4406_BlueRidgePaper_VertExpSWMgmtPlan_DIN27269_20170103

STORMWATER MANAGEMENT PLAN
FOR LANDFILL NO. 6 AREA D
VERTICAL INCREASE

Prepared for
EVERGREEN PACKAGING
CANTON, NORTH CAROLINA

November 2016
____________________ 2016brpp-SMP-vertical exp Sevee & Maher Engineers, Inc. November 30, 2016
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TABLE OF CONTENTS

Section No. Title Page No.
1.0 INTRODUCTION............................................................................................................... 1-1 1.1 Facility Information ............................................................................................1-2 1.2 Project Description ............................................................................................1-3 1.3 Site Description .................................................................................................1-3 1.4 Adjacent Properties ...........................................................................................1-3
2.0 WATERSHED STORMWATER FLOWS .......................................................................... 2-1
2.1 Pre-Development Conditions ............................................................................2-1 2.2 Post-Development Conditions ...........................................................................2-3 2.3 Comparison of Peak Flows ...............................................................................2-4
3.0 PERFORMANCE STANDARDS ....................................................................................... 3-1 3.1 Culvert Inlet/Outlet Protection ...........................................................................3-1 3.2 Drainage Channels ...........................................................................................3-1
3.3 Detention Basins ...............................................................................................3-2 3.4 Rock Filters .......................................................................................................3-3
4.0 PLANNED SEDIMENT AND EROSION CONTROL PRACTICES .................................... 4-1
5.0 CONSTRUCTION SCHEDULE ......................................................................................... 5-1

LIST OF APPENDICES A SOILS MAP B-1 PRE-DEVELOPMENT STORMWATER ANALYSIS B-2 POST-DEVELOPMENT STORMWATER ANALYSIS
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LIST OF FIGURES
Figure No. Title Page No. 1-1 SITE LOCATION MAP ...................................................................................................1-4

LIST OF TABLES
Table No. Title Page No. 2-1 COMPARISON OF PRE- AND POST-DEVELOPMENT PEAK FLOWS 25-YR/24-HOUR STORM EVENT .....................................................................................2-4
3-1 COMPARISON OF PRE- AND POST-DEVELOPMENT RUNOFF VELOCITIES 10-YR/24-HOUR STORM EVENT ................................................................................3-2
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STORMWATER MANAGEMENT PLAN
FOR LANDFILL NO. 6 AREA D
VERTICAL INCREASE
1.0 INTRODUCTION

This Stormwater Management Plan (SMP) is designed for the vertical increase activities at
Landfill No. 6, Area D North, located in Canton, North Carolina (see Figure 1-1). This plan was
designed to comply with the Haywood County Erosion and Sediment Control Ordinance.

The ordinance requires that the post-development velocities in the receiving water course
remain equal to or less than the velocity determined for the 10-year storm prior to development.
This SMP also evaluated pre- and post-development peak stormwater discharge from the 2, 10,
and 25 year storm.

As designed, uncontaminated runoff for post-development conditions at the site will be
managed with two proposed detention basins.

Leachate within waste filling areas will be directed into the leachate collection system through a
series of perforated underdrain pipes embedded in the stone base of the landfill liner system.
Runoff collected in the leachate collection system is discharged to an existing leachate pond
located within Landfill No. 6 property limits.

All drainage structures for the proposed development were designed to accommodate runoff
from the 25-year/24-hour storm event and all detention basins were designed for the 25-
year/24-hour storm event. Stormwater analyses performed for the proposed detention basins
indicate the ponds have capacity to attenuate peak flows from the 2-, 10-, and 25-year storm
events in post development conditions to pre-development peak flows.

An erosion and sedimentation control plan will be provided when Evergreen proposes to install
the final cover system.

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The post-development surface water peak velocities were evaluated in applicable areas which
are affected by the landfill vertical increase. Stormwater flows were calculated using a
computer modeling system called HydroCAD (Version 10.0) by Applied Microcomputer Systems
of Chocorua, New Hampshire. The methods utilized in HydroCAD are based on the Soil
Conservations Services (SCS) Technical Release No. 20 (TR20) Methodology for determining
runoff peak flow values and flood hydrographs. A 24-hour, Type II storm with antecedent
moisture condition (AMC) 2 was used to model the runoff characteristics of the site. Models
were created for post-development site conditions using 2-, 10-, and 25-year storm events. The
post-development condition consists of Area D filled to elevations 30-ft above the surface of the
existing perimeter access road (i.e., 30-ft above the rim). The sides of the Area D, when filled
above the rim, will be sloped at 4 feet horizontal to 1 foot vertical (4H:1V) around the east, south
and western perimeter; at 3H:1V along the northern slope; and the crown will be sloped at about
10 percent from north to south. A proposed geosynthetic/soil cover system is anticipated to
include 4-inches of topsoil over 24-inches of onsite soil above other layers. A comparison is
made between the pre-development and post-development conditions and is located in Section
2.3 of this plan.

1.1 Facility Information
Facility Name: Landfill No. 6 – Area D Location: 1155 Incinerator Road, Canton, North Carolina Property ID#: 8647-76-6665 Latitude: 35° 32' 47" N Longitude: 82° 52' 49" W Property Owner: Evergreen Packaging (Evergreen) 175 Main Street P.O. Box 4000 Canton, NC 28716 Contact: Mr. John R. Frazier Jr. Telephone: [phone]

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1.2 Project Description

The purpose of vertical increase project is to increase the capacity of Area D, which is located at
Evergreen Packaging’s Landfill No. 6 by raising the waste grades 30 feet above the rim. The
site is located in Haywood County, Canton, North Carolina, and is situated north of and within
the watershed of the Pigeon River which is classified as a Class C water body (See Figure 1-1).
The closure of the Area D will consist of waste grading, installation of a gas collection system, a
cover system, culverts, catch basins, and detention basins.

1.3 Site Description

Currently, Area D is an active landfill and all stormwater runoff is collected in the leachate
collection system. In the proposed vertical increase, Area D is anticipated to be covered with an
engineered system consisting of a gas collection system, overlain by a geomembrane cover and
a drainage geocomposite, overlain by 24 inches of on-site soils and 4 inches of topsoil. The
topsoil with be fertilized, seeded and mulched. 12-inch diameter storm drain pipe located
beneath the landfill liner conveys runoff from the north side of Area D North to an existing
detention basin (P1) located to the south of Area D South. Surface water drainage flows
overland through a series of rock and vegetated drainage ditches, detention basins, culverts,
and natural drainage swales (reach R1) before entering into the Pigeon River approximately 700
feet south of Area D North. A portion of the runoff in the future Area E is conveyed to the west
via a 12-inch culvert. At the culvert outlet, the flow combines with surface water flow from the
areas adjacent to the landfill and flows overland through a series of rock and vegetated
drainage ditches, detention basins, culverts, and natural drainage swales (reach R2) before
entering into the Pigeon River approximately 2900 feet southwest of the proposed Area E. A
36-inch culvert passes under the north dike of the proposed Area E and discharges at the same
location as the 12-inch culvert. There are three other reaches that discharge stormwater from
the west side to the Pigeon River (reaches R3, 4 and 5).
1.4 Adjacent Properties

Land use near Landfill No. 6 is primarily farmland, residential and undeveloped properties.
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2.0 WATERSHED STORMWATER FLOWS

2.1 Pre-Development Conditions

For modeling purposes, predevelopment conditions are site conditions as of March 5, 2008
(prior to construction of landfill Area D South). The study area for the Area D vertical increase
watershed consists of approximately 85.5 acres in pre-development conditions. Ground cover
consists of wooded areas on the northwest portion of the watershed with the remaining areas
being a mix of brush/meadow and sand/gravel. Site stormwater flows overland to the south and
west to the property line. Stormwater flows eventually contribute to the Pigeon River
approximately 700 feet south of Area D South. Land use within the study area consists of
approximately 28.6 acres of woods cover (HSG B), 4.3 acres of gravel access roads (HSG B),
38.4 acres of brush/grass mix (HSG B), and 0.80 acres of other impervious area (paved
parking, roofs, etc.). Based on NRCS soils mapping site soils are Evard-Cowee and Hayesville
and are classified as hydraulic soil group (HSG) B for the purposes of this analysis. The soils
map is included in Appendix A.

The watershed is subdivided into six subcatchments for modeling purposes. Maximum pre-
development discharge velocities for the 10-year/24-hour storm event were generated for each
subcatchment and analyzed at five analysis points along or within the landfill property boundary
and are shown on Drawing D-100, Pre-development Stormwater Management Plan which is
included in Appendix B-1.

Subcatchment 1 (SC-1) consists of approximately 37.0 acres in existing conditions and is
located west of previously constructed landfill Areas A, B, C, F, G, and H. Vegetated drainage
swales within the subcatchment discharge to the south. A spring located within SC-1 is
intercepted by a small, previously constructed detention basin (Pond P-1) with 24-inch culvert
outlet device. Stormwater is discharged from the basin southerly into a riprap drainage channel
(Reach R1) where it eventually crosses the property boundary and enters the Pigeon River.

Subcatchment 2 (SC-2) consists of approximately 24.3 acres and is located to the north of
SC-1. This subcatchment is bounded by the westerly property line and contains a portion of
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Interstate 40 to the north. Stormwater within SC-2 flows westerly in wooded overland and
channelized flow before it crosses the property line. Runoff leaving the property flows through
natural drainage ways (Reach R-2) which are tributary to the Pigeon River.

Subcatchment 3 (SC-3) consists of approximately 3.5 acres and is located west of SC-1 and is
bounded by the westerly property line. Stormwater within SC-3 flows westerly in wooded
overland and channelized flow before it crosses the property line. Runoff leaving the property
flows through natural drainage ways (Reach R3) which are tributary to the Pigeon River.

Subcatchment 4 (SC-4) consists of approximately 7.3 acres and is located southwest of SC-1
and is bounded by the westerly property line. Stormwater within SC-4 flows westerly in wooded
overland and channelized flow before it crosses the property line. Runoff leaving the property
flows through natural drainage ways (Reach R4) which are tributary to the Pigeon River.

Subcatchment 5 (SC-5) consists of approximately 5.3 acres of wooded land and is located
northwest of SC-2 and is bounded by the westerly property line. Stormwater within SC-5 flows
westerly in wooded overland and channelized flow before it crosses the property line. Runoff
leaving the property flows through natural drainage ways (Reach R5) which are tributary to the
Pigeon River.

Runoff from an off-site subcatchment (OS1) located north of SC-2 flows through the northwest
corner of the landfill property. The off-site subcatchment is approximately 8.1 acres consisting
of mostly woods and residential house lots. Runoff from the subcatchment flows under
Interstate I-40 within a 36-inch diameter culvert where it combines with flow from
Subcatchment 2.

A combined flow of 126.1 cfs was calculated from the 25-year/24-hour duration storm as
measured at the Pigeon River Analysis Point. Predevelopment stormwater peak flows for each
analysis point are shown in Table 2-1 or Section 2.3. In addition to determining peak flows from
each subcatchment, a combined pre-development peak flow was calculated to model the
project’s contribution to the Pigeon River.

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2.2 Post-Development Conditions

In the post-development conditions, SC-1 is divided into nine separate areas (1A, 1B, 1C, 1D,
1E, 1F, 1G, 1H, and 1I) and, as in pre-development conditions, will convey stormwater in a
southerly direction. Subcatchments 1A and 1I are located adjacent to Area D on the north and
south sides respectively. The remaining subcatchments of SC-1 are located within the footprint
of Area D and the adjacent access roads.

The configuration of the individual subcatchments within the Area D change slightly due to the
vertical increase from the proposed condition for closure when the area was only filled up to the
rim. In the post development condition, the site was divided into seventeen subcatchments:
1A-I, 2A, 2B(1), 2B(2), 2C, 2D, 3, 4, 5, and OS1 (an off-site subcatchment located on the north
side of Interstate 40). The post-development subcatchment areas are shown on Drawing
D-101, Post-Development Stormwater Plan. Post-development stormwater analysis printouts
are located in Appendix B-2.

Subcatchments 1B through 1H are located primarily in the landfill footprint. In the proposed
condition the land use of these subcatchments will be meadow ungrazed and minor areas of
gravel roads. The cover soils were modelled as having a hydrologic soil group (HSG)
classification of C with a curve runoff number of 71 and roads were modelled as gravel and a
HSG B. Each of the drainage areas has a 24 culvert outlet that discharges to a catch basin
located in the gravel roads. The stormwater is conveyed to south end of Area D where it
discharges into Detention Pond 1. The stormwater runoff from the cover system will be
conveyed to detention Pond 1 via two 36-inch culverts, one on the west side and one on the
east side of the pump station located at the south end of Area D.

Subcatchments 1I, OS, 2A, 2B(1), 2B(2), 2C, 2D, 3, 4, and 5 discharge stormwater in a westerly
direction from the site and then eventually drain to the Pigeon River south of the site. These
areas remain relatively unchanged since the construction of Area D North. Therefore, the data
from the August 2013 “EROSION AND SEDIMENT CONTROL PLAN FOR LANDFILL No. 6
AREA D NORTH” was used to provide consistency between analyses.

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Post-development stormwater peak flows for each analysis point are shown in Table 2-1 of
Section 2.3.

2.3 Comparison of Peak Flows

TABLE 2-1

COMPARISON OF PRE- AND POST-DEVELOPMENT PEAK FLOW
25-YR/24-HOUR STORM EVENT

Analysis
Point
Pre-Development
Flow (cfs)
Post-Development
Flow (cfs) Difference (cfs)
1 (SC-1) 113.2 103.8 (-) 9.4 2 (SC-2) 89.6 68.7 (-) 20.9 3 (SC-3) 7.9 7.9 0.0 4 (SC-4) 18.3 12.8 (-) 5.5 5 (SC-5) 15.3 13.5 (-) 1.8 Pigeon River 128.2 117.6 (-) 10.6 As indicated in Table 2-1, peak runoff rates for post-development conditions at Landfill No. 6 will
be less than or equal to those of predevelopment conditions. Therefore, peak velocities in off-
site drainage facilities will not increase existing flow rates. This decrease is due in part to the
addition of detention basins, longer time of concentrations, and changes in cover types.

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3.0 PERFORMANCE STANDARDS

Permanent erosion and sediment control measures will be designed to provide protection from a
rainfall event equivalent in magnitude to the 25-year/24-hour storm event (6.0 inches). Area D
will be closed in Phases. At each phase the owner shall provide an erosion and sediment
control plan designed to comply with the Haywood County Erosion and Sediment Control
Ordinance. Temporary erosion and sediment control measures are designed to provide
protection from a rainfall event equivalent in magnitude to the 2-year/24-hour storm event (3.5
inches) in an unvegetated state.

3.1 Culvert Inlet/Outlet Protection

Design of the culvert inlet and outlet protection shall be based on stormwater flows from the 25-
year/24-hour storm event. Inlet protection of culverts located in the lined area of the landfill will
have concrete headwalls and ditch protection.

3.2 Drainage Channels

Drainage channels were modeled as trapezoidal channels with 3:1 sideslopes, 3-foot bottom
width, and a minimum depth of 2 feet. Channel linings will be designed using a 2-year/24-hour
storm event for temporary channels and 25-yr /24-hour storm event for permanent channels.

Pond 1 will require future modifications as Area D has the final cover system installed. The
HydroCAD model indicates that the top of the dike should be raised two feet to attenuate
stormwater flows being discharge from Area D.

Discharge velocities at each respective analysis point were analyzed to ensure channel
velocities in proposed conditions are less than or equal to existing conditions channel velocities.
The following table shows 10-year/24-hour runoff velocities as modeled for pre- and post-
development conditions as measured at Analysis Points 1 through 5 at the landfill property line.

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TABLE 3-1 COMPARISON OF PRE- AND POST-DEVELOPMENT RUNOFF VELOCITIES 10-YR/24-HOUR STORM EVENT
Analysis
Point
Pre-Development
Flow (fps)
Post-Development
Flow (fps) Difference
1 (Pond 1 Discharge) 3.9 3.6 (-) 0.3
2 (SC-2) 3.4 3.0 (-) 0.4
3 (SC-3) 2.0 2.0 0.0
4 (SC-4) 3.2 2.9 (-) 0.3
5 (SC-5) 1.6 1.6 0.0 All of the analysis points have equal or less than peak velocities compared to the pre-
development conditions.

3.3 Detention Basins

An existing detention basin (Pond P-1) located at the toe of slope at the southern dike of Area D
will require future modifications as Area D has the final cover system installed. The HydroCAD
model indicates that the top of the dike should be raised two feet to attenuate stormwater flows
being discharge from Area D. Modifications to Pond 1 will require addressing the underdrain
discharge in the pond. The intent of the underdrain piping is to convey clean surface water from
a proposed detention basin (Pond P-3) located in Area E into existing Detention Pond 1 (Pond
P-1) located south of Area D South The under drain also ensures that the phreatic surface is a
minimum of 10 feet below the primary liner grade. Stormwater analyses performed for runoff
from Area E indicates the Detention Pond 1 has sufficient capacity to detain peak flows from the
25-year storm.

A detention basin (Pond P-3) is located in the southwest corner of Area E. The pond is
designed with an outlet control structure, orifice holes, a beehive grate spillway, and a 12-inch
storm drain outlet pipe. The outlet control structure is designed to detain flows while sediments
settle out prior to the discharge of stormwater. The 12-inch underdrain outlet pipe will connect
to the existing 12-inch underdrain associated with Area D South Pond P-2 that conveys flow
beneath the Area D South liner system.

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A P4 detention basin is located in the northwest corner of Area E. The pond is designed with an
outlet control structure, orifice holes, a beehive grate spillway, and a 12-inch storm drain outlet
pipe. The outlet control structure is designed to detain flows while sediments settle out prior to
the discharge of stormwater. The 12-inch outlet pipe discharges to a drainage swale that is
stabilized with a riprap apron located northwest of the landfill.

The detention basins, outlet control structures, and culvert outlets associated with the landfill
development for Area D are shown on Drawing D-101, Post-Development Stormwater
Management Plan.

3.4 Rock Filters

Rock filters will be specified around the culvert inlets and within the ditches tributary to
Detention Basin 3 (Pond P-3) to retard velocities and reduce the potential for sediment from
entering the culvert. The rock filters shall be removed after the site is stabilized as approved by
the owner or its representative.
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4.0 PLANNED SEDIMENT AND EROSION CONTROL PRACTICES

Proposed erosion and sedimentation control practices include the following:

1. Construction Sequence Schedule (Practice 6.01) – A construction sequence
schedule is included in this plan as Section 5.0.

2. Surface Roughening (Practice 6.03) – To aid in the establishment of vegetative
cover, all slopes receiving a vegetative growth media will be tracked with
appropriate equipment to create grooves perpendicular to the slope.

3. Topsoiling (Practice 6.04) – A vegetative growth media will be added to a depth
of four inches in all specified areas. Specifications for topsoil materials are will
be provided with the closure design.

4. Permanent Seeding (Practice 6.11.1) – Permanent seeding will be applied to all
areas disturbed by construction. Specifications for Seeding will be included in
the closure design.

5. Mulching (Practice 6.14.1) – Mulch will be applied to all seeded areas to limit
erosion. See Specification Section 329219.00 in Appendix D of the Design
Report.

6. Grass-Lined Channels (Practice 6.30.1). All grass-lined channels will be lined
with erosion control blankets until vegetation is stabilized in the channel.
Channel stabilization design will be included in the closure design.

7. Siltation Fence (Practice 6.62.1). Siltation fence will be installed along the
clearing limit lines where siltation is likely to occur. Siltation fence will be
installed in areas noted on the closure drawings.
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Dust Control (Practice 6.84.1). Should excessive dust become a problem with
construction it will be controlled by application of water in a fine spray with a
water truck.
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5.0 CONSTRUCTION SCHEDULE

The following construction schedule shall be maintained throughout the project:

1. Obtain plan approval and other applicable permits.

2. Clearly mark limits of work and limits of clearing.

3. Hold pre-construction conference at least one week prior to commencement of
construction.

4. Install silt fence as indicated for the perimeter/access roads and other affected
areas.

5. Perform clearing and grubbing required for the perimeter/access roads, borrow
areas, and other affected areas.

6. Perform construction activities for the perimeter/access roads and other affected
areas.

7. Install turf reinforcement mat and riprap in ditches, where specified.

8. Remove temporary silt fence upon completion of project and remove other
erosion control measures when all areas are stabilized. Estimated time before
final stabilization – 9 months from final seeding.

APPENDIX A

SOILS MAP

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Map Scale: 1:10,700 if printed on A size (8.5" x 11") sheet.
Soil Map—Haywood County Area, North Carolina(Landfill No. 6, Canton, North Carolina)
Natural ResourcesNatural ResourcesNatural ResourcesNatural ResourcesConservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil SurveyNational Cooperative Soil Survey 6/7/2013Page 1 of 3
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Special Point Features
Blowout
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
Gully
Short Steep Slope
Other
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:10,700 if printed on A size (8.5" × 11") sheet.
The soil surveys that comprise your AOI were mapped at 1:12,000.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 17N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Haywood County Area, North Carolina
Survey Area Data: Version 11, Jul 16, 2012
Date(s) aerial images were photographed: 9/15/2006
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–Haywood County Area, North Carolina
(Landfill No. 6, Canton, North Carolina)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/7/2013
Page 2 of 3
Map Unit Legend
Haywood County Area, North Carolina (NC606)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
5 Udorthents-Urban land complex, 2 to 50 percent
slopes
111.7 24.5%
BkB2 Braddock clay loam, 2 to 8 percent slopes, eroded 2.8 0.6%
BkC2 Braddock clay loam, 8 to 15 percent slopes, eroded 16.4 3.6%
BoD2 Braddock clay loam, 15 to 30 percent slopes,
eroded, stony
10.5 2.3%
BrC Braddock-Urban land complex, 2 to 15 percent
slopes
9.3 2.0%
CxA Cullowhee-Nikwasi complex, 0 to 2 percent slopes,
frequently flooded
8.7 1.9%
DsB Dillsboro loam, 2 to 8 percent slopes 13.3 2.9%
DsC Dillsboro loam, 8 to 15 percent slopes 0.1 0.0%
EvD Evard-Cowee complex, 15 to 30 percent slopes 144.5 31.7%
EvE Evard-Cowee complex, 30 to 50 percent slopes 28.5 6.2%
HaC2 Hayesville clay loam, 8 to 15 percent slopes, eroded 63.9 14.0%
HeC Hayesville-Urban land complex, 2 to 15 percent
slopes
0.5 0.1%
RoA Rosman fine sandy loam, 0 to 2 percent slopes,
occasionally flooded
19.0 4.2%
ScB Saunook loam, 2 to 8 percent slopes 1.3 0.3%
SdC Saunook loam, 8 to 15 percent slopes, stony 8.3 1.8%
SdD Saunook loam, 15 to 30 percent slopes, stony 2.2 0.5%
SuA Statler loam, 0 to 3 percent slopes, rarely flooded 4.1 0.9%
TrE Trimont gravelly loam, 30 to 50 percent slopes, stony 1.3 0.3%
W Water 9.6 2.1%
Totals for Area of Interest 456.1 100.0%
Soil Map–Haywood County Area, North Carolina Landfill No. 6, Canton, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/7/2013
Page 3 of 3

APPENDIX B-1

STORMWATER ANALYSIS – PRE-DEVELOPMENT

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\\nserver\CFS\Brpp\NC\Vertical Increase\Acad\Plans\Existing SMP.dwg, 11/30/2016 1:32:39 PM, paf
1
SC 1
2
SC 2
3
SC 3
4
SC 4
5
SC 5
OS
SC OFFSITE
R1
AP-1 TO RIVER
R2
AP-2 TO RIVERR2D
REACH 2D
R3
AP-3 TO RIVER
R4
AP-4 TO RIVER
R5
AP-5 TO RIVER
1P
DETENTION POND 1
AP-1
Analysis Point 1
AP-2
Analysis Point 2
AP-3
Analysis Point 3
AP-4
Analysis Point 4
AP-5
Analysis Point 5
AP-6
PIGEON RIVER
CONTRIBUTION
Routing Diagram for PRE-2016 11.29Prepared by {enter your company name here}, Printed 11/29/2016
HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
AREA D VERTICAL EXPANSION
PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 2HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
1.930 70 1/2 acre lots, 25% imp, HSG B (OS)
38.370 67 EX-Brush/Grass mix, Poor, HSG B (1, 2, 3, 4)
4.320 85 EX-Gravel roads, HSG B (1, 2, 4)
0.800 98 EX-Paved parking & roofs (2, 4)
0.070 85 Gravel roads, HSG B (5)
0.060 58 Meadow, non-grazed, HSG B (5)
1.780 98 Paved parking, HSG B (5, OS)
0.020 98 Roofs, HSG B (5)
38.100 55 Woods, Good, HSG B (1, 2, 3, 4, 5, OS)
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 3HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: SC 1
Runoff = 23.98 cfs @ 12.13 hrs, Volume= 2.158 af, Depth> 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
12.660 55 Woods, Good, HSG B
* 2.560 85 EX-Gravel roads, HSG B
* 21.770 67 EX-Brush/Grass mix, Poor, HSG B
36.990 64 Weighted Average
36.990 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 100 0.1000 0.15 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
7.0 690 0.1070 1.64 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.2 823 0.0830 11.62 2,324.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=0.00' D=10.00' Z= 2.0 '/' Top.W=40.00'
n= 0.100 Earth, dense brush, high stage
0.1 63 0.1110 12.48 39.19 Pipe Channel, D-E
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.025 Corrugated metal
0.3 188 0.0430 10.19 4,238.01 Trap/Vee/Rect Channel Flow, E-F
Bot.W=40.00' D=8.00' Z= 2.0 & 1.0 '/' Top.W=64.00'
n= 0.100 Earth, dense brush, high stage
19.4 1,864 Total
Summary for Subcatchment 2: SC 2
Runoff = 17.56 cfs @ 12.09 hrs, Volume= 1.420 af, Depth> 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
9.820 55 Woods, Good, HSG B
* 1.620 85 EX-Gravel roads, HSG B
* 12.100 67 EX-Brush/Grass mix, Poor, HSG B
* 0.770 98 EX-Paved parking & roofs
24.310 64 Weighted Average
23.540 96.83% Pervious Area
0.770 3.17% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 4HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 80 0.2125 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
4.9 350 0.0570 1.19 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.6 460 0.0760 4.92 196.97 Parabolic Channel, C-D
W=30.00' D=2.00' Area=40.0 sf Perim=30.4'
n= 0.100 Earth, dense brush, high stage
0.1 40 0.1000 9.77 17.27 Pipe Channel, D-E
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
2.1 210 0.0290 1.68 20.21 Trap/Vee/Rect Channel Flow, E-F
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
0.4 100 0.0200 4.37 7.72 Pipe Channel, F-G
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
0.6 80 0.0500 2.21 26.54 Trap/Vee/Rect Channel Flow, G-H
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
16.4 1,320 Total
Summary for Subcatchment 3: SC 3
Runoff = 1.34 cfs @ 12.05 hrs, Volume= 0.120 af, Depth> 0.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
2.840 55 Woods, Good, HSG B
* 0.000 85 EX-Gravel roads, HSG B
* 0.630 67 EX-Brush/Grass mix, Poor, HSG B
* 0.000 98 EX-Paved parking & roofs
3.470 57 Weighted Average
3.470 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1290 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 116 0.1290 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
0.7 241 0.1040 5.79 463.51 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
11.5 457 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 5HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 4: SC 4
Runoff = 4.35 cfs @ 12.09 hrs, Volume= 0.372 af, Depth> 0.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
3.250 55 Woods, Good, HSG B
* 0.140 85 EX-Gravel roads, HSG B
* 3.870 67 EX-Brush/Grass mix, Poor, HSG B
* 0.030 98 EX-Paved parking & roofs
7.290 62 Weighted Average
7.260 99.59% Pervious Area
0.030 0.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 3.76 cfs @ 12.04 hrs, Volume= 0.270 af, Depth> 0.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
4.330 55 Woods, Good, HSG B
0.070 85 Gravel roads, HSG B
0.810 98 Paved parking, HSG B
0.060 58 Meadow, non-grazed, HSG B
0.020 98 Roofs, HSG B
5.290 62 Weighted Average
4.460 84.31% Pervious Area
0.830 15.69% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 6HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3 145 0.1300 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.4 330 0.1500 3.83 45.97 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Very weedy reaches w/pools
0.4 170 0.0300 6.46 51.67 Trap/Vee/Rect Channel Flow, D-E
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
n= 0.030 Earth, grassed & winding
12.0 745 Total
Summary for Subcatchment OS: SC OFFSITE
Runoff = 6.87 cfs @ 12.04 hrs, Volume= 0.474 af, Depth> 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.5 384 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
12.4 1,219 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 21.44 cfs @ 12.20 hrs, Volume= 2.157 af
Outflow = 21.19 cfs @ 12.27 hrs, Volume= 2.148 af, Atten= 1%, Lag= 4.1 min
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 7HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.54 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 1.14 fps, Avg. Travel Time= 5.4 min
Peak Storage= 3,091 cf @ 12.23 hrs
Average Depth at Peak Storage= 1.16'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 296.79 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.191
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 23.26 cfs @ 12.11 hrs, Volume= 1.891 af
Outflow = 12.07 cfs @ 12.64 hrs, Volume= 1.827 af, Atten= 48%, Lag= 31.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.06 fps, Min. Travel Time= 20.6 min
Avg. Velocity = 1.06 fps, Avg. Travel Time= 40.2 min
Peak Storage= 14,988 cf @ 12.29 hrs
Average Depth at Peak Storage= 0.92'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 279.24 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,550.0' Slope= 0.0380 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,535.00'
Summary for Reach R2D: REACH 2D
Inflow Area = 8.100 ac, 17.93% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 6.87 cfs @ 12.04 hrs, Volume= 0.474 af
Outflow = 6.19 cfs @ 12.14 hrs, Volume= 0.471 af, Atten= 10%, Lag= 6.2 min
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 8HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.61 fps, Min. Travel Time= 3.6 min
Avg. Velocity = 1.39 fps, Avg. Travel Time= 9.2 min
Peak Storage= 1,338 cf @ 12.08 hrs
Average Depth at Peak Storage= 0.36'
Bank-Full Depth= 6.00' Flow Area= 114.0 sf, Capacity= 1,999.45 cfs
4.00' x 6.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 2.5 '/' Top Width= 34.00'
Length= 770.0' Slope= 0.0273 '/'
Inlet Invert= 2,688.00', Outlet Invert= 2,667.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 0.41" for 2-Yr Storm event
Inflow = 1.34 cfs @ 12.05 hrs, Volume= 0.120 af
Outflow = 0.47 cfs @ 12.79 hrs, Volume= 0.114 af, Atten= 65%, Lag= 44.4 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.98 fps, Min. Travel Time= 28.9 min
Avg. Velocity = 0.62 fps, Avg. Travel Time= 46.0 min
Peak Storage= 818 cf @ 12.31 hrs
Average Depth at Peak Storage= 0.17'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 9HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 0.61" for 2-Yr Storm event
Inflow = 4.35 cfs @ 12.09 hrs, Volume= 0.372 af
Outflow = 4.14 cfs @ 12.18 hrs, Volume= 0.370 af, Atten= 5%, Lag= 5.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.08 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 0.91 fps, Avg. Travel Time= 6.4 min
Peak Storage= 699 cf @ 12.13 hrs
Average Depth at Peak Storage= 0.45'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 0.61" for 2-Yr Storm event
Inflow = 3.76 cfs @ 12.04 hrs, Volume= 0.270 af
Outflow = 0.98 cfs @ 13.17 hrs, Volume= 0.250 af, Atten= 74%, Lag= 67.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.90 fps, Min. Travel Time= 48.3 min
Avg. Velocity = 0.56 fps, Avg. Travel Time= 77.1 min
Peak Storage= 2,827 cf @ 12.36 hrs
Average Depth at Peak Storage= 0.30'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 10HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Pond 1P: DETENTION POND 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 23.98 cfs @ 12.13 hrs, Volume= 2.158 af
Outflow = 21.44 cfs @ 12.20 hrs, Volume= 2.157 af, Atten= 11%, Lag= 4.2 min
Primary = 21.44 cfs @ 12.20 hrs, Volume= 2.157 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,591.22' @ 12.20 hrs Surf.Area= 1,772 sf Storage= 2,865 cf
Plug-Flow detention time= 1.2 min calculated for 2.157 af (100% of inflow)
Center-of-Mass det. time= 0.9 min ( 896.4 - 895.4 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 18,389 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 10 0 0
2,588.00 500 255 255
2,590.00 637 1,137 1,392
2,592.00 2,492 3,129 4,521
2,594.00 3,333 5,825 10,346
2,596.00 4,710 8,043 18,389
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Secondary 2,595.50'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=21.41 cfs @ 12.20 hrs HW=2,591.21' (Free Discharge)
1=Culvert (Inlet Controls 21.41 cfs @ 6.81 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,587.00' (Free Discharge)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 21.44 cfs @ 12.20 hrs, Volume= 2.157 af
Primary = 21.44 cfs @ 12.20 hrs, Volume= 2.157 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"PRE-2016 11.29
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Page 11HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Link AP-2: Analysis Point 2
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 0.70" for 2-Yr Storm event
Inflow = 23.26 cfs @ 12.11 hrs, Volume= 1.891 af
Primary = 23.26 cfs @ 12.11 hrs, Volume= 1.891 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 0.41" for 2-Yr Storm event
Inflow = 1.34 cfs @ 12.05 hrs, Volume= 0.120 af
Primary = 1.34 cfs @ 12.05 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 0.61" for 2-Yr Storm event
Inflow = 4.35 cfs @ 12.09 hrs, Volume= 0.372 af
Primary = 4.35 cfs @ 12.09 hrs, Volume= 0.372 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 0.61" for 2-Yr Storm event
Inflow = 3.76 cfs @ 12.04 hrs, Volume= 0.270 af
Primary = 3.76 cfs @ 12.04 hrs, Volume= 0.270 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.450 ac, 3.61% Impervious, Inflow Depth > 0.66" for 2-Yr Storm event
Inflow = 24.94 cfs @ 12.26 hrs, Volume= 4.709 af
Primary = 24.94 cfs @ 12.26 hrs, Volume= 4.709 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 12HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: SC 1
Runoff = 67.96 cfs @ 12.11 hrs, Volume= 5.248 af, Depth> 1.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
12.660 55 Woods, Good, HSG B
* 2.560 85 EX-Gravel roads, HSG B
* 21.770 67 EX-Brush/Grass mix, Poor, HSG B
36.990 64 Weighted Average
36.990 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 100 0.1000 0.15 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
7.0 690 0.1070 1.64 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.2 823 0.0830 11.62 2,324.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=0.00' D=10.00' Z= 2.0 '/' Top.W=40.00'
n= 0.100 Earth, dense brush, high stage
0.1 63 0.1110 12.48 39.19 Pipe Channel, D-E
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.025 Corrugated metal
0.3 188 0.0430 10.19 4,238.01 Trap/Vee/Rect Channel Flow, E-F
Bot.W=40.00' D=8.00' Z= 2.0 & 1.0 '/' Top.W=64.00'
n= 0.100 Earth, dense brush, high stage
19.4 1,864 Total
Summary for Subcatchment 2: SC 2
Runoff = 49.13 cfs @ 12.07 hrs, Volume= 3.452 af, Depth> 1.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
9.820 55 Woods, Good, HSG B
* 1.620 85 EX-Gravel roads, HSG B
* 12.100 67 EX-Brush/Grass mix, Poor, HSG B
* 0.770 98 EX-Paved parking & roofs
24.310 64 Weighted Average
23.540 96.83% Pervious Area
0.770 3.17% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 13HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 80 0.2125 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
4.9 350 0.0570 1.19 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.6 460 0.0760 4.92 196.97 Parabolic Channel, C-D
W=30.00' D=2.00' Area=40.0 sf Perim=30.4'
n= 0.100 Earth, dense brush, high stage
0.1 40 0.1000 9.77 17.27 Pipe Channel, D-E
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
2.1 210 0.0290 1.68 20.21 Trap/Vee/Rect Channel Flow, E-F
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
0.4 100 0.0200 4.37 7.72 Pipe Channel, F-G
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
0.6 80 0.0500 2.21 26.54 Trap/Vee/Rect Channel Flow, G-H
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
16.4 1,320 Total
Summary for Subcatchment 3: SC 3
Runoff = 5.50 cfs @ 12.02 hrs, Volume= 0.350 af, Depth> 1.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
2.840 55 Woods, Good, HSG B
* 0.000 85 EX-Gravel roads, HSG B
* 0.630 67 EX-Brush/Grass mix, Poor, HSG B
* 0.000 98 EX-Paved parking & roofs
3.470 57 Weighted Average
3.470 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1290 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 116 0.1290 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
0.7 241 0.1040 5.79 463.51 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
11.5 457 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 14HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 4: SC 4
Runoff = 13.32 cfs @ 12.07 hrs, Volume= 0.945 af, Depth> 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
3.250 55 Woods, Good, HSG B
* 0.140 85 EX-Gravel roads, HSG B
* 3.870 67 EX-Brush/Grass mix, Poor, HSG B
* 0.030 98 EX-Paved parking & roofs
7.290 62 Weighted Average
7.260 99.59% Pervious Area
0.030 0.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 11.22 cfs @ 12.02 hrs, Volume= 0.687 af, Depth> 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
4.330 55 Woods, Good, HSG B
0.070 85 Gravel roads, HSG B
0.810 98 Paved parking, HSG B
0.060 58 Meadow, non-grazed, HSG B
0.020 98 Roofs, HSG B
5.290 62 Weighted Average
4.460 84.31% Pervious Area
0.830 15.69% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 15HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3 145 0.1300 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.4 330 0.1500 3.83 45.97 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Very weedy reaches w/pools
0.4 170 0.0300 6.46 51.67 Trap/Vee/Rect Channel Flow, D-E
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
n= 0.030 Earth, grassed & winding
12.0 745 Total
Summary for Subcatchment OS: SC OFFSITE
Runoff = 18.77 cfs @ 12.03 hrs, Volume= 1.152 af, Depth> 1.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.5 384 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
12.4 1,219 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 1.70" for 10-yr Storm event
Inflow = 76.31 cfs @ 12.16 hrs, Volume= 5.246 af
Outflow = 63.00 cfs @ 12.22 hrs, Volume= 5.231 af, Atten= 17%, Lag= 3.8 min
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 16HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.58 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 1.40 fps, Avg. Travel Time= 4.4 min
Peak Storage= 6,843 cf @ 12.19 hrs
Average Depth at Peak Storage= 1.97'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 296.79 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.191
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 1.70" for 10-yr Storm event
Inflow = 66.39 cfs @ 12.08 hrs, Volume= 4.599 af
Outflow = 43.73 cfs @ 12.45 hrs, Volume= 4.502 af, Atten= 34%, Lag= 21.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.04 fps, Min. Travel Time= 14.0 min
Avg. Velocity = 1.29 fps, Avg. Travel Time= 33.0 min
Peak Storage= 37,057 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.68'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 279.24 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,550.0' Slope= 0.0380 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,535.00'
Summary for Reach R2D: REACH 2D
Inflow Area = 8.100 ac, 17.93% Impervious, Inflow Depth > 1.71" for 10-yr Storm event
Inflow = 18.77 cfs @ 12.03 hrs, Volume= 1.152 af
Outflow = 17.84 cfs @ 12.10 hrs, Volume= 1.146 af, Atten= 5%, Lag= 4.5 min
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 17HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.03 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 1.69 fps, Avg. Travel Time= 7.6 min
Peak Storage= 2,766 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.64'
Bank-Full Depth= 6.00' Flow Area= 114.0 sf, Capacity= 1,999.45 cfs
4.00' x 6.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 2.5 '/' Top Width= 34.00'
Length= 770.0' Slope= 0.0273 '/'
Inlet Invert= 2,688.00', Outlet Invert= 2,667.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 1.21" for 10-yr Storm event
Inflow = 5.50 cfs @ 12.02 hrs, Volume= 0.350 af
Outflow = 2.88 cfs @ 12.44 hrs, Volume= 0.340 af, Atten= 48%, Lag= 24.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.70 fps, Min. Travel Time= 16.6 min
Avg. Velocity = 0.80 fps, Avg. Travel Time= 35.4 min
Peak Storage= 2,912 cf @ 12.16 hrs
Average Depth at Peak Storage= 0.40'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 18HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 1.56" for 10-yr Storm event
Inflow = 13.32 cfs @ 12.07 hrs, Volume= 0.945 af
Outflow = 12.81 cfs @ 12.13 hrs, Volume= 0.942 af, Atten= 4%, Lag= 3.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.95 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.13 fps, Avg. Travel Time= 5.1 min
Peak Storage= 1,550 cf @ 12.10 hrs
Average Depth at Peak Storage= 0.76'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 1.56" for 10-yr Storm event
Inflow = 11.22 cfs @ 12.02 hrs, Volume= 0.687 af
Outflow = 4.34 cfs @ 12.72 hrs, Volume= 0.657 af, Atten= 61%, Lag= 41.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.41 fps, Min. Travel Time= 30.7 min
Avg. Velocity = 0.70 fps, Avg. Travel Time= 61.8 min
Peak Storage= 8,002 cf @ 12.21 hrs
Average Depth at Peak Storage= 0.60'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 19HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Pond 1P: DETENTION POND 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 1.70" for 10-yr Storm event
Inflow = 67.96 cfs @ 12.11 hrs, Volume= 5.248 af
Outflow = 76.31 cfs @ 12.16 hrs, Volume= 5.246 af, Atten= 0%, Lag= 2.9 min
Primary = 33.80 cfs @ 12.16 hrs, Volume= 4.864 af
Secondary = 42.52 cfs @ 12.16 hrs, Volume= 0.381 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,596.01' @ 12.16 hrs Surf.Area= 4,710 sf Storage= 18,389 cf
Plug-Flow detention time= 3.1 min calculated for 5.246 af (100% of inflow)
Center-of-Mass det. time= 2.9 min ( 868.3 - 865.4 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 18,389 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 10 0 0
2,588.00 500 255 255
2,590.00 637 1,137 1,392
2,592.00 2,492 3,129 4,521
2,594.00 3,333 5,825 10,346
2,596.00 4,710 8,043 18,389
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Secondary 2,595.50'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=33.71 cfs @ 12.16 hrs HW=2,595.97' (Free Discharge)
1=Culvert (Inlet Controls 33.71 cfs @ 10.73 fps)
Secondary OutFlow Max=38.61 cfs @ 12.16 hrs HW=2,595.98' (Free Discharge)
2=Broad-Crested Rectangular Weir (Weir Controls 38.61 cfs @ 1.80 fps)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 1.70" for 10-yr Storm event
Inflow = 76.31 cfs @ 12.16 hrs, Volume= 5.246 af
Primary = 76.31 cfs @ 12.16 hrs, Volume= 5.246 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"PRE-2016 11.29
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Page 20HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Link AP-2: Analysis Point 2
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 1.70" for 10-yr Storm event
Inflow = 66.39 cfs @ 12.08 hrs, Volume= 4.599 af
Primary = 66.39 cfs @ 12.08 hrs, Volume= 4.599 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 1.21" for 10-yr Storm event
Inflow = 5.50 cfs @ 12.02 hrs, Volume= 0.350 af
Primary = 5.50 cfs @ 12.02 hrs, Volume= 0.350 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 1.56" for 10-yr Storm event
Inflow = 13.32 cfs @ 12.07 hrs, Volume= 0.945 af
Primary = 13.32 cfs @ 12.07 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 1.56" for 10-yr Storm event
Inflow = 11.22 cfs @ 12.02 hrs, Volume= 0.687 af
Primary = 11.22 cfs @ 12.02 hrs, Volume= 0.687 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.450 ac, 3.61% Impervious, Inflow Depth > 1.64" for 10-yr Storm event
Inflow = 89.00 cfs @ 12.25 hrs, Volume= 11.673 af
Primary = 89.00 cfs @ 12.25 hrs, Volume= 11.673 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
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Page 21HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: SC 1
Runoff = 91.84 cfs @ 12.11 hrs, Volume= 6.940 af, Depth> 2.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
12.660 55 Woods, Good, HSG B
* 2.560 85 EX-Gravel roads, HSG B
* 21.770 67 EX-Brush/Grass mix, Poor, HSG B
36.990 64 Weighted Average
36.990 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 100 0.1000 0.15 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
7.0 690 0.1070 1.64 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.2 823 0.0830 11.62 2,324.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=0.00' D=10.00' Z= 2.0 '/' Top.W=40.00'
n= 0.100 Earth, dense brush, high stage
0.1 63 0.1110 12.48 39.19 Pipe Channel, D-E
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.025 Corrugated metal
0.3 188 0.0430 10.19 4,238.01 Trap/Vee/Rect Channel Flow, E-F
Bot.W=40.00' D=8.00' Z= 2.0 & 1.0 '/' Top.W=64.00'
n= 0.100 Earth, dense brush, high stage
19.4 1,864 Total
Summary for Subcatchment 2: SC 2
Runoff = 66.27 cfs @ 12.07 hrs, Volume= 4.566 af, Depth> 2.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
9.820 55 Woods, Good, HSG B
* 1.620 85 EX-Gravel roads, HSG B
* 12.100 67 EX-Brush/Grass mix, Poor, HSG B
* 0.770 98 EX-Paved parking & roofs
24.310 64 Weighted Average
23.540 96.83% Pervious Area
0.770 3.17% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 22HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 80 0.2125 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
4.9 350 0.0570 1.19 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.6 460 0.0760 4.92 196.97 Parabolic Channel, C-D
W=30.00' D=2.00' Area=40.0 sf Perim=30.4'
n= 0.100 Earth, dense brush, high stage
0.1 40 0.1000 9.77 17.27 Pipe Channel, D-E
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
2.1 210 0.0290 1.68 20.21 Trap/Vee/Rect Channel Flow, E-F
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
0.4 100 0.0200 4.37 7.72 Pipe Channel, F-G
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.025 Corrugated metal
0.6 80 0.0500 2.21 26.54 Trap/Vee/Rect Channel Flow, G-H
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Earth, dense brush, high stage
16.4 1,320 Total
Summary for Subcatchment 3: SC 3
Runoff = 7.94 cfs @ 12.02 hrs, Volume= 0.483 af, Depth> 1.67"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
2.840 55 Woods, Good, HSG B
* 0.000 85 EX-Gravel roads, HSG B
* 0.630 67 EX-Brush/Grass mix, Poor, HSG B
* 0.000 98 EX-Paved parking & roofs
3.470 57 Weighted Average
3.470 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1290 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 116 0.1290 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
0.7 241 0.1040 5.79 463.51 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
11.5 457 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 23HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 4: SC 4
Runoff = 18.28 cfs @ 12.07 hrs, Volume= 1.264 af, Depth> 2.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
3.250 55 Woods, Good, HSG B
* 0.140 85 EX-Gravel roads, HSG B
* 3.870 67 EX-Brush/Grass mix, Poor, HSG B
* 0.030 98 EX-Paved parking & roofs
7.290 62 Weighted Average
7.260 99.59% Pervious Area
0.030 0.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 15.33 cfs @ 12.02 hrs, Volume= 0.919 af, Depth> 2.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
4.330 55 Woods, Good, HSG B
0.070 85 Gravel roads, HSG B
0.810 98 Paved parking, HSG B
0.060 58 Meadow, non-grazed, HSG B
0.020 98 Roofs, HSG B
5.290 62 Weighted Average
4.460 84.31% Pervious Area
0.830 15.69% Impervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 24HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3 145 0.1300 1.80 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
1.4 330 0.1500 3.83 45.97 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 10.0 '/' Top.W=22.00'
n= 0.100 Very weedy reaches w/pools
0.4 170 0.0300 6.46 51.67 Trap/Vee/Rect Channel Flow, D-E
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
n= 0.030 Earth, grassed & winding
12.0 745 Total
Summary for Subcatchment OS: SC OFFSITE
Runoff = 25.24 cfs @ 12.02 hrs, Volume= 1.523 af, Depth> 2.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.5 384 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
12.4 1,219 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 2.25" for 25-Yr Storm event
Inflow = 113.18 cfs @ 12.10 hrs, Volume= 6.938 af
Outflow = 91.36 cfs @ 12.17 hrs, Volume= 6.922 af, Atten= 19%, Lag= 3.8 min
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 25HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.94 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.49 fps, Avg. Travel Time= 4.1 min
Peak Storage= 8,626 cf @ 12.14 hrs
Average Depth at Peak Storage= 2.30'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 296.79 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.191
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 2.25" for 25-Yr Storm event
Inflow = 89.61 cfs @ 12.08 hrs, Volume= 6.083 af
Outflow = 62.74 cfs @ 12.40 hrs, Volume= 5.972 af, Atten= 30%, Lag= 19.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.38 fps, Min. Travel Time= 12.6 min
Avg. Velocity = 1.36 fps, Avg. Travel Time= 31.2 min
Peak Storage= 47,596 cf @ 12.19 hrs
Average Depth at Peak Storage= 1.99'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 279.24 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,550.0' Slope= 0.0380 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,535.00'
Summary for Reach R2D: REACH 2D
Inflow Area = 8.100 ac, 17.93% Impervious, Inflow Depth > 2.26" for 25-Yr Storm event
Inflow = 25.24 cfs @ 12.02 hrs, Volume= 1.523 af
Outflow = 23.98 cfs @ 12.09 hrs, Volume= 1.517 af, Atten= 5%, Lag= 4.2 min
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 26HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.50 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 1.82 fps, Avg. Travel Time= 7.0 min
Peak Storage= 3,422 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.75'
Bank-Full Depth= 6.00' Flow Area= 114.0 sf, Capacity= 1,999.45 cfs
4.00' x 6.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 2.5 '/' Top Width= 34.00'
Length= 770.0' Slope= 0.0273 '/'
Inlet Invert= 2,688.00', Outlet Invert= 2,667.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 1.67" for 25-Yr Storm event
Inflow = 7.94 cfs @ 12.02 hrs, Volume= 0.483 af
Outflow = 4.64 cfs @ 12.38 hrs, Volume= 0.472 af, Atten= 42%, Lag= 21.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.97 fps, Min. Travel Time= 14.4 min
Avg. Velocity = 0.86 fps, Avg. Travel Time= 32.9 min
Peak Storage= 4,043 cf @ 12.14 hrs
Average Depth at Peak Storage= 0.50'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 27HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 2.08" for 25-Yr Storm event
Inflow = 18.28 cfs @ 12.07 hrs, Volume= 1.264 af
Outflow = 17.65 cfs @ 12.12 hrs, Volume= 1.261 af, Atten= 3%, Lag= 3.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.25 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 1.21 fps, Avg. Travel Time= 4.8 min
Peak Storage= 1,937 cf @ 12.09 hrs
Average Depth at Peak Storage= 0.88'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 2.08" for 25-Yr Storm event
Inflow = 15.33 cfs @ 12.02 hrs, Volume= 0.919 af
Outflow = 6.65 cfs @ 12.63 hrs, Volume= 0.884 af, Atten= 57%, Lag= 36.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.61 fps, Min. Travel Time= 26.9 min
Avg. Velocity = 0.74 fps, Avg. Travel Time= 58.5 min
Peak Storage= 10,754 cf @ 12.19 hrs
Average Depth at Peak Storage= 0.73'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 28HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Pond 1P: DETENTION POND 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 2.25" for 25-Yr Storm event
Inflow = 91.84 cfs @ 12.11 hrs, Volume= 6.940 af
Outflow = 113.18 cfs @ 12.10 hrs, Volume= 6.938 af, Atten= 0%, Lag= 0.0 min
Primary = 34.30 cfs @ 12.10 hrs, Volume= 5.921 af
Secondary = 78.88 cfs @ 12.10 hrs, Volume= 1.017 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,596.25' @ 12.10 hrs Surf.Area= 4,710 sf Storage= 18,389 cf
Plug-Flow detention time= 2.9 min calculated for 6.938 af (100% of inflow)
Center-of-Mass det. time= 2.7 min ( 859.8 - 857.1 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 18,389 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 10 0 0
2,588.00 500 255 255
2,590.00 637 1,137 1,392
2,592.00 2,492 3,129 4,521
2,594.00 3,333 5,825 10,346
2,596.00 4,710 8,043 18,389
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Secondary 2,595.50'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=34.25 cfs @ 12.10 hrs HW=2,596.22' (Free Discharge)
1=Culvert (Inlet Controls 34.25 cfs @ 10.90 fps)
Secondary OutFlow Max=75.29 cfs @ 12.10 hrs HW=2,596.23' (Free Discharge)
2=Broad-Crested Rectangular Weir (Weir Controls 75.29 cfs @ 2.30 fps)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 36.990 ac, 0.00% Impervious, Inflow Depth > 2.25" for 25-Yr Storm event
Inflow = 113.18 cfs @ 12.10 hrs, Volume= 6.938 af
Primary = 113.18 cfs @ 12.10 hrs, Volume= 6.938 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"PRE-2016 11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 29HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Link AP-2: Analysis Point 2
Inflow Area = 32.410 ac, 6.86% Impervious, Inflow Depth > 2.25" for 25-Yr Storm event
Inflow = 89.61 cfs @ 12.08 hrs, Volume= 6.083 af
Primary = 89.61 cfs @ 12.08 hrs, Volume= 6.083 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth > 1.67" for 25-Yr Storm event
Inflow = 7.94 cfs @ 12.02 hrs, Volume= 0.483 af
Primary = 7.94 cfs @ 12.02 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 7.290 ac, 0.41% Impervious, Inflow Depth > 2.08" for 25-Yr Storm event
Inflow = 18.28 cfs @ 12.07 hrs, Volume= 1.264 af
Primary = 18.28 cfs @ 12.07 hrs, Volume= 1.264 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.290 ac, 15.69% Impervious, Inflow Depth > 2.08" for 25-Yr Storm event
Inflow = 15.33 cfs @ 12.02 hrs, Volume= 0.919 af
Primary = 15.33 cfs @ 12.02 hrs, Volume= 0.919 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.450 ac, 3.61% Impervious, Inflow Depth > 2.18" for 25-Yr Storm event
Inflow = 128.24 cfs @ 12.26 hrs, Volume= 15.511 af
Primary = 128.24 cfs @ 12.26 hrs, Volume= 15.511 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

APPENDIX B-2

STORMWATER ANALYSIS – POST-DEVELOPMENT

SME
ENVIRONMENTAL CIVIL GEOTECHNICAL WATER COMPLIANCE
4 Blanchard Road, PO Box 85A, Cumberland Center, Maine 04021
Phone [phone] Fax [phone] www.smemaine.com
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1A
SC 1A
1B
SC 1B
1C
SC 1C
1D
SC 1D
1E
SC 1E
1F
SC 1F
1G
SC-G
1H
SC 1H
1I
SC 1I
2A
SC 2A
2B(1)
SC 2B (1)
2B(2)
SC 2B (2)
2C
SC 2C
2D
SC 2D
3
SC 3
4
SC 4
5
SC 5
OS
OFFSITE
R1
AP-1 TO RIVER
R1A
Northend 6DN ditch
R1B
36" SD
R1F
24" SD
R2
AP-2 TO RIVER
R3
AP-3 TO RIVER
R4
AP-4 TO RIVER
R5
AP-5 TO RIVER
CBCD
CB
#1
CBEG
CB
#2
CBFCB
#3
CBHCB
#4
P1
DETENTION POND 1
P1C
CB
P1D
CB
P1E
CB
P1F
CB
P1G
CB
P1H
CB
P3
DETENTION BASIN 3
P4
DETENTION BASIN 4
P6
Pooling Area, Catch
Basin, 36-in Culvert
AP-1
Analysis Point 1
AP-2
Analysis Point 2
AP-3
Analysis Point 3
AP-4
Analysis Point 4
AP-5
Analysis Point 5
AP-6
PIGEON RIVER CONTRIBUTION
Routing Diagram for POST-6D- veritcal expansion11.29Prepared by {enter your company name here}, Printed 11/29/2016
HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
AREA D VERTICAL EXPANSION
POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 2HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
1.930 70 1/2 acre lots, 25% imp, HSG B (OS)
0.818 56 Brush, Fair, HSG B (2A)
4.355 85 Gravel roads, HSG B (1A, 1B, 1C, 1D, 1I, 2A, 2B(1), 2B(2), 2D, 3, 4)
0.063 96 Gravel surface, HSG B (1H)
22.083 58 Meadow, non-grazed, HSG B (1A, 1I, 2A, 2B(1), 2B(2), 2C, 2D, 3, 4, 5)
33.990 71 Meadow, non-grazed, HSG C (1B, 1C, 1D, 1E, 1F, 1G, 1H)
2.540 98 Paved parking, HSG B (2D, 5, OS)
0.020 98 Roofs, HSG B (5)
19.476 55 Woods, Good, HSG B (2B(1), 2B(2), 2C, 2D, 3, 4, 5, OS)
0.485 85 gravel road (1E, 1F, 1G)
85.760 65 TOTAL AREA
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 3HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=185,362 sf 0.00% Impervious Runoff Depth=0.53"Subcatchment 1A: SC 1A
Flow Length=377' Tc=8.7 min CN=60 Runoff=2.86 cfs 0.188 af
Runoff Area=352,836 sf 0.00% Impervious Runoff Depth=1.06"Subcatchment 1B: SC 1B
Flow Length=494' Tc=7.2 min CN=71 Runoff=14.05 cfs 0.718 af
Runoff Area=174,318 sf 0.00% Impervious Runoff Depth=1.12"Subcatchment 1C: SC 1C
Flow Length=517' Tc=8.0 min CN=72 Runoff=7.15 cfs 0.374 af
Runoff Area=122,518 sf 0.00% Impervious Runoff Depth=1.06"Subcatchment 1D: SC 1D
Flow Length=561' Tc=10.1 min CN=71 Runoff=4.40 cfs 0.249 af
Runoff Area=5.751 ac 0.00% Impervious Runoff Depth=1.06"Subcatchment 1E: SC 1E
Flow Length=965' Tc=12.1 min CN=71 Runoff=8.26 cfs 0.510 af
Runoff Area=5.661 ac 0.00% Impervious Runoff Depth=1.06"Subcatchment 1F: SC 1F
Flow Length=952' Tc=11.0 min CN=71 Runoff=8.53 cfs 0.502 af
Runoff Area=184,958 sf 0.00% Impervious Runoff Depth=1.12"Subcatchment 1G: SC-G
Flow Length=605' Tc=9.8 min CN=72 Runoff=7.13 cfs 0.397 af
Runoff Area=190,886 sf 0.00% Impervious Runoff Depth=1.06"Subcatchment 1H: SC 1H
Flow Length=893' Tc=12.0 min CN=71 Runoff=6.33 cfs 0.388 af
Runoff Area=112,472 sf 0.00% Impervious Runoff Depth=0.62"Subcatchment 1I: SC 1I
Flow Length=238' Tc=8.3 min CN=62 Runoff=2.19 cfs 0.132 af
Runoff Area=6.315 ac 0.00% Impervious Runoff Depth=0.57"Subcatchment 2A: SC 2A
Flow Length=957' Tc=6.1 min CN=61 Runoff=5.32 cfs 0.301 af
Runoff Area=243,425 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 2B(1): SC 2B (1)
Flow Length=759' Tc=15.3 min CN=64 Runoff=4.22 cfs 0.328 af
Runoff Area=181,578 sf 0.00% Impervious Runoff Depth=0.49"Subcatchment 2B(2): SC 2B (2)
Flow Length=682' Tc=13.9 min CN=59 Runoff=1.92 cfs 0.171 af
Runoff Area=1.650 ac 0.00% Impervious Runoff Depth=0.35"Subcatchment 2C: SC 2C
Flow Length=230' Tc=10.0 min CN=55 Runoff=0.48 cfs 0.048 af
Runoff Area=138,521 sf 23.90% Impervious Runoff Depth=0.85"Subcatchment 2D: SC 2D
Flow Length=848' Tc=17.8 min CN=67 Runoff=2.83 cfs 0.225 af
Runoff Area=155,074 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment 3: SC 3
Flow Length=370' Tc=12.1 min CN=57 Runoff=1.34 cfs 0.123 af
Runoff Area=258,311 sf 0.00% Impervious Runoff Depth=0.49"Subcatchment 4: SC 4
Flow Length=622' Tc=16.2 min CN=59 Runoff=2.48 cfs 0.243 af
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Page 4HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Runoff Area=238,537 sf 15.16% Impervious Runoff Depth=0.62"Subcatchment 5: SC 5
Flow Length=740' Tc=16.7 min CN=62 Runoff=3.21 cfs 0.281 af
Runoff Area=8.100 ac 17.93% Impervious Runoff Depth=0.71"Subcatchment OS: OFFSITE
Flow Length=1,234' Tc=12.6 min CN=64 Runoff=6.81 cfs 0.476 af
Avg. Flow Depth=0.95' Max Vel=2.27 fps Inflow=21.31 cfs 3.445 afReach R1: AP-1 TO RIVER
n=0.190 L=370.0' S=0.1568 '/' Capacity=462.43 cfs Outflow=21.14 cfs 3.445 af
Avg. Flow Depth=0.41' Max Vel=3.92 fps Inflow=16.63 cfs 0.906 afReach R1A: Northend 6DN ditch
n=0.035 L=950.0' S=0.0342 '/' Capacity=2,767.35 cfs Outflow=14.17 cfs 0.906 af
Avg. Flow Depth=0.52' Max Vel=13.91 fps Inflow=11.43 cfs 0.623 afReach R1B: 36" SD
36.0" Round Pipe n=0.013 L=960.0' S=0.0688 '/' Capacity=174.88 cfs Outflow=10.79 cfs 0.623 af
Avg. Flow Depth=0.54' Max Vel=12.08 fps Inflow=8.52 cfs 0.502 afReach R1F: 24" SD
24.0" Round Pipe n=0.013 L=857.0' S=0.0525 '/' Capacity=51.84 cfs Outflow=8.16 cfs 0.502 af
Avg. Flow Depth=0.78' Max Vel=1.78 fps Inflow=19.76 cfs 1.549 afReach R2: AP-2 TO RIVER
n=0.100 L=2,900.0' S=0.0352 '/' Capacity=268.52 cfs Outflow=8.20 cfs 1.549 af
Avg. Flow Depth=0.18' Max Vel=0.99 fps Inflow=1.34 cfs 0.123 afReach R3: AP-3 TO RIVER
n=0.100 L=1,700.0' S=0.0765 '/' Capacity=395.93 cfs Outflow=0.48 cfs 0.123 af
Avg. Flow Depth=0.34' Max Vel=1.75 fps Inflow=2.48 cfs 0.243 afReach R4: AP-4 TO RIVER
n=0.100 L=350.0' S=0.1000 '/' Capacity=452.76 cfs Outflow=2.31 cfs 0.243 af
Avg. Flow Depth=0.30' Max Vel=0.90 fps Inflow=3.21 cfs 0.281 afReach R5: AP-5 TO RIVER
n=0.100 L=2,600.0' S=0.0315 '/' Capacity=254.27 cfs Outflow=1.00 cfs 0.281 af
Peak Elev=2,717.49' Inflow=11.43 cfs 0.623 afPond CBCD: #1
36.0" Round Culvert n=0.013 L=4.0' S=0.1250 '/' Outflow=11.43 cfs 0.623 af
Peak Elev=2,651.45' Inflow=25.98 cfs 1.530 afPond CBEG: #2
36.0" Round Culvert n=0.013 L=200.0' S=0.2550 '/' Outflow=25.98 cfs 1.530 af
Peak Elev=2,699.52' Inflow=8.52 cfs 0.502 afPond CBF: #3
24.0" Round Culvert n=0.013 L=857.0' S=0.0525 '/' Outflow=8.52 cfs 0.502 af
Peak Elev=2,653.48' Inflow=14.39 cfs 0.889 afPond CBH: #4
36.0" Round Culvert n=0.013 L=200.0' S=0.2700 '/' Outflow=14.39 cfs 0.889 af
Peak Elev=2,590.55' Storage=23,673 cf Inflow=43.45 cfs 3.445 afPond P1: DETENTION POND 1
Primary=21.31 cfs 3.445 af Secondary=0.00 cfs 0.000 af Outflow=21.31 cfs 3.445 af
Peak Elev=2,727.41' Storage=106 cf Inflow=7.15 cfs 0.374 afPond P1C: CB
24.0" Round Culvert n=0.013 L=130.0' S=0.0038 '/' Outflow=7.16 cfs 0.374 af
Peak Elev=2,719.51' Storage=81 cf Inflow=4.40 cfs 0.249 afPond P1D: CB
18.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=4.36 cfs 0.249 af
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Page 5HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Peak Elev=2,655.29' Storage=76 cf Inflow=8.26 cfs 0.510 afPond P1E: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=8.28 cfs 0.510 af
Peak Elev=2,707.31' Storage=67 cf Inflow=8.53 cfs 0.502 afPond P1F: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=8.52 cfs 0.502 af
Peak Elev=2,655.18' Storage=96 cf Inflow=7.13 cfs 0.397 afPond P1G: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=7.11 cfs 0.397 af
Peak Elev=2,665.10' Storage=128 cf Inflow=6.33 cfs 0.388 afPond P1H: CB
24.0" Round Culvert n=0.013 L=12.0' S=0.0417 '/' Outflow=6.32 cfs 0.388 af
Peak Elev=2,692.48' Storage=12,180 cf Inflow=14.17 cfs 0.906 afPond P3: DETENTION BASIN 3
Outflow=2.30 cfs 0.894 af
Peak Elev=2,690.21' Storage=1,167 cf Inflow=5.32 cfs 0.301 afPond P4: DETENTION BASIN 4
Outflow=4.06 cfs 0.301 af
Peak Elev=2,653.42' Storage=186 cf Inflow=13.61 cfs 1.030 afPond P6: Pooling Area, Catch Basin, 36-in
Outflow=13.63 cfs 1.030 af
Inflow=21.31 cfs 3.445 afLink AP-1: Analysis Point 1
Primary=21.31 cfs 3.445 af
Inflow=19.76 cfs 1.549 afLink AP-2: Analysis Point 2
Primary=19.76 cfs 1.549 af
Inflow=1.34 cfs 0.123 afLink AP-3: Analysis Point 3
Primary=1.34 cfs 0.123 af
Inflow=2.48 cfs 0.243 afLink AP-4: Analysis Point 4
Primary=2.48 cfs 0.243 af
Inflow=3.21 cfs 0.281 afLink AP-5: Analysis Point 5
Primary=3.21 cfs 0.281 af
Inflow=23.83 cfs 5.642 afLink AP-6: PIGEON RIVER CONTRIBUTION
Primary=23.83 cfs 5.642 af
Total Runoff Area = 85.760 ac Runoff Volume = 5.655 af Average Runoff Depth = 0.79"
96.45% Pervious = 82.717 ac 3.55% Impervious = 3.043 ac
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 6HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1A: SC 1A
Runoff = 2.86 cfs @ 12.00 hrs, Volume= 0.188 af, Depth= 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
16,982 85 Gravel roads, HSG B
168,380 58 Meadow, non-grazed, HSG B
185,362 60 Weighted Average
185,362 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 64 0.0470 10.53 4,718.88 Trap/Vee/Rect Channel Flow, C-D
Bot.W=40.00' D=8.00' Z= 2.0 '/' Top.W=72.00'
n= 0.100 Earth, dense brush, high stage
0.3 75 0.3600 4.20 Shallow Concentrated Flow, D-E
Short Grass Pasture Kv= 7.0 fps
8.7 377 Total
Summary for Subcatchment 1B: SC 1B
Runoff = 14.05 cfs @ 11.97 hrs, Volume= 0.718 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
4,792 85 Gravel roads, HSG B
348,044 71 Meadow, non-grazed, HSG C
352,836 71 Weighted Average
352,836 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.9 100 0.1600 0.28 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 216 0.3300 4.02 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 178 0.0100 7.62 609.28 Trap/Vee/Rect Channel Flow, D-E
Bot.W=8.00' D=4.00' Z= 3.0 '/' Top.W=32.00'
n= 0.035 Earth, dense weeds
7.2 494 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Page 7HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1C: SC 1C
Runoff = 7.15 cfs @ 11.98 hrs, Volume= 0.374 af, Depth= 1.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
11,326 85 Gravel roads, HSG B
162,992 71 Meadow, non-grazed, HSG C
174,318 72 Weighted Average
174,318 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.5 122 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 157 0.3300 19.38 116.27 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 2.0 '/' Top.W=8.00'
n= 0.035
0.2 138 0.0800 12.41 74.44 Channel Flow, D-E
Area= 6.0 sf Perim= 7.2' r= 0.83'
n= 0.030 Earth, grassed & winding
8.0 517 Total
Summary for Subcatchment 1D: SC 1D
Runoff = 4.40 cfs @ 12.00 hrs, Volume= 0.249 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
120,471 71 Meadow, non-grazed, HSG C
2,047 85 Gravel roads, HSG B
122,518 71 Weighted Average
122,518 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.8 371 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 90 0.3300 28.16 450.49 Channel Flow, C-DArea= 16.0 sf Perim= 12.9' r= 1.24' n= 0.035
10.1 561 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 8HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 1E: SC 1E
Runoff = 8.26 cfs @ 12.03 hrs, Volume= 0.510 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
5.690 71 Meadow, non-grazed, HSG C
* 0.061 85 gravel road
5.751 71 Weighted Average
5.751 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 202 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.0 50 0.0300 21.73 391.23 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.013
12.1 965 Total
Summary for Subcatchment 1F: SC 1F
Runoff = 8.53 cfs @ 12.01 hrs, Volume= 0.502 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
5.537 71 Meadow, non-grazed, HSG C
* 0.124 85 gravel road
5.661 71 Weighted Average
5.661 100.00% Pervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 9HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.9 380 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 104 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.8 368 0.0300 8.07 145.31 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.035
11.0 952 Total
Summary for Subcatchment 1G: SC-G
Runoff = 7.13 cfs @ 12.00 hrs, Volume= 0.397 af, Depth= 1.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
171,906 71 Meadow, non-grazed, HSG C
* 13,052 85 gravel road
184,958 72 Weighted Average
184,958 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.3 306 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 199 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
9.8 605 Total
Summary for Subcatchment 1H: SC 1H
Runoff = 6.33 cfs @ 12.02 hrs, Volume= 0.388 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 10HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Area (sf) CN Description
188,150 71 Meadow, non-grazed, HSG C
2,736 96 Gravel surface, HSG B
190,886 71 Weighted Average
190,886 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.2 180 0.3333 13.33 33.32 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
12.0 893 Total
Summary for Subcatchment 1I: SC 1I
Runoff = 2.19 cfs @ 12.00 hrs, Volume= 0.132 af, Depth= 0.62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
16,117 85 Gravel roads, HSG B
96,355 58 Meadow, non-grazed, HSG B
112,472 62 Weighted Average
112,472 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
8.3 238 Total
Summary for Subcatchment 2A: SC 2A
Runoff = 5.32 cfs @ 11.97 hrs, Volume= 0.301 af, Depth= 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Page 11HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Area (ac) CN Description
0.818 56 Brush, Fair, HSG B
4.709 58 Meadow, non-grazed, HSG B
0.788 85 Gravel roads, HSG B
6.315 61 Weighted Average
6.315 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 63 0.1800 0.27 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
1.1 500 0.0280 7.41 44.48 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00'
n= 0.025
1.1 394 0.0810 6.17 13.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=0.50' Z= 3.0 '/' Top.W=6.00'
n= 0.035 Earth, dense weeds
6.1 957 Total
Summary for Subcatchment 2B(1): SC 2B (1)
Runoff = 4.22 cfs @ 12.07 hrs, Volume= 0.328 af, Depth= 0.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
28,750 55 Woods, Good, HSG B
153,255 58 Meadow, non-grazed, HSG B
61,420 85 Gravel roads, HSG B
243,425 64 Weighted Average
243,425 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 89 0.1800 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.9 250 0.0400 4.49 24.68 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Riprap D50 = 8-12"
0.9 420 0.1100 7.44 40.93 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Rirap D50 (8-12")
15.3 759 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 12HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 2B(2): SC 2B (2)
Runoff = 1.92 cfs @ 12.07 hrs, Volume= 0.171 af, Depth= 0.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
54,014 55 Woods, Good, HSG B
10,019 85 Gravel roads, HSG B
117,545 58 Meadow, non-grazed, HSG B
181,578 59 Weighted Average
181,578 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.5 100 0.0250 0.13 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 540 0.1700 9.59 62.35 Trap/Vee/Rect Channel Flow, B-C
Bot.W=4.00' D=1.00' Z= 2.5 '/' Top.W=9.00'
n= 0.050
0.5 42 0.0400 1.40 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
13.9 682 Total
Summary for Subcatchment 2C: SC 2C
Runoff = 0.48 cfs @ 12.04 hrs, Volume= 0.048 af, Depth= 0.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
1.490 55 Woods, Good, HSG B
0.160 58 Meadow, non-grazed, HSG B
1.650 55 Weighted Average
1.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 130 0.1500 1.94 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
10.0 230 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 2D: SC 2D
Runoff = 2.83 cfs @ 12.10 hrs, Volume= 0.225 af, Depth= 0.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
63,162 55 Woods, Good, HSG B
33,106 98 Paved parking, HSG B
3,049 85 Gravel roads, HSG B
39,204 58 Meadow, non-grazed, HSG B
138,521 67 Weighted Average
105,415 76.10% Pervious Area
33,106 23.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.3 90 0.1600 0.10 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
1.0 428 0.0600 7.38 22.14 Trap/Vee/Rect Channel Flow, B-C
Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00'
n= 0.030 Earth, grassed & winding
2.5 330 0.1000 2.21 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
17.8 848 Total
Summary for Subcatchment 3: SC 3
Runoff = 1.34 cfs @ 12.06 hrs, Volume= 0.123 af, Depth= 0.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
97,139 55 Woods, Good, HSG B
7,841 85 Gravel roads, HSG B
50,094 58 Meadow, non-grazed, HSG B
155,074 57 Weighted Average
155,074 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1300 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.4 270 0.1400 1.87 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
12.1 370 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 4: SC 4
Runoff = 2.48 cfs @ 12.10 hrs, Volume= 0.243 af, Depth= 0.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
121,097 55 Woods, Good, HSG B
21,780 85 Gravel roads, HSG B
115,434 58 Meadow, non-grazed, HSG B
258,311 59 Weighted Average
258,311 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 3.21 cfs @ 12.10 hrs, Volume= 0.281 af, Depth= 0.62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (sf) CN Description
192,799 55 Woods, Good, HSG B
35,284 98 Paved parking, HSG B
9,583 58 Meadow, non-grazed, HSG B
871 98 Roofs, HSG B
238,537 62 Weighted Average
202,382 84.84% Pervious Area
36,155 15.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 100 0.1600 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.6 470 0.1400 12.61 122.92 Trap/Vee/Rect Channel Flow, B-C
Bot.W=6.00' D=1.00' Z= 2.5 & 5.0 '/' Top.W=13.50'
n= 0.035
0.5 170 0.0300 5.54 44.29 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
AREA D VERTICAL EXPANSION
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n= 0.035
16.7 740 Total
Summary for Subcatchment OS: OFFSITE
Runoff = 6.81 cfs @ 12.04 hrs, Volume= 0.476 af, Depth= 0.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Storm Rainfall=3.50"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.4 308 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
0.3 91 0.0200 5.76 161.26 Trap/Vee/Rect Channel Flow, E-FBot.W=4.00' D=2.00' Z= 5.0 '/' Top.W=24.00'
n= 0.040
12.6 1,234 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 0.99" for 2-Yr Storm event
Inflow = 21.31 cfs @ 12.17 hrs, Volume= 3.445 af
Outflow = 21.14 cfs @ 12.26 hrs, Volume= 3.445 af, Atten= 1%, Lag= 5.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.27 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 0.60 fps, Avg. Travel Time= 10.3 min
Peak Storage= 3,445 cf @ 12.21 hrs
Average Depth at Peak Storage= 0.95'
Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 462.43 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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30.00' x 4.00' deep Parabolic Channel, n= 0.190
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
‡
Summary for Reach R1A: Northend 6DN ditch
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 0.88" for 2-Yr Storm event
Inflow = 16.63 cfs @ 11.98 hrs, Volume= 0.906 af
Outflow = 14.17 cfs @ 12.09 hrs, Volume= 0.906 af, Atten= 15%, Lag= 6.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.92 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 1.32 fps, Avg. Travel Time= 12.0 min
Peak Storage= 3,559 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.41'
Bank-Full Depth= 6.00' Flow Area= 156.0 sf, Capacity= 2,767.35 cfs
8.00' x 6.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.0 '/' Top Width= 44.00'
Length= 950.0' Slope= 0.0342 '/'
Inlet Invert= 2,726.50', Outlet Invert= 2,694.00'
‡
Summary for Reach R1B: 36" SD
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 1.10" for 2-Yr Storm event
Inflow = 11.43 cfs @ 11.99 hrs, Volume= 0.623 af
Outflow = 10.79 cfs @ 12.02 hrs, Volume= 0.623 af, Atten= 6%, Lag= 1.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 13.91 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 4.77 fps, Avg. Travel Time= 3.4 min
Peak Storage= 779 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.52'
Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 174.88 cfs
AREA D VERTICAL EXPANSION
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36.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 960.0' Slope= 0.0688 '/'
Inlet Invert= 2,715.00', Outlet Invert= 2,649.00'
Summary for Reach R1F: 24" SD
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af
Outflow = 8.16 cfs @ 12.05 hrs, Volume= 0.502 af, Atten= 4%, Lag= 2.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 12.08 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 4.27 fps, Avg. Travel Time= 3.3 min
Peak Storage= 593 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.54'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 51.84 cfs
24.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 857.0' Slope= 0.0525 '/'
Inlet Invert= 2,698.00', Outlet Invert= 2,653.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 0.64" for 2-Yr Storm event
Inflow = 19.76 cfs @ 12.05 hrs, Volume= 1.549 af
Outflow = 8.20 cfs @ 12.75 hrs, Volume= 1.549 af, Atten= 58%, Lag= 41.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.78 fps, Min. Travel Time= 27.1 min
Avg. Velocity = 0.52 fps, Avg. Travel Time= 92.7 min
Peak Storage= 13,362 cf @ 12.29 hrs
Average Depth at Peak Storage= 0.78'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 268.52 cfs
AREA D VERTICAL EXPANSION
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20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,900.0' Slope= 0.0352 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,530.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 0.42" for 2-Yr Storm event
Inflow = 1.34 cfs @ 12.06 hrs, Volume= 0.123 af
Outflow = 0.48 cfs @ 12.80 hrs, Volume= 0.123 af, Atten= 64%, Lag= 44.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.99 fps, Min. Travel Time= 28.7 min
Avg. Velocity = 0.52 fps, Avg. Travel Time= 54.9 min
Peak Storage= 834 cf @ 12.32 hrs
Average Depth at Peak Storage= 0.18'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 0.49" for 2-Yr Storm event
Inflow = 2.48 cfs @ 12.10 hrs, Volume= 0.243 af
Outflow = 2.31 cfs @ 12.21 hrs, Volume= 0.243 af, Atten= 7%, Lag= 6.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.75 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 0.76 fps, Avg. Travel Time= 7.7 min
Peak Storage= 467 cf @ 12.15 hrs
Average Depth at Peak Storage= 0.34'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 0.62" for 2-Yr Storm event
Inflow = 3.21 cfs @ 12.10 hrs, Volume= 0.281 af
Outflow = 1.00 cfs @ 13.27 hrs, Volume= 0.281 af, Atten= 69%, Lag= 70.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.90 fps, Min. Travel Time= 48.0 min
Avg. Velocity = 0.36 fps, Avg. Travel Time= 119.5 min
Peak Storage= 2,872 cf @ 12.47 hrs
Average Depth at Peak Storage= 0.30'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
Summary for Pond CBCD: #1
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 1.10" for 2-Yr Storm event
Inflow = 11.43 cfs @ 11.99 hrs, Volume= 0.623 af
Outflow = 11.43 cfs @ 11.99 hrs, Volume= 0.623 af, Atten= 0%, Lag= 0.0 min
Primary = 11.43 cfs @ 11.99 hrs, Volume= 0.623 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,717.49' @ 11.99 hrs
Flood Elev= 2,722.00'
Device Routing Invert Outlet Devices
#1 Primary 2,716.00'36.0" Round Culvert
L= 4.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,716.00' / 2,715.50' S= 0.1250 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
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n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=11.15 cfs @ 11.99 hrs HW=2,717.46' (Free Discharge)
1=Culvert (Inlet Controls 11.15 cfs @ 3.25 fps)
Summary for Pond CBEG: #2
Inflow Area = 16.811 ac, 0.00% Impervious, Inflow Depth = 1.09" for 2-Yr Storm event
Inflow = 25.98 cfs @ 12.02 hrs, Volume= 1.530 af
Outflow = 25.98 cfs @ 12.02 hrs, Volume= 1.530 af, Atten= 0%, Lag= 0.0 min
Primary = 25.98 cfs @ 12.02 hrs, Volume= 1.530 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,651.45' @ 12.02 hrs
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'36.0" Round Culvert
L= 200.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,649.00' / 2,598.00' S= 0.2550 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=25.28 cfs @ 12.02 hrs HW=2,651.40' (Free Discharge)
1=Culvert (Inlet Controls 25.28 cfs @ 4.17 fps)
Summary for Pond CBF: #3
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af
Outflow = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af, Atten= 0%, Lag= 0.0 min
Primary = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,699.52' @ 12.01 hrs
Flood Elev= 2,708.00'
Device Routing Invert Outlet Devices
#1 Primary 2,698.00'24.0" Round Culvert
L= 857.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,698.00' / 2,653.00' S= 0.0525 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=8.30 cfs @ 12.01 hrs HW=2,699.50' (Free Discharge)
1=Culvert (Inlet Controls 8.30 cfs @ 3.29 fps)
AREA D VERTICAL EXPANSION
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Summary for Pond CBH: #4
Inflow Area = 10.043 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 14.39 cfs @ 12.04 hrs, Volume= 0.889 af
Outflow = 14.39 cfs @ 12.04 hrs, Volume= 0.889 af, Atten= 0%, Lag= 0.0 min
Primary = 14.39 cfs @ 12.04 hrs, Volume= 0.889 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,653.48' @ 12.04 hrs
Flood Elev= 2,664.00'
Device Routing Invert Outlet Devices
#1 Primary 2,652.00'36.0" Round Culvert
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,652.00' / 2,598.00' S= 0.2700 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=14.15 cfs @ 12.04 hrs HW=2,653.47' (Free Discharge)
1=Culvert (Inlet Controls 14.15 cfs @ 4.12 fps)
Summary for Pond P1: DETENTION POND 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 0.99" for 2-Yr Storm event
Inflow = 43.45 cfs @ 12.03 hrs, Volume= 3.445 af
Outflow = 21.31 cfs @ 12.17 hrs, Volume= 3.445 af, Atten= 51%, Lag= 9.0 min
Primary = 21.31 cfs @ 12.17 hrs, Volume= 3.445 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,590.55' @ 12.17 hrs Surf.Area= 8,229 sf Storage= 23,673 cf
Plug-Flow detention time= 23.4 min calculated for 3.442 af (100% of inflow)
Center-of-Mass det. time= 23.8 min ( 909.5 - 885.6 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 83,876 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 5,223 0 0
2,588.00 5,997 5,610 5,610
2,590.00 7,703 13,700 19,310
2,592.00 9,623 17,326 36,636
2,594.00 11,757 21,380 58,016
2,596.00 14,103 25,860 83,876
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
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n= 0.013, Flow Area= 3.14 sf
#2 Secondary 2,594.00'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=21.21 cfs @ 12.17 hrs HW=2,590.52' (Free Discharge)
1=Culvert (Inlet Controls 21.21 cfs @ 6.75 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,587.00' (Free Discharge)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond P1C: CB
Inflow Area = 4.002 ac, 0.00% Impervious, Inflow Depth = 1.12" for 2-Yr Storm event
Inflow = 7.15 cfs @ 11.98 hrs, Volume= 0.374 af
Outflow = 7.16 cfs @ 11.98 hrs, Volume= 0.374 af, Atten= 0%, Lag= 0.2 min
Primary = 7.16 cfs @ 11.98 hrs, Volume= 0.374 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,727.41' @ 11.98 hrs Surf.Area= 0 sf Storage= 106 cf
Flood Elev= 2,730.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.9 min calculated for 0.373 af (100% of inflow)
Center-of-Mass det. time= 0.9 min ( 860.7 - 859.8 )
Volume Invert Avail.Storage Storage Description
#1 2,726.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,726.00 0
2,728.00 150
2,730.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,726.00'24.0" Round Culvert
L= 130.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,726.00' / 2,725.50' S= 0.0038 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=6.90 cfs @ 11.98 hrs HW=2,727.38' (Free Discharge)
1=Culvert (Barrel Controls 6.90 cfs @ 4.21 fps)
Summary for Pond P1D: CB
Inflow Area = 2.813 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 4.40 cfs @ 12.00 hrs, Volume= 0.249 af
Outflow = 4.36 cfs @ 12.01 hrs, Volume= 0.249 af, Atten= 1%, Lag= 0.2 min
Primary = 4.36 cfs @ 12.01 hrs, Volume= 0.249 af
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,719.51' @ 12.01 hrs Surf.Area= 0 sf Storage= 81 cf
Flood Elev= 2,722.00' Surf.Area= 0 sf Storage= 500 cf
Plug-Flow detention time= 0.6 min calculated for 0.249 af (100% of inflow)
Center-of-Mass det. time= 0.9 min ( 866.0 - 865.0 )
Volume Invert Avail.Storage Storage Description
#1 2,718.50'500 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,718.50 0
2,720.00 120
2,722.00 500
Device Routing Invert Outlet Devices
#1 Primary 2,718.50'18.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,718.50' / 2,718.00' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
Primary OutFlow Max=4.31 cfs @ 12.01 hrs HW=2,719.51' (Free Discharge)
1=Culvert (Inlet Controls 4.31 cfs @ 3.42 fps)
Summary for Pond P1E: CB
Inflow Area = 5.751 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 8.26 cfs @ 12.03 hrs, Volume= 0.510 af
Outflow = 8.28 cfs @ 12.03 hrs, Volume= 0.510 af, Atten= 0%, Lag= 0.3 min
Primary = 8.28 cfs @ 12.03 hrs, Volume= 0.510 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,655.29' @ 12.03 hrs Surf.Area= 0 sf Storage= 76 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 686 cf
Plug-Flow detention time= 0.3 min calculated for 0.509 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 867.2 - 866.9 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'686 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 40 40
2,656.00 125 165
2,660.00 521 686
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=8.07 cfs @ 12.03 hrs HW=2,655.27' (Free Discharge)
1=Culvert (Inlet Controls 8.07 cfs @ 3.84 fps)
Summary for Pond P1F: CB
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 8.53 cfs @ 12.01 hrs, Volume= 0.502 af
Outflow = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af, Atten= 0%, Lag= 0.1 min
Primary = 8.52 cfs @ 12.01 hrs, Volume= 0.502 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,707.31' @ 12.01 hrs Surf.Area= 0 sf Storage= 67 cf
Flood Elev= 2,710.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.4 min calculated for 0.502 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 866.2 - 865.9 )
Volume Invert Avail.Storage Storage Description
#1 2,706.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,706.00 0
2,707.00 40
2,708.00 125
2,710.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,706.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,706.00' / 2,705.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=8.30 cfs @ 12.01 hrs HW=2,707.29' (Free Discharge)
1=Culvert (Inlet Controls 8.30 cfs @ 3.87 fps)
Summary for Pond P1G: CB
Inflow Area = 4.246 ac, 0.00% Impervious, Inflow Depth = 1.12" for 2-Yr Storm event
Inflow = 7.13 cfs @ 12.00 hrs, Volume= 0.397 af
Outflow = 7.11 cfs @ 12.00 hrs, Volume= 0.397 af, Atten= 0%, Lag= 0.2 min
Primary = 7.11 cfs @ 12.00 hrs, Volume= 0.397 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Peak Elev= 2,655.18' @ 12.00 hrs Surf.Area= 0 sf Storage= 96 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 716 cf
Plug-Flow detention time= 0.7 min calculated for 0.397 af (100% of inflow)
Center-of-Mass det. time= 0.7 min ( 862.2 - 861.5 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'716 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 75 75
2,656.00 120 195
2,660.00 521 716
Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=7.07 cfs @ 12.00 hrs HW=2,655.17' (Free Discharge)
1=Culvert (Inlet Controls 7.07 cfs @ 3.69 fps)
Summary for Pond P1H: CB
Inflow Area = 4.382 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-Yr Storm event
Inflow = 6.33 cfs @ 12.02 hrs, Volume= 0.388 af
Outflow = 6.32 cfs @ 12.03 hrs, Volume= 0.388 af, Atten= 0%, Lag= 0.2 min
Primary = 6.32 cfs @ 12.03 hrs, Volume= 0.388 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,665.10' @ 12.03 hrs Surf.Area= 0 sf Storage= 128 cf
Flood Elev= 2,667.00' Surf.Area= 0 sf Storage= 550 cf
Plug-Flow detention time= 2.5 min calculated for 0.387 af (100% of inflow)
Center-of-Mass det. time= 1.2 min ( 868.0 - 866.8 )
Volume Invert Avail.Storage Storage Description
#1 2,663.00'550 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,663.00 0
2,664.00 40
2,666.00 200
2,667.00 550
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Device Routing Invert Outlet Devices
#1 Primary 2,664.00'24.0" Round Culvert
L= 12.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,664.00' / 2,663.50' S= 0.0417 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=6.16 cfs @ 12.03 hrs HW=2,665.08' (Free Discharge)
1=Culvert (Inlet Controls 6.16 cfs @ 3.54 fps)
Summary for Pond P3: DETENTION BASIN 3
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 0.88" for 2-Yr Storm event
Inflow = 14.17 cfs @ 12.09 hrs, Volume= 0.906 af
Outflow = 2.30 cfs @ 12.58 hrs, Volume= 0.894 af, Atten= 84%, Lag= 29.6 min
Primary = 2.30 cfs @ 12.58 hrs, Volume= 0.894 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 2,692.48' @ 12.58 hrs Surf.Area= 5,782 sf Storage= 12,180 cf
Flood Elev= 2,710.00' Surf.Area= 49,803 sf Storage= 427,793 cf
Plug-Flow detention time= 58.3 min calculated for 0.894 af (99% of inflow)
Center-of-Mass det. time= 49.7 min ( 934.7 - 885.0 )
Volume Invert Avail.Storage Storage Description
#1 2,688.00' 427,793 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,688.00 0 0 0
2,690.00 2,243 2,243 2,243
2,700.00 16,532 93,875 96,118
2,710.00 49,803 331,675 427,793
Device Routing Invert Outlet Devices
#1 Primary 2,689.00'12.0" Round Culvert
L= 806.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,689.00' / 2,655.00' S= 0.0422 '/' Cc= 0.900
n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 2,688.00'1.0" Vert. Pool Drain Holes X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,694.00'24.0" Horiz. Top Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.30 cfs @ 12.58 hrs HW=2,692.48' (Free Discharge)
1=Culvert (Passes 2.30 cfs of 6.52 cfs potential flow)
2=Pool Drain Holes (Orifice Controls 2.30 cfs @ 8.78 fps)
3=Top Overflow ( Controls 0.00 cfs)
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Summary for Pond P4: DETENTION BASIN 4
Inflow Area = 6.315 ac, 0.00% Impervious, Inflow Depth = 0.57" for 2-Yr Storm event
Inflow = 5.32 cfs @ 11.97 hrs, Volume= 0.301 af
Outflow = 4.06 cfs @ 12.03 hrs, Volume= 0.301 af, Atten= 24%, Lag= 3.5 min
Primary = 4.06 cfs @ 12.03 hrs, Volume= 0.301 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,690.21' @ 12.03 hrs Surf.Area= 524 sf Storage= 1,167 cf
Plug-Flow detention time= 2.6 min calculated for 0.301 af (100% of inflow)
Center-of-Mass det. time= 2.6 min ( 903.2 - 900.6 )
Volume Invert Avail.Storage Storage Description
#1 2,686.00' 1,553,058 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,686.00 0 0 0
2,688.00 279 279 279
2,694.00 944 3,669 3,948
2,696.00 3,604 4,548 8,496
2,700.00 24,897 57,002 65,498
2,710.00 68,989 469,430 534,928
2,720.00 134,637 1,018,130 1,553,058
Device Routing Invert Outlet Devices
#1 Primary 2,685.00'12.0" Round Culvert
L= 425.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,685.00' / 2,634.00' S= 0.1200 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 2,686.00'1.0" Vert. Orifice/Grate X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,690.00'24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=3.84 cfs @ 12.03 hrs HW=2,690.18' (Free Discharge)
1=Culvert (Passes 3.84 cfs of 6.46 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.31 cfs @ 8.83 fps)
3=Orifice/Grate (Weir Controls 1.53 cfs @ 1.38 fps)
Summary for Pond P6: Pooling Area, Catch Basin, 36-in Culvert
Inflow Area = 16.868 ac, 13.12% Impervious, Inflow Depth = 0.73" for 2-Yr Storm event
Inflow = 13.61 cfs @ 12.06 hrs, Volume= 1.030 af
Outflow = 13.63 cfs @ 12.06 hrs, Volume= 1.030 af, Atten= 0%, Lag= 0.1 min
Primary = 13.63 cfs @ 12.06 hrs, Volume= 1.030 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Peak Elev= 2,653.42' @ 12.06 hrs Surf.Area= 494 sf Storage= 186 cf
Flood Elev= 2,673.00' Surf.Area= 6,110 sf Storage= 19,106 cf
Plug-Flow detention time= 0.3 min calculated for 1.028 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 892.5 - 892.2 )
Volume Invert Avail.Storage Storage Description
#1 2,653.00' 19,106 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,653.00 386 0 0
2,654.00 640 513 513
2,656.00 1,911 2,551 3,064
2,660.00 6,110 16,042 19,106
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'29.1" Round Culvert
L= 536.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,649.00' / 2,633.50' S= 0.0289 '/' Cc= 0.900
n= 0.010, Flow Area= 4.62 sf
#2 Device 1 2,653.00'1.5" x 4.5" Horiz. Orifice/Grate X 8.00 columns
X 16 rows C= 0.600 in 45.0" x 45.5" Grate
Limited to weir flow at low heads
Primary OutFlow Max=13.31 cfs @ 12.06 hrs HW=2,653.42' (Free Discharge)
1=Culvert (Passes 13.31 cfs of 39.81 cfs potential flow)
2=Orifice/Grate (Weir Controls 13.31 cfs @ 2.11 fps)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 0.99" for 2-Yr Storm event
Inflow = 21.31 cfs @ 12.17 hrs, Volume= 3.445 af
Primary = 21.31 cfs @ 12.17 hrs, Volume= 3.445 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-2: Analysis Point 2
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 0.64" for 2-Yr Storm event
Inflow = 19.76 cfs @ 12.05 hrs, Volume= 1.549 af
Primary = 19.76 cfs @ 12.05 hrs, Volume= 1.549 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 2-Yr Storm Rainfall=3.50"POST-6D- veritcal expansion11.29
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Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 0.42" for 2-Yr Storm event
Inflow = 1.34 cfs @ 12.06 hrs, Volume= 0.123 af
Primary = 1.34 cfs @ 12.06 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 0.49" for 2-Yr Storm event
Inflow = 2.48 cfs @ 12.10 hrs, Volume= 0.243 af
Primary = 2.48 cfs @ 12.10 hrs, Volume= 0.243 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 0.62" for 2-Yr Storm event
Inflow = 3.21 cfs @ 12.10 hrs, Volume= 0.281 af
Primary = 3.21 cfs @ 12.10 hrs, Volume= 0.281 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.760 ac, 3.55% Impervious, Inflow Depth = 0.79" for 2-Yr Storm event
Inflow = 23.83 cfs @ 12.61 hrs, Volume= 5.642 af
Primary = 23.83 cfs @ 12.61 hrs, Volume= 5.642 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=185,362 sf 0.00% Impervious Runoff Depth=1.42"Subcatchment 1A: SC 1A
Flow Length=377' Tc=8.7 min CN=60 Runoff=9.21 cfs 0.503 af
Runoff Area=352,836 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 1B: SC 1B
Flow Length=494' Tc=7.2 min CN=71 Runoff=30.75 cfs 1.531 af
Runoff Area=174,318 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment 1C: SC 1C
Flow Length=517' Tc=8.0 min CN=72 Runoff=15.24 cfs 0.785 af
Runoff Area=122,518 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 1D: SC 1D
Flow Length=561' Tc=10.1 min CN=71 Runoff=9.68 cfs 0.532 af
Runoff Area=5.751 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment 1E: SC 1E
Flow Length=965' Tc=12.1 min CN=71 Runoff=18.37 cfs 1.087 af
Runoff Area=5.661 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment 1F: SC 1F
Flow Length=952' Tc=11.0 min CN=71 Runoff=18.85 cfs 1.070 af
Runoff Area=184,958 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment 1G: SC-G
Flow Length=605' Tc=9.8 min CN=72 Runoff=15.33 cfs 0.833 af
Runoff Area=190,886 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 1H: SC 1H
Flow Length=893' Tc=12.0 min CN=71 Runoff=14.05 cfs 0.829 af
Runoff Area=112,472 sf 0.00% Impervious Runoff Depth=1.56"Subcatchment 1I: SC 1I
Flow Length=238' Tc=8.3 min CN=62 Runoff=6.33 cfs 0.336 af
Runoff Area=6.315 ac 0.00% Impervious Runoff Depth=1.49"Subcatchment 2A: SC 2A
Flow Length=957' Tc=6.1 min CN=61 Runoff=16.06 cfs 0.785 af
Runoff Area=243,425 sf 0.00% Impervious Runoff Depth=1.71"Subcatchment 2B(1): SC 2B (1)
Flow Length=759' Tc=15.3 min CN=64 Runoff=11.74 cfs 0.797 af
Runoff Area=181,578 sf 0.00% Impervious Runoff Depth=1.35"Subcatchment 2B(2): SC 2B (2)
Flow Length=682' Tc=13.9 min CN=59 Runoff=6.91 cfs 0.469 af
Runoff Area=1.650 ac 0.00% Impervious Runoff Depth=1.08"Subcatchment 2C: SC 2C
Flow Length=230' Tc=10.0 min CN=55 Runoff=2.41 cfs 0.149 af
Runoff Area=138,521 sf 23.90% Impervious Runoff Depth=1.94"Subcatchment 2D: SC 2D
Flow Length=848' Tc=17.8 min CN=67 Runoff=7.10 cfs 0.515 af
Runoff Area=155,074 sf 0.00% Impervious Runoff Depth=1.21"Subcatchment 3: SC 3
Flow Length=370' Tc=12.1 min CN=57 Runoff=5.50 cfs 0.360 af
Runoff Area=258,311 sf 0.00% Impervious Runoff Depth=1.35"Subcatchment 4: SC 4
Flow Length=622' Tc=16.2 min CN=59 Runoff=8.99 cfs 0.667 af
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Runoff Area=238,537 sf 15.16% Impervious Runoff Depth=1.56"Subcatchment 5: SC 5
Flow Length=740' Tc=16.7 min CN=62 Runoff=9.80 cfs 0.713 af
Runoff Area=8.100 ac 17.93% Impervious Runoff Depth=1.71"Subcatchment OS: OFFSITE
Flow Length=1,234' Tc=12.6 min CN=64 Runoff=18.64 cfs 1.156 af
Avg. Flow Depth=1.43' Max Vel=2.97 fps Inflow=54.73 cfs 7.485 afReach R1: AP-1 TO RIVER
n=0.190 L=370.0' S=0.1568 '/' Capacity=462.43 cfs Outflow=49.04 cfs 7.485 af
Avg. Flow Depth=0.69' Max Vel=5.34 fps Inflow=39.48 cfs 2.035 afReach R1A: Northend 6DN ditch
n=0.035 L=950.0' S=0.0342 '/' Capacity=2,767.35 cfs Outflow=36.91 cfs 2.035 af
Avg. Flow Depth=0.75' Max Vel=17.38 fps Inflow=24.49 cfs 1.315 afReach R1B: 36" SD
36.0" Round Pipe n=0.013 L=960.0' S=0.0688 '/' Capacity=174.88 cfs Outflow=23.43 cfs 1.315 af
Avg. Flow Depth=0.83' Max Vel=15.03 fps Inflow=18.50 cfs 1.070 afReach R1F: 24" SD
24.0" Round Pipe n=0.013 L=857.0' S=0.0525 '/' Capacity=51.84 cfs Outflow=18.08 cfs 1.070 af
Avg. Flow Depth=1.49' Max Vel=2.71 fps Inflow=53.93 cfs 3.870 afReach R2: AP-2 TO RIVER
n=0.100 L=2,900.0' S=0.0352 '/' Capacity=268.52 cfs Outflow=32.76 cfs 3.870 af
Avg. Flow Depth=0.41' Max Vel=1.71 fps Inflow=5.50 cfs 0.360 afReach R3: AP-3 TO RIVER
n=0.100 L=1,700.0' S=0.0765 '/' Capacity=395.93 cfs Outflow=2.94 cfs 0.360 af
Avg. Flow Depth=0.63' Max Vel=2.62 fps Inflow=8.99 cfs 0.667 afReach R4: AP-4 TO RIVER
n=0.100 L=350.0' S=0.1000 '/' Capacity=452.76 cfs Outflow=8.68 cfs 0.667 af
Avg. Flow Depth=0.59' Max Vel=1.41 fps Inflow=9.80 cfs 0.713 afReach R5: AP-5 TO RIVER
n=0.100 L=2,600.0' S=0.0315 '/' Capacity=254.27 cfs Outflow=4.27 cfs 0.713 af
Peak Elev=2,718.35' Inflow=24.49 cfs 1.315 afPond CBCD: #1
36.0" Round Culvert n=0.013 L=4.0' S=0.1250 '/' Outflow=24.49 cfs 1.315 af
Peak Elev=2,654.93' Inflow=56.61 cfs 3.235 afPond CBEG: #2
36.0" Round Culvert n=0.013 L=200.0' S=0.2550 '/' Outflow=56.61 cfs 3.235 af
Peak Elev=2,701.40' Inflow=18.50 cfs 1.070 afPond CBF: #3
24.0" Round Culvert n=0.013 L=857.0' S=0.0525 '/' Outflow=18.50 cfs 1.070 af
Peak Elev=2,654.40' Inflow=31.93 cfs 1.898 afPond CBH: #4
36.0" Round Culvert n=0.013 L=200.0' S=0.2700 '/' Outflow=31.93 cfs 1.898 af
Peak Elev=2,594.33' Storage=61,930 cf Inflow=96.35 cfs 7.489 afPond P1: DETENTION POND 1
Primary=33.57 cfs 7.293 af Secondary=21.16 cfs 0.192 af Outflow=54.73 cfs 7.485 af
Peak Elev=2,728.42' Storage=229 cf Inflow=15.24 cfs 0.785 afPond P1C: CB
24.0" Round Culvert n=0.013 L=130.0' S=0.0038 '/' Outflow=15.28 cfs 0.785 af
Peak Elev=2,720.47' Storage=209 cf Inflow=9.68 cfs 0.532 afPond P1D: CB
18.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=9.40 cfs 0.530 af
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Peak Elev=2,656.46' Storage=225 cf Inflow=18.37 cfs 1.087 afPond P1E: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=18.31 cfs 1.087 af
Peak Elev=2,708.49' Storage=223 cf Inflow=18.85 cfs 1.070 afPond P1F: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=18.50 cfs 1.070 af
Peak Elev=2,656.02' Storage=197 cf Inflow=15.33 cfs 0.833 afPond P1G: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=15.25 cfs 0.833 af
Peak Elev=2,665.84' Storage=187 cf Inflow=14.05 cfs 0.829 afPond P1H: CB
24.0" Round Culvert n=0.013 L=12.0' S=0.0417 '/' Outflow=14.02 cfs 0.828 af
Peak Elev=2,694.89' Storage=30,279 cf Inflow=36.91 cfs 2.035 afPond P3: DETENTION BASIN 3
Outflow=8.18 cfs 2.020 af
Peak Elev=2,694.45' Storage=4,503 cf Inflow=16.06 cfs 0.785 afPond P4: DETENTION BASIN 4
Outflow=8.93 cfs 0.785 af
Peak Elev=2,654.56' Storage=972 cf Inflow=36.89 cfs 2.468 afPond P6: Pooling Area, Catch Basin, 36-in
Outflow=36.11 cfs 2.468 af
Inflow=54.73 cfs 7.485 afLink AP-1: Analysis Point 1
Primary=54.73 cfs 7.485 af
Inflow=53.93 cfs 3.870 afLink AP-2: Analysis Point 2
Primary=53.93 cfs 3.870 af
Inflow=5.50 cfs 0.360 afLink AP-3: Analysis Point 3
Primary=5.50 cfs 0.360 af
Inflow=8.99 cfs 0.667 afLink AP-4: Analysis Point 4
Primary=8.99 cfs 0.667 af
Inflow=9.80 cfs 0.713 afLink AP-5: Analysis Point 5
Primary=9.80 cfs 0.713 af
Inflow=71.00 cfs 13.094 afLink AP-6: PIGEON RIVER CONTRIBUTION
Primary=71.00 cfs 13.094 af
Total Runoff Area = 85.760 ac Runoff Volume = 13.116 af Average Runoff Depth = 1.84"
96.45% Pervious = 82.717 ac 3.55% Impervious = 3.043 ac
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 1A: SC 1A
Runoff = 9.21 cfs @ 11.99 hrs, Volume= 0.503 af, Depth= 1.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
16,982 85 Gravel roads, HSG B
168,380 58 Meadow, non-grazed, HSG B
185,362 60 Weighted Average
185,362 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 64 0.0470 10.53 4,718.88 Trap/Vee/Rect Channel Flow, C-D
Bot.W=40.00' D=8.00' Z= 2.0 '/' Top.W=72.00'
n= 0.100 Earth, dense brush, high stage
0.3 75 0.3600 4.20 Shallow Concentrated Flow, D-E
Short Grass Pasture Kv= 7.0 fps
8.7 377 Total
Summary for Subcatchment 1B: SC 1B
Runoff = 30.75 cfs @ 11.96 hrs, Volume= 1.531 af, Depth= 2.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
4,792 85 Gravel roads, HSG B
348,044 71 Meadow, non-grazed, HSG C
352,836 71 Weighted Average
352,836 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.9 100 0.1600 0.28 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 216 0.3300 4.02 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 178 0.0100 7.62 609.28 Trap/Vee/Rect Channel Flow, D-E
Bot.W=8.00' D=4.00' Z= 3.0 '/' Top.W=32.00'
n= 0.035 Earth, dense weeds
7.2 494 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 1C: SC 1C
Runoff = 15.24 cfs @ 11.97 hrs, Volume= 0.785 af, Depth= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
11,326 85 Gravel roads, HSG B
162,992 71 Meadow, non-grazed, HSG C
174,318 72 Weighted Average
174,318 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.5 122 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 157 0.3300 19.38 116.27 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 2.0 '/' Top.W=8.00'
n= 0.035
0.2 138 0.0800 12.41 74.44 Channel Flow, D-E
Area= 6.0 sf Perim= 7.2' r= 0.83'
n= 0.030 Earth, grassed & winding
8.0 517 Total
Summary for Subcatchment 1D: SC 1D
Runoff = 9.68 cfs @ 12.00 hrs, Volume= 0.532 af, Depth= 2.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
120,471 71 Meadow, non-grazed, HSG C
2,047 85 Gravel roads, HSG B
122,518 71 Weighted Average
122,518 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.8 371 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 90 0.3300 28.16 450.49 Channel Flow, C-DArea= 16.0 sf Perim= 12.9' r= 1.24' n= 0.035
10.1 561 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 1E: SC 1E
Runoff = 18.37 cfs @ 12.02 hrs, Volume= 1.087 af, Depth= 2.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
5.690 71 Meadow, non-grazed, HSG C
* 0.061 85 gravel road
5.751 71 Weighted Average
5.751 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 202 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.0 50 0.0300 21.73 391.23 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.013
12.1 965 Total
Summary for Subcatchment 1F: SC 1F
Runoff = 18.85 cfs @ 12.01 hrs, Volume= 1.070 af, Depth= 2.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
5.537 71 Meadow, non-grazed, HSG C
* 0.124 85 gravel road
5.661 71 Weighted Average
5.661 100.00% Pervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.9 380 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 104 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.8 368 0.0300 8.07 145.31 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.035
11.0 952 Total
Summary for Subcatchment 1G: SC-G
Runoff = 15.33 cfs @ 11.99 hrs, Volume= 0.833 af, Depth= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
171,906 71 Meadow, non-grazed, HSG C
* 13,052 85 gravel road
184,958 72 Weighted Average
184,958 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.3 306 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 199 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
9.8 605 Total
Summary for Subcatchment 1H: SC 1H
Runoff = 14.05 cfs @ 12.02 hrs, Volume= 0.829 af, Depth= 2.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Area (sf) CN Description
188,150 71 Meadow, non-grazed, HSG C
2,736 96 Gravel surface, HSG B
190,886 71 Weighted Average
190,886 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.2 180 0.3333 13.33 33.32 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
12.0 893 Total
Summary for Subcatchment 1I: SC 1I
Runoff = 6.33 cfs @ 11.98 hrs, Volume= 0.336 af, Depth= 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
16,117 85 Gravel roads, HSG B
96,355 58 Meadow, non-grazed, HSG B
112,472 62 Weighted Average
112,472 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
8.3 238 Total
Summary for Subcatchment 2A: SC 2A
Runoff = 16.06 cfs @ 11.96 hrs, Volume= 0.785 af, Depth= 1.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Area (ac) CN Description
0.818 56 Brush, Fair, HSG B
4.709 58 Meadow, non-grazed, HSG B
0.788 85 Gravel roads, HSG B
6.315 61 Weighted Average
6.315 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 63 0.1800 0.27 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
1.1 500 0.0280 7.41 44.48 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00'
n= 0.025
1.1 394 0.0810 6.17 13.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=0.50' Z= 3.0 '/' Top.W=6.00'
n= 0.035 Earth, dense weeds
6.1 957 Total
Summary for Subcatchment 2B(1): SC 2B (1)
Runoff = 11.74 cfs @ 12.06 hrs, Volume= 0.797 af, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
28,750 55 Woods, Good, HSG B
153,255 58 Meadow, non-grazed, HSG B
61,420 85 Gravel roads, HSG B
243,425 64 Weighted Average
243,425 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 89 0.1800 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.9 250 0.0400 4.49 24.68 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Riprap D50 = 8-12"
0.9 420 0.1100 7.44 40.93 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Rirap D50 (8-12")
15.3 759 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 39HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Subcatchment 2B(2): SC 2B (2)
Runoff = 6.91 cfs @ 12.05 hrs, Volume= 0.469 af, Depth= 1.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
54,014 55 Woods, Good, HSG B
10,019 85 Gravel roads, HSG B
117,545 58 Meadow, non-grazed, HSG B
181,578 59 Weighted Average
181,578 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.5 100 0.0250 0.13 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 540 0.1700 9.59 62.35 Trap/Vee/Rect Channel Flow, B-C
Bot.W=4.00' D=1.00' Z= 2.5 '/' Top.W=9.00'
n= 0.050
0.5 42 0.0400 1.40 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
13.9 682 Total
Summary for Subcatchment 2C: SC 2C
Runoff = 2.41 cfs @ 12.01 hrs, Volume= 0.149 af, Depth= 1.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
1.490 55 Woods, Good, HSG B
0.160 58 Meadow, non-grazed, HSG B
1.650 55 Weighted Average
1.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 130 0.1500 1.94 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
10.0 230 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 2D: SC 2D
Runoff = 7.10 cfs @ 12.09 hrs, Volume= 0.515 af, Depth= 1.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
63,162 55 Woods, Good, HSG B
33,106 98 Paved parking, HSG B
3,049 85 Gravel roads, HSG B
39,204 58 Meadow, non-grazed, HSG B
138,521 67 Weighted Average
105,415 76.10% Pervious Area
33,106 23.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.3 90 0.1600 0.10 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
1.0 428 0.0600 7.38 22.14 Trap/Vee/Rect Channel Flow, B-C
Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00'
n= 0.030 Earth, grassed & winding
2.5 330 0.1000 2.21 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
17.8 848 Total
Summary for Subcatchment 3: SC 3
Runoff = 5.50 cfs @ 12.03 hrs, Volume= 0.360 af, Depth= 1.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
97,139 55 Woods, Good, HSG B
7,841 85 Gravel roads, HSG B
50,094 58 Meadow, non-grazed, HSG B
155,074 57 Weighted Average
155,074 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1300 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.4 270 0.1400 1.87 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
12.1 370 Total
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 4: SC 4
Runoff = 8.99 cfs @ 12.08 hrs, Volume= 0.667 af, Depth= 1.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
121,097 55 Woods, Good, HSG B
21,780 85 Gravel roads, HSG B
115,434 58 Meadow, non-grazed, HSG B
258,311 59 Weighted Average
258,311 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 9.80 cfs @ 12.08 hrs, Volume= 0.713 af, Depth= 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (sf) CN Description
192,799 55 Woods, Good, HSG B
35,284 98 Paved parking, HSG B
9,583 58 Meadow, non-grazed, HSG B
871 98 Roofs, HSG B
238,537 62 Weighted Average
202,382 84.84% Pervious Area
36,155 15.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 100 0.1600 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.6 470 0.1400 12.61 122.92 Trap/Vee/Rect Channel Flow, B-C
Bot.W=6.00' D=1.00' Z= 2.5 & 5.0 '/' Top.W=13.50'
n= 0.035
0.5 170 0.0300 5.54 44.29 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 42HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
n= 0.035
16.7 740 Total
Summary for Subcatchment OS: OFFSITE
Runoff = 18.64 cfs @ 12.03 hrs, Volume= 1.156 af, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Storm Rainfall=5.20"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.4 308 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
0.3 91 0.0200 5.76 161.26 Trap/Vee/Rect Channel Flow, E-FBot.W=4.00' D=2.00' Z= 5.0 '/' Top.W=24.00'
n= 0.040
12.6 1,234 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.15" for 10-yr Storm event
Inflow = 54.73 cfs @ 12.16 hrs, Volume= 7.485 af
Outflow = 49.04 cfs @ 12.23 hrs, Volume= 7.485 af, Atten= 10%, Lag= 4.4 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.97 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 0.71 fps, Avg. Travel Time= 8.7 min
Peak Storage= 6,345 cf @ 12.20 hrs
Average Depth at Peak Storage= 1.43'
Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 462.43 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 43HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
30.00' x 4.00' deep Parabolic Channel, n= 0.190
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
‡
Summary for Reach R1A: Northend 6DN ditch
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 1.98" for 10-yr Storm event
Inflow = 39.48 cfs @ 11.97 hrs, Volume= 2.035 af
Outflow = 36.91 cfs @ 12.05 hrs, Volume= 2.035 af, Atten= 7%, Lag= 5.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.34 fps, Min. Travel Time= 3.0 min
Avg. Velocity = 1.50 fps, Avg. Travel Time= 10.5 min
Peak Storage= 6,574 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.69'
Bank-Full Depth= 6.00' Flow Area= 156.0 sf, Capacity= 2,767.35 cfs
8.00' x 6.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.0 '/' Top Width= 44.00'
Length= 950.0' Slope= 0.0342 '/'
Inlet Invert= 2,726.50', Outlet Invert= 2,694.00'
‡
Summary for Reach R1B: 36" SD
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 2.32" for 10-yr Storm event
Inflow = 24.49 cfs @ 11.99 hrs, Volume= 1.315 af
Outflow = 23.43 cfs @ 12.01 hrs, Volume= 1.315 af, Atten= 4%, Lag= 1.4 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 17.38 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 5.56 fps, Avg. Travel Time= 2.9 min
Peak Storage= 1,335 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.75'
Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 174.88 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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36.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 960.0' Slope= 0.0688 '/'
Inlet Invert= 2,715.00', Outlet Invert= 2,649.00'
Summary for Reach R1F: 24" SD
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af
Outflow = 18.08 cfs @ 12.04 hrs, Volume= 1.070 af, Atten= 2%, Lag= 1.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 15.03 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 5.01 fps, Avg. Travel Time= 2.9 min
Peak Storage= 1,049 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.83'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 51.84 cfs
24.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 857.0' Slope= 0.0525 '/'
Inlet Invert= 2,698.00', Outlet Invert= 2,653.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 1.60" for 10-yr Storm event
Inflow = 53.93 cfs @ 12.06 hrs, Volume= 3.870 af
Outflow = 32.76 cfs @ 12.50 hrs, Volume= 3.870 af, Atten= 39%, Lag= 26.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.71 fps, Min. Travel Time= 17.9 min
Avg. Velocity = 0.61 fps, Avg. Travel Time= 78.7 min
Peak Storage= 35,163 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.49'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 268.52 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,900.0' Slope= 0.0352 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,530.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 1.21" for 10-yr Storm event
Inflow = 5.50 cfs @ 12.03 hrs, Volume= 0.360 af
Outflow = 2.94 cfs @ 12.45 hrs, Volume= 0.360 af, Atten= 47%, Lag= 24.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.71 fps, Min. Travel Time= 16.6 min
Avg. Velocity = 0.63 fps, Avg. Travel Time= 45.2 min
Peak Storage= 2,954 cf @ 12.17 hrs
Average Depth at Peak Storage= 0.41'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 1.35" for 10-yr Storm event
Inflow = 8.99 cfs @ 12.08 hrs, Volume= 0.667 af
Outflow = 8.68 cfs @ 12.15 hrs, Volume= 0.667 af, Atten= 4%, Lag= 4.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.62 fps, Min. Travel Time= 2.2 min
Avg. Velocity = 0.96 fps, Avg. Travel Time= 6.0 min
Peak Storage= 1,179 cf @ 12.11 hrs
Average Depth at Peak Storage= 0.63'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 46HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 1.56" for 10-yr Storm event
Inflow = 9.80 cfs @ 12.08 hrs, Volume= 0.713 af
Outflow = 4.27 cfs @ 12.82 hrs, Volume= 0.713 af, Atten= 56%, Lag= 44.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.41 fps, Min. Travel Time= 30.8 min
Avg. Velocity = 0.42 fps, Avg. Travel Time= 103.4 min
Peak Storage= 7,909 cf @ 12.30 hrs
Average Depth at Peak Storage= 0.59'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
Summary for Pond CBCD: #1
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 2.32" for 10-yr Storm event
Inflow = 24.49 cfs @ 11.99 hrs, Volume= 1.315 af
Outflow = 24.49 cfs @ 11.99 hrs, Volume= 1.315 af, Atten= 0%, Lag= 0.0 min
Primary = 24.49 cfs @ 11.99 hrs, Volume= 1.315 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,718.35' @ 11.99 hrs
Flood Elev= 2,722.00'
Device Routing Invert Outlet Devices
#1 Primary 2,716.00'36.0" Round Culvert
L= 4.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,716.00' / 2,715.50' S= 0.1250 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 47HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=23.90 cfs @ 11.99 hrs HW=2,718.31' (Free Discharge)
1=Culvert (Inlet Controls 23.90 cfs @ 4.09 fps)
Summary for Pond CBEG: #2
Inflow Area = 16.811 ac, 0.00% Impervious, Inflow Depth = 2.31" for 10-yr Storm event
Inflow = 56.61 cfs @ 12.01 hrs, Volume= 3.235 af
Outflow = 56.61 cfs @ 12.01 hrs, Volume= 3.235 af, Atten= 0%, Lag= 0.0 min
Primary = 56.61 cfs @ 12.01 hrs, Volume= 3.235 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,654.93' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'36.0" Round Culvert
L= 200.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,649.00' / 2,598.00' S= 0.2550 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=55.59 cfs @ 12.01 hrs HW=2,654.78' (Free Discharge)
1=Culvert (Inlet Controls 55.59 cfs @ 7.86 fps)
Summary for Pond CBF: #3
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af
Outflow = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af, Atten= 0%, Lag= 0.0 min
Primary = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,701.40' @ 12.02 hrs
Flood Elev= 2,708.00'
Device Routing Invert Outlet Devices
#1 Primary 2,698.00'24.0" Round Culvert
L= 857.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,698.00' / 2,653.00' S= 0.0525 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=18.15 cfs @ 12.02 hrs HW=2,701.31' (Free Discharge)
1=Culvert (Inlet Controls 18.15 cfs @ 5.78 fps)
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Pond CBH: #4
Inflow Area = 10.043 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 31.93 cfs @ 12.03 hrs, Volume= 1.898 af
Outflow = 31.93 cfs @ 12.03 hrs, Volume= 1.898 af, Atten= 0%, Lag= 0.0 min
Primary = 31.93 cfs @ 12.03 hrs, Volume= 1.898 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,654.40' @ 12.03 hrs
Flood Elev= 2,664.00'
Device Routing Invert Outlet Devices
#1 Primary 2,652.00'36.0" Round Culvert
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,652.00' / 2,598.00' S= 0.2700 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=31.20 cfs @ 12.03 hrs HW=2,654.36' (Free Discharge)
1=Culvert (Inlet Controls 31.20 cfs @ 5.23 fps)
Summary for Pond P1: DETENTION POND 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.15" for 10-yr Storm event
Inflow = 96.35 cfs @ 12.02 hrs, Volume= 7.489 af
Outflow = 54.73 cfs @ 12.16 hrs, Volume= 7.485 af, Atten= 43%, Lag= 8.8 min
Primary = 33.57 cfs @ 12.16 hrs, Volume= 7.293 af
Secondary = 21.16 cfs @ 12.16 hrs, Volume= 0.192 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,594.33' @ 12.16 hrs Surf.Area= 12,141 sf Storage= 61,930 cf
Plug-Flow detention time= 22.9 min calculated for 7.477 af (100% of inflow)
Center-of-Mass det. time= 22.9 min ( 890.7 - 867.7 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 83,876 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 5,223 0 0
2,588.00 5,997 5,610 5,610
2,590.00 7,703 13,700 19,310
2,592.00 9,623 17,326 36,636
2,594.00 11,757 21,380 58,016
2,596.00 14,103 25,860 83,876
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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n= 0.013, Flow Area= 3.14 sf
#2 Secondary 2,594.00'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=33.50 cfs @ 12.16 hrs HW=2,594.30' (Free Discharge)
1=Culvert (Inlet Controls 33.50 cfs @ 10.66 fps)
Secondary OutFlow Max=18.87 cfs @ 12.16 hrs HW=2,594.30' (Free Discharge)
2=Broad-Crested Rectangular Weir (Weir Controls 18.87 cfs @ 1.39 fps)
Summary for Pond P1C: CB
Inflow Area = 4.002 ac, 0.00% Impervious, Inflow Depth = 2.35" for 10-yr Storm event
Inflow = 15.24 cfs @ 11.97 hrs, Volume= 0.785 af
Outflow = 15.28 cfs @ 11.98 hrs, Volume= 0.785 af, Atten= 0%, Lag= 0.6 min
Primary = 15.28 cfs @ 11.98 hrs, Volume= 0.785 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,728.42' @ 11.98 hrs Surf.Area= 0 sf Storage= 229 cf
Flood Elev= 2,730.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.7 min calculated for 0.785 af (100% of inflow)
Center-of-Mass det. time= 0.6 min ( 838.3 - 837.6 )
Volume Invert Avail.Storage Storage Description
#1 2,726.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,726.00 0
2,728.00 150
2,730.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,726.00'24.0" Round Culvert
L= 130.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,726.00' / 2,725.50' S= 0.0038 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=14.73 cfs @ 11.98 hrs HW=2,728.35' (Free Discharge)
1=Culvert (Barrel Controls 14.73 cfs @ 5.03 fps)
Summary for Pond P1D: CB
Inflow Area = 2.813 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 9.68 cfs @ 12.00 hrs, Volume= 0.532 af
Outflow = 9.40 cfs @ 12.01 hrs, Volume= 0.530 af, Atten= 3%, Lag= 0.6 min
Primary = 9.40 cfs @ 12.01 hrs, Volume= 0.530 af
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,720.47' @ 12.01 hrs Surf.Area= 0 sf Storage= 209 cf
Flood Elev= 2,722.00' Surf.Area= 0 sf Storage= 500 cf
Plug-Flow detention time= 2.8 min calculated for 0.530 af (100% of inflow)
Center-of-Mass det. time= 1.1 min ( 843.2 - 842.1 )
Volume Invert Avail.Storage Storage Description
#1 2,718.50'500 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,718.50 0
2,720.00 120
2,722.00 500
Device Routing Invert Outlet Devices
#1 Primary 2,718.50'18.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,718.50' / 2,718.00' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
Primary OutFlow Max=9.29 cfs @ 12.01 hrs HW=2,720.44' (Free Discharge)
1=Culvert (Inlet Controls 9.29 cfs @ 5.25 fps)
Summary for Pond P1E: CB
Inflow Area = 5.751 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 18.37 cfs @ 12.02 hrs, Volume= 1.087 af
Outflow = 18.31 cfs @ 12.03 hrs, Volume= 1.087 af, Atten= 0%, Lag= 0.5 min
Primary = 18.31 cfs @ 12.03 hrs, Volume= 1.087 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,656.46' @ 12.03 hrs Surf.Area= 0 sf Storage= 225 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 686 cf
Plug-Flow detention time= 0.3 min calculated for 1.086 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 844.2 - 843.9 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'686 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 40 40
2,656.00 125 165
2,660.00 521 686
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=17.84 cfs @ 12.03 hrs HW=2,656.39' (Free Discharge)
1=Culvert (Inlet Controls 17.84 cfs @ 5.68 fps)
Summary for Pond P1F: CB
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 18.85 cfs @ 12.01 hrs, Volume= 1.070 af
Outflow = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af, Atten= 2%, Lag= 0.6 min
Primary = 18.50 cfs @ 12.02 hrs, Volume= 1.070 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,708.49' @ 12.02 hrs Surf.Area= 0 sf Storage= 223 cf
Flood Elev= 2,710.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.3 min calculated for 1.069 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 843.2 - 842.9 )
Volume Invert Avail.Storage Storage Description
#1 2,706.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,706.00 0
2,707.00 40
2,708.00 125
2,710.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,706.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,706.00' / 2,705.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=18.15 cfs @ 12.02 hrs HW=2,708.44' (Free Discharge)
1=Culvert (Inlet Controls 18.15 cfs @ 5.78 fps)
Summary for Pond P1G: CB
Inflow Area = 4.246 ac, 0.00% Impervious, Inflow Depth = 2.35" for 10-yr Storm event
Inflow = 15.33 cfs @ 11.99 hrs, Volume= 0.833 af
Outflow = 15.25 cfs @ 12.00 hrs, Volume= 0.833 af, Atten= 1%, Lag= 0.2 min
Primary = 15.25 cfs @ 12.00 hrs, Volume= 0.833 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 52HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Peak Elev= 2,656.02' @ 12.00 hrs Surf.Area= 0 sf Storage= 197 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 716 cf
Plug-Flow detention time= 0.5 min calculated for 0.832 af (100% of inflow)
Center-of-Mass det. time= 0.5 min ( 839.8 - 839.3 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'716 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 75 75
2,656.00 120 195
2,660.00 521 716
Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=15.13 cfs @ 12.00 hrs HW=2,656.00' (Free Discharge)
1=Culvert (Inlet Controls 15.13 cfs @ 4.82 fps)
Summary for Pond P1H: CB
Inflow Area = 4.382 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-yr Storm event
Inflow = 14.05 cfs @ 12.02 hrs, Volume= 0.829 af
Outflow = 14.02 cfs @ 12.02 hrs, Volume= 0.828 af, Atten= 0%, Lag= 0.2 min
Primary = 14.02 cfs @ 12.02 hrs, Volume= 0.828 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,665.84' @ 12.02 hrs Surf.Area= 0 sf Storage= 187 cf
Flood Elev= 2,667.00' Surf.Area= 0 sf Storage= 550 cf
Plug-Flow detention time= 1.5 min calculated for 0.827 af (100% of inflow)
Center-of-Mass det. time= 0.8 min ( 844.6 - 843.8 )
Volume Invert Avail.Storage Storage Description
#1 2,663.00'550 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,663.00 0
2,664.00 40
2,666.00 200
2,667.00 550
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 53HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Device Routing Invert Outlet Devices
#1 Primary 2,664.00'24.0" Round Culvert
L= 12.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,664.00' / 2,663.50' S= 0.0417 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=13.69 cfs @ 12.02 hrs HW=2,665.81' (Free Discharge)
1=Culvert (Inlet Controls 13.69 cfs @ 4.58 fps)
Summary for Pond P3: DETENTION BASIN 3
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 1.98" for 10-yr Storm event
Inflow = 36.91 cfs @ 12.05 hrs, Volume= 2.035 af
Outflow = 8.18 cfs @ 12.31 hrs, Volume= 2.020 af, Atten= 78%, Lag= 15.4 min
Primary = 8.18 cfs @ 12.31 hrs, Volume= 2.020 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 2,694.89' @ 12.31 hrs Surf.Area= 9,228 sf Storage= 30,279 cf
Flood Elev= 2,710.00' Surf.Area= 49,803 sf Storage= 427,793 cf
Plug-Flow detention time= 77.5 min calculated for 2.020 af (99% of inflow)
Center-of-Mass det. time= 72.5 min ( 929.6 - 857.1 )
Volume Invert Avail.Storage Storage Description
#1 2,688.00' 427,793 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,688.00 0 0 0
2,690.00 2,243 2,243 2,243
2,700.00 16,532 93,875 96,118
2,710.00 49,803 331,675 427,793
Device Routing Invert Outlet Devices
#1 Primary 2,689.00'12.0" Round Culvert
L= 806.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,689.00' / 2,655.00' S= 0.0422 '/' Cc= 0.900
n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 2,688.00'1.0" Vert. Pool Drain Holes X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,694.00'24.0" Horiz. Top Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.18 cfs @ 12.31 hrs HW=2,694.89' (Free Discharge)
1=Culvert (Barrel Controls 8.18 cfs @ 10.42 fps)
2=Pool Drain Holes (Passes < 3.02 cfs potential flow)
3=Top Overflow (Passes < 14.24 cfs potential flow)
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 54HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Pond P4: DETENTION BASIN 4
Inflow Area = 6.315 ac, 0.00% Impervious, Inflow Depth = 1.49" for 10-yr Storm event
Inflow = 16.06 cfs @ 11.96 hrs, Volume= 0.785 af
Outflow = 8.93 cfs @ 12.04 hrs, Volume= 0.785 af, Atten= 44%, Lag= 5.3 min
Primary = 8.93 cfs @ 12.04 hrs, Volume= 0.785 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,694.45' @ 12.04 hrs Surf.Area= 1,539 sf Storage= 4,503 cf
Plug-Flow detention time= 4.1 min calculated for 0.784 af (100% of inflow)
Center-of-Mass det. time= 4.1 min ( 869.0 - 864.9 )
Volume Invert Avail.Storage Storage Description
#1 2,686.00' 1,553,058 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,686.00 0 0 0
2,688.00 279 279 279
2,694.00 944 3,669 3,948
2,696.00 3,604 4,548 8,496
2,700.00 24,897 57,002 65,498
2,710.00 68,989 469,430 534,928
2,720.00 134,637 1,018,130 1,553,058
Device Routing Invert Outlet Devices
#1 Primary 2,685.00'12.0" Round Culvert
L= 425.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,685.00' / 2,634.00' S= 0.1200 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 2,686.00'1.0" Vert. Orifice/Grate X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,690.00'24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.91 cfs @ 12.04 hrs HW=2,694.41' (Free Discharge)
1=Culvert (Inlet Controls 8.91 cfs @ 11.35 fps)
2=Orifice/Grate (Passes < 3.48 cfs potential flow)
3=Orifice/Grate (Passes < 31.77 cfs potential flow)
Summary for Pond P6: Pooling Area, Catch Basin, 36-in Culvert
Inflow Area = 16.868 ac, 13.12% Impervious, Inflow Depth = 1.76" for 10-yr Storm event
Inflow = 36.89 cfs @ 12.05 hrs, Volume= 2.468 af
Outflow = 36.11 cfs @ 12.07 hrs, Volume= 2.468 af, Atten= 2%, Lag= 1.2 min
Primary = 36.11 cfs @ 12.07 hrs, Volume= 2.468 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Page 55HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Peak Elev= 2,654.56' @ 12.07 hrs Surf.Area= 997 sf Storage= 972 cf
Flood Elev= 2,673.00' Surf.Area= 6,110 sf Storage= 19,106 cf
Plug-Flow detention time= 0.3 min calculated for 2.465 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 862.9 - 862.6 )
Volume Invert Avail.Storage Storage Description
#1 2,653.00' 19,106 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,653.00 386 0 0
2,654.00 640 513 513
2,656.00 1,911 2,551 3,064
2,660.00 6,110 16,042 19,106
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'29.1" Round Culvert
L= 536.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,649.00' / 2,633.50' S= 0.0289 '/' Cc= 0.900
n= 0.010, Flow Area= 4.62 sf
#2 Device 1 2,653.00'1.5" x 4.5" Horiz. Orifice/Grate X 8.00 columns
X 16 rows C= 0.600 in 45.0" x 45.5" Grate
Limited to weir flow at low heads
Primary OutFlow Max=35.55 cfs @ 12.07 hrs HW=2,654.51' (Free Discharge)
1=Culvert (Passes 35.55 cfs of 46.12 cfs potential flow)
2=Orifice/Grate (Orifice Controls 35.55 cfs @ 5.92 fps)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.15" for 10-yr Storm event
Inflow = 54.73 cfs @ 12.16 hrs, Volume= 7.485 af
Primary = 54.73 cfs @ 12.16 hrs, Volume= 7.485 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-2: Analysis Point 2
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 1.60" for 10-yr Storm event
Inflow = 53.93 cfs @ 12.06 hrs, Volume= 3.870 af
Primary = 53.93 cfs @ 12.06 hrs, Volume= 3.870 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 10-yr Storm Rainfall=5.20"POST-6D- veritcal expansion11.29
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Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 1.21" for 10-yr Storm event
Inflow = 5.50 cfs @ 12.03 hrs, Volume= 0.360 af
Primary = 5.50 cfs @ 12.03 hrs, Volume= 0.360 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 1.35" for 10-yr Storm event
Inflow = 8.99 cfs @ 12.08 hrs, Volume= 0.667 af
Primary = 8.99 cfs @ 12.08 hrs, Volume= 0.667 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 1.56" for 10-yr Storm event
Inflow = 9.80 cfs @ 12.08 hrs, Volume= 0.713 af
Primary = 9.80 cfs @ 12.08 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.760 ac, 3.55% Impervious, Inflow Depth = 1.83" for 10-yr Storm event
Inflow = 71.00 cfs @ 12.49 hrs, Volume= 13.094 af
Primary = 71.00 cfs @ 12.49 hrs, Volume= 13.094 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
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Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=185,362 sf 0.00% Impervious Runoff Depth=1.92"Subcatchment 1A: SC 1A
Flow Length=377' Tc=8.7 min CN=60 Runoff=12.74 cfs 0.681 af
Runoff Area=352,836 sf 0.00% Impervious Runoff Depth=2.90"Subcatchment 1B: SC 1B
Flow Length=494' Tc=7.2 min CN=71 Runoff=39.29 cfs 1.957 af
Runoff Area=174,318 sf 0.00% Impervious Runoff Depth=2.99"Subcatchment 1C: SC 1C
Flow Length=517' Tc=8.0 min CN=72 Runoff=19.37 cfs 0.998 af
Runoff Area=122,518 sf 0.00% Impervious Runoff Depth=2.90"Subcatchment 1D: SC 1D
Flow Length=561' Tc=10.1 min CN=71 Runoff=12.38 cfs 0.679 af
Runoff Area=5.751 ac 0.00% Impervious Runoff Depth=2.90"Subcatchment 1E: SC 1E
Flow Length=965' Tc=12.1 min CN=71 Runoff=23.55 cfs 1.389 af
Runoff Area=5.661 ac 0.00% Impervious Runoff Depth=2.90"Subcatchment 1F: SC 1F
Flow Length=952' Tc=11.0 min CN=71 Runoff=24.14 cfs 1.367 af
Runoff Area=184,958 sf 0.00% Impervious Runoff Depth=2.99"Subcatchment 1G: SC-G
Flow Length=605' Tc=9.8 min CN=72 Runoff=19.50 cfs 1.059 af
Runoff Area=190,886 sf 0.00% Impervious Runoff Depth=2.90"Subcatchment 1H: SC 1H
Flow Length=893' Tc=12.0 min CN=71 Runoff=18.01 cfs 1.059 af
Runoff Area=112,472 sf 0.00% Impervious Runoff Depth=2.09"Subcatchment 1I: SC 1I
Flow Length=238' Tc=8.3 min CN=62 Runoff=8.59 cfs 0.450 af
Runoff Area=6.315 ac 0.00% Impervious Runoff Depth=2.01"Subcatchment 2A: SC 2A
Flow Length=957' Tc=6.1 min CN=61 Runoff=21.96 cfs 1.055 af
Runoff Area=243,425 sf 0.00% Impervious Runoff Depth=2.26"Subcatchment 2B(1): SC 2B (1)
Flow Length=759' Tc=15.3 min CN=64 Runoff=15.81 cfs 1.054 af
Runoff Area=181,578 sf 0.00% Impervious Runoff Depth=1.84"Subcatchment 2B(2): SC 2B (2)
Flow Length=682' Tc=13.9 min CN=59 Runoff=9.76 cfs 0.639 af
Runoff Area=1.650 ac 0.00% Impervious Runoff Depth=1.52"Subcatchment 2C: SC 2C
Flow Length=230' Tc=10.0 min CN=55 Runoff=3.57 cfs 0.209 af
Runoff Area=138,521 sf 23.90% Impervious Runoff Depth=2.53"Subcatchment 2D: SC 2D
Flow Length=848' Tc=17.8 min CN=67 Runoff=9.36 cfs 0.670 af
Runoff Area=155,074 sf 0.00% Impervious Runoff Depth=1.68"Subcatchment 3: SC 3
Flow Length=370' Tc=12.1 min CN=57 Runoff=7.94 cfs 0.497 af
Runoff Area=258,311 sf 0.00% Impervious Runoff Depth=1.84"Subcatchment 4: SC 4
Flow Length=622' Tc=16.2 min CN=59 Runoff=12.79 cfs 0.909 af
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
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Page 58HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Runoff Area=238,537 sf 15.16% Impervious Runoff Depth=2.09"Subcatchment 5: SC 5
Flow Length=740' Tc=16.7 min CN=62 Runoff=13.46 cfs 0.954 af
Runoff Area=8.100 ac 17.93% Impervious Runoff Depth=2.26"Subcatchment OS: OFFSITE
Flow Length=1,234' Tc=12.6 min CN=64 Runoff=25.04 cfs 1.528 af
Avg. Flow Depth=1.99' Max Vel=3.65 fps Inflow=103.79 cfs 9.653 afReach R1: AP-1 TO RIVER
n=0.190 L=370.0' S=0.1568 '/' Capacity=462.43 cfs Outflow=95.89 cfs 9.653 af
Avg. Flow Depth=0.80' Max Vel=5.83 fps Inflow=51.48 cfs 2.638 afReach R1A: Northend 6DN ditch
n=0.035 L=950.0' S=0.0342 '/' Capacity=2,767.35 cfs Outflow=48.03 cfs 2.638 af
Avg. Flow Depth=0.85' Max Vel=18.62 fps Inflow=31.18 cfs 1.677 afReach R1B: 36" SD
36.0" Round Pipe n=0.013 L=960.0' S=0.0688 '/' Capacity=174.88 cfs Outflow=29.83 cfs 1.677 af
Avg. Flow Depth=0.95' Max Vel=16.06 fps Inflow=23.88 cfs 1.367 afReach R1F: 24" SD
24.0" Round Pipe n=0.013 L=857.0' S=0.0525 '/' Capacity=51.84 cfs Outflow=23.20 cfs 1.367 af
Avg. Flow Depth=1.75' Max Vel=3.00 fps Inflow=68.70 cfs 5.155 afReach R2: AP-2 TO RIVER
n=0.100 L=2,900.0' S=0.0352 '/' Capacity=268.52 cfs Outflow=46.06 cfs 5.155 af
Avg. Flow Depth=0.51' Max Vel=1.98 fps Inflow=7.94 cfs 0.497 afReach R3: AP-3 TO RIVER
n=0.100 L=1,700.0' S=0.0765 '/' Capacity=395.93 cfs Outflow=4.73 cfs 0.497 af
Avg. Flow Depth=0.75' Max Vel=2.92 fps Inflow=12.79 cfs 0.909 afReach R4: AP-4 TO RIVER
n=0.100 L=350.0' S=0.1000 '/' Capacity=452.76 cfs Outflow=12.30 cfs 0.909 af
Avg. Flow Depth=0.72' Max Vel=1.60 fps Inflow=13.46 cfs 0.954 afReach R5: AP-5 TO RIVER
n=0.100 L=2,600.0' S=0.0315 '/' Capacity=254.27 cfs Outflow=6.50 cfs 0.954 af
Peak Elev=2,718.82' Inflow=31.18 cfs 1.677 afPond CBCD: #1
36.0" Round Culvert n=0.013 L=4.0' S=0.1250 '/' Outflow=31.18 cfs 1.677 af
Peak Elev=2,657.73' Inflow=72.29 cfs 4.126 afPond CBEG: #2
36.0" Round Culvert n=0.013 L=200.0' S=0.2550 '/' Outflow=72.29 cfs 4.126 af
Peak Elev=2,702.99' Inflow=23.88 cfs 1.367 afPond CBF: #3
24.0" Round Culvert n=0.013 L=857.0' S=0.0525 '/' Outflow=23.88 cfs 1.367 af
Peak Elev=2,654.93' Inflow=40.99 cfs 2.425 afPond CBH: #4
36.0" Round Culvert n=0.013 L=200.0' S=0.2700 '/' Outflow=40.99 cfs 2.425 af
Peak Elev=2,594.69' Storage=66,381 cf Inflow=125.37 cfs 9.630 afPond P1: DETENTION POND 1
Primary=34.52 cfs 8.757 af Secondary=69.27 cfs 0.896 af Outflow=103.79 cfs 9.653 af
Peak Elev=2,729.36' Storage=403 cf Inflow=19.37 cfs 0.998 afPond P1C: CB
24.0" Round Culvert n=0.013 L=130.0' S=0.0038 '/' Outflow=19.41 cfs 0.998 af
Peak Elev=2,721.22' Storage=352 cf Inflow=12.38 cfs 0.679 afPond P1D: CB
18.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=11.95 cfs 0.679 af
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
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Page 59HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Peak Elev=2,657.38' Storage=345 cf Inflow=23.55 cfs 1.389 afPond P1E: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=23.40 cfs 1.389 af
Peak Elev=2,709.49' Storage=419 cf Inflow=24.14 cfs 1.367 afPond P1F: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=23.88 cfs 1.367 af
Peak Elev=2,656.65' Storage=280 cf Inflow=19.50 cfs 1.059 afPond P1G: CB
24.0" Round Culvert n=0.013 L=15.0' S=0.0333 '/' Outflow=19.43 cfs 1.059 af
Peak Elev=2,666.38' Storage=335 cf Inflow=18.01 cfs 1.059 afPond P1H: CB
24.0" Round Culvert n=0.013 L=12.0' S=0.0417 '/' Outflow=17.83 cfs 1.058 af
Peak Elev=2,696.05' Storage=41,982 cf Inflow=48.03 cfs 2.638 afPond P3: DETENTION BASIN 3
Outflow=8.31 cfs 2.630 af
Peak Elev=2,695.79' Storage=7,758 cf Inflow=21.96 cfs 1.055 afPond P4: DETENTION BASIN 4
Outflow=9.58 cfs 1.055 af
Peak Elev=2,655.64' Storage=2,412 cf Inflow=49.44 cfs 3.252 afPond P6: Pooling Area, Catch Basin,
Outflow=46.94 cfs 3.252 af
Inflow=103.79 cfs 9.653 afLink AP-1: Analysis Point 1
Primary=103.79 cfs 9.653 af
Inflow=68.70 cfs 5.155 afLink AP-2: Analysis Point 2
Primary=68.70 cfs 5.155 af
Inflow=7.94 cfs 0.497 afLink AP-3: Analysis Point 3
Primary=7.94 cfs 0.497 af
Inflow=12.79 cfs 0.909 afLink AP-4: Analysis Point 4
Primary=12.79 cfs 0.909 af
Inflow=13.46 cfs 0.954 afLink AP-5: Analysis Point 5
Primary=13.46 cfs 0.954 af
Inflow=117.61 cfs 17.168 afLink AP-6: PIGEON RIVER CONTRIBUTION
Primary=117.61 cfs 17.168 af
Total Runoff Area = 85.760 ac Runoff Volume = 17.155 af Average Runoff Depth = 2.40"
96.45% Pervious = 82.717 ac 3.55% Impervious = 3.043 ac
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
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Summary for Subcatchment 1A: SC 1A
Runoff = 12.74 cfs @ 11.99 hrs, Volume= 0.681 af, Depth= 1.92"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
16,982 85 Gravel roads, HSG B
168,380 58 Meadow, non-grazed, HSG B
185,362 60 Weighted Average
185,362 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 64 0.0470 10.53 4,718.88 Trap/Vee/Rect Channel Flow, C-D
Bot.W=40.00' D=8.00' Z= 2.0 '/' Top.W=72.00'
n= 0.100 Earth, dense brush, high stage
0.3 75 0.3600 4.20 Shallow Concentrated Flow, D-E
Short Grass Pasture Kv= 7.0 fps
8.7 377 Total
Summary for Subcatchment 1B: SC 1B
Runoff = 39.29 cfs @ 11.96 hrs, Volume= 1.957 af, Depth= 2.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
4,792 85 Gravel roads, HSG B
348,044 71 Meadow, non-grazed, HSG C
352,836 71 Weighted Average
352,836 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.9 100 0.1600 0.28 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 216 0.3300 4.02 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 178 0.0100 7.62 609.28 Trap/Vee/Rect Channel Flow, D-E
Bot.W=8.00' D=4.00' Z= 3.0 '/' Top.W=32.00'
n= 0.035 Earth, dense weeds
7.2 494 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 1C: SC 1C
Runoff = 19.37 cfs @ 11.97 hrs, Volume= 0.998 af, Depth= 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
11,326 85 Gravel roads, HSG B
162,992 71 Meadow, non-grazed, HSG C
174,318 72 Weighted Average
174,318 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.5 122 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 157 0.3300 19.38 116.27 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 2.0 '/' Top.W=8.00'
n= 0.035
0.2 138 0.0800 12.41 74.44 Channel Flow, D-E
Area= 6.0 sf Perim= 7.2' r= 0.83'
n= 0.030 Earth, grassed & winding
8.0 517 Total
Summary for Subcatchment 1D: SC 1D
Runoff = 12.38 cfs @ 11.99 hrs, Volume= 0.679 af, Depth= 2.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
120,471 71 Meadow, non-grazed, HSG C
2,047 85 Gravel roads, HSG B
122,518 71 Weighted Average
122,518 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.8 371 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 90 0.3300 28.16 450.49 Channel Flow, C-DArea= 16.0 sf Perim= 12.9' r= 1.24' n= 0.035
10.1 561 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 1E: SC 1E
Runoff = 23.55 cfs @ 12.02 hrs, Volume= 1.389 af, Depth= 2.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
5.690 71 Meadow, non-grazed, HSG C
* 0.061 85 gravel road
5.751 71 Weighted Average
5.751 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 202 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.0 50 0.0300 21.73 391.23 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.013
12.1 965 Total
Summary for Subcatchment 1F: SC 1F
Runoff = 24.14 cfs @ 12.00 hrs, Volume= 1.367 af, Depth= 2.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
5.537 71 Meadow, non-grazed, HSG C
* 0.124 85 gravel road
5.661 71 Weighted Average
5.661 100.00% Pervious Area
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.9 380 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.1 104 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
0.8 368 0.0300 8.07 145.31 Trap/Vee/Rect Channel Flow, D-E
Bot.W=3.00' D=2.00' Z= 3.0 '/' Top.W=15.00'
n= 0.035
11.0 952 Total
Summary for Subcatchment 1G: SC-G
Runoff = 19.50 cfs @ 11.99 hrs, Volume= 1.059 af, Depth= 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
171,906 71 Meadow, non-grazed, HSG C
* 13,052 85 gravel road
184,958 72 Weighted Average
184,958 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
2.3 306 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.3 199 0.3300 13.26 33.15 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
9.8 605 Total
Summary for Subcatchment 1H: SC 1H
Runoff = 18.01 cfs @ 12.01 hrs, Volume= 1.059 af, Depth= 2.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
AREA D VERTICAL EXPANSION
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Area (sf) CN Description
188,150 71 Meadow, non-grazed, HSG C
2,736 96 Gravel surface, HSG B
190,886 71 Weighted Average
190,886 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 100 0.1000 0.23 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
4.6 613 0.1000 2.21 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.2 180 0.3333 13.33 33.32 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=0.50' Z= 2.0 '/' Top.W=6.00'
n= 0.035
12.0 893 Total
Summary for Subcatchment 1I: SC 1I
Runoff = 8.59 cfs @ 11.98 hrs, Volume= 0.450 af, Depth= 2.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
16,117 85 Gravel roads, HSG B
96,355 58 Meadow, non-grazed, HSG B
112,472 62 Weighted Average
112,472 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 92 0.1960 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6 146 0.3150 3.93 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
8.3 238 Total
Summary for Subcatchment 2A: SC 2A
Runoff = 21.96 cfs @ 11.95 hrs, Volume= 1.055 af, Depth= 2.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
AREA D VERTICAL EXPANSION
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Area (ac) CN Description
0.818 56 Brush, Fair, HSG B
4.709 58 Meadow, non-grazed, HSG B
0.788 85 Gravel roads, HSG B
6.315 61 Weighted Average
6.315 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 63 0.1800 0.27 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
1.1 500 0.0280 7.41 44.48 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00'
n= 0.025
1.1 394 0.0810 6.17 13.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=0.50' Z= 3.0 '/' Top.W=6.00'
n= 0.035 Earth, dense weeds
6.1 957 Total
Summary for Subcatchment 2B(1): SC 2B (1)
Runoff = 15.81 cfs @ 12.06 hrs, Volume= 1.054 af, Depth= 2.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
28,750 55 Woods, Good, HSG B
153,255 58 Meadow, non-grazed, HSG B
61,420 85 Gravel roads, HSG B
243,425 64 Weighted Average
243,425 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 89 0.1800 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.9 250 0.0400 4.49 24.68 Trap/Vee/Rect Channel Flow, B-C
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Riprap D50 = 8-12"
0.9 420 0.1100 7.44 40.93 Trap/Vee/Rect Channel Flow, C-D
Bot.W=3.00' D=1.00' Z= 2.5 '/' Top.W=8.00'
n= 0.050 Rirap D50 (8-12")
15.3 759 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 2B(2): SC 2B (2)
Runoff = 9.76 cfs @ 12.05 hrs, Volume= 0.639 af, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
54,014 55 Woods, Good, HSG B
10,019 85 Gravel roads, HSG B
117,545 58 Meadow, non-grazed, HSG B
181,578 59 Weighted Average
181,578 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.5 100 0.0250 0.13 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.9 540 0.1700 9.59 62.35 Trap/Vee/Rect Channel Flow, B-C
Bot.W=4.00' D=1.00' Z= 2.5 '/' Top.W=9.00'
n= 0.050
0.5 42 0.0400 1.40 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
13.9 682 Total
Summary for Subcatchment 2C: SC 2C
Runoff = 3.57 cfs @ 12.00 hrs, Volume= 0.209 af, Depth= 1.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
1.490 55 Woods, Good, HSG B
0.160 58 Meadow, non-grazed, HSG B
1.650 55 Weighted Average
1.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.1600 0.19 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.1 130 0.1500 1.94 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
10.0 230 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 2D: SC 2D
Runoff = 9.36 cfs @ 12.08 hrs, Volume= 0.670 af, Depth= 2.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
63,162 55 Woods, Good, HSG B
33,106 98 Paved parking, HSG B
3,049 85 Gravel roads, HSG B
39,204 58 Meadow, non-grazed, HSG B
138,521 67 Weighted Average
105,415 76.10% Pervious Area
33,106 23.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.3 90 0.1600 0.10 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
1.0 428 0.0600 7.38 22.14 Trap/Vee/Rect Channel Flow, B-C
Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00'
n= 0.030 Earth, grassed & winding
2.5 330 0.1000 2.21 Shallow Concentrated Flow, C-D
Short Grass Pasture Kv= 7.0 fps
17.8 848 Total
Summary for Subcatchment 3: SC 3
Runoff = 7.94 cfs @ 12.03 hrs, Volume= 0.497 af, Depth= 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
97,139 55 Woods, Good, HSG B
7,841 85 Gravel roads, HSG B
50,094 58 Meadow, non-grazed, HSG B
155,074 57 Weighted Average
155,074 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.7 100 0.1300 0.17 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.4 270 0.1400 1.87 Shallow Concentrated Flow, B-C
Woodland Kv= 5.0 fps
12.1 370 Total
AREA D VERTICAL EXPANSION
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Summary for Subcatchment 4: SC 4
Runoff = 12.79 cfs @ 12.07 hrs, Volume= 0.909 af, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
121,097 55 Woods, Good, HSG B
21,780 85 Gravel roads, HSG B
115,434 58 Meadow, non-grazed, HSG B
258,311 59 Weighted Average
258,311 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 162 0.1420 0.20 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 280 0.1070 2.29 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
0.4 180 0.1390 6.70 535.86 Parabolic Channel, C-D
W=60.00' D=2.00' Area=80.0 sf Perim=60.2'
n= 0.100 Earth, dense brush, high stage
16.2 622 Total
Summary for Subcatchment 5: SC 5
Runoff = 13.46 cfs @ 12.08 hrs, Volume= 0.954 af, Depth= 2.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (sf) CN Description
192,799 55 Woods, Good, HSG B
35,284 98 Paved parking, HSG B
9,583 58 Meadow, non-grazed, HSG B
871 98 Roofs, HSG B
238,537 62 Weighted Average
202,382 84.84% Pervious Area
36,155 15.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 100 0.1600 0.11 Sheet Flow, A-B
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.6 470 0.1400 12.61 122.92 Trap/Vee/Rect Channel Flow, B-C
Bot.W=6.00' D=1.00' Z= 2.5 & 5.0 '/' Top.W=13.50'
n= 0.035
0.5 170 0.0300 5.54 44.29 Trap/Vee/Rect Channel Flow, C-D
Bot.W=4.00' D=1.00' Z= 4.0 '/' Top.W=12.00'
AREA D VERTICAL EXPANSION
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n= 0.035
16.7 740 Total
Summary for Subcatchment OS: OFFSITE
Runoff = 25.04 cfs @ 12.03 hrs, Volume= 1.528 af, Depth= 2.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Yr Storm Rainfall=6.00"
Area (ac) CN Description
5.200 55 Woods, Good, HSG B
0.970 98 Paved parking, HSG B
1.930 70 1/2 acre lots, 25% imp, HSG B
8.100 64 Weighted Average
6.647 82.07% Pervious Area
1.452 17.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.3 100 0.0400 0.16 Sheet Flow, A-B
Grass: Dense n= 0.240 P2= 3.50"
0.6 70 0.0900 2.10 Shallow Concentrated Flow, B-C
Short Grass Pasture Kv= 7.0 fps
1.0 665 0.0900 10.58 52.89 Trap/Vee/Rect Channel Flow, C-D
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.030 Earth, grassed & winding
0.4 308 0.0730 13.26 93.71 Pipe Channel, D-E
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.025 Corrugated metal
0.3 91 0.0200 5.76 161.26 Trap/Vee/Rect Channel Flow, E-FBot.W=4.00' D=2.00' Z= 5.0 '/' Top.W=24.00'
n= 0.040
12.6 1,234 Total
Summary for Reach R1: AP-1 TO RIVER
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.77" for 25-Yr Storm event
Inflow = 103.79 cfs @ 12.09 hrs, Volume= 9.653 af
Outflow = 95.89 cfs @ 12.15 hrs, Volume= 9.653 af, Atten= 8%, Lag= 3.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.65 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.75 fps, Avg. Travel Time= 8.3 min
Peak Storage= 10,347 cf @ 12.11 hrs
Average Depth at Peak Storage= 1.99'
Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 462.43 cfs
AREA D VERTICAL EXPANSION
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30.00' x 4.00' deep Parabolic Channel, n= 0.190
Length= 370.0' Slope= 0.1568 '/'
Inlet Invert= 2,590.00', Outlet Invert= 2,532.00'
‡
Summary for Reach R1A: Northend 6DN ditch
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 2.56" for 25-Yr Storm event
Inflow = 51.48 cfs @ 11.97 hrs, Volume= 2.638 af
Outflow = 48.03 cfs @ 12.04 hrs, Volume= 2.638 af, Atten= 7%, Lag= 4.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.83 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 1.60 fps, Avg. Travel Time= 9.9 min
Peak Storage= 7,932 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.80'
Bank-Full Depth= 6.00' Flow Area= 156.0 sf, Capacity= 2,767.35 cfs
8.00' x 6.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.0 '/' Top Width= 44.00'
Length= 950.0' Slope= 0.0342 '/'
Inlet Invert= 2,726.50', Outlet Invert= 2,694.00'
‡
Summary for Reach R1B: 36" SD
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 2.95" for 25-Yr Storm event
Inflow = 31.18 cfs @ 11.99 hrs, Volume= 1.677 af
Outflow = 29.83 cfs @ 12.01 hrs, Volume= 1.677 af, Atten= 4%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 18.62 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 5.86 fps, Avg. Travel Time= 2.7 min
Peak Storage= 1,585 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.85'
Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 174.88 cfs
AREA D VERTICAL EXPANSION
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36.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 960.0' Slope= 0.0688 '/'
Inlet Invert= 2,715.00', Outlet Invert= 2,649.00'
Summary for Reach R1F: 24" SD
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af
Outflow = 23.20 cfs @ 12.04 hrs, Volume= 1.367 af, Atten= 3%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 16.06 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 5.28 fps, Avg. Travel Time= 2.7 min
Peak Storage= 1,260 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.95'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 51.84 cfs
24.0" Round Pipe
n= 0.013 Corrugated PE, smooth interior
Length= 857.0' Slope= 0.0525 '/'
Inlet Invert= 2,698.00', Outlet Invert= 2,653.00'
Summary for Reach R2: AP-2 TO RIVER
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 2.13" for 25-Yr Storm event
Inflow = 68.70 cfs @ 12.06 hrs, Volume= 5.155 af
Outflow = 46.06 cfs @ 12.47 hrs, Volume= 5.155 af, Atten= 33%, Lag= 24.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.00 fps, Min. Travel Time= 16.1 min
Avg. Velocity = 0.65 fps, Avg. Travel Time= 74.4 min
Peak Storage= 44,858 cf @ 12.20 hrs
Average Depth at Peak Storage= 1.75'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 268.52 cfs
AREA D VERTICAL EXPANSION
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20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,900.0' Slope= 0.0352 '/'
Inlet Invert= 2,632.00', Outlet Invert= 2,530.00'
Summary for Reach R3: AP-3 TO RIVER
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 1.68" for 25-Yr Storm event
Inflow = 7.94 cfs @ 12.03 hrs, Volume= 0.497 af
Outflow = 4.73 cfs @ 12.39 hrs, Volume= 0.497 af, Atten= 40%, Lag= 21.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.98 fps, Min. Travel Time= 14.3 min
Avg. Velocity = 0.66 fps, Avg. Travel Time= 42.7 min
Peak Storage= 4,097 cf @ 12.15 hrs
Average Depth at Peak Storage= 0.51'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 395.93 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 1,700.0' Slope= 0.0765 '/'
Inlet Invert= 2,664.00', Outlet Invert= 2,534.00'
Summary for Reach R4: AP-4 TO RIVER
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 1.84" for 25-Yr Storm event
Inflow = 12.79 cfs @ 12.07 hrs, Volume= 0.909 af
Outflow = 12.30 cfs @ 12.13 hrs, Volume= 0.909 af, Atten= 4%, Lag= 3.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.92 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.03 fps, Avg. Travel Time= 5.7 min
Peak Storage= 1,507 cf @ 12.10 hrs
Average Depth at Peak Storage= 0.75'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 452.76 cfs
AREA D VERTICAL EXPANSION
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20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 350.0' Slope= 0.1000 '/'
Inlet Invert= 2,568.00', Outlet Invert= 2,533.00'
Summary for Reach R5: AP-5 TO RIVER
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 2.09" for 25-Yr Storm event
Inflow = 13.46 cfs @ 12.08 hrs, Volume= 0.954 af
Outflow = 6.50 cfs @ 12.72 hrs, Volume= 0.954 af, Atten= 52%, Lag= 38.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.60 fps, Min. Travel Time= 27.1 min
Avg. Velocity = 0.44 fps, Avg. Travel Time= 98.7 min
Peak Storage= 10,591 cf @ 12.27 hrs
Average Depth at Peak Storage= 0.72'
Bank-Full Depth= 4.00' Flow Area= 53.3 sf, Capacity= 254.27 cfs
20.00' x 4.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage
Length= 2,600.0' Slope= 0.0315 '/'
Inlet Invert= 2,612.00', Outlet Invert= 2,530.00'
Summary for Pond CBCD: #1
Inflow Area = 6.814 ac, 0.00% Impervious, Inflow Depth = 2.95" for 25-Yr Storm event
Inflow = 31.18 cfs @ 11.99 hrs, Volume= 1.677 af
Outflow = 31.18 cfs @ 11.99 hrs, Volume= 1.677 af, Atten= 0%, Lag= 0.0 min
Primary = 31.18 cfs @ 11.99 hrs, Volume= 1.677 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,718.82' @ 11.99 hrs
Flood Elev= 2,722.00'
Device Routing Invert Outlet Devices
#1 Primary 2,716.00'36.0" Round Culvert
L= 4.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,716.00' / 2,715.50' S= 0.1250 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
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n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=30.63 cfs @ 11.99 hrs HW=2,718.78' (Free Discharge)
1=Culvert (Inlet Controls 30.63 cfs @ 4.48 fps)
Summary for Pond CBEG: #2
Inflow Area = 16.811 ac, 0.00% Impervious, Inflow Depth = 2.94" for 25-Yr Storm event
Inflow = 72.29 cfs @ 12.01 hrs, Volume= 4.126 af
Outflow = 72.29 cfs @ 12.01 hrs, Volume= 4.126 af, Atten= 0%, Lag= 0.0 min
Primary = 72.29 cfs @ 12.01 hrs, Volume= 4.126 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,657.73' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'36.0" Round Culvert
L= 200.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,649.00' / 2,598.00' S= 0.2550 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=70.98 cfs @ 12.01 hrs HW=2,657.48' (Free Discharge)
1=Culvert (Inlet Controls 70.98 cfs @ 10.04 fps)
Summary for Pond CBF: #3
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af
Outflow = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af, Atten= 0%, Lag= 0.0 min
Primary = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,702.99' @ 12.01 hrs
Flood Elev= 2,708.00'
Device Routing Invert Outlet Devices
#1 Primary 2,698.00'24.0" Round Culvert
L= 857.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,698.00' / 2,653.00' S= 0.0525 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=23.35 cfs @ 12.01 hrs HW=2,702.82' (Free Discharge)
1=Culvert (Inlet Controls 23.35 cfs @ 7.43 fps)
AREA D VERTICAL EXPANSION
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Summary for Pond CBH: #4
Inflow Area = 10.043 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 40.99 cfs @ 12.04 hrs, Volume= 2.425 af
Outflow = 40.99 cfs @ 12.04 hrs, Volume= 2.425 af, Atten= 0%, Lag= 0.0 min
Primary = 40.99 cfs @ 12.04 hrs, Volume= 2.425 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,654.93' @ 12.04 hrs
Flood Elev= 2,664.00'
Device Routing Invert Outlet Devices
#1 Primary 2,652.00'36.0" Round Culvert
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,652.00' / 2,598.00' S= 0.2700 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 7.07 sf
Primary OutFlow Max=40.25 cfs @ 12.04 hrs HW=2,654.88' (Free Discharge)
1=Culvert (Inlet Controls 40.25 cfs @ 5.77 fps)
Summary for Pond P1: DETENTION POND 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.77" for 25-Yr Storm event
Inflow = 125.37 cfs @ 12.03 hrs, Volume= 9.630 af
Outflow = 103.79 cfs @ 12.09 hrs, Volume= 9.653 af, Atten= 17%, Lag= 3.9 min
Primary = 34.52 cfs @ 12.09 hrs, Volume= 8.757 af
Secondary = 69.27 cfs @ 12.09 hrs, Volume= 0.896 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,594.69' @ 12.09 hrs Surf.Area= 12,564 sf Storage= 66,381 cf
Plug-Flow detention time= 18.8 min calculated for 9.623 af (100% of inflow)
Center-of-Mass det. time= 20.7 min ( 881.5 - 860.8 )
Volume Invert Avail.Storage Storage Description
#1 2,587.00' 83,876 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,587.00 5,223 0 0
2,588.00 5,997 5,610 5,610
2,590.00 7,703 13,700 19,310
2,592.00 9,623 17,326 36,636
2,594.00 11,757 21,380 58,016
2,596.00 14,103 25,860 83,876
Device Routing Invert Outlet Devices
#1 Primary 2,587.00'24.0" Round Culvert
L= 30.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 2,587.00' / 2,586.00' S= 0.0333 '/' Cc= 0.900
AREA D VERTICAL EXPANSION
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n= 0.013, Flow Area= 3.14 sf
#2 Secondary 2,594.00'45.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=34.47 cfs @ 12.09 hrs HW=2,594.67' (Free Discharge)
1=Culvert (Inlet Controls 34.47 cfs @ 10.97 fps)
Secondary OutFlow Max=66.61 cfs @ 12.09 hrs HW=2,594.67' (Free Discharge)
2=Broad-Crested Rectangular Weir (Weir Controls 66.61 cfs @ 2.21 fps)
Summary for Pond P1C: CB
Inflow Area = 4.002 ac, 0.00% Impervious, Inflow Depth = 2.99" for 25-Yr Storm event
Inflow = 19.37 cfs @ 11.97 hrs, Volume= 0.998 af
Outflow = 19.41 cfs @ 11.99 hrs, Volume= 0.998 af, Atten= 0%, Lag= 0.9 min
Primary = 19.41 cfs @ 11.99 hrs, Volume= 0.998 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,729.36' @ 11.98 hrs Surf.Area= 0 sf Storage= 403 cf
Flood Elev= 2,730.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.6 min calculated for 0.997 af (100% of inflow)
Center-of-Mass det. time= 0.6 min ( 831.3 - 830.7 )
Volume Invert Avail.Storage Storage Description
#1 2,726.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,726.00 0
2,728.00 150
2,730.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,726.00'24.0" Round Culvert
L= 130.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,726.00' / 2,725.50' S= 0.0038 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=18.78 cfs @ 11.99 hrs HW=2,729.23' (Free Discharge)
1=Culvert (Barrel Controls 18.78 cfs @ 5.98 fps)
Summary for Pond P1D: CB
Inflow Area = 2.813 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 12.38 cfs @ 11.99 hrs, Volume= 0.679 af
Outflow = 11.95 cfs @ 12.01 hrs, Volume= 0.679 af, Atten= 3%, Lag= 0.8 min
Primary = 11.95 cfs @ 12.01 hrs, Volume= 0.679 af
AREA D VERTICAL EXPANSION
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Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 2,721.22' @ 12.01 hrs Surf.Area= 0 sf Storage= 352 cf
Flood Elev= 2,722.00' Surf.Area= 0 sf Storage= 500 cf
Plug-Flow detention time= 1.2 min calculated for 0.678 af (100% of inflow)
Center-of-Mass det. time= 0.8 min ( 835.8 - 835.0 )
Volume Invert Avail.Storage Storage Description
#1 2,718.50'500 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,718.50 0
2,720.00 120
2,722.00 500
Device Routing Invert Outlet Devices
#1 Primary 2,718.50'18.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,718.50' / 2,718.00' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
Primary OutFlow Max=11.79 cfs @ 12.01 hrs HW=2,721.17' (Free Discharge)
1=Culvert (Inlet Controls 11.79 cfs @ 6.67 fps)
Summary for Pond P1E: CB
Inflow Area = 5.751 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 23.55 cfs @ 12.02 hrs, Volume= 1.389 af
Outflow = 23.40 cfs @ 12.02 hrs, Volume= 1.389 af, Atten= 1%, Lag= 0.5 min
Primary = 23.40 cfs @ 12.02 hrs, Volume= 1.389 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,657.38' @ 12.02 hrs Surf.Area= 0 sf Storage= 345 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 686 cf
Plug-Flow detention time= 0.3 min calculated for 1.389 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 837.1 - 836.8 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'686 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 40 40
2,656.00 125 165
2,660.00 521 686
AREA D VERTICAL EXPANSION
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Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=22.86 cfs @ 12.02 hrs HW=2,657.28' (Free Discharge)
1=Culvert (Inlet Controls 22.86 cfs @ 7.28 fps)
Summary for Pond P1F: CB
Inflow Area = 5.661 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 24.14 cfs @ 12.00 hrs, Volume= 1.367 af
Outflow = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af, Atten= 1%, Lag= 0.7 min
Primary = 23.88 cfs @ 12.01 hrs, Volume= 1.367 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,709.49' @ 12.01 hrs Surf.Area= 0 sf Storage= 419 cf
Flood Elev= 2,710.00' Surf.Area= 0 sf Storage= 521 cf
Plug-Flow detention time= 0.3 min calculated for 1.366 af (100% of inflow)
Center-of-Mass det. time= 0.3 min ( 836.1 - 835.8 )
Volume Invert Avail.Storage Storage Description
#1 2,706.00'521 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,706.00 0
2,707.00 40
2,708.00 125
2,710.00 521
Device Routing Invert Outlet Devices
#1 Primary 2,706.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,706.00' / 2,705.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=23.35 cfs @ 12.01 hrs HW=2,709.38' (Free Discharge)
1=Culvert (Inlet Controls 23.35 cfs @ 7.43 fps)
Summary for Pond P1G: CB
Inflow Area = 4.246 ac, 0.00% Impervious, Inflow Depth = 2.99" for 25-Yr Storm event
Inflow = 19.50 cfs @ 11.99 hrs, Volume= 1.059 af
Outflow = 19.43 cfs @ 12.00 hrs, Volume= 1.059 af, Atten= 0%, Lag= 0.3 min
Primary = 19.43 cfs @ 12.00 hrs, Volume= 1.059 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
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Peak Elev= 2,656.65' @ 12.00 hrs Surf.Area= 0 sf Storage= 280 cf
Flood Elev= 2,660.00' Surf.Area= 0 sf Storage= 716 cf
Plug-Flow detention time= 0.5 min calculated for 1.058 af (100% of inflow)
Center-of-Mass det. time= 0.5 min ( 832.8 - 832.4 )
Volume Invert Avail.Storage Storage Description
#1 2,654.00'716 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic-feet) (cubic-feet)
2,654.00 0 0
2,655.00 75 75
2,656.00 120 195
2,660.00 521 716
Device Routing Invert Outlet Devices
#1 Primary 2,654.00'24.0" Round Culvert
L= 15.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,654.00' / 2,653.50' S= 0.0333 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=19.29 cfs @ 12.00 hrs HW=2,656.63' (Free Discharge)
1=Culvert (Inlet Controls 19.29 cfs @ 6.14 fps)
Summary for Pond P1H: CB
Inflow Area = 4.382 ac, 0.00% Impervious, Inflow Depth = 2.90" for 25-Yr Storm event
Inflow = 18.01 cfs @ 12.01 hrs, Volume= 1.059 af
Outflow = 17.83 cfs @ 12.03 hrs, Volume= 1.058 af, Atten= 1%, Lag= 1.1 min
Primary = 17.83 cfs @ 12.03 hrs, Volume= 1.058 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,666.38' @ 12.03 hrs Surf.Area= 0 sf Storage= 335 cf
Flood Elev= 2,667.00' Surf.Area= 0 sf Storage= 550 cf
Plug-Flow detention time= 1.3 min calculated for 1.057 af (100% of inflow)
Center-of-Mass det. time= 0.7 min ( 837.5 - 836.7 )
Volume Invert Avail.Storage Storage Description
#1 2,663.00'550 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
2,663.00 0
2,664.00 40
2,666.00 200
2,667.00 550
AREA D VERTICAL EXPANSION
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Device Routing Invert Outlet Devices
#1 Primary 2,664.00'24.0" Round Culvert
L= 12.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,664.00' / 2,663.50' S= 0.0417 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
Primary OutFlow Max=17.37 cfs @ 12.03 hrs HW=2,666.32' (Free Discharge)
1=Culvert (Inlet Controls 17.37 cfs @ 5.53 fps)
Summary for Pond P3: DETENTION BASIN 3
Inflow Area = 12.355 ac, 0.00% Impervious, Inflow Depth = 2.56" for 25-Yr Storm event
Inflow = 48.03 cfs @ 12.04 hrs, Volume= 2.638 af
Outflow = 8.31 cfs @ 12.37 hrs, Volume= 2.630 af, Atten= 83%, Lag= 19.4 min
Primary = 8.31 cfs @ 12.37 hrs, Volume= 2.630 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 2,696.05' @ 12.37 hrs Surf.Area= 10,890 sf Storage= 41,982 cf
Flood Elev= 2,710.00' Surf.Area= 49,803 sf Storage= 427,793 cf
Plug-Flow detention time= 75.4 min calculated for 2.627 af (100% of inflow)
Center-of-Mass det. time= 73.5 min ( 922.3 - 848.8 )
Volume Invert Avail.Storage Storage Description
#1 2,688.00' 427,793 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,688.00 0 0 0
2,690.00 2,243 2,243 2,243
2,700.00 16,532 93,875 96,118
2,710.00 49,803 331,675 427,793
Device Routing Invert Outlet Devices
#1 Primary 2,689.00'12.0" Round Culvert
L= 806.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,689.00' / 2,655.00' S= 0.0422 '/' Cc= 0.900
n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 2,688.00'1.0" Vert. Pool Drain Holes X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,694.00'24.0" Horiz. Top Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.31 cfs @ 12.37 hrs HW=2,696.05' (Free Discharge)
1=Culvert (Barrel Controls 8.31 cfs @ 10.58 fps)
2=Pool Drain Holes (Passes < 3.31 cfs potential flow)
3=Top Overflow (Passes < 21.66 cfs potential flow)
AREA D VERTICAL EXPANSION
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Summary for Pond P4: DETENTION BASIN 4
Inflow Area = 6.315 ac, 0.00% Impervious, Inflow Depth = 2.01" for 25-Yr Storm event
Inflow = 21.96 cfs @ 11.95 hrs, Volume= 1.055 af
Outflow = 9.58 cfs @ 12.06 hrs, Volume= 1.055 af, Atten= 56%, Lag= 6.6 min
Primary = 9.58 cfs @ 12.06 hrs, Volume= 1.055 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 2,695.79' @ 12.06 hrs Surf.Area= 3,320 sf Storage= 7,758 cf
Plug-Flow detention time= 5.5 min calculated for 1.054 af (100% of inflow)
Center-of-Mass det. time= 5.5 min ( 860.9 - 855.4 )
Volume Invert Avail.Storage Storage Description
#1 2,686.00' 1,553,058 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,686.00 0 0 0
2,688.00 279 279 279
2,694.00 944 3,669 3,948
2,696.00 3,604 4,548 8,496
2,700.00 24,897 57,002 65,498
2,710.00 68,989 469,430 534,928
2,720.00 134,637 1,018,130 1,553,058
Device Routing Invert Outlet Devices
#1 Primary 2,685.00'12.0" Round Culvert
L= 425.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 2,685.00' / 2,634.00' S= 0.1200 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 2,686.00'1.0" Vert. Orifice/Grate X 12.00 columns
X 4 rows with 6.0" cc spacing C= 0.600
#3 Device 1 2,690.00'24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=9.56 cfs @ 12.06 hrs HW=2,695.75' (Free Discharge)
1=Culvert (Inlet Controls 9.56 cfs @ 12.17 fps)
2=Orifice/Grate (Passes < 3.77 cfs potential flow)
3=Orifice/Grate (Passes < 36.28 cfs potential flow)
Summary for Pond P6: Pooling Area, Catch Basin, 36-in Culvert
Inflow Area = 16.868 ac, 13.12% Impervious, Inflow Depth = 2.31" for 25-Yr Storm event
Inflow = 49.44 cfs @ 12.04 hrs, Volume= 3.252 af
Outflow = 46.94 cfs @ 12.08 hrs, Volume= 3.252 af, Atten= 5%, Lag= 2.1 min
Primary = 46.94 cfs @ 12.08 hrs, Volume= 3.252 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 82HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Peak Elev= 2,655.64' @ 12.08 hrs Surf.Area= 1,680 sf Storage= 2,412 cf
Flood Elev= 2,673.00' Surf.Area= 6,110 sf Storage= 19,106 cf
Plug-Flow detention time= 0.4 min calculated for 3.249 af (100% of inflow)
Center-of-Mass det. time= 0.4 min ( 854.6 - 854.2 )
Volume Invert Avail.Storage Storage Description
#1 2,653.00' 19,106 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,653.00 386 0 0
2,654.00 640 513 513
2,656.00 1,911 2,551 3,064
2,660.00 6,110 16,042 19,106
Device Routing Invert Outlet Devices
#1 Primary 2,649.00'29.1" Round Culvert
L= 536.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,649.00' / 2,633.50' S= 0.0289 '/' Cc= 0.900
n= 0.010, Flow Area= 4.62 sf
#2 Device 1 2,653.00'1.5" x 4.5" Horiz. Orifice/Grate X 8.00 columns
X 16 rows C= 0.600 in 45.0" x 45.5" Grate
Limited to weir flow at low heads
Primary OutFlow Max=46.26 cfs @ 12.08 hrs HW=2,655.56' (Free Discharge)
1=Culvert (Passes 46.26 cfs of 51.44 cfs potential flow)
2=Orifice/Grate (Orifice Controls 46.26 cfs @ 7.71 fps)
Summary for Link AP-1: Analysis Point 1
Inflow Area = 41.792 ac, 0.00% Impervious, Inflow Depth = 2.77" for 25-Yr Storm event
Inflow = 103.79 cfs @ 12.09 hrs, Volume= 9.653 af
Primary = 103.79 cfs @ 12.09 hrs, Volume= 9.653 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-2: Analysis Point 2
Inflow Area = 29.002 ac, 7.63% Impervious, Inflow Depth = 2.13" for 25-Yr Storm event
Inflow = 68.70 cfs @ 12.06 hrs, Volume= 5.155 af
Primary = 68.70 cfs @ 12.06 hrs, Volume= 5.155 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
AREA D VERTICAL EXPANSION
Type II 24-hr 25-Yr Storm Rainfall=6.00"POST-6D- veritcal expansion11.29
Printed 11/29/2016Prepared by {enter your company name here}
Page 83HydroCAD® 10.00 s/n 01260 © 2012 HydroCAD Software Solutions LLC
Summary for Link AP-3: Analysis Point 3
Inflow Area = 3.560 ac, 0.00% Impervious, Inflow Depth = 1.68" for 25-Yr Storm event
Inflow = 7.94 cfs @ 12.03 hrs, Volume= 0.497 af
Primary = 7.94 cfs @ 12.03 hrs, Volume= 0.497 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-4: Analysis Point 4
Inflow Area = 5.930 ac, 0.00% Impervious, Inflow Depth = 1.84" for 25-Yr Storm event
Inflow = 12.79 cfs @ 12.07 hrs, Volume= 0.909 af
Primary = 12.79 cfs @ 12.07 hrs, Volume= 0.909 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-5: Analysis Point 5
Inflow Area = 5.476 ac, 15.16% Impervious, Inflow Depth = 2.09" for 25-Yr Storm event
Inflow = 13.46 cfs @ 12.08 hrs, Volume= 0.954 af
Primary = 13.46 cfs @ 12.08 hrs, Volume= 0.954 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Summary for Link AP-6: PIGEON RIVER CONTRIBUTION
Inflow Area = 85.760 ac, 3.55% Impervious, Inflow Depth = 2.40" for 25-Yr Storm event
Inflow = 117.61 cfs @ 12.16 hrs, Volume= 17.168 af
Primary = 117.61 cfs @ 12.16 hrs, Volume= 17.168 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs