A.01.30_17R0005_Drainage_Report_Narrative_7-18-2017.pdf

Stormwater Management Report

William Jennings Bryan Dorn VA Medical Center:

Construct Parking Garage Project Number 544-306 Columbia, South Carolina

Prepared for:

U.S. Department of Veterans Affairs Veterans Affairs Medical Center 6439 Garners Ferry Road Columbia, SC 29209

October 23, 2015

Prepared by:

Guidon Design 905 N. Capitol Avenue Suite 100 Indianapolis, IN 46204

15.1003 – VA Columbia Parking Garage: Stormwater Management Report

Contents

1 Introduction

2 Existing Conditions

3 Proposed Conditions

4 Construction Site Conditions

5 Conclusion

Appendix A – Existing Conditions Drainage Basin Map, Hydrology Calculations, TMDL Report

Appendix B – References: Soil Reference Map, FEMA FIRM, Local Rainfall Data

Appendix C – Proposed Conditions Drainage Basin Map, Hydrology Calculations

Appendix D – BMP and Utility Details

Appendix E – Stormwater Quantity Reduction – ICPR Model

Appendix F – Erosion Control Plan and SWPPP

Project Summary

Introduction

The proposed project is located at the William Jennings Bryan Dorn Veterans Administration (VA) Medical Center in Columbia, SC at 6439 Garners Ferry Road. The project consists of the construction of a four level parking garage and associated site improvements. The garage will be located southwest of the mental health and psychiatry building (Building 106) in Lot 5, an existing asphalt parking lot. Lot 5 will be removed in its entirety to accommodate this garage. Additionally, the existing East Woodlands Trail Rd. will be relocated to the southwest edge of the property to keep continuity of the campus loop road, replacing an existing landscape berm and tree line. The parking lot east of the proposed garage, Lot 4, will be expanded and altered via restriping and landscape islands to accommodate a drive aisle that provides vehicle access to both Bldg. 106 and a power station northeast of Bldg. 106. The disturbed project area totals 3.22 acres.

The proposed improvements to the Medical Center are designed to comply with City of Columbia Best Management Practice (BMP) Design Manual. These regulations state “Post-development peak discharge rates shall not exceed pre-development discharge rates for the 2, and 10-year frequency 24-hour duration storm events.” Due to the disturbed area being in excess of 2 acres (Chapter 3 Section 1), analysis for the 100-year, 24-hour storm was also included in the design, so that peak runoff rates from large storm events do not increase. Water quality requirements include treating the water quality volume (WQv) of 1.2 inches of rainfall for the site.

Existing Conditions

The existing features in the project area include a large asphalt parking lot, curbs, sidewalks, and landscape islands. The plans associated with this Stormwater Management Report were compiled from a combination of VA record drawings, and a topographic survey produced by Woolpert dated June 19, 2015. The existing site is relatively flat, with slopes ranging from 1-3%, and it drains to several existing inlets located throughout the existing lots and loop road. These inlets connect into a single 48” storm sewer that conveys flow east to the City stormwater network. See Appendix A for the existing conditions drainage basin map.

The proposed project is not in a flood zone per FEMA panel 45079C0377K, effective September 29, 2010. See Appendix B for the FEMA FIRM for the project area.

Soil information for the project area was taken from the USDA Soil Conservation Service Soil Survey for Milwaukee County, Wisconsin. The Soil Survey (see Appendix B) indicates Marlboro sandy loam (MaB) and is of hydrologic soil group B.

The local rainfall data used for modeling in this report is from NOAA records for Columbia, SC at the station on the University of South Carolina campus, and a summary of the values used can be found in Appendix B.

Proposed Conditions

Utility work for the proposed garage includes rerouting electrical lines for light poles, connecting a series of bioretention areas and underdrains to the campus storm water system, connecting the garage to an offline hydrodynamic separator, and providing the garage 1” water service line, power, and communications utilities.

The storm collection system for the garage will discharge through two locations. One-eighth of the garage will discharge to the west directly into a bioretention area. Due to the configuration of the garage slopes, most of the roof discharge was not able to be conveyed to this location and will instead discharge east into a 48” campus storm sewer pipe. Prior to entering the storm system, roof discharge at this location will run through a hydrodynamic separator in an offline configuration, discussed in more detail in the Stormwater Quality section below. Runoff from the relocated loop road and expanded Lot 4 parking lot will drain to a series of bioretention areas around the garage. The bioretention areas have been sized to limit peak discharge flows from the 2-year through the 100-year storms. Stormwater Quantity controls are discussed in more detail below.

Existing drainage patterns for Lot 4 are not impacted by this project. All landscape islands that would result in ponding of stormwater have been fitted with a curb pass through such that stormwater maintains its predevelopment drainage path.

Stormwater Quantity

Existing and Proposed Basins have been analyzed for their hydrologic characteristics and these calculations can be found following the corresponding maps in Appendices A and C. Hydrology modeling showing the proposed decrease in overall site drainage has been completed with the Interconnected Pond Routing (ICPR3) software using the 24-hour storm events (See Appendix E).

Rainfall was modeled using an SCS Type II 24-hr storm distribution. The bioretention areas have been designed to control a 100-year storm event without flooding adjacent pavement areas.

bioretention area

Depths of overflow structures range from 6” to 9”, with ponding depths maxing out at 18” in the 100-year event. Each bioretention area has capacity to store up to the 2-year event without needing to utilize the overflow structure. Overflow inlet sizes range from 8” castings to 12” castings, and each bioretention area is fitted with a perforated underdrain to aid drainage in low flow storms. Portions of these bioretention areas collect from areas outside the project’s limits of disturbance; however, they have been included in the stormwater model in order to properly calculate the staging within the bioretention area.

A summary of the peak flow reductions is below.

Peak Flows for the 2-year and 100-year 24 Hour Design Storm

Existing (CFS) Proposed (CFS) Prop. Decrease (%)

2-Year 12.81 11.43 10.7%

10-Year 20.26 17.79 12.2%

100-Year 28.25 28.03 0.8%

Stormwater Quality

Stormwater quality requirements for the site are met by running most of the proposed garage through a hydrodynamic separator in an offline configuration. A portion of the garage, as well as the relocated campus loop road and expanded Lot 4, flow through several bioretention BMP’s.

The BMP’s utilized are required per the City of Columbia Best Management Practice (BMP) Design Manual to handle the water quality volume (WQv) of a 1.2 inch rainfall event, but in sizing them to prevent increases to the 100-year event peak flow, the BMP’s used are actually capable of handling the 2-year event, which equates to a 3.6 inch WQv.

Due to restrictions in the construction bidding process for VA projects, a specific model of hydrodynamic separator is not available at the time of this report, but a minimum basis of design has been provided as an Aqua Swirl AS-4. The system has been designed to pass storms up to the AS-4’s capacity through a diversion structure by using an 8” pipe to connect the diversion structure and AS-4 and setting the slope of the pipe such that the capacity of the pipe and the capacity of the AS-4 are equal. Storms in excess of the AS-4’s capacity will overflow a weir in the diversion structure’s interior so that large events do not blow out the AS-4 and cause captured sediment to be transported downstream.

The remainder of the project site will be treated by bioretention areas that can store up to the 2-year storm, which exceeds the minimum WQv of 1.2 inches. Runoff in the bioretention area will infiltrate through 18” of engineered soil and filter fabric to remove sediment and pollutants before being captured by an underdrain and discharged to the campus storm sewer system. Due to the nature of the site’s Group B soils, infiltration to ground water table is also likely, but due to lack of infiltration testing to be certain of infiltration possibilities this was not captured in the model.

Total Maximum Daily Load (TMDL) restrictions are of concern for much of the Columbia, SC area, but this project was found to not be part of a TMDL restricted watershed. A TMDL report is located in Appendix A.

Construction Site Conditions

Erosion and sediment transport will be limited during construction by the measures outlined within the construction documents. These measures include inlet protection, silt fence, and proper material staging areas. The Contractor is responsible for implementing the Sediment and

Stormwater Management Plan measures. Deviations from the plan must be approved in writing by the VA Contracting Officer’s Representative and the City of Columbia. A copy of the complete Erosion Control Plan can be found in Appendix F.

Conclusion

The proposed project includes the construction of a four-story parking garage within an existing parking lot, the construction of a bioretention area, hydrodynamic separator, and other associated site and utility improvements. The minimum requirements of the City of Columbia have been exceeded for stormwater quantity and quality. Therefore, no adverse effects or impacts to the medical center property or adjacent properties are anticipated as a result of this project.

15.1003 – Construct Parking Garage: Stormwater Management Report

Appendix A – Existing Conditions Drainage Basin Map, Hydrology Calculations

Appendix B – References: Soil Reference Map, Local Rainfall Data

United States Department of Agriculture

A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants

Custom Soil Resource Report for Richland County, South CarolinaNatural

Resources Conservation Service

October 23, 2015

Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases.

Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?

cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/ http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/ http://offices.sc.egov.usda.gov/locator/app?agency=nrcs http://offices.sc.egov.usda.gov/locator/app?agency=nrcs http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951 http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

Contents Preface Soil Map

Soil Map Legend Map Unit Legend Map Unit Descriptions

Richland County, South Carolina MaB—Marlboro sandy loam, 2 to 6 percent slopes

Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit.

Custom Soil Resource Report Soil Map

503380 503420 503460 503500 503540 503580 503620 503660

503380 503420 503460 503500 503540 503580 503620 503660

33° 58' 35'' N

7'

8' ' W

33° 58' 35'' N

7'

6' ' W

33° 58' 22'' N

7'

8' ' W

33° 58' 22'' N

7'

6' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 50 100 200 300

Feet 0 25 50 100 150

Meters Map Scale: 1:1,880 if printed on A portrait (8.5" x 11") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

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

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:20,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Richland County, South Carolina Survey Area Data: Version 17, Sep 29, 2015

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: May 14, 2013—Jun 14, 2013

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.

Map Unit Legend

Richland County, South Carolina (SC079)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

MaB Marlboro sandy loam, 2 to 6 percent slopes

4.9 100.0%

Totals for Area of Interest 4.9 100.0%

Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used.

Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

Richland County, South Carolina

MaB—Marlboro sandy loam, 2 to 6 percent slopes

Map Unit Setting National map unit symbol: 4dfg Elevation: 80 to 550 feet Mean annual precipitation: 44 to 55 inches Mean annual air temperature: 61 to 70 degrees F Frost-free period: 230 to 265 days Farmland classification: All areas are prime farmland

Map Unit Composition Marlboro and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Marlboro

Setting Landform: Marine terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Convex Parent material: Clayey marine deposits

Typical profile Ap - 0 to 8 inches: sandy loam Bt1 - 8 to 64 inches: clay loam Bt2 - 64 to 80 inches: clay

Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high

(0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 9.3 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B

NOAA Atlas 14, Volume 2, Version 3 COLUMBIA

UNIV OF SC

Station ID: 381944 Location name: Columbia, South Carolina, US*

Latitude: 33.9833°, Longitude: 81.0167° Elevation:

Elevation (station metadata): 242 ft*

* source: Google Maps

POINT PRECIPITATION FREQUENCY ESTIMATES

G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabular PDSbased point precipitation frequency estimates with 90% confidence intervals (in inches)1

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5min 0.450 (0.416‑0.488)

0.522 (0.482‑0.565)

0.597 (0.552‑0.646)

0.670 (0.618‑0.723)

0.751 (0.690‑0.810)

0.818 (0.748‑0.883)

0.881 (0.801‑0.950)

0.943 (0.851‑1.02)

1.02 (0.911‑1.10)

1.08 (0.962‑1.17)

10min 0.719 (0.664‑0.779)

0.835 (0.772‑0.903)

0.957 (0.884‑1.03)

1.07 (0.988‑1.16)

1.20 (1.10‑1.29)

1.30 (1.19‑1.41)

1.40 (1.27‑1.51)

1.49 (1.35‑1.61)

1.61 (1.44‑1.74)

1.71 (1.51‑1.85)

15min 0.899 (0.830‑0.973)

1.05 (0.970‑1.14)

1.21 (1.12‑1.31)

1.35 (1.25‑1.46)

1.52 (1.39‑1.64)

1.65 (1.51‑1.78)

1.77 (1.61‑1.91)

1.89 (1.70‑2.03)

2.02 (1.81‑2.19)

2.14 (1.90‑2.32)

30min 1.23 (1.14‑1.33)

1.45 (1.34‑1.57)

1.72 (1.59‑1.86)

1.96 (1.81‑2.12)

2.25 (2.06‑2.42)

2.48 (2.27‑2.68)

2.71 (2.46‑2.92)

2.94 (2.65‑3.17)

3.22 (2.88‑3.48)

3.47 (3.08‑3.76)

60min 1.54 (1.42‑1.66)

1.82 (1.68‑1.97)

2.20 (2.04‑2.38)

2.56 (2.36‑2.76)

2.99 (2.75‑3.23)

3.37 (3.08‑3.63)

3.73 (3.39‑4.03)

4.12 (3.72‑4.44)

4.62 (4.14‑5.00)

5.06 (4.50‑5.48)

2hr 1.76 (1.62‑1.91)

2.10 (1.93‑2.28)

2.56 (2.36‑2.78)

3.00 (2.76‑3.25)

3.57 (3.26‑3.85)

4.06 (3.70‑4.39)

4.57 (4.13‑4.92)

5.10 (4.58‑5.51)

5.83 (5.18‑6.30)

6.47 (5.70‑7.02)

3hr 1.86 (1.71‑2.04)

2.21 (2.03‑2.42)

2.71 (2.49‑2.97)

3.20 (2.93‑3.50)

3.85 (3.50‑4.19)

4.43 (4.00‑4.81)

5.03 (4.51‑5.46)

5.68 (5.07‑6.17)

6.60 (5.81‑7.17)

7.43 (6.47‑8.09)

6hr 2.20 (2.02‑2.41)

2.62 (2.41‑2.87)

3.22 (2.95‑3.52)

3.80 (3.48‑4.15)

4.58 (4.16‑4.99)

5.29 (4.77‑5.76)

6.03 (5.40‑6.55)

6.84 (6.07‑7.42)

7.98 (6.99‑8.67)

9.02 (7.79‑9.81)

12hr 2.57 (2.37‑2.82)

3.07 (2.82‑3.37)

3.78 (3.47‑4.14)

4.49 (4.11‑4.91)

5.45 (4.95‑5.94)

6.33 (5.70‑6.89)

7.25 (6.48‑7.89)

8.28 (7.31‑9.00)

9.75 (8.47‑10.6)

11.1 (9.49‑12.1)

24hr 3.00 (2.79‑3.23)

3.60 (3.35‑3.88)

4.50 (4.19‑4.84)

5.26 (4.88‑5.65)

6.38 (5.88‑6.84)

7.33 (6.71‑7.86)

8.36 (7.59‑8.97)

9.50 (8.55‑10.2)

11.2 (9.91‑12.0)

12.6 (11.0‑13.6)

2day 3.52 (3.29‑3.79)

4.23 (3.95‑4.54)

5.25 (4.90‑5.63)

6.10 (5.68‑6.55)

7.33 (6.78‑7.87)

8.36 (7.70‑9.00)

9.47 (8.66‑10.2)

10.7 (9.68‑11.5)

12.4 (11.1‑13.5)

13.9 (12.3‑15.1)

3day 3.76 (3.51‑4.04)

4.50 (4.21‑4.83)

5.57 (5.20‑5.97)

6.45 (6.00‑6.92)

7.71 (7.14‑8.27)

8.77 (8.07‑9.41)

9.89 (9.05‑10.6)

11.1 (10.1‑12.0)

12.8 (11.5‑13.9)

14.3 (12.7‑15.5)

4day 4.00 (3.73‑4.28)

4.78 (4.47‑5.13)

5.89 (5.49‑6.31)

6.80 (6.33‑7.29)

8.10 (7.50‑8.68)

9.17 (8.45‑9.83)

10.3 (9.44‑11.1)

11.5 (10.5‑12.4)

13.2 (11.9‑14.3)

14.7 (13.1‑15.9)

7day 4.64 (4.36‑4.95)

5.53 (5.19‑5.89)

6.75 (6.32‑7.19)

7.75 (7.24‑8.24)

9.15 (8.53‑9.74)

10.3 (9.57‑11.0)

11.5 (10.6‑12.3)

12.8 (11.7‑13.7)

14.7 (13.3‑15.8)

16.2 (14.5‑17.5)

10day 5.28 (4.96‑5.60)

6.27 (5.90‑6.66)

7.56 (7.11‑8.03)

8.63 (8.10‑9.15)

10.1 (9.46‑10.7)

11.3 (10.6‑12.0)

12.6 (11.7‑13.4)

13.9 (12.8‑14.8)

15.8 (14.4‑16.9)

17.3 (15.7‑18.7)

20day 7.08 (6.67‑7.53)

8.36 (7.89‑8.89)

9.89 (9.32‑10.5)

11.1 (10.5‑11.8)

12.8 (12.0‑13.6)

14.1 (13.2‑15.0)

15.4 (14.4‑16.4)

16.8 (15.6‑17.9)

18.6 (17.2‑20.0)

20.1 (18.4‑21.6)

30day 8.73 (8.24‑9.23)

10.3 (9.71‑10.9)

12.0 (11.3‑12.7)

13.3 (12.6‑14.1)

15.1 (14.2‑16.0)

16.5 (15.5‑17.5)

17.9 (16.7‑18.9)

19.2 (17.9‑20.4)

21.0 (19.4‑22.4)

22.3 (20.5‑23.8)

45day 10.9 (10.3‑11.5)

12.8 (12.1‑13.5)

14.7 (13.9‑15.5)

16.2 (15.4‑17.1)

18.2 (17.2‑19.2)

19.7 (18.6‑20.8)

21.1 (19.8‑22.3)

22.5 (21.1‑23.8)

24.3 (22.7‑25.8)

25.7 (23.8‑27.3)

60day 13.0 (12.4‑13.7)

15.3 (14.5‑16.1)

17.4 (16.5‑18.3)

19.1 (18.1‑20.0)

21.1 (20.0‑22.2)

22.6 (21.4‑23.8)

24.1 (22.6‑25.4)

25.4 (23.9‑26.8)

27.1 (25.3‑28.6)

28.3 (26.4‑30.0)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

http://www.commerce.gov/ http://www.noaa.gov/

Watershed and Water Quality Information

8/5/2015

Genaral Information

Latitude:

Monitoring Station:

Entered Waterbody Name:

Water Classification (Provisional):Within Coastal Critical Area:

Waterbody Name:

MS4 Designation:

Longitude:

Impaired Status (downstream sites)

33.978303 -80.959754

Medium MS4 C-073

NO FW

REEDER POINT BRANCH

Station

F = Standards Fully Supported

N = Standards Not Supported

A = Assessed at Upstream Station

X = Parameter Not Assessed at Station

T = Within TMDL Approved Watershed

Applicant Name: ConstructionPermit Type:

NH3N

CR

CU

HG

NI

PB

ZN

DO

PH

FC

FCB

BIO

TP

TN

CHLA

ENTERO

HGF

PCB

Parameter Descriptions

Fecal Coliform

Fecal Coliform (Shellfish)

Macroinvertebrates (Bio)

(Lakes) Phosphorus

(Lakes) Nitrogen

(Lakes) Chlorophyll a

(Beach) Enterococcus

Mercury (Fish)

PCB (Fish)

Ammonia

Chromium

Copper

Mercury

Nickel

Lead

Zinc

Dissolved Oxygen pH

Parameters to be addressed (those not supporting standards)

Fish Consumption Advisory

TMDL Information - TMDL Parameters to be addressed

In TMDL Watershed:

TMDL Report No:

TMDL Document Link:

No TMDL Site:

TMDL Parameter:

Appendix C – Proposed Conditions Drainage Basin Map, Hydrology Calculations

905 N. Capitol Ave, Suite 100

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

PR1

Total Tt = 1.50 ft/s

Flow Length ( L )……………………………………………………….

Tt = L ………………………………………….60 V

0.00 min ft

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

V = 1.49 r 2/3 s 1/2 n

Wetted Perimeter ( PW )………………………………………………

Hydraulic Radius ( r ) = a

PW

Average Velocity ( V )………………………………………………… 2.87

1.08 min

Cross Sectional Flow Area ( a )……………………………………… N/A

Tt = L 60 V ………………………………………….

Watercourse Slope ( s )……………………………………………… 0.02

Surface Description…………………………………………………… Paved

Flow Length ( L )………………………………………………………. 187

N/A

3.60 0.02

Surface Description……………………………………………………

Manning's Roughness Coefficient ( n )……………………………… Flow Length ( L )……………………………………………………….

2yr - 24hr rainfall ( P2 )………………………………………………..

0.91

P2

0.5 s 0.4

Hydrologic Soil Group

Land Use Description Include practice and condition

Open Space, Good Impervious

B

CN

min

Land Slope ( s )………………………………………………………..

…………………………………………. 0.41Tt = 0.007 ( n L )0.8

CN X A

Date: 10/22/15

61 5.49 89.18

Smooth Surfaces

0.011

Job Number: 15.1003 Computed By:

0.09

CMB

Checked By: SLP

CN (Weighted) =

Time of Concentration

Totals 1.00 94.67

Runnoff Curve Number (CN) Pre-Development

Area (A)

PROJECT NAME:

BASIN NAME:

Columbia VAMC Construct Parking Garage

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR2

B Open Space, Good 61 0.023 1.40 N/A Impervious 98 0.077 7.55

CN (Weighted) = 89

Time of Concentration

Surface Description…………………………………………………… Smooth Surfaces

Manning's Roughness Coefficient ( n )……………………………… 0.011

Totals 0.10 8.95

Tt = 0.007 ( n L )0.8

…………………………………………. 0.96 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 80 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

Average Velocity ( V )…………………………………………………

Tt = L …………………………………………. 0.00

Surface Description…………………………………………………… N/A

Flow Length ( L )……………………………………………………….

Watercourse Slope ( s )……………………………………………… min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Total Tt = 0.96

Flow Length ( L )……………………………………………………….

Tt = L …………………………………………. 0.00

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min min 60 V

Total Tt = 5.47

Flow Length ( L )……………………………………………………….

Tt = L …………………………………………. 0.00

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

Average Velocity ( V )…………………………………………………

Tt = L …………………………………………. 0.00

Surface Description…………………………………………………… N/A

Flow Length ( L )……………………………………………………….

Watercourse Slope ( s )………………………………………………

Tt = 0.007 ( n L )0.8

…………………………………………. 5.47 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 52 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

CN (Weighted) = 84

Time of Concentration

Surface Description…………………………………………………… Short Grasses

Manning's Roughness Coefficient ( n )……………………………… 0.15

Totals 0.35 29.49

B Open Space, Good 61 0.13 7.93 N/A Impervious 98 0.22 21.56

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR3

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min min 60 V

Total Tt = 1.00

Flow Length ( L )……………………………………………………….

Tt = L …………………………………………. 0.00

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

Average Velocity ( V )…………………………………………………

Tt = L …………………………………………. 0.00

Surface Description…………………………………………………… N/A

Flow Length ( L )……………………………………………………….

Watercourse Slope ( s )………………………………………………

Tt = 0.007 ( n L )0.8

…………………………………………. 1.00 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 60 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.01

CN (Weighted) = 86

Time of Concentration

Surface Description…………………………………………………… Smooth Surfaces

Manning's Roughness Coefficient ( n )……………………………… 0.011

Totals 0.15 12.85

B Open Space, Good 61 0.05 3.05 N/A Impervious 98 0.1 9.80

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

BASIN NAME: PR4

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min min 60 V

Total Tt = 2.05

Flow Length ( L )……………………………………………………….

Tt = L …………………………………………. 0.00

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

Average Velocity ( V )………………………………………………… 2.28

Tt = L …………………………………………. 1.46

Surface Description…………………………………………………… Unpaved

Flow Length ( L )………………………………………………………. 200 Watercourse Slope ( s )……………………………………………… 0.02

Tt = 0.007 ( n L )0.8

…………………………………………. 0.59 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 44 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

CN (Weighted) = 83

Time of Concentration

Surface Description…………………………………………………… Smooth Surfaces

Manning's Roughness Coefficient ( n )……………………………… 0.011

Totals 0.39 32.30

B Open Space, Good 61 0.16 9.76 N/A Impervious 98 0.23 22.54

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

BASIN NAME: PR5

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR6

B Open Space, Good 61 0.3 18.30 N/A Impervious 98 0.39 38.22

CN (Weighted) = 82

Time of Concentration

Surface Description…………………………………………………… Short Grasses

Manning's Roughness Coefficient ( n )……………………………… 0.15

Totals 0.69 56.52

Tt = 0.007 ( n L )0.8

…………………………………………. 6.94 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 70 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

Average Velocity ( V )…………………………………………………

Tt = L …………………………………………. 0.00

Surface Description…………………………………………………… N/A

Flow Length ( L )……………………………………………………….

Watercourse Slope ( s )……………………………………………… min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Total Tt = 6.94

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR7

B Open Space, Good 61 0.10 6.10 N/A Impervious 98 0.39 38.22

CN (Weighted) = 90

Time of Concentration

Surface Description…………………………………………………… Short Grasses

Manning's Roughness Coefficient ( n )……………………………… 0.15

Totals 0.49 44.32

Tt = 0.007 ( n L )0.8

…………………………………………. 2.34 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 18 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

Average Velocity ( V )………………………………………………… 2.49

Tt = L …………………………………………. 0.30

Surface Description…………………………………………………… Paved

Flow Length ( L )………………………………………………………. 45 Watercourse Slope ( s )……………………………………………… 0.015 min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Total Tt = 2.64

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR8

B Open Space, Good 61 0 N/A Impervious 98 0.76 74.48

CN (Weighted) = 98

Time of Concentration

Surface Description…………………………………………………… Smooth Surfaces

Manning's Roughness Coefficient ( n )……………………………… 0.011

Totals 0.76 74.48

Tt = 0.007 ( n L )0.8

…………………………………………. 0.38 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 25 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

Average Velocity ( V )…………………………………………………

Tt = L …………………………………………. 0.00

Surface Description…………………………………………………… N/A

Flow Length ( L )……………………………………………………….

Watercourse Slope ( s )……………………………………………… min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Total Tt = 0.38

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

PROJECT NAME: Columbia VAMC Construct Parking Garage

BASIN NAME: PR9

B Open Space, Good 61 0.05 3.05 N/A Impervious 98 0.41 40.18

CN (Weighted) = 94

Time of Concentration

Surface Description…………………………………………………… Short Grasses

Manning's Roughness Coefficient ( n )……………………………… 0.15

Totals 0.46 43.23

Tt = 0.007 ( n L )0.8

…………………………………………. 3.53 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 30 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.02

Average Velocity ( V )………………………………………………… 2.87

Tt = L …………………………………………. 0.23

Surface Description…………………………………………………… Paved

Flow Length ( L )………………………………………………………. 40 Watercourse Slope ( s )……………………………………………… 0.02 min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Total Tt = 3.76

Phone: (317) 800-6388

Sheet Flow ft in ft/ft

Shallow Concentrated Flow ft ft/ft ft/s

Channel Flow ft 2 ft ft/ft ft min min 60 V

Total Tt = 7.36

Flow Length ( L )……………………………………………………….

Tt = L …………………………………………. 0.00

V = 1.49 r 2/3 s 1/2 …………………………………………. ft/s n

Channel Slope ( s )…………………………………………………….

Manning's Roughness Coefficient ( n )………………………………

Hydraulic Radius ( r ) = a ………………………………… ft

PW

min 60 V

Cross Sectional Flow Area ( a )……………………………………… N/A Wetted Perimeter ( PW )………………………………………………

Average Velocity ( V )………………………………………………… 2.87

Tt = L …………………………………………. 0.14

Surface Description…………………………………………………… Paved

Flow Length ( L )………………………………………………………. 25 Watercourse Slope ( s )……………………………………………… 0.02

Tt = 0.007 ( n L )0.8

…………………………………………. 7.22 min P2

0.5 s 0.4

Flow Length ( L )………………………………………………………. 90 2yr - 24hr rainfall ( P2 )……………………………………………….. 3.60 Land Slope ( s )……………………………………………………….. 0.03

CN (Weighted) = 79

Time of Concentration

Surface Description…………………………………………………… Short Grasses

Manning's Roughness Coefficient ( n )……………………………… 0.15

Totals 0.19 14.92

B Open Space, Good 61 0.1 6.10 N/A Impervious 98 0.09 8.82

Job Number: 15.1003 Computed By: CMB Checked By: SLP

Runnoff Curve Number (CN) Pre-Development

Hydrologic Soil Group

Land Use Description Include practice and condition CN Area (A) CN X A

Date: 10/22/15

BASIN NAME: PR10

Appendix D – BMP and Utility Details

Appendix E – Stormwater Quantity Reduction – ICPR Model

ICPR Model – Layout and Inputs

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.

VA Columbia, SC Parking Garage ICPR Node Diagram - Existing October 23, 2015

Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole

Basins O Overland Flow U SCS Unit CN

S SBUH CN

Y SCS Unit GA

Z SBUH GA

Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench

T:OUT EX

M:EX5

U:EX5

M:EX4

U:EX4

M:EX3

U:EX3

M:EX2

U:EX2

A:EX1

U:EX1

P:PIPE EX3-EX5

P:PIPE EX1-OUTEX

P:PIPE EX2-OUTEX

P:PIPE EX5-EX2

P:PIPE EX4-OUTEX

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.

ICPR Node Diagram - Proposed October 23, 2015

Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole

Basins O Overland Flow U SCS Unit CN

S SBUH CN

Y SCS Unit GA

Z SBUH GA

Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench

A:PR6

U:PR6

M:PR7

U:PR7

M:PR8

U:PR8

M:PR9

U:PR9

M:EX MH

M:NULL 2M:NULL 3

M:NULL 4

M:NULL 5

M:NULL 6

T:OUT PR

A:PR1

U:PR1M:PR10

U:PR10

A:PR2

U:PR2

A:PR3

U:PR3

A:PR4

U:PR4

A:PR5

U:PR5

P:PIPE EXMH-PR1

P:PIPE PR9-OUTPR

P:PIPE PR8-OUTPR

P:PIPE PR7-PR8

F:UD PR5

W:OVERFLOW PR5

F:UD PR4

W:OVERFLOW PR4 F:UD PR3

W:OVERFLOW PR3

F:UD PR2

W:OVERFLOW PR2

P:PIPE PR10-PR7

P:PIPE PR1-OUTPR

P:PIPE PR6-PR7

P:PIPE PR5-PR4

F:UD PR6

W:OVERFLOW PR6

P:PIPE PR4-PR3

P:PIPE PR3-PR1

P:PIPE PR2-PR3

ICPR Input Report October 23, 2015

==== Basins ==============================================================================

Name: EX1 Node: EX1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 2.020 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: EX2 Node: EX2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 7.00 Area(ac): 0.890 Time Shift(hrs): 0.00 Curve Number: 87.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: EX3 Node: EX3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 7.00 Area(ac): 0.410 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: EX4 Node: EX4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.460 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 5.00

Name: EX5 Node: EX5 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.260 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR1 Node: PR1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 18

October 23, 2015

Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.000 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR10 Node: PR10 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 7.00 Area(ac): 0.190 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR2 Node: PR2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.100 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR3 Node: PR3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.350 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR4 Node: PR4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.150 Time Shift(hrs): 0.00 Curve Number: 86.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR5 Node: PR5 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.390 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR6 Node: PR6 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 18

October 23, 2015

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 7.00 Area(ac): 0.690 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR7 Node: PR7 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.490 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR8 Node: PR8 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.760 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

Name: PR9 Node: PR9 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.460 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.000

DCIA(%): 0.00

==== Nodes ===============================================================================

Name: EX MH Base Flow(cfs): 0.000 Init Stage(ft): 238.970 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 243.170 Type: Manhole, Flat Floor

Stage(ft) Area(ac)

238.970 0.0003

243.170 0.0003

Name: EX1 Base Flow(cfs): 0.000 Init Stage(ft): 237.620 Group: BASE Warn Stage(ft): 242.720 Type: Stage/Area

Stage(ft) Area(ac)

237.620 0.0003

242.720 0.0003

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 18

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