up, and flow rate change.
Maintenance Procedures
Conform to all local, state and federal regulations.
Determine if maintenance is required.
Use a vacuum pump truck to evacuate debris from the inflow and outflow points.
Flush the system with clean water forcing debris from the system. Take care to avoid
extreme direct water pressure when flushing the system.
Manufactured Treatment Device Maintenance Notes
Sufficient and suitable access must be provided for each chamber in the device for
inspection and maintenance activities; including adequate clearance from structures to
allow for placement and operation of maintenance equipment.
The MTDs should be inspected and maintained in accordance with the manufacturer's
instructions and/or recommendations and any maintenance requirements associated with
the MTD's certification by NJDEP.
The MTDs shall be inspected for clogging and excessive debris and sediment
accumulation at least four times annually as well as after every storm exceeding 1 inch of
rainfall.
Disposal of debris, trash, sediment, and other waste material should be done at suitable
disposal/recycling sites and in compliance with all applicable local, state and federal
waste regulations.
Vegetation
The prescribed MTDs will not utilize vegetation.
Structural Components
All structural components must be inspected for cracking, subsidence, spalling, erosion and
deterioration at least annually and per manufacturer's specifications.
Other
Maintenance plan must indicate the maximum level of oil, sediment, and debris
accumulation allowed before removal is required.
14
Removal levels should be monitored during device inspections to help determine the need
for removal and other device maintenance.
Prescribed StormTrap SiteSaver Maintenance Notes
Routine inspection and maintenance program should be established for each unit based
on:
o The volume of load of the contaminants of concern,
o Frequency of releases of contaminant at the facility, and
o The nature of the area being drained.
Inspections can occur from the surface, eliminating the need to enter the systems to
determine when cleanout should be performed.
Quarterly inspection is recommended for the first year to develop an appropriate schedule
of maintenance, typically the inspection schedule for subsequent years is semi-annual.
Refer to Appendix G StormTrap SiteSaver NJDEP Certification.
Debris and Sediment Disposal
All removed debris and sediment shall be disposed in a legal manner in accordance with all
applicable local, county and state agencies having jurisdiction.
State Plane Co-Ordinates
Site Centroid Location: Northing: 511,155 Easting: 647,875
Underground Detention Facility: Northing: 511,100 Easting: 647,775
Maintenance Cost Estimate
Task Cost
Removal of accumulated sediment, trash and debris $100 per inlet
$750 for water quality unit
$1,000 for detention facility
Mowing, pruning and restoration of vegetation $250 - $750
Restoration of eroded areas $250 - $750
Elimination of mosquito breeding areas $250 - $1,000
Control of aquatic vegetation $500 - $1,000
Repair or replacement of damaged or deteriorated components $250 - $4,000
15
Log Records for Annual Evaluation
Sample Record Keeping Form provided in Appendix H.
The responsible party shall maintain records documenting the condition of the stormwater
management system, maintenance work performed and maintenance work necessary, and any
safety hazards. The records shall include a schedule for performing needed maintenance, repairs
or safety improvements.
Written maintenance and repair records for all components of the stormwter management system
must be maintained for at least five (5) years by the responsible party. Copies of these
documents must be submitted to the Township Engineer by April 1st every five (5) years. This
should include all receipts for materials and labor purchased. Manufacturer's documents,
including warranty information, shall also be retained.
8. CONCLUSIONS
The proposed development of Block 233, Lots 2, 7 & 12 will utilize one (1) proposed
underground detention facility to accommodate runoff generated from development of the
subject property. Additional drainage improvements, including proposed structural water quality
device, area inlets and conveyance piping, have been used to satisfy design parameters and
requirements set forth in the stormwater management rules and regulations.
The development will reduce peak flow from the site for the 2-year, 10-year and 100-year storm
at the point of analysis under the proposed conditions.
Water quality will be addressed with the use of a StormTrap SiteSaver Stormwater Treatment
System 50% TSS device.
Appendices
A. Site Location Map
B. Soil Map
C. Hydrologic Calculations
Pre-development Peak Runoff
Post-development Peak Runoff
Hydrographs
D. Water Quality Calculations
E. Pipe Conveyance Calculations
F. Drainage Area Maps
G. StormTrap SiteSaver NJDEP Certification
H. Sample Maintenance Log
I. Reference Material
Appendix A: Site Location Map
SITE LOCATION MAP
SITE
Appendix B: Soil Map
Soil Map—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 1 of 3
4495
760
4495
790
4495
820
4495
850
4495
880
4495
910
4495
940
4495
970
4495
760
4495
790
4495
820
4495
850
4495
880
4495
910
4495
940
4495
970
547950 547980 548010 548040 548070 548100 548130 548160 548190 548220 548250 548280
547950 547980 548010 548040 548070 548100 548130 548160 548190 548220 548250 548280
40° 36' 47'' N74
° 2
5' 5
9'' W
40° 36' 47'' N
74° 2
5' 4
4'' W
40° 36' 40'' N
74° 2
5' 5
9'' W
40° 36' 40'' N
74° 2
5' 4
4'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS840 50 100 200 300
Feet0 20 40 80 120
MetersMap Scale: 1:1,580 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point FeaturesBlowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Union County, New JerseySurvey Area Data: Version 14, Jun 1, 2020
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Jul 26, 2019—Jul 31, 2019
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Soil Map—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BhpBr Birdsboro-Urban land complex, 0 to 6 percent slopes, rarely flooded
0.5 10.2%
UR Urban land 4.6 89.8%
Totals for Area of Interest 5.1 100.0%
Soil Map—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 3 of 3
Hydrologic Soil Group—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 1 of 4
4495
760
4495
790
4495
820
4495
850
4495
880
4495
910
4495
940
4495
970
4495
760
4495
790
4495
820
4495
850
4495
880
4495
910
4495
940
4495
970
547950 547980 548010 548040 548070 548100 548130 548160 548190 548220 548250 548280
547950 547980 548010 548040 548070 548100 548130 548160 548190 548220 548250 548280
40° 36' 47'' N74
° 2
5' 5
9'' W
40° 36' 47'' N
74° 2
5' 4
4'' W
40° 36' 40'' N
74° 2
5' 5
9'' W
40° 36' 40'' N
74° 2
5' 4
4'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS840 50 100 200 300
Feet0 20 40 80 120
MetersMap Scale: 1:1,580 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating LinesA
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating PointsA
A/D
B
B/D
C
C/D
D
Not rated or not available
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Union County, New JerseySurvey Area Data: Version 14, Jun 1, 2020
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Jul 26, 2019—Jul 31, 2019
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BhpBr Birdsboro-Urban land complex, 0 to 6 percent slopes, rarely flooded
B 0.5 10.2%
UR Urban land 4.6 89.8%
Totals for Area of Interest 5.1 100.0%
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.
Hydrologic Soil Group—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Union County, New Jersey
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
8/2/2020Page 4 of 4
Appendix C: Hydrologic Calculations
Pre-development Peak Runoff
Post-development Peak Runoff
Hydrographs
Drainage Area 1 – Existing Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Woods (good) D 0.12 77
Lawn (good) D 0.07 80
Gravel D 0.07 91
Impervious D 0.41 98
Total 0.67 Avg CN = 92
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.011
Flow Length = 100 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 1.2 %
Sheet Flow Time = 1.45 minutes
Shallow Concentrated Flow
Flow Length = 18 feet
Land Slope = 5.0%
Surface Type = Paved
Shallow Concentrated Flow Time = 0.07 minutes
Time of Concentration (Tc) = 1.52 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 2 – Existing Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Woods (good) D 1.72 77
Lawn (good) D 0.11 80
Gravel D 0.23 91
Impervious D 2.74 98
Total 4.80 Avg CN = 90
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.011
Flow Length = 150 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 0.7%
Sheet Flow Time = 2.48 minutes
Shallow Concentrated Flow
Flow Length = 46 feet
Land Slope = 1.3%
Surface Type = Paved
Shallow Concentrated Flow Time = 0.33 minutes
Shallow Concentrated Flow
Flow Length = 79 feet
Land Slope = 3.8%
Surface Type = Paved
Shallow Concentrated Flow Time = 0.33 minutes
Shallow Concentrated Flow
Flow Length = 307 feet
Land Slope = 1.6%
Surface Type = Paved
Shallow Concentrated Flow Time = 1.99 minutes
Time of Concentration (Tc) = 5.13 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 3 – Existing Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Woods (good) D 0.19 77
Gravel D 0.09 91
Total 0.28 Avg CN = 82
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.4
Flow Length = 60 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 20%
Sheet Flow Time = 5.53 minutes
Shallow Concentrated Flow
Flow Length = 152 feet
Land Slope = 1.4%
Surface Type = Unpaved
Shallow Concentrated Flow Time = 1.33 minutes
Time of Concentration (Tc) = 6.86 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 1 – Proposed Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Lawn (good) D 0.02 80
Impervious D 0.01 98
Total 0.03 Avg CN = 86
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.011
Flow Length = 22 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 2.0%
Sheet Flow Time = 0.35 minutes
Time of Concentration (Tc) = 0.35 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 2 – Proposed Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Lawn (good) D 0.12 80
Impervious D 0.07 98
Total 0.19 Avg CN = 87
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.011
Flow Length = 128 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 0.8%
Sheet Flow Time = 2.07 minutes
Time of Concentration (Tc) = 2.07 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 3 – Proposed Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Woods (good) D 0.28 77
Lawn (good) D 0.48 80
Gravel D 0.23 91
Impervious D 4.26 98
Total 5.25 Avg CN = 95
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.011
Flow Length = 68 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 23.7%
Sheet Flow Time = 0.32 minutes
Shallow Concentrated Flow
Flow Length = 346 feet
Land Slope = 1.7%
Surface Type = Paved
Shallow Concentrated Flow Time = 2.18 minutes
Shallow Concentrated Flow
Flow Length = 234 feet
Land Slope = 0.4%
Surface Type = Paved
Shallow Concentrated Flow Time = 3.03 minutes
Time of Concentration (Tc) = 5.53 minutes, use minimum Tc = 10 minutes per RSIS.
Drainage Area 4 – Proposed Conditions
Land Cover Hydrologic Soil Type Area
(AC)
CN
Value
Woods (good) D 0.19 77
Gravel D 0.09 91
Total 0.28 Avg CN = 82
Time of Concentration (Tc) Calculation
Sheet Flow
Manning’s n-value = 0.4
Flow Length = 60 feet
Two-year 24-hour Rain = 3.38 inches
Land Slope = 20%
Sheet Flow Time = 5.53 minutes
Shallow Concentrated Flow
Flow Length = 152 feet
Land Slope = 1.4%
Surface Type = Unpaved
Shallow Concentrated Flow Time = 1.33 minutes
Time of Concentration (Tc) = 6.86 minutes, use minimum Tc = 10 minutes per RSIS
Hydraflow Table of Contents SWM_10-9-20.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hydrograph Return Period Recap............................................................................. 1
2 - YearSummary Report......................................................................................................................... 2Hydrograph Reports................................................................................................................... 3
Hydrograph No. 1, SCS Runoff, EX. DA-1............................................................................... 3Hydrograph No. 2, SCS Runoff, EX. DA-2............................................................................... 4Hydrograph No. 3, Combine, EX. DA-1+2............................................................................... 5Hydrograph No. 4, SCS Runoff, EX. DA-3............................................................................... 6Hydrograph No. 5, SCS Runoff, PR. DA-1 OVERLAND.......................................................... 7Hydrograph No. 6, SCS Runoff, PR. DA-2 OVERLAND.......................................................... 8Hydrograph No. 7, SCS Runoff, PR. DA-3............................................................................... 9Hydrograph No. 8, Combine, PR. DA-1+2+3......................................................................... 10Hydrograph No. 9, Reservoir, ROUTED DA-3....................................................................... 11
Pond Report - UG DETENTION........................................................................................ 12Hydrograph No. 10, Combine, PR. DA 1+2+ROUTED 3....................................................... 14Hydrograph No. 11, SCS Runoff, PR. DA-4........................................................................... 15
10 - YearSummary Report....................................................................................................................... 16Hydrograph Reports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, EX. DA-1............................................................................. 17Hydrograph No. 2, SCS Runoff, EX. DA-2............................................................................. 18Hydrograph No. 3, Combine, EX. DA-1+2............................................................................. 19Hydrograph No. 4, SCS Runoff, EX. DA-3............................................................................. 20Hydrograph No. 5, SCS Runoff, PR. DA-1 OVERLAND........................................................ 21Hydrograph No. 6, SCS Runoff, PR. DA-2 OVERLAND........................................................ 22Hydrograph No. 7, SCS Runoff, PR. DA-3............................................................................. 23Hydrograph No. 8, Combine, PR. DA-1+2+3......................................................................... 24Hydrograph No. 9, Reservoir, ROUTED DA-3....................................................................... 25Hydrograph No. 10, Combine, PR. DA 1+2+ROUTED 3....................................................... 26Hydrograph No. 11, SCS Runoff, PR. DA-4........................................................................... 27
25 - YearSummary Report....................................................................................................................... 28Hydrograph Reports................................................................................................................. 29
Hydrograph No. 1, SCS Runoff, EX. DA-1............................................................................. 29Hydrograph No. 2, SCS Runoff, EX. DA-2............................................................................. 30Hydrograph No. 3, Combine, EX. DA-1+2............................................................................. 31Hydrograph No. 4, SCS Runoff, EX. DA-3............................................................................. 32Hydrograph No. 5, SCS Runoff, PR. DA-1 OVERLAND........................................................ 33Hydrograph No. 6, SCS Runoff, PR. DA-2 OVERLAND........................................................ 34Hydrograph No. 7, SCS Runoff, PR. DA-3............................................................................. 35Hydrograph No. 8, Combine, PR. DA-1+2+3......................................................................... 36Hydrograph No. 9, Reservoir, ROUTED DA-3....................................................................... 37Hydrograph No. 10, Combine, PR. DA 1+2+ROUTED 3....................................................... 38Hydrograph No. 11, SCS Runoff, PR. DA-4........................................................................... 39
100 - Year
Contents continued... SWM_10-9-20.gpw
Summary Report....................................................................................................................... 40Hydrograph Reports................................................................................................................. 41
Hydrograph No. 1, SCS Runoff, EX. DA-1............................................................................. 41Hydrograph No. 2, SCS Runoff, EX. DA-2............................................................................. 42Hydrograph No. 3, Combine, EX. DA-1+2............................................................................. 43Hydrograph No. 4, SCS Runoff, EX. DA-3............................................................................. 44Hydrograph No. 5, SCS Runoff, PR. DA-1 OVERLAND........................................................ 45Hydrograph No. 6, SCS Runoff, PR. DA-2 OVERLAND........................................................ 46Hydrograph No. 7, SCS Runoff, PR. DA-3............................................................................. 47Hydrograph No. 8, Combine, PR. DA-1+2+3......................................................................... 48Hydrograph No. 9, Reservoir, ROUTED DA-3....................................................................... 49Hydrograph No. 10, Combine, PR. DA 1+2+ROUTED 3....................................................... 50Hydrograph No. 11, SCS Runoff, PR. DA-4........................................................................... 51
Hydrograph Return Period Recap1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ ------- 1.402 ------- ------- 2.287 2.896 ------- 3.994 EX. DA-1
2 SCS Runoff ------ ------- 9.438 ------- ------- 15.82 20.22 ------- 28.16 EX. DA-2
3 Combine 1, 2 ------- 10.84 ------- ------- 18.11 23.12 ------- 32.15 EX. DA-1+2
4 SCS Runoff ------ ------- 0.404 ------- ------- 0.766 1.025 ------- 1.497 EX. DA-3
5 SCS Runoff ------ ------- 0.051 ------- ------- 0.091 0.119 ------- 0.169 PR. DA-1 OVERLAND
6 SCS Runoff ------ ------- 0.334 ------- ------- 0.560 0.716 ------- 0.997 PR. DA-2 OVERLAND
7 SCS Runoff ------ ------- 11.91 ------- ------- 18.75 23.46 ------- 31.99 PR. DA-3
8 Combine 5, 6, 7 ------- 12.30 ------- ------- 19.41 24.30 ------- 33.15 PR. DA-1+2+3
9 Reservoir 7 ------- 4.465 ------- ------- 11.45 16.10 ------- 24.06 ROUTED DA-3
10 Combine 5, 6, 9 ------- 4.605 ------- ------- 11.85 16.61 ------- 25.02 PR. DA 1+2+ROUTED 3
11 SCS Runoff ------ ------- 0.404 ------- ------- 0.766 1.025 ------- 1.497 PR. DA-4
Proj. file: SWM_10-9-20.gpw Friday, 10 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Summary Report2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.402 5 730 5,750 ------ ------ ------ EX. DA-1
2 SCS Runoff 9.438 5 730 38,156 ------ ------ ------ EX. DA-2
3 Combine 10.84 5 730 43,907 1, 2 ------ ------ EX. DA-1+2
4 SCS Runoff 0.404 5 730 1,605 ------ ------ ------ EX. DA-3
5 SCS Runoff 0.051 5 730 203 ------ ------ ------ PR. DA-1 OVERLAND
6 SCS Runoff 0.334 5 730 1,351 ------ ------ ------ PR. DA-2 OVERLAND
7 SCS Runoff 11.91 5 730 50,598 ------ ------ ------ PR. DA-3
8 Combine 12.30 5 730 52,153 5, 6, 7 ------ ------ PR. DA-1+2+3
9 Reservoir 4.465 5 750 50,493 7 81.85 22,608 ROUTED DA-3
10 Combine 4.605 5 750 52,048 5, 6, 9 ------ ------ PR. DA 1+2+ROUTED 3
11 SCS Runoff 0.404 5 730 1,605 ------ ------ ------ PR. DA-4
SWM_10-9-20.gpw Return Period: 2 Year Friday, 10 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 1
EX. DA-1
Hydrograph type = SCS Runoff Peak discharge = 1.402 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 5,750 cuftDrainage area = 0.670 ac Curve number = 92*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.120 x 77) + (0.070 x 80) + (0.070 x 91) + (0.410 x 98)] / 0.670
3
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
EX. DA-1Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 2
EX. DA-2
Hydrograph type = SCS Runoff Peak discharge = 9.438 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 38,156 cuftDrainage area = 4.800 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.720 x 77) + (0.110 x 80) + (0.230 x 91) + (2.740 x 98)] / 4.800
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
EX. DA-2Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 3
EX. DA-1+2
Hydrograph type = Combine Peak discharge = 10.84 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 43,907 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.470 ac
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
EX. DA-1+2Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 4
EX. DA-3
Hydrograph type = SCS Runoff Peak discharge = 0.404 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 1,605 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
EX. DA-3Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 5
PR. DA-1 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.051 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 203 cuftDrainage area = 0.030 ac Curve number = 86*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.020 x 80) + (0.010 x 98)] / 0.030
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
PR. DA-1 OVERLANDHyd. No. 5 -- 2 Year
Hyd No. 5
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 6
PR. DA-2 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.334 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 1,351 cuftDrainage area = 0.170 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.080 x 80) + (0.090 x 98)] / 0.170
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
PR. DA-2 OVERLANDHyd. No. 6 -- 2 Year
Hyd No. 6
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 7
PR. DA-3
Hydrograph type = SCS Runoff Peak discharge = 11.91 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 50,598 cuftDrainage area = 5.270 ac Curve number = 95*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.280 x 77) + (0.580 x 80) + (0.230 x 91) + (4.180 x 98)] / 5.270
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
PR. DA-3Hyd. No. 7 -- 2 Year
Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 8
PR. DA-1+2+3
Hydrograph type = Combine Peak discharge = 12.30 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 52,153 cuftInflow hyds. = 5, 6, 7 Contrib. drain. area = 5.470 ac
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
PR. DA-1+2+3Hyd. No. 8 -- 2 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 9
ROUTED DA-3
Hydrograph type = Reservoir Peak discharge = 4.465 cfsStorm frequency = 2 yrs Time to peak = 750 minTime interval = 5 min Hyd. volume = 50,493 cuftInflow hyd. No. = 7 - PR. DA-3 Max. Elevation = 81.85 ftReservoir name = UG DETENTION Max. Storage = 22,608 cuft
Storage Indication method used.
11
0 300 600 900 1200 1500 1800 2100
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
ROUTED DA-3Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 7 Total storage used = 22,608 cuft
Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Pond No. 1 - UG DETENTION
Pond DataUG Chambers -Invert elev. = 79.50 ft, Rise x Span = 4.00 x 4.00 ft, Barrel Len = 109.00 ft, No. Barrels = 20, Slope = 0.02%, Headers = Yes
Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 79.50 n/a 0 00.40 79.90 n/a 3,782 3,7820.80 80.30 n/a 3,887 7,6691.21 80.71 n/a 3,887 11,5571.61 81.11 n/a 3,887 15,4442.01 81.51 n/a 3,887 19,3322.41 81.91 n/a 3,887 23,2192.82 82.32 n/a 3,887 27,1063.22 82.72 n/a 3,887 30,9943.62 83.12 n/a 3,887 34,8814.02 83.52 n/a 3,782 38,663
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 6.00 0.00 0.00 0.00
Span (in) = 6.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 79.50 0.00 0.00 0.00
Length (ft) = 2.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 2.00 0.00 0.00 0.00
Crest El. (ft) = 81.25 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge TableStage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 79.50 0.00 --- --- --- 0.00 --- --- --- --- --- 0.0000.04 378 79.54 0.00 oc --- --- --- 0.00 --- --- --- --- --- 0.0040.08 756 79.58 0.01 oc --- --- --- 0.00 --- --- --- --- --- 0.0120.12 1,135 79.62 0.02 oc --- --- --- 0.00 --- --- --- --- --- 0.0220.16 1,513 79.66 0.03 oc --- --- --- 0.00 --- --- --- --- --- 0.0330.20 1,891 79.70 0.05 oc --- --- --- 0.00 --- --- --- --- --- 0.0460.24 2,269 79.74 0.06 oc --- --- --- 0.00 --- --- --- --- --- 0.0580.28 2,647 79.78 0.07 oc --- --- --- 0.00 --- --- --- --- --- 0.0710.32 3,026 79.82 0.08 oc --- --- --- 0.00 --- --- --- --- --- 0.0840.36 3,404 79.86 0.10 oc --- --- --- 0.00 --- --- --- --- --- 0.0960.40 3,782 79.90 0.11 oc --- --- --- 0.00 --- --- --- --- --- 0.1070.44 4,171 79.94 0.12 oc --- --- --- 0.00 --- --- --- --- --- 0.1160.48 4,560 79.98 0.12 oc --- --- --- 0.00 --- --- --- --- --- 0.1220.52 4,948 80.02 0.22 oc --- --- --- 0.00 --- --- --- --- --- 0.2220.56 5,337 80.06 0.33 oc --- --- --- 0.00 --- --- --- --- --- 0.3310.60 5,726 80.10 0.41 oc --- --- --- 0.00 --- --- --- --- --- 0.4120.64 6,114 80.14 0.48 oc --- --- --- 0.00 --- --- --- --- --- 0.4800.68 6,503 80.18 0.54 oc --- --- --- 0.00 --- --- --- --- --- 0.5390.72 6,892 80.22 0.59 oc --- --- --- 0.00 --- --- --- --- --- 0.5920.76 7,281 80.26 0.64 oc --- --- --- 0.00 --- --- --- --- --- 0.6410.80 7,669 80.30 0.69 oc --- --- --- 0.00 --- --- --- --- --- 0.6860.84 8,058 80.34 0.73 ic --- --- --- 0.00 --- --- --- --- --- 0.7290.88 8,447 80.38 0.75 ic --- --- --- 0.00 --- --- --- --- --- 0.7530.93 8,836 80.43 0.78 ic --- --- --- 0.00 --- --- --- --- --- 0.7770.97 9,224 80.47 0.80 ic --- --- --- 0.00 --- --- --- --- --- 0.7991.01 9,613 80.51 0.82 ic --- --- --- 0.00 --- --- --- --- --- 0.8221.05 10,002 80.55 0.84 ic --- --- --- 0.00 --- --- --- --- --- 0.8431.09 10,391 80.59 0.86 ic --- --- --- 0.00 --- --- --- --- --- 0.8641.13 10,779 80.63 0.88 ic --- --- --- 0.00 --- --- --- --- --- 0.8851.17 11,168 80.67 0.90 ic --- --- --- 0.00 --- --- --- --- --- 0.9051.21 11,557 80.71 0.92 ic --- --- --- 0.00 --- --- --- --- --- 0.9251.25 11,946 80.75 0.94 ic --- --- --- 0.00 --- --- --- --- --- 0.944
Continues on next page...
13
UG DETENTION
Stage / Storage / Discharge TableStage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.29 12,334 80.79 0.96 ic --- --- --- 0.00 --- --- --- --- --- 0.9631.33 12,723 80.83 0.98 ic --- --- --- 0.00 --- --- --- --- --- 0.9811.37 13,112 80.87 1.00 ic --- --- --- 0.00 --- --- --- --- --- 0.9991.41 13,500 80.91 1.02 ic --- --- --- 0.00 --- --- --- --- --- 1.0171.45 13,889 80.95 1.03 ic --- --- --- 0.00 --- --- --- --- --- 1.0351.49 14,278 80.99 1.05 ic --- --- --- 0.00 --- --- --- --- --- 1.0521.53 14,667 81.03 1.07 ic --- --- --- 0.00 --- --- --- --- --- 1.0691.57 15,055 81.07 1.09 ic --- --- --- 0.00 --- --- --- --- --- 1.0851.61 15,444 81.11 1.10 ic --- --- --- 0.00 --- --- --- --- --- 1.1021.65 15,833 81.15 1.12 ic --- --- --- 0.00 --- --- --- --- --- 1.1181.69 16,222 81.19 1.13 ic --- --- --- 0.00 --- --- --- --- --- 1.1341.73 16,610 81.23 1.15 ic --- --- --- 0.00 --- --- --- --- --- 1.1501.77 16,999 81.27 1.17 ic --- --- --- 0.02 --- --- --- --- --- 1.1841.81 17,388 81.31 1.18 ic --- --- --- 0.10 --- --- --- --- --- 1.2781.85 17,777 81.35 1.20 ic --- --- --- 0.21 --- --- --- --- --- 1.4061.89 18,165 81.39 1.21 ic --- --- --- 0.35 --- --- --- --- --- 1.5601.93 18,554 81.43 1.23 ic --- --- --- 0.51 --- --- --- --- --- 1.7361.97 18,943 81.47 1.24 ic --- --- --- 0.69 --- --- --- --- --- 1.9302.01 19,332 81.51 1.25 ic --- --- --- 0.89 --- --- --- --- --- 2.1422.05 19,720 81.55 1.27 ic --- --- --- 1.10 --- --- --- --- --- 2.3692.09 20,109 81.59 1.28 ic --- --- --- 1.33 --- --- --- --- --- 2.6112.13 20,498 81.63 1.30 ic --- --- --- 1.57 --- --- --- --- --- 2.8662.17 20,886 81.67 1.31 ic --- --- --- 1.82 --- --- --- --- --- 3.1352.21 21,275 81.71 1.32 ic --- --- --- 2.09 --- --- --- --- --- 3.4152.25 21,664 81.75 1.34 ic --- --- --- 2.37 --- --- --- --- --- 3.7082.29 22,053 81.79 1.35 ic --- --- --- 2.66 --- --- --- --- --- 4.0112.33 22,441 81.83 1.36 ic --- --- --- 2.96 --- --- --- --- --- 4.3262.37 22,830 81.87 1.38 ic --- --- --- 3.27 --- --- --- --- --- 4.6512.41 23,219 81.91 1.39 ic --- --- --- 3.60 --- --- --- --- --- 4.9862.45 23,608 81.95 1.40 ic --- --- --- 3.93 --- --- --- --- --- 5.3312.49 23,996 81.99 1.42 ic --- --- --- 4.27 --- --- --- --- --- 5.6862.53 24,385 82.03 1.43 ic --- --- --- 4.62 --- --- --- --- --- 6.0492.57 24,774 82.07 1.44 ic --- --- --- 4.98 --- --- --- --- --- 6.4222.61 25,163 82.11 1.45 ic --- --- --- 5.35 --- --- --- --- --- 6.8042.65 25,551 82.15 1.47 ic --- --- --- 5.73 --- --- --- --- --- 7.1942.69 25,940 82.19 1.48 ic --- --- --- 6.11 --- --- --- --- --- 7.5922.73 26,329 82.23 1.49 ic --- --- --- 6.51 --- --- --- --- --- 7.9992.78 26,718 82.28 1.50 ic --- --- --- 6.91 --- --- --- --- --- 8.4142.82 27,106 82.32 1.51 ic --- --- --- 7.32 --- --- --- --- --- 8.8372.86 27,495 82.36 1.53 ic --- --- --- 7.74 --- --- --- --- --- 9.2672.90 27,884 82.40 1.54 ic --- --- --- 8.17 --- --- --- --- --- 9.7052.94 28,272 82.44 1.55 ic --- --- --- 8.60 --- --- --- --- --- 10.152.98 28,661 82.48 1.56 ic --- --- --- 9.04 --- --- --- --- --- 10.603.02 29,050 82.52 1.57 ic --- --- --- 9.49 --- --- --- --- --- 11.063.06 29,439 82.56 1.58 ic --- --- --- 9.95 --- --- --- --- --- 11.533.10 29,827 82.60 1.59 ic --- --- --- 10.41 --- --- --- --- --- 12.003.14 30,216 82.64 1.61 ic --- --- --- 10.88 --- --- --- --- --- 12.483.18 30,605 82.68 1.62 ic --- --- --- 11.36 --- --- --- --- --- 12.973.22 30,994 82.72 1.63 ic --- --- --- 11.84 --- --- --- --- --- 13.473.26 31,382 82.76 1.64 ic --- --- --- 12.33 --- --- --- --- --- 13.973.30 31,771 82.80 1.65 ic --- --- --- 12.83 --- --- --- --- --- 14.483.34 32,160 82.84 1.66 ic --- --- --- 13.33 --- --- --- --- --- 14.993.38 32,549 82.88 1.67 ic --- --- --- 13.84 --- --- --- --- --- 15.513.42 32,937 82.92 1.68 ic --- --- --- 14.35 --- --- --- --- --- 16.043.46 33,326 82.96 1.69 ic --- --- --- 14.88 --- --- --- --- --- 16.573.50 33,715 83.00 1.70 ic --- --- --- 15.40 --- --- --- --- --- 17.113.54 34,104 83.04 1.71 ic --- --- --- 15.94 --- --- --- --- --- 17.653.58 34,492 83.08 1.72 ic --- --- --- 16.48 --- --- --- --- --- 18.203.62 34,881 83.12 1.74 ic --- --- --- 17.03 --- --- --- --- --- 18.763.66 35,259 83.16 1.75 ic --- --- --- 17.58 --- --- --- --- --- 19.323.70 35,637 83.20 1.76 ic --- --- --- 18.14 --- --- --- --- --- 19.893.74 36,016 83.24 1.77 ic --- --- --- 18.70 --- --- --- --- --- 20.473.78 36,394 83.28 1.78 ic --- --- --- 19.27 --- --- --- --- --- 21.053.82 36,772 83.32 1.79 ic --- --- --- 19.84 --- --- --- --- --- 21.633.86 37,150 83.36 1.80 ic --- --- --- 20.43 --- --- --- --- --- 22.223.90 37,528 83.40 1.81 ic --- --- --- 21.01 --- --- --- --- --- 22.823.94 37,907 83.44 1.82 ic --- --- --- 21.60 --- --- --- --- --- 23.423.98 38,285 83.48 1.83 ic --- --- --- 22.20 --- --- --- --- --- 24.034.02 38,663 83.52 1.84 ic --- --- --- 22.80 --- --- --- --- --- 24.64
...End
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 10
PR. DA 1+2+ROUTED 3
Hydrograph type = Combine Peak discharge = 4.605 cfsStorm frequency = 2 yrs Time to peak = 750 minTime interval = 5 min Hyd. volume = 52,048 cuftInflow hyds. = 5, 6, 9 Contrib. drain. area = 0.200 ac
14
0 300 600 900 1200 1500 1800 2100
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
PR. DA 1+2+ROUTED 3Hyd. No. 10 -- 2 Year
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 9
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 11
PR. DA-4
Hydrograph type = SCS Runoff Peak discharge = 0.404 cfsStorm frequency = 2 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 1,605 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
15
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
PR. DA-4Hyd. No. 11 -- 2 Year
Hyd No. 11
Hydrograph Summary Report16
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.287 5 730 9,658 ------ ------ ------ EX. DA-1
2 SCS Runoff 15.82 5 730 65,685 ------ ------ ------ EX. DA-2
3 Combine 18.11 5 730 75,343 1, 2 ------ ------ EX. DA-1+2
4 SCS Runoff 0.766 5 730 3,062 ------ ------ ------ EX. DA-3
5 SCS Runoff 0.091 5 730 368 ------ ------ ------ PR. DA-1 OVERLAND
6 SCS Runoff 0.560 5 730 2,326 ------ ------ ------ PR. DA-2 OVERLAND
7 SCS Runoff 18.75 5 730 81,927 ------ ------ ------ PR. DA-3
8 Combine 19.41 5 730 84,622 5, 6, 7 ------ ------ PR. DA-1+2+3
9 Reservoir 11.45 5 740 81,822 7 82.55 29,372 ROUTED DA-3
10 Combine 11.85 5 740 84,517 5, 6, 9 ------ ------ PR. DA 1+2+ROUTED 3
11 SCS Runoff 0.766 5 730 3,062 ------ ------ ------ PR. DA-4
SWM_10-9-20.gpw Return Period: 10 Year Friday, 10 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 1
EX. DA-1
Hydrograph type = SCS Runoff Peak discharge = 2.287 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 9,658 cuftDrainage area = 0.670 ac Curve number = 92*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.120 x 77) + (0.070 x 80) + (0.070 x 91) + (0.410 x 98)] / 0.670
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
EX. DA-1Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 2
EX. DA-2
Hydrograph type = SCS Runoff Peak discharge = 15.82 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 65,685 cuftDrainage area = 4.800 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.720 x 77) + (0.110 x 80) + (0.230 x 91) + (2.740 x 98)] / 4.800
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
EX. DA-2Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 3
EX. DA-1+2
Hydrograph type = Combine Peak discharge = 18.11 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 75,343 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.470 ac
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
EX. DA-1+2Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 4
EX. DA-3
Hydrograph type = SCS Runoff Peak discharge = 0.766 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 3,062 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
EX. DA-3Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 5
PR. DA-1 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.091 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 368 cuftDrainage area = 0.030 ac Curve number = 86*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.020 x 80) + (0.010 x 98)] / 0.030
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
PR. DA-1 OVERLANDHyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 6
PR. DA-2 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.560 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 2,326 cuftDrainage area = 0.170 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.080 x 80) + (0.090 x 98)] / 0.170
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
PR. DA-2 OVERLANDHyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 7
PR. DA-3
Hydrograph type = SCS Runoff Peak discharge = 18.75 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 81,927 cuftDrainage area = 5.270 ac Curve number = 95*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.280 x 77) + (0.580 x 80) + (0.230 x 91) + (4.180 x 98)] / 5.270
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
PR. DA-3Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 8
PR. DA-1+2+3
Hydrograph type = Combine Peak discharge = 19.41 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 84,622 cuftInflow hyds. = 5, 6, 7 Contrib. drain. area = 5.470 ac
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
PR. DA-1+2+3Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 9
ROUTED DA-3
Hydrograph type = Reservoir Peak discharge = 11.45 cfsStorm frequency = 10 yrs Time to peak = 740 minTime interval = 5 min Hyd. volume = 81,822 cuftInflow hyd. No. = 7 - PR. DA-3 Max. Elevation = 82.55 ftReservoir name = UG DETENTION Max. Storage = 29,372 cuft
Storage Indication method used.
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
ROUTED DA-3Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 7 Total storage used = 29,372 cuft
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 10
PR. DA 1+2+ROUTED 3
Hydrograph type = Combine Peak discharge = 11.85 cfsStorm frequency = 10 yrs Time to peak = 740 minTime interval = 5 min Hyd. volume = 84,517 cuftInflow hyds. = 5, 6, 9 Contrib. drain. area = 0.200 ac
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
PR. DA 1+2+ROUTED 3Hyd. No. 10 -- 10 Year
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 9
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 11
PR. DA-4
Hydrograph type = SCS Runoff Peak discharge = 0.766 cfsStorm frequency = 10 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 3,062 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.15 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
PR. DA-4Hyd. No. 11 -- 10 Year
Hyd No. 11
Hydrograph Summary Report28
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.896 5 730 12,411 ------ ------ ------ EX. DA-1
2 SCS Runoff 20.22 5 730 85,212 ------ ------ ------ EX. DA-2
3 Combine 23.12 5 730 97,623 1, 2 ------ ------ EX. DA-1+2
4 SCS Runoff 1.025 5 730 4,134 ------ ------ ------ EX. DA-3
5 SCS Runoff 0.119 5 730 487 ------ ------ ------ PR. DA-1 OVERLAND
6 SCS Runoff 0.716 5 730 3,018 ------ ------ ------ PR. DA-2 OVERLAND
7 SCS Runoff 23.46 5 730 103,825 ------ ------ ------ PR. DA-3
8 Combine 24.30 5 730 107,330 5, 6, 7 ------ ------ PR. DA-1+2+3
9 Reservoir 16.10 5 740 103,720 7 82.92 32,985 ROUTED DA-3
10 Combine 16.61 5 740 107,225 5, 6, 9 ------ ------ PR. DA 1+2+ROUTED 3
11 SCS Runoff 1.025 5 730 4,134 ------ ------ ------ PR. DA-4
SWM_10-9-20.gpw Return Period: 25 Year Friday, 10 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 1
EX. DA-1
Hydrograph type = SCS Runoff Peak discharge = 2.896 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 12,411 cuftDrainage area = 0.670 ac Curve number = 92*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.120 x 77) + (0.070 x 80) + (0.070 x 91) + (0.410 x 98)] / 0.670
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
EX. DA-1Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 2
EX. DA-2
Hydrograph type = SCS Runoff Peak discharge = 20.22 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 85,212 cuftDrainage area = 4.800 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.720 x 77) + (0.110 x 80) + (0.230 x 91) + (2.740 x 98)] / 4.800
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
EX. DA-2Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 3
EX. DA-1+2
Hydrograph type = Combine Peak discharge = 23.12 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 97,623 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.470 ac
31
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
EX. DA-1+2Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 4
EX. DA-3
Hydrograph type = SCS Runoff Peak discharge = 1.025 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 4,134 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
32
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
EX. DA-3Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 5
PR. DA-1 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.119 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 487 cuftDrainage area = 0.030 ac Curve number = 86*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.020 x 80) + (0.010 x 98)] / 0.030
33
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
PR. DA-1 OVERLANDHyd. No. 5 -- 25 Year
Hyd No. 5
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 6
PR. DA-2 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.716 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 3,018 cuftDrainage area = 0.170 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.080 x 80) + (0.090 x 98)] / 0.170
34
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
PR. DA-2 OVERLANDHyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 7
PR. DA-3
Hydrograph type = SCS Runoff Peak discharge = 23.46 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 103,825 cuftDrainage area = 5.270 ac Curve number = 95*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.280 x 77) + (0.580 x 80) + (0.230 x 91) + (4.180 x 98)] / 5.270
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
PR. DA-3Hyd. No. 7 -- 25 Year
Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 8
PR. DA-1+2+3
Hydrograph type = Combine Peak discharge = 24.30 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 107,330 cuftInflow hyds. = 5, 6, 7 Contrib. drain. area = 5.470 ac
36
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
PR. DA-1+2+3Hyd. No. 8 -- 25 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 9
ROUTED DA-3
Hydrograph type = Reservoir Peak discharge = 16.10 cfsStorm frequency = 25 yrs Time to peak = 740 minTime interval = 5 min Hyd. volume = 103,720 cuftInflow hyd. No. = 7 - PR. DA-3 Max. Elevation = 82.92 ftReservoir name = UG DETENTION Max. Storage = 32,985 cuft
Storage Indication method used.
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
ROUTED DA-3Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 7 Total storage used = 32,985 cuft
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 10
PR. DA 1+2+ROUTED 3
Hydrograph type = Combine Peak discharge = 16.61 cfsStorm frequency = 25 yrs Time to peak = 740 minTime interval = 5 min Hyd. volume = 107,225 cuftInflow hyds. = 5, 6, 9 Contrib. drain. area = 0.200 ac
38
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
PR. DA 1+2+ROUTED 3Hyd. No. 10 -- 25 Year
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 9
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 11
PR. DA-4
Hydrograph type = SCS Runoff Peak discharge = 1.025 cfsStorm frequency = 25 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 4,134 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 6.38 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
39
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
PR. DA-4Hyd. No. 11 -- 25 Year
Hyd No. 11
Hydrograph Summary Report40
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.994 5 730 17,460 ------ ------ ------ EX. DA-1
2 SCS Runoff 28.16 5 730 121,148 ------ ------ ------ EX. DA-2
3 Combine 32.15 5 730 138,609 1, 2 ------ ------ EX. DA-1+2
4 SCS Runoff 1.497 5 730 6,146 ------ ------ ------ EX. DA-3
5 SCS Runoff 0.169 5 730 708 ------ ------ ------ PR. DA-1 OVERLAND
6 SCS Runoff 0.997 5 730 4,291 ------ ------ ------ PR. DA-2 OVERLAND
7 SCS Runoff 31.99 5 730 143,817 ------ ------ ------ PR. DA-3
8 Combine 33.15 5 730 148,816 5, 6, 7 ------ ------ PR. DA-1+2+3
9 Reservoir 24.06 5 735 143,712 7 83.48 38,304 ROUTED DA-3
10 Combine 25.02 5 735 148,711 5, 6, 9 ------ ------ PR. DA 1+2+ROUTED 3
11 SCS Runoff 1.497 5 730 6,146 ------ ------ ------ PR. DA-4
SWM_10-9-20.gpw Return Period: 100 Year Friday, 10 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 1
EX. DA-1
Hydrograph type = SCS Runoff Peak discharge = 3.994 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 17,460 cuftDrainage area = 0.670 ac Curve number = 92*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.120 x 77) + (0.070 x 80) + (0.070 x 91) + (0.410 x 98)] / 0.670
41
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
EX. DA-1Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 2
EX. DA-2
Hydrograph type = SCS Runoff Peak discharge = 28.16 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 121,148 cuftDrainage area = 4.800 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.720 x 77) + (0.110 x 80) + (0.230 x 91) + (2.740 x 98)] / 4.800
42
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
EX. DA-2Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 3
EX. DA-1+2
Hydrograph type = Combine Peak discharge = 32.15 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 138,609 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.470 ac
43
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
EX. DA-1+2Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 4
EX. DA-3
Hydrograph type = SCS Runoff Peak discharge = 1.497 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 6,146 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
44
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
EX. DA-3Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 5
PR. DA-1 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.169 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 708 cuftDrainage area = 0.030 ac Curve number = 86*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.020 x 80) + (0.010 x 98)] / 0.030
45
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
PR. DA-1 OVERLANDHyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 6
PR. DA-2 OVERLAND
Hydrograph type = SCS Runoff Peak discharge = 0.997 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 4,291 cuftDrainage area = 0.170 ac Curve number = 90*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.080 x 80) + (0.090 x 98)] / 0.170
46
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
PR. DA-2 OVERLANDHyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 7
PR. DA-3
Hydrograph type = SCS Runoff Peak discharge = 31.99 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 143,817 cuftDrainage area = 5.270 ac Curve number = 95*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.280 x 77) + (0.580 x 80) + (0.230 x 91) + (4.180 x 98)] / 5.270
47
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
PR. DA-3Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 8
PR. DA-1+2+3
Hydrograph type = Combine Peak discharge = 33.15 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 148,816 cuftInflow hyds. = 5, 6, 7 Contrib. drain. area = 5.470 ac
48
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
PR. DA-1+2+3Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 9
ROUTED DA-3
Hydrograph type = Reservoir Peak discharge = 24.06 cfsStorm frequency = 100 yrs Time to peak = 735 minTime interval = 5 min Hyd. volume = 143,712 cuftInflow hyd. No. = 7 - PR. DA-3 Max. Elevation = 83.48 ftReservoir name = UG DETENTION Max. Storage = 38,304 cuft
Storage Indication method used.
49
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
ROUTED DA-3Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 7 Total storage used = 38,304 cuft
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 10
PR. DA 1+2+ROUTED 3
Hydrograph type = Combine Peak discharge = 25.02 cfsStorm frequency = 100 yrs Time to peak = 735 minTime interval = 5 min Hyd. volume = 148,711 cuftInflow hyds. = 5, 6, 9 Contrib. drain. area = 0.200 ac
50
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
PR. DA 1+2+ROUTED 3Hyd. No. 10 -- 100 Year
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 9
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 10 / 9 / 2020
Hyd. No. 11
PR. DA-4
Hydrograph type = SCS Runoff Peak discharge = 1.497 cfsStorm frequency = 100 yrs Time to peak = 730 minTime interval = 5 min Hyd. volume = 6,146 cuftDrainage area = 0.280 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 8.62 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.190 x 77) + (0.090 x 91)] / 0.280
51
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
PR. DA-4Hyd. No. 11 -- 100 Year
Hyd No. 11
Appendix D: Water Quality Calculations
Water Quality Calculations
The rooftop area intermingles with the impervious area runoff and the Stormwater Quality Design is
calculated using the Rational Method: Q = CIA
Where:
Proposed Pervious Areas = 0.58 acres
Proposed Rooftop Area = 1.99 acres
Proposed Impervious Areas = 2.19 acres
Non-source of TTS = 0.58 + 1.99 = 2.57 acres > Source of TSS = 2.19 acres
Therefore, only 50% TSS removal required for the TS source.
Time (Min)
Cumulative Rainfall (in)
0
0.0000
5
0.0083
10
0.0166
15
0.0250
20
0.0500
25
0.0750
30
0.1000
35
0.1330
40
0.1660
45
0.2000
50
0.2583
55
0.3583
60 0.6250
65
0.8917
70
0.9917
75
1.0500
80
1.0840
85
1.1170
90
1.1500
95
1.1750
100
1.2000
105
1.2250
110
1.2334
115
1.2417
120 1.2500
Where: C = Coefficient of Runoff = 0.99
I = 0.625 in/hr for 2 hour storm duration
A = 2.19 acres
Q = 0.99 x 0.625 x 2.19 = 1.36 cfs
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 10 20 30 40 50 60 70 80 90 100 110 120
Water QualityDesign Storm…
Appendix E: Pipe Conveyance Calculations
WEIGHTED 'Cw' CALCULATIONS
PREP. BY: DSD E2 PROJECT MANAGEMENT, LLC
CHECKED BY: JF 87 HIBERNIA AVENUE
DATE: 10/9/2020 ROCKAWAY, NJ 07866
REVISED:
PROJECT: Mixed Use Redevelopment Project .
JOB #: P-20-33
PROPOSED STRUCTURE TOTAL TOTAL (Cw)
INLET # INLET INLET INLET
DRAINAGE AREA C=0.74 AREA C=0.99 AREA C x A COEFFICIENT
AREA (AC) (AC) (AC) C x A
I.D. C x A C x A A (TOTAL)
A1 TYPE 'B' INLET 0.01 0.01 0.14 0.14 0.15 0.15 0.97
A2 TYPE 'E' INLET 0.00 0.00 0.06 0.06 0.06 0.06 0.99
A3 TYPE 'E' INLET 0.00 0.00 0.27 0.27 0.27 0.27 0.99
A4 TYPE 'E' INLET 0.00 0.00 0.21 0.21 0.21 0.21 0.99
A5-1 TYPE 'E' INLET 0.40 0.30 0.48 0.48 0.88 0.77 0.88
A6-1 TYPE 'E' INLET 0.38 0.28 0.44 0.44 0.82 0.72 0.87
B1 TYPE 'B' INLET 0.03 0.02 0.10 0.10 0.13 0.12 0.93
B2 TYPE 'B' INLET 0.03 0.02 0.07 0.07 0.10 0.09 0.92
B3-1 TYPE 'E' INLET 0.11 0.08 0.00 0.00 0.11 0.08 0.74
B4-1 TYPE 'B' INLET 0.27 0.20 0.33 0.33 0.60 0.53 0.88
NOTES
1. POST-DEVELOPMENT HYDROLOGIC SOIL GROUP: D
2. PERVIOUS C-VALUE = 0.74 (OPEN SPACES, LAWNS, ETC - FAIR CONDITION)
3. IMPERVIOUS C-VALUE = 0.99 (PARKING LOTS, DRIVEWAYS, STREETS, ETC.)
PERVIOUS
GRASS/LAWN (FAIR)
IMPERVIOUS
PARKING/CONCRETE
E2 PROJECT MANAGEMENT, LLC
PROJECT NAME: DATE: 10/9/2020 PREPARED BY: DD 87 HIBERNIA AVENUE
ROCKAWAY, NJ 07866
LOCATION: REV.: CHECKED BY: JF
PROJECT #: STORM EVENT: 25
TOTAL
AREA RAINFALL PEAK SURFACE SURFACE UPPER LOWER PIPE
INCR. INCR. SUM UPPER THRU INTENSITY FLOW Qf Vf % Q TO TOP TO SURFACE SURFACE NOTES
INCR. TOTAL C* A x C* A x C END PIPE I Qa DIA. PIPE LENGTH " n " SLOPE FULL FULL (Qa/Qf) Vact UPPER LOWER UPPER LOWER OF PIPE INVERT TO INVERT TO INVERT
(AC) (AC) (AC) (AC) MIN. MIN. IN / HR CFS (IN.) CLASS (LF) (%) (CFS) (FPS) (FPS) END END END END (FT) (FT) (FT) (FT)
TYPE 'B' INLET TYPE 'E' INLET
A1 A2 0.15 0.15 0.97 0.15 0.15 10.00 0.22 25 7.70 1.12 12 V 38 0.013 0.5 2.53 3.22 44 10.96 83.00 83.00 81.37 81.18 0.58 1.58 1.63 1.82 RCP
TYPE 'E' INLET TYPE 'E' INLET
A2 A3 0.06 0.21 0.99 0.06 0.20 10.22 0.22 25 7.70 1.58 12 V 206 0.013 0.5 2.53 3.22 62 10.96 83.00 83.00 81.18 80.15 0.58 1.58 1.82 2.85 RCP
TYPE 'E' INLET TYPE 'E' INLET
A3 A4 0.27 0.48 0.99 0.27 0.47 10.44 0.22 25 7.70 3.64 15 V 5 0.013 1.0 6.48 5.28 56 10.96 83.00 84.90 80.15 80.10 0.58 1.83 2.85 4.80 RCP
TYPE 'E' INLET MANHOLE
A4 A5 0.21 0.69 0.99 0.21 0.68 10.66 0.22 25 7.70 5.24 18 III 20 0.013 0.5 7.45 4.22 70 10.96 84.90 85.10 80.10 80.00 1.33 2.83 4.80 5.10 RCP
TYPE 'E' INLET MANHOLE
A5-1 A5 0.88 0.88 0.88 0.77 0.77 10.00 0.22 25 7.70 5.96 15 III 26 0.013 1.5 7.94 6.47 75 10.96 84.75 85.10 81.00 80.61 1.33 2.58 3.75 4.49 RCP
MANHOLE MANHOLE
A5 A6 0.00 1.57 0.00 0.00 1.45 10.88 0.22 25 7.70 11.20 24 III 68 0.013 0.5 16.28 5.18 69 10.96 85.10 85.90 80.00 79.65 1.25 3.25 5.10 6.25 RCP
TYPE 'E' INLET MANHOLE
A6-1 A6-2 0.82 0.82 0.87 0.71 0.71 10.00 0.22 25 7.70 5.49 15 III 42 0.013 1.0 6.48 5.28 85 10.96 86.00 85.90 83.00 82.58 1.33 2.58 3.00 3.32 RCP
MANHOLE MANHOLE
A6-2 A6 0.00 0.82 0.00 0.00 0.71 10.22 0.22 25 7.70 5.49 15 III 28 0.013 1.0 6.48 5.28 85 10.96 85.90 85.90 82.58 82.30 1.33 2.58 3.32 3.60 RCP
MANHOLE WQ UNIT
A6 A7 0.00 2.39 0.00 0.00 2.17 11.10 0.22 25 7.70 16.69 24 III 10 0.013 1.0 22.69 7.22 74 10.96 85.90 86.10 79.65 79.55 1.25 3.25 6.25 6.55 RCP
WQ UNIT UG DET
A7 0.00 2.39 0.00 0.00 2.17 11.32 0.01 25 6.44 13.96 24 III 5 0.013 1.0 22.69 7.22 62 7.66 86.10 - 79.55 79.50 1.25 3.25 6.55 - RCP
UG DET OCS
A8
OCS MANHOLE
A8 A9 0.00 5.25 0.00 0.00 2.17 11.33 0.06 25 6.44 16.61 12 III 70 0.013 1.3 4.05 5.16 410 21.15 86.90 86.90 79.50 78.60 1.42 2.59 7.40 8.30 RCP
MANHOLE MANHOLE
A9 A10 0.00 5.25 0.00 0.00 2.17 11.39 0.21 25 6.44 16.61 12 III 270 0.013 1.2 3.98 5.07 417 21.15 86.90 81.00 78.60 75.25 1.42 2.59 8.30 5.75 RCP
TYPE 'B' INLET TYPE 'B' INLET
B1 B2 0.13 0.13 0.93 0.12 0.12 10.00 0.17 25 6.80 0.82 15 III 31 0.013 0.6 5.21 4.24 16 3.10 84.70 84.70 81.50 81.30 1.33 2.77 3.20 3.40 RCP
TYPE 'B' INLET MANHOLE
B2 B3 0.10 0.23 0.92 0.09 0.21 10.17 0.30 25 6.77 1.44 15 III 60 0.013 0.5 4.58 3.74 31 3.32 84.70 87.00 81.30 81.00 1.33 2.77 3.40 6.00 RCP
TYPE 'E' INLET MANHOLE
B3-1 B3 0.11 0.11 0.74 0.08 0.08 10.00 0.04 25 6.80 0.55 12 V 8 0.013 1.2 4.00 5.09 14 3.61 82.30 87.00 81.10 81.00 0.58 1.75 1.20 6.00 RCP
MANHOLE MANHOLE
B3 B4 0.00 0.34 0.00 0.00 0.29 10.47 0.47 25 6.68 1.97 15 III 102 0.013 0.5 4.54 3.70 43 3.59 87.00 87.65 81.00 80.50 1.33 2.77 6.00 7.15 RCP
TYPE 'B' INLET MANHOLE
B4-1 B4 0.60 0.60 0.88 0.53 0.53 10.00 0.31 25 6.80 3.59 15 III 82 0.013 0.6 5.06 4.12 71 4.45 85.60 87.65 81.00 80.50 1.33 2.77 4.60 7.15 RCP
MANHOLE WQ UNIT
B-4 B5 0.00 0.94 0.00 0.00 0.82 10.94 0.71 25 6.53 5.37 18 III 193 0.013 0.5 7.39 4.18 73 4.56 87.65 87.60 80.50 79.55 1.33 3.04 7.15 8.05 RCP
WQ UNIT UG DET
B5 0.00 0.94 0.00 0.00 0.82 11.65 0.01 25 6.38 5.25 18 III 5 0.013 1.0 10.54 5.96 50 5.96 87.60 - 79.55 79.50 1.33 3.04 8.05 - RCP
NOTES:
1. * WEIGHTED RUNOFF COEFFICIENT.
2. ** VELOCITY PERCENT FROM HYDRAULIC ELEMENTS TABLE.
3. Qa > Qf MEANS ACTUAL FLOW EXCEEDS FULL FLOW ( > 107% ) SO USE Va CALCULATED FROM Qa/AREA AND NOT FROM HYDRAULIC ELEMENTS TABLE.
4. Va USED TO DETERMINE TIME IN PIPE
Mixed Use Redevelopment Project
611 West Front Street, Plainfield
PROPOSED STORM SEWER TABULATION WORKSHEET
FROM TO
AREAGRATE/RIM
ELEVATION
INVERT MIN. COVER REQ'D
UNDERGROUND DETENTION
ACTUAL COVER
P-20-33
ELEVATION
TIME OF
CONCENTR.
STORM
SEWER DESIGN INFORMATION
Appendix F: Drainage Area Maps
PLA
INFI
ELD
AV
ENU
E
CONRAIL
WA
YN
EWO
OD
PA
RK
WEST FRONT STREET
EX. DA-1
LAWN = 0.07 AC
WOODS = 0.12 AC
GRAVEL = 0.07 AC
IMP. = 0.41 AC
TOTAL = 0.67 AC
EX. DA-2
LAWN = 0.11 AC
WOODS = 1.72 AC
GRAVEL = 0.23 AC
IMP. = 2.74 AC
TOTAL = 4.80 AC
EX. DA-3
LAWN = 0.00 AC
WOODS = 0.19 AC
GRAVEL = 0.09 AC
IMP. = 0.00 AC
TOTAL = 0.28 AC
Tc = 10 MINS.
EXISTING
DRAINAGE
AREAS
SCALE: 1"=100'
PLA
INFI
ELD
AV
ENU
E
CONRAIL
WA
YN
EWO
OD
PA
RK
WEST FRONT STREET
lobby
elev.mach. sto.
elev.lobby
rec.trash
compactorroommechanical
room
mechanicalroom management
office
electricalroom
water /sprinkler
room
trashcompactor
room
commercialspace16,500
elev.lobby
stai
rs
stai
rs
stairs
stairsstairs
stairs
waste area
stairsstairs
PROPOSED
DRAINAGE
AREAS
FF = 89.00
PROPOSED
COMMERCIAL SPACE
16,500 SF
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
E
E
E
SCALE: 1"=100'
PR. DA-1
LAWN = 0.02 AC
WOODS = 0.00 AC
GRAVEL = 0.00 AC
IMP. = 0.01 AC
TOTAL = 0.03 AC
Tc = 10 MINS.
PR. DA-3
LAWN = 0.58 AC
WOODS = 0.28 AC
GRAVEL = 0.23 AC
IMP. = 4.18 AC
TOTAL = 5.27 AC
Tc = 10 MINS.
PR. DA-4
LAWN = 0.00 AC
WOODS = 0.19 AC
GRAVEL = 0.09 AC
IMP. = 0.00 AC
TOTAL = 0.28 AC
Tc = 10 MINS.
PR. DA-2
LAWN = 0.08 AC
WOODS = 0.00 AC
GRAVEL = 0.00 AC
IMP. = 0.09 AC
TOTAL = 0.17 AC
Tc = 10 MINS.
PLA
INFI
ELD
AV
ENU
E
CONRAIL
WA
YN
EWO
OD
PA
RK
WEST FRONT STREET
lobby
elev.mach. sto.
elev.lobby
rec.trash
compactorroommechanical
room
mechanicalroom management
office
electricalroom
water /sprinkler
room
trashcompactor
room
commercialspace16,500
elev.lobby
stai
rs
stai
rs
stairs
stairsstairs
stairs
waste area
stairsstairs
PROPOSED
INLET
DRAINAGE
AREAS
FF = 89.00
206LF 12" RCP (C
L.
V) @ S=0.5%
MANHOLE (A5)
RIM=85.10
INV. IN=80.61 (15")
INV. IN=80.00
INV. OUT=80.00
68' 24" RCP (CL. III)
@ S=
0.5%
5LF 24" RCP (CL. III)
@ S=1.0%
UNDERGROUND DETENTION FACILITY
4'x4' CONCRETE BOX CHAMBERS
109' LONG, 20 BARRELS, HEADERS
INV. IN = 79.50
PROPOSED
UNDERGROUND
STORMWATER
MANAGEMENT
SYSTEM
INV.=79.50
WATER TREATMENT UNIT (A7)
RIM=86.10
INV. IN=79.55
INV. OUT=79.55
TYPE 'E' INLET (A5-1)
GRATE=84.75
INV. OUT=81.00
TYPE 'B' INLET (B1)
GRATE=84.70
INV. OUT=81.50
31LF 15" RCP (CL. III)
@ S=0.6%
TYPE 'B' INLET (B2)
GRATE=84.70
INV. IN=81.30
INV. OUT=81.30
TYPE 'E' INLET (B3-1)
GRATE=82.30
INV. OUT=81.10
8LF 12" RCP (CL. V)
@ S=1.2%
8
2
L
F
1
5
"
R
C
P
(
C
L
.
I
I
I
)
@
S
=
0
.
6
%
1
0
2
L
F
1
5
"
R
C
P
(
C
L
.
I
I
I
)
@
S
=
0
.
5
%
193LF 18" RCP (C
L. III)
@ S
=0.5%
TYPE 'E' INLET (B4-1)
GRATE=85.60
INV. OUT=81.00
MANHOLE (B4)
RIM=87.65
INV. IN=80.50
INV. OUT=80.50
60LF 15" RCP (CL. III)
@ S=0.5%
MANHOLE (B3)
RIM=87.00
INV. IN=81.00
INV. OUT=81.00
OUTLET CONTROL STRUCTURE (A8)
RIM=86.90
6" ORIFICE AT ELEV. 79.50
2' RECT WEIR AT ELEV. 81.25
INV. IN=79.50
INV. OUT=79.50
70' 12" RCP (CL. III)
@ S=1.3%
MANHOLE (A9)
RIM=86.90
INV. IN=78.60
INV. OUT=78.60
MANHOLE (A10)
RIM=81.00
INV. IN=78.60
INV. OUT=78.60
270' 12" RCP (CL. III)
@ S=
1.2%
WATER TREATMENT UNIT (B5)
RIM=87.60
INV. IN=79.55
INV. OUT=79.55
5LF 18" RCP (CL. III)
@ S=1.0%
TYPE 'E' INLET (A6-1)
GRATE=86.00
INV. OUT=83.00
TYPE 'E' INLET (A2)
GRATE=83.00
INV. IN=81.18
INV. OUT=81.18
TYPE 'E' INLET (A3)
GRATE=83.00
INV. IN=80.15
INV. OUT=80.15
20LF 18" RCP (CL. III)
@ S=1.0%
26LF 15" RCP (CL. III)
@ S=1.5%
5LF 15" RCP (CL. V)
@ S=1.0%
38LF 12" RCP (CL. V)
@ S=0.50%
TYPE 'B' INLET (A1)
GRATE=83.00
INV. OUT=81.37
10LF 24" RCP (CL. III)
@ S=0.5%
MANHOLE (A6)
RIM=85.90
INV. IN=80.30 (15")
INV. IN=79.65
INV. OUT=79.65
TYPE 'E' INLET (A4)
GRATE=84.90
INV. IN=80.10
INV. OUT=80.10
MANHOLE (A6-2)
RIM=85.90
INV. IN=82.58
INV. OUT=82.58
42LF 15" RCP (CL. III)
@ S=1.0%
28LF 15" RCP (CL. III)
@ S=1.0%
PROPOSED
COMMERCIAL SPACE
16,500 SF
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
E
E
E
SCALE: 1"=100'
B3-1
P=0.11 AC
I=0.00 AC
0.11 AC
A1
P=0.01 AC
I=0.14 AC
0.15 AC
A4
P=0.00 AC
I=0.21 AC
0.21 AC
A5-1B
P=0.40 AC
I=0.44 AC
0.84 AC
B1
P=0.03 AC
I=0.10 AC
0.13 AC
B2
P=0.03 AC
I=0.07 AC
0.10 AC
B4-1
P=0.27 AC
I=0.33 AC
0.60 AC
A2
P=0.00 AC
I=0.06 AC
0.06 AC
A3
P=0.00 AC
I=0.27 AC
0.27 AC
A5-1A
P=0.00 AC
I=0.04 AC
0.04 AC
A6-1
P=0.38 AC
I=0.44 AC
0.82 AC
Appendix G: StormTrap SiteSaver NJDEP Certification
1
KIM GUADAGNO
Lt. Governor
August 10, 2017
Dan Fajman, General Manager
FreshCreek Technologies, Inc. 1834 Pompton Avenue, Suite 2
Cedar Grove, NJ 07009
Re: MTD Lab Certification
StormTrap SiteSaver® - 4 Hydrodynamic Separator (STSS-4) by FreshCreek Technologies, Inc.
Offline or Online Installation
TSS Removal Rate 50%
Dear Mr. Fajman:
The Stormwater Management rules under N.J.A.C. 7:8-5.5(b) and 5.7 (c) allow the use of manufactured
treatment devices (MTDs) for compliance with the design and performance standards at N.J.A.C. 7:8-5 if
the pollutant removal rates have been verified by the New Jersey Corporation for Advanced Technology
(NJCAT) and have been certified by the New Jersey Department of Environmental Protection (NJDEP).
FreshCreek Technologies, Inc. has requested an MTD Laboratory Certification for the StormTrap
SiteSaver® - 4 Hydrodynamic Separator.
The projects falls under the “Procedure for Obtaining Verification of a Stormwater Manufactured
Treatment Device from New Jersey Corporation for Advance Technology” dated January 25, 2013. The
applicable protocol is the “New Jersey Laboratory Testing Protocol to Assess Total Suspended Solids
Removal by a Hydrodynamic Sedimentation Manufactured Treatment Device” dated January 25, 2013.
NJCAT verification documents submitted to the NJDEP indicate that the requirements of the
aforementioned protocol have been met or exceeded. The NJCAT letter also included a recommended
certification TSS removal rate and the required maintenance plan. The NJCAT Verification Report with
the Verification Appendix (dated June 2017) for this device is published online at
http://www.njcat.org/verification-process/technology-verification-database.html.
The NJDEP certifies the use of the StormTrap SiteSaver® - 4 (STSS-4) Hydrodynamic Separator
by FreshCreek Technologies, Inc. at a TSS removal rate of 50% when designed, operated, and
maintained in accordance with the information provided in the Verification Appendix and the
following conditions:
DEPARTMENT OF ENVIRONMENTAL PROTECTION
CHRIS CHRISTIE BOB MARTIN Governor Commissioner
New Jersey is an Equal Opportunity Employer
Printed on Recycled Paper and Recyclable
Bureau of Nonpoint Pollution Control
Division of Water Quality
401-02B
Post Office Box 420
Trenton, New Jersey 08625-0420
609-633-7021 Fax: 609-777-0432
http://www.state.nj.us/dep/dwq/bnpc_home.htm
2
1. The maximum treatment flow rate (MTFR) for the manufactured treatment device (MTD) is
calculated using the New Jersey Water Quality Design Storm (1.25 inches in 2 hrs) in N.J.A.C.
7:8-5.5.
2. The STSS-4 stormwater treatment device shall be installed using the same configuration
reviewed by NJCAT. Only model STSS-4 is certified under this letter, and the sizing information
is specified in item 6 below.
3. This STSS-4 stormwater treatment device cannot be used in series with another MTD or a media
filter (such as a sand filter) to achieve an enhanced removal rate for total suspended solids (TSS)
removal under N.J.A.C. 7:8-5.5.
4. Additional design criteria for MTDs can be found in Chapter 9.6 of the New Jersey Stormwater
Best Management Practices (NJ Stormwater BMP) Manual which can be found on-line at
www.njstormwater.org.
5. The maintenance plan for a site using this device shall incorporate, at a minimum, the
maintenance requirements for the STSS-4 stormwater treatment device. A copy of the
maintenance plan is attached to this certification. However, it is recommended to review the
maintenance website at http://stormtrap.com/wp-content/uploads/2016/05/SiteSaver-OM.pdf for any changes to the maintenance requirements.
6. Sizing Requirement:
The example below demonstrates the sizing procedure for the STSS-4 Stormwater Treatment
Device:
Example: A 0.25 acre impervious site is to be treated to 50% TSS removal using a
SiteSaver Stormwater Treatment Device. The impervious site runoff (Q) based
on the New Jersey Water Quality Design Storm was determined to be 0.79 cfs.
Maximum Treatment Flow Rate (MTFR) Evaluation:
The site runoff (Q) was based on the following:
time of concentration = 10 minutes
i = 3.2 in/hr (page 5-8, Fig. 5-3 of the NJ Stormwater BMP Manual)
c = 0.99 (curve number for impervious)
Q = ciA = 0.99 x 3.2 x 0.25 = 0.79 cfs
Given the site runoff is 0.79 cfs and based on Table 1 below, the STSS-4 with a MTFR of 4.32
cfs could be used for this site to remove 50% of the TSS from the impervious area without
exceeding the MTFR.
The sizing table corresponding to the STSS-4 model is noted below. This information can also be
found in the Verification Appendix of the NJCAT Verification Report. The sizing requirement
for the STSS-4 model hydrodynamic separator is as follows:
3
Table A-1 STSS-4 Sizing Information
Model
NJDEP 50% TSS
Maximum
Treatment
Flow Rate
(cfs)
Treatment
Area
(ft2)
Hydraulic
Loading
Rate
(gpm/ft2)
50% Maximum
Sediment
Storage
Volume
(ft3)
STSS-4 4.32 84 23.1 28
A detailed maintenance plan is mandatory for any project with a Stormwater BMP subject to the
Stormwater Management Rules, N.J.A.C. 7:8. The plan must include all of the items identified in the
Stormwater Management Rules, N.J.A.C. 7:8-5.8. Such items include, but are not limited to, the list of
inspection and maintenance equipment and tools, specific corrective and preventative maintenance tasks,
indication of problems in the system, and training of maintenance personnel. Additional information can
be found in Chapter 8: Maintenance and Retrofit of Stormwater Management Measures.
If you have any questions regarding the above information, please contact Mr. Shashi Nayak of my office
at (609) 633-7021.
Sincerely,
James J. Murphy, Chief
Bureau of Nonpoint Pollution Control
Attachment: Maintenance Plan
cc: Chron File
Richard Magee, NJCAT
Vince Mazzei, NJDEP - DLUR
Ravi Patraju, NJDEP - BES
Gabriel Mahon, NJDEP - BNPC
Shashi Nayak, NJDEP - BNPC
SiteSaver® Manufacturer’s Instruction Manual
Regular inspections are recommended to ensure that the system is functioning as designed.
Please contact your Authorized SiteSaver Representative if you have questions regarding the
inspection and maintenance of the SiteSaver system. SiteSaver does not require entry into
the system for maintenance; however, it is prudent to note that prior to entry into any
underground storm sewer or underground structure, appropriate OSHA and local safety
regulations and guidelines should be followed.
Inspection Scheduling
The frequency of inspections and maintenance is site specific. Within the first year of
operation, it is recommended that the unit be inspected every six months to determine the
rate of pollutant accumulation. SiteSaver systems are recommended for inspection whenever
the upstream and downstream catch basins and stormwater pipes of the stormwater collection
system are inspected or maintained. This will minimize the cost of the inspection if it is done
at the same time. If checked on an annual basis, the inspection should be conducted before
the stormwater season begins to ensure that the system is functioning properly for the
upcoming storm season.
Inspection Process
Inspections should be done such that a sufficient time has lapsed since the most recent rain
event to allow for a static water condition. Visually inspect the system at all manhole
locations. For debris accumulation, visually inspect the netting component (if utilized) to
determine bag capacity. Nets containing only minor quantities of debris may be retained in
place. It is recommended to replace the nets when they appear 1/2 - 2/3 full. Failure to
replace nets and/or remove floatables from bypass screening (if applicable) will lead to
hydraulic relief, drain down deficiencies, and decrease the long-term functionality of the
system.
For sediment accumulation, utilize either a sludge sampler or a sediment pole to measure and
document the amount of sediment accumulation. To determine the amount of sediment in
the system with a sludge sampler follow the manufacturer’s instructions. If utilizing a
sediment pole, first insert the pole to the top of the sediment layer and record the depth.
Then, insert the pole to the bottom of the system and record the depth. The difference in the
two measurements corresponds to the amount of sediment in the system. Eight-inches of
sediment accumulation corresponds to the designed sediment storage capacity, four-inches
equates to 50% capacity, etc. Finally, inspect the inlet pipe opening to ensure that the silt
level or any foreign objects are not blocking the pipe.
Maintenance Process – Debris Removal
Maintenance should be done utilizing proper personal protective equipment such as: safety
glasses, hard-hat, gloves, first aid kit, etc. Maintenance should occur only when a sufficient
time has lapsed since the most recent rain event to allow for a static water condition for the
duration of the maintenance process.
For floatable debris removal, lift the netting bag by the frame, moving it upwards along the
netting support frame. To ease lifting the nets to the surface, gaff hooks or a service vehicle
(crane/hoist/boom truck) may be used. Slowly raise the netting frame allowing water in the
net to drain as it is raised to allow it to drip dry. Once the netting component is fully removed
from the system, it should be properly disposed of per local, state, and federal guidelines and
regulations. Typically, the netting component can be disposed of in a common dumpster
receptacle.
For sediment removal, the SiteSaver is designed with clear access at both the inlet and outlet.
A vacuum truck, or similar trailer mounted equipment, can be used to remove the sediment,
hydrocarbons, and water within the unit. For more effective removal, it is recommended to
use sewer jetting equipment or a spray lance to force the sediment to the vacuum hose.
When the floor is sufficiently cleaned, fill the system back to its normal water elevation (to
the pipe inverts).
Maintenance Process – Net Replacement
Install a new net assembly by sliding the netting frame down the support frame and ensure
the netting lays over the plate assembly. To order additional disposable nets, contact your
local SiteSaver representative. New nets come with tie wraps temporarily holding the net
material to the frame component for easy handling and storage. It is not recommended to
remove the tie wraps until the net is ready to be installed. The frame is tapered from top
(widest part) to bottom, and is also tapered from front (towards the sewer) to back. Cut the
tie wraps that secures the netting material to the frame for shipment and lower the net down
the guide rails. If debris has accumulated in the net support frame, remove the objects so
the new net seats fully in the channel when installed. If utilizing oil sorption socks, insert
them into the net cavity prior to lowering the net down the guide rails. The oil sorption socks
are designed to absorb approx. ¼ gallon of hydrocarbons; it is typically recommended to use
enough socks to absorb a gallon of hydrocarbons per treated cfs.
When lowering the net the following details should be exercised when placing the net:
• Watch the lowering to make sure that there are no unexpected entanglements.
• Be careful not to let the toe of the net get caught under the frame when it reaches the
bottom of the support frame. This is typically accomplished by holding the toe of the
net until after the net has started to prop into place.
• Finally, secure the access openings and properly dispose of the sediment per local,
state, and federal guidelines and regulations.
In the case of only floatables removal, a vacuum truck is not required. However, a vacuum
truck is required if the maintenance event is to include oil removal and/or sediment removal.
Proof of inspections and maintenance is the responsibility of the owner. All inspection reports
and data should be kept on site or at a location where they will be accessible for years in the
future. Some municipalities require these inspection and cleaning reports to be forwarded to
the proper governmental permitting agency on an annual basis. Refer to your local and
national regulations for any additional maintenance requirements and schedules not contained
herein. Inspections should be a part of the standard operating procedure. It is good practice
to keep records of rainfall events between maintenance events and the weight of material
removed, even if no report is required.
SiteSaver® Manufacturer’s Instruction Manual
Regular inspections are recommended to ensure that the system is functioning as designed.
Please contact your Authorized SiteSaver Representative if you have questions regarding the
inspection and maintenance of the SiteSaver system. SiteSaver does not require entry into
the system for maintenance; however, it is prudent to note that prior to entry into any
underground storm sewer or underground structure, appropriate OSHA and local safety
regulations and guidelines should be followed.
Inspection Scheduling
The frequency of inspections and maintenance is site specific. Within the first year of
operation, it is recommended that the unit be inspected every six months to determine the
rate of pollutant accumulation. SiteSaver systems are recommended for inspection whenever
the upstream and downstream catch basins and stormwater pipes of the stormwater collection
system are inspected or maintained. This will minimize the cost of the inspection if it is done
at the same time. If checked on an annual basis, the inspection should be conducted before
the stormwater season begins to ensure that the system is functioning properly for the
upcoming storm season.
Inspection Process
Inspections should be done such that a sufficient time has lapsed since the most recent rain
event to allow for a static water condition. Visually inspect the system at all manhole
locations. For debris accumulation, visually inspect the netting component (if utilized) to
determine bag capacity. Nets containing only minor quantities of debris may be retained in
place. It is recommended to replace the nets when they appear 1/2 - 2/3 full. Failure to
replace nets and/or remove floatables from bypass screening (if applicable) will lead to
hydraulic relief, drain down deficiencies, and decrease the long-term functionality of the
system.
For sediment accumulation, utilize either a sludge sampler or a sediment pole to measure and
document the amount of sediment accumulation. To determine the amount of sediment in
the system with a sludge sampler follow the manufacturer’s instructions. If utilizing a
sediment pole, first insert the pole to the top of the sediment layer and record the depth.
Then, insert the pole to the bottom of the system and record the depth. The difference in the
two measurements corresponds to the amount of sediment in the system. Eight-inches of
sediment accumulation corresponds to the designed sediment storage capacity, four-inches
equates to 50% capacity, etc. Finally, inspect the inlet pipe opening to ensure that the silt
level or any foreign objects are not blocking the pipe.
Maintenance Process – Debris Removal
Maintenance should be done utilizing proper personal protective equipment such as: safety
glasses, hard-hat, gloves, first aid kit, etc. Maintenance should occur only when a sufficient
time has lapsed since the most recent rain event to allow for a static water condition for the
duration of the maintenance process.
For floatable debris removal, lift the netting bag by the frame, moving it upwards along the
netting support frame. To ease lifting the nets to the surface, gaff hooks or a service vehicle
(crane/hoist/boom truck) may be used. Slowly raise the netting frame allowing water in the
net to drain as it is raised to allow it to drip dry. Once the netting component is fully removed
from the system, it should be properly disposed of per local, state, and federal guidelines and
regulations. Typically, the netting component can be disposed of in a common dumpster
receptacle.
For sediment removal, the SiteSaver is designed with clear access at both the inlet and outlet.
A vacuum truck, or similar trailer mounted equipment, can be used to remove the sediment,
hydrocarbons, and water within the unit. For more effective removal, it is recommended to
use sewer jetting equipment or a spray lance to force the sediment to the vacuum hose.
When the floor is sufficiently cleaned, fill the system back to its normal water elevation (to
the pipe inverts).
Maintenance Process – Net Replacement
Install a new net assembly by sliding the netting frame down the support frame and ensure
the netting lays over the plate assembly. To order additional disposable nets, contact your
local SiteSaver representative. New nets come with tie wraps temporarily holding the net
material to the frame component for easy handling and storage. It is not recommended to
remove the tie wraps until the net is ready to be installed. The frame is tapered from top
(widest part) to bottom, and is also tapered from front (towards the sewer) to back. Cut the
tie wraps that secures the netting material to the frame for shipment and lower the net down
the guide rails. If debris has accumulated in the net support frame, remove the objects so
the new net seats fully in the channel when installed. If utilizing oil sorption socks, insert
them into the net cavity prior to lowering the net down the guide rails. The oil sorption socks
are designed to absorb approx. ¼ gallon of hydrocarbons; it is typically recommended to use
enough socks to absorb a gallon of hydrocarbons per treated cfs.
When lowering the net the following details should be exercised when placing the net:
• Watch the lowering to make sure that there are no unexpected entanglements.
• Be careful not to let the toe of the net get caught under the frame when it reaches the
bottom of the support frame. This is typically accomplished by holding the toe of the
net until after the net has started to prop into place.
• Finally, secure the access openings and properly dispose of the sediment per local,
state, and federal guidelines and regulations.
In the case of only floatables removal, a vacuum truck is not required. However, a vacuum
truck is required if the maintenance event is to include oil removal and/or sediment removal.
Proof of inspections and maintenance is the responsibility of the owner. All inspection reports
and data should be kept on site or at a location where they will be accessible for years in the
future. Some municipalities require these inspection and cleaning reports to be forwarded to
the proper governmental permitting agency on an annual basis. Refer to your local and
national regulations for any additional maintenance requirements and schedules not contained
herein. Inspections should be a part of the standard operating procedure. It is good practice
to keep records of rainfall events between maintenance events and the weight of material
removed, even if no report is required.
Appendix H: Sample Maintenance Log
Date Completed:
Completed By:
Date of Last Rainfall and Rainfall Amount:
* Provide a schedule for the completion of the action
General Comments
/Repair WorkNeeded*
Outlet Control Structure
This form is intended for maintaining a rrecord of inspections and maintenance activies for the stormwater
management facilities located on Block 233, Lots 2, 7 & 12 in accordance with the approved Stormwater
Management Facilities Operation and Maintenance Plan.
Sample Record Keeping Form
for
Stormwater Management Facilities
Block 233, Lots 2, 7 & 12
West Front Street, Plainfield, NJ
Stormwater Type of Overall Routine Maintenance
Inlets & Manholes
MaintenancePerformed
ConditionInspectionComponent
Underground Detention
Appendix I: Reference Material
NOAA Atlas 14, Volume 2, Version 3 Location name: Plainfield, New Jersey, USA*
Latitude: 40.6123°, Longitude: -74.4314° Elevation: 88.61 ft**
* source: ESRI Maps ** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
DurationAverage recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.334(0.305-0.368)
0.398(0.363-0.438)
0.472(0.428-0.518)
0.524(0.476-0.577)
0.589(0.532-0.646)
0.634(0.570-0.695)
0.679(0.607-0.745)
0.718(0.639-0.789)
0.768(0.677-0.845)
0.804(0.705-0.887)
10-min 0.534(0.487-0.588)
0.637(0.581-0.700)
0.755(0.686-0.830)
0.838(0.761-0.922)
0.938(0.848-1.03)
1.01(0.908-1.11)
1.08(0.965-1.18)
1.14(1.01-1.25)
1.22(1.07-1.34)
1.27(1.11-1.40)
15-min 0.667(0.609-0.735)
0.801(0.730-0.881)
0.955(0.868-1.05)
1.06(0.962-1.17)
1.19(1.08-1.31)
1.28(1.15-1.40)
1.36(1.22-1.50)
1.44(1.28-1.58)
1.53(1.35-1.68)
1.59(1.39-1.75)
30-min 0.915(0.835-1.01)
1.11(1.01-1.22)
1.36(1.23-1.49)
1.54(1.40-1.69)
1.76(1.59-1.93)
1.93(1.73-2.11)
2.09(1.87-2.29)
2.24(1.99-2.46)
2.43(2.15-2.68)
2.58(2.26-2.84)
60-min 1.14(1.04-1.26)
1.39(1.27-1.53)
1.74(1.58-1.91)
2.00(1.82-2.20)
2.35(2.12-2.58)
2.61(2.35-2.86)
2.88(2.57-3.16)
3.14(2.79-3.45)
3.49(3.08-3.84)
3.76(3.29-4.15)
2-hr 1.40(1.26-1.55)
1.70(1.54-1.88)
2.16(1.95-2.39)
2.51(2.26-2.78)
3.00(2.69-3.32)
3.41(3.04-3.77)
3.82(3.38-4.22)
4.25(3.74-4.70)
4.86(4.22-5.39)
5.34(4.60-5.93)
3-hr 1.56(1.41-1.73)
1.89(1.72-2.11)
2.41(2.18-2.68)
2.81(2.54-3.12)
3.36(3.02-3.73)
3.81(3.40-4.22)
4.28(3.79-4.74)
4.76(4.19-5.28)
5.44(4.73-6.05)
5.98(5.15-6.66)
6-hr 2.00(1.81-2.23)
2.43(2.20-2.70)
3.08(2.78-3.41)
3.61(3.25-3.99)
4.37(3.89-4.81)
5.00(4.43-5.50)
5.68(4.98-6.24)
6.41(5.57-7.04)
7.46(6.39-8.21)
8.32(7.05-9.17)
12-hr 2.47(2.24-2.75)
3.00(2.71-3.34)
3.82(3.45-4.24)
4.51(4.06-5.00)
5.54(4.93-6.11)
6.42(5.68-7.07)
7.38(6.45-8.11)
8.45(7.29-9.30)
10.0(8.50-11.0)
11.4(9.49-12.5)
24-hr 2.79(2.59-3.04)
3.38(3.13-3.68)
4.33(4.01-4.72)
5.15(4.74-5.60)
6.38(5.83-6.92)
7.44(6.74-8.06)
8.62(7.74-9.34)
9.93(8.82-10.8)
11.9(10.4-13.0)
13.6(11.7-14.9)
2-day 3.28(3.02-3.59)
3.97(3.65-4.34)
5.06(4.65-5.54)
5.98(5.47-6.53)
7.33(6.67-8.00)
8.48(7.66-9.25)
9.72(8.71-10.6)
11.1(9.83-12.2)
13.1(11.4-14.4)
14.8(12.7-16.4)
3-day 3.46(3.19-3.78)
4.19(3.86-4.57)
5.32(4.90-5.81)
6.26(5.74-6.83)
7.63(6.96-8.31)
8.78(7.96-9.57)
10.0(9.01-10.9)
11.4(10.1-12.5)
13.3(11.7-14.7)
15.0(13.0-16.6)
4-day 3.64(3.36-3.97)
4.41(4.07-4.81)
5.58(5.14-6.08)
6.55(6.01-7.13)
7.94(7.25-8.63)
9.09(8.26-9.90)
10.3(9.31-11.3)
11.7(10.4-12.8)
13.6(12.0-14.9)
15.2(13.2-16.8)
7-day 4.30(4.00-4.64)
5.16(4.79-5.58)
6.41(5.94-6.93)
7.44(6.88-8.04)
8.91(8.19-9.63)
10.1(9.26-11.0)
11.4(10.4-12.4)
12.8(11.5-13.9)
14.8(13.1-16.2)
16.5(14.4-18.1)
10-day 4.92(4.59-5.29)
5.87(5.48-6.32)
7.19(6.69-7.73)
8.26(7.67-8.89)
9.78(9.04-10.5)
11.0(10.1-11.9)
12.3(11.2-13.3)
13.7(12.4-14.8)
15.7(14.0-17.0)
17.2(15.2-18.8)
20-day 6.64(6.25-7.07)
7.88(7.41-8.40)
9.40(8.83-10.0)
10.6(9.94-11.3)
12.2(11.4-13.0)
13.5(12.5-14.4)
14.8(13.7-15.8)
16.0(14.8-17.2)
17.8(16.2-19.1)
19.1(17.3-20.6)
30-day 8.27(7.83-8.73)
9.77(9.26-10.3)
11.4(10.8-12.0)
12.7(12.0-13.4)
14.3(13.5-15.1)
15.6(14.6-16.4)
16.8(15.7-17.7)
18.0(16.8-19.0)
19.5(18.1-20.7)
20.6(19.0-22.0)
45-day 10.5(10.00-11.1)
12.4(11.8-13.0)
14.3(13.5-15.0)
15.7(14.9-16.5)
17.5(16.6-18.4)
18.9(17.8-19.9)
20.2(19.0-21.3)
21.5(20.2-22.7)
23.1(21.5-24.4)
24.2(22.5-25.7)
60-day 12.6(12.0-13.2)
14.8(14.1-15.5)
16.9(16.1-17.7)
18.4(17.6-19.3)
20.4(19.4-21.4)
21.8(20.7-22.9)
23.2(21.9-24.3)
24.4(23.0-25.7)
25.9(24.4-27.3)
27.0(25.3-28.5)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
Page 1 of 4Precipitation Frequency Data Server
7/31/2020https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.6123&lon=-74.4314&dat...This document was created by an application that isn’t licensed to use novaPDF.Purchase a license to generate PDF files without this notice.
PF graphical
Back to Top
Page 2 of 4Precipitation Frequency Data Server
7/31/2020https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.6123&lon=-74.4314&dat...This document was created by an application that isn’t licensed to use novaPDF.Purchase a license to generate PDF files without this notice.
Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
+–
3km
2mi
+–
100km
60mi
+–
100km
60mi
Page 3 of 4Precipitation Frequency Data Server
7/31/2020https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.6123&lon=-74.4314&dat...This document was created by an application that isn’t licensed to use novaPDF.Purchase a license to generate PDF files without this notice.
Large scale aerial
Back to Top
US Department of CommerceNational Oceanic and Atmospheric Administration
National Weather ServiceNational Water Center
1325 East West Highway Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+–
100km
60mi
Page 4 of 4Precipitation Frequency Data Server
7/31/2020https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.6123&lon=-74.4314&dat...This document was created by an application that isn’t licensed to use novaPDF.Purchase a license to generate PDF files without this notice.
Chapter 2
2–5(210-VI-TR-55, Second Ed., June 1986)
Technical Release 55Urban Hydrology for Small Watersheds
Estimating Runoff
Table 2-2a Runoff curve numbers for urban areas 1/
Curve numbers for------------------------------------------- Cover description ----------------------------------------- -----------hydrologic soil group -------------
Average percentCover type and hydrologic condition impervious area 2/ A B C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3/:Poor condition (grass cover < 50%) .......................................... 68 79 86 89Fair condition (grass cover 50% to 75%) .................................. 49 69 79 84Good condition (grass cover > 75%) ......................................... 39 61 74 80
Impervious areas:Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ............................................................. 98 98 98 98Streets and roads:
Paved; curbs and storm sewers (excludingright-of-way) ................................................................................ 98 98 98 98Paved; open ditches (including right-of-way) .......................... 83 89 92 93Gravel (including right-of-way) ................................................. 76 85 89 91Dirt (including right-of-way) ...................................................... 72 82 87 89
Western desert urban areas:Natural desert landscaping (pervious areas only) 4/ ..................... 63 77 85 88Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulchand basin borders) ...................................................................... 96 96 96 96
Urban districts:Commercial and business ................................................................. 85 89 92 94 95Industrial ............................................................................................. 72 81 88 91 93
Residential districts by average lot size:1/8 acre or less (town houses) .......................................................... 65 77 85 90 921/4 acre ................................................................................................ 38 61 75 83 871/3 acre ................................................................................................ 30 57 72 81 861/2 acre ................................................................................................ 25 54 70 80 851 acre ................................................................................................... 20 51 68 79 842 acres .................................................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas(pervious areas only, no vegetation) 5/ ................................................................ 77 86 91 94
Idle lands (CN’s are determined using cover typessimilar to those in table 2-2c).
1 Average runoff condition, and Ia = 0.2S.2 The average percent impervious area shown was used to develop the composite CN’s. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space ingood hydrologic condition. CN’s for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN’s shown are equivalent to those of pasture. Composite CN’s may be computed for other combinations of open spacecover type.
4 Composite CN’s for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage(CN = 98) and the pervious area CN. The pervious area CN’s are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN’s to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4based on the degree of development (impervious area percentage) and the CN’s for the newly graded pervious areas.
Chapter 2
2–7(210-VI-TR-55, Second Ed., June 1986)
Technical Release 55Urban Hydrology for Small Watersheds
Estimating Runoff
Table 2-2c Runoff curve numbers for other agricultural lands 1/
Curve numbers for--------------------------------------- Cover description -------------------------------------- ------------ hydrologic soil group ---------------
HydrologicCover type condition A B C D
Pasture, grassland, or range—continuous Poor 68 79 86 89forage for grazing. 2/ Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass, protected from — 30 58 71 78grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83the major element. 3/ Fair 35 56 70 77
Good 30 4/ 48 65 73
Woods—grass combination (orchard Poor 57 73 82 86or tree farm). 5/ Fair 43 65 76 82
Good 32 58 72 79
Woods. 6/ Poor 45 66 77 83Fair 36 60 73 79
Good 30 4/ 55 70 77
Farmsteads—buildings, lanes, driveways, — 59 74 82 86and surrounding lots.
1 Average runoff condition, and Ia = 0.2S.2 Poor: <50%) ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed. Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor: <50% ground cover. Fair: 50 to 75% ground cover. Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.5 CN’s shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed
from the CN’s for woods and pasture.6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil.