PRELIMINARY/FINAL DRAINAGE REPORT...This document is the Preliminary/Final Drainage Report for the...

PREPARED FOR:Christian Brothers Automotive17725 Katy Freeway Suite 101Houston, TX 77094Contact: Blake PoncioPhone: 281.675.6229

PREPARED BY:Galloway & Company, Inc.1755 Telstar Drive, Suite 107Colorado Springs, CO 80920Phone: 719.900.7220Contact: Scott Brown, P.E.

DATE:July 8, 2019

SAND HILL FILING NO. 2

NEC Marksheffel Rd. & Constitution Ave.Colorado Springs, Colorado

PRELIMINARY/FINAL DRAINAGEREPORT

Sand Hilling Filing No. 2

Galloway & Company, Inc. of 12

Certification Statements ........................................................................................................................... 3

I. Introduction ...................................................................................................................................... 4

II. General Location and Description ..................................................................................................... 4III. Historic Drainage Patterns and Features ....................................................................................... 4

IV. Drainage Design Criteria ............................................................................................................... 6

V. Proposed Drainage Plan .................................................................................................................. 8

A. General Concept ............................................................................................................... 8

B. Four Step Process ............................................................................................................ 8

C. Specific Details ................................................................................................................. 9

D. Detention and Water Quality ........................................................................................... 10VI. Drainage Fees & Cost Estimate ................................................................................................... 11

VII. Conclusions ................................................................................................................................ 11

VIII. References .................................................................................................................................. 11

Appendices:Appendix A - Figures and ExhibitsAppendix B - Hydrologic CalculationsAppendix C – Hydraulic CalculationsAppendix D – Modified SWMM ModelsAppendix E – Drainage Maps

TABLE OF CONTENTS



Certification StatementsThis report and plan for the drainage design of Sand Hill Filing No. 2 was prepared by me (of under my directsupervision) and is correct to the best of my knowledge and belief. Said report and plan has been prepared inaccordance with the City of Colorado Springs Drainage Criteria Manual and is in conformity with the master planof the drainage basin. I understand that the City of Colorado Springs does not and will not assume liability fordrainage facilities designed by others. I accept responsibility for any liability caused by any negligent acts, errorsor omissions on my part in preparing this report.

________________________________________________________________Scott Brown PE DateRegistered Professional EngineerState of Colorado No. 45900

Developer’s Statement:Christian Brothers Automotive hereby certifies that the drainage facilities for Sand Hill Filing No. 2 shall beconstructed according to the design presented in this report. I understand that the City of Colorado Springs doesnot and will not assume liability for the drainage facilities designed and/or certified by my engineer and that aresubmitted to the City of Colorado Springs pursuant to section 7.7.906 of the City Code; and cannot, on behalf ofChristian Brothers Automotive, guarantee that final drainage design review will absolve Christian BrothersAutomotive and/or their successors and/or assigns of future liability for improper design. I further understand thatapproval of the final plat does not imply approval of my engineer’s drainage design.

____________________________________________Name of Developer

____________________________________________Authorized Signature Date

____________________________________________Printed Name

____________________________________________Title

____________________________________________Address:

CITY OF COLORADO SPRINGS:Filed in accordance with Section 7.7.906 of the Code of the City of Colorado Springs, 2001, as amended.

________________________________________ _______________________For City Engineer Date

Conditions:



I. IntroductionThis document is the Preliminary/Final Drainage Report for the commercial property known as Sand HillFiling No. 2. The property is approximately 0.78 acres of vacant land that will be developed into aChristian Brothers Automotive Center. This 0.78 acres is a portion of a larger 10.3 acre commercialdevelopment that has been named “Sand Hill” located at the northeast corner of Marksheffel Road andConstitution Avenue.

The purpose of this report is to identify on and offsite drainage patterns, locate and identify tributary ordownstream drainage features and facilities that impact the site, and to identify drainage facility sizing andlocations.

An MDDP has been previously prepared and approved for this site by M&S Civil Consultants, Inc. The“Master Development Drainage Plan for The Sands and Preliminary Drainage Report”, dated March 2018identifies basins and detention locations for the Sand Hill Filing No. 1 project site (M&S MDDP). Inaddition, there has been an amendment to the MDDP titled “Sand Hill MDDP Amendment to ‘The MDDPfor The Sands’” by Galloway & Company approved April 19, 2019 (MDDP Amendment). A final drainagereport titled “Sand Hill Filing No. 1 Final Drainage Report” prepared by Galloway & Company (Filing 1Report), approved June 5, 2019, includes the design of a temporary Pond A and the overall storm drainassociated with Sand Hill Filing No. 1. This report analyzes the Christian Brothers Automotive site andhow it complies with the Filing 1 Report and MDDP Amendment.

II. General Location and DescriptionSand Hill Filing No. 2 is located in the west ½ of Section 33, Township 13 South, Range 65 West, of the6th P.M. City of Colorado Springs, El Paso County, State of Colorado. The project site is bounded to thewest by vacant land, to the south by Constitution Avenue, to the east by Sand Hilling Filing No. 1 Lot 1 (a7-Eleven), and to the north by vacant land. The site itself is currently undeveloped. A Vicinity Map islocated in Appendix A for reference.

Soil data for Sand Hill Filing No. 2 was obtained from the United States Department of Agriculture NaturalResources Conservation Service (NRCS) Web Soil Survey. Soils within the site are Blendon sandy loam(100%), hydrologic soil group B. A map depicting the soil types on the project site is contained inAppendix A for reference.

The Sand Creek East Tributary is located to the east of the project site. However, Sand Creek iscontained outside of the property limits. Improvements to Sand Creek are being designed andconstructed as part of the overall development, The Sands. A CLOMR has been approved for theproposed improvements to Sand Creek. The channel improvements are anticipated to be completed inthe summer of 2019 at which time a LOMR will be completed. There are no major drainageways orirrigation facilities located on the site.

III. Historic Drainage Patterns and FeaturesThe Sand Hill Filing No. 2 site is located within the Sand Creek Drainage Basin as described in the SandCreek Drainage Basin Planning Study (DBPS) prepared by Kiowa Engineering Corporation revised March1996. The “Master Development Drainage Plan for The Sands and Preliminary Drainage Report”, byM&S Civil Consultants dated March 2018 and the “Sand Hill Amendment to ‘The MDDP for The Sands’”by Galloway & Company dated April 2019 have been used as the conceptual basis for this report. The



MDDP designates basins for the Sand Hill development and requires parking lot detention for somebasins, including the Sand Hill Filing No. 2 site. In addition, a “Final Drainage Report for Sand Hill FilingNo. 1” prepared by Galloway & Company dated June 2019 includes the design of the storm infrastructureand detention (temporary Pond A) for this proposed site. This FDR for Filing 2 is in conformance with theMDDP Amendment and Filing 1 FDR and follows the patterns and facilities proposed in those reports.

According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panel 756(FIRM Number 08041C0756 G), effective date December 7, 2018 a portion of the site lies within ShadedZone X, and is outside of Zone AE. A CLOMR has been approved for the channel improvementsassociated with The Sands development. A copy of the FIRM map is included for reference in AppendixA.

In existing conditions, the site is comprised of undeveloped land covered mostly by native grasses andweeds. Existing slopes are generally between 1% and 3% although there are a few areas with slopes ofup to 25%.

Historic drainage patterns for the proposed site were analyzed in both the M&S MDDP and the MDDPAmendment. The MDDP Amendment proposes new basins for the Sand Hill development and designsthe detention facilities to meet the allowable release rates based on historic conditions. The MDDPAmenment also includes parking lot detention requirements for the Sand Hill Filing No. 2 site.Therefore,the map and basins in the MDDP Amendment are used to determine historic patterns and requirementsfor the proposed Filing 2 site and ensure the proposed site is in conformance the MDDP Amendment. Acopy of the drainage map from the MDDP Amendment is included in Appendix E. The proposed ChristianBrothers site is analyzed as Basin A-5 and portions of Basins C-3, C-6 and OS-2.

Basin A-5 (0.45 AC, Q5 = 1.7 cfs, Q100 = 3.1 cfs): is associated with a majority of the proposed ChristianBrothers Automotive site. Runoff was assumed to generally flow to the south of the basin where 1,367 cfof parking lot detention with a release rate of 1.6 cfs would be required for the basin. A flared end sectionand 18” RCP pipe were provided for the site in the interim condition and are being constructed with Filing1. The Filing 1 FDR states that this flared end section is to be replaced with a D-10-R inlet upon thedevelopment of this basin. Runoff from the basin will ultimately be conveyed to an offsite Pond, which willprovide water quality and a portion of the 100-year detention requirement.

Basin C-3 (1.04 AC, Q5 = 3.7 cfs, Q100 = 6.8 cfs): defines a private access drive that is beingconstructed with Filing 1 and the undeveloped site to the east of the Christian Brothers site. Runoff willgenerally drain west where a future storm sewer system will collect runoff and direct it to Pond C. Untilthis area is developed, the Filing 1 FDR plans for this runoff to sheet flow to the southwest and into aswale and into temporary Pond C.

Basin C-6 (0.06 AC, Q5 = 0.5 cfs, Q100 = 0.9 cfs): defines a private access drive that is beingconstructed with Filing 1. In the future, runoff will be collected in the curb & gutter of the roadway and thencaptured in an on-grade inlet and piped to offsite Pond C. Until this area is developed, the Filing 1 FDRplans for this runoff to sheet flow to the southwest and into a swale and into temporary Pond C.This basin and its drainage patterns will not be modified with the Christian Brothers development.

Basin OS-2 (0.05 AC, Q5 = 0.2 cfs, Q100 = 0.4 cfs): defines a private access drive that is beingconstructed with Filing 1. Runoff will be directed into the existing Constitution Avenue. This basin and itsdrainage patterns will not be modified with the Christian Brothers development.



Full spectrum detention for Sand Hill Filing No. 2 will be provided by Pond A in conjunction with parkinglot detention provided on site. Any necessary modifications to the parking lot detention requirementsoutlined in the MDDP Amendment will be discussed later in this report.

IV. Drainage Design CriteriaThe analysis and design of the Stormwater management system for this project was prepared inaccordance with the criteria set forth in the City of Colorado Springs Drainage Criteria Manual (DCM)Volumes 1 & 2, dated May 2014.The rational method was used to calculate peak flows as the tributary areas are less than 100 acres. Therational method has been proven to be accurate for basins of this size and is based on the followingformula:

Q = CIA

Where:Q = Peak Discharge (cfs)C = Runoff CoefficientI = Runoff intensity (inches/hour)A = Drainage area (acres)

The runoff coefficients are calculated based on land use, percent imperviousness, and design storm foreach basin, as shown in the DCM Table 6-6.

The 100-year event was used as the major storm event and the 5-year event was used as the minorstorm event. These storm intervals were used for the sizing of the pipes and inlets.

The rainfall intensity calculations are based on the DCM Figure 6-5 and IDF equations. The one hourpoint rainfall data for the design are listed in Table 1 below.

Table 1 - Precipitation Data

Return Period One Hour Depth (in). Intensity (in/hr)5-year 1.50 5.17

100-year 2.52 8.68

Time of concentrations have been adapted from the equation 6-7 of The City of Colorado SpringsDrainage Criteria Manual, Volume 1 which are as follows:

Tc=Ti + Tt

Where:

Tc = time of concentration (min)Ti = overland (initial) flow time (min)Tt = travel time in the ditch, channel, gutter, storm sewer, etc. (min)

Overland (Initial) Flow Time: from equations 6-8 from the City of Colorado Springs Drainage CriteriaManual, Volume 1.



=0.395(1.1 − )√

.

Where:

Ti = overland (initial) flowC5 = runoff coefficient for 5-year frequencyL = length of overland flow (300 ft maximum for non-urban land uses, 100 ft maximum for urbanland uses)S = average basin slope

Travel Time

V = Cv*Sw0.5Where:

V = Velocity (ft/s)Cv = conveyance coefficientSw = watercourse slope (ft/ft)

Hydraulic Criteria

Design and analysis for this report were performed through the usage of StormCAD. Methods andparameters conform to those recommended in the UDFCD Manual. A tabular summary from analysisperformed by StormCAD can be found in Appendix C - Hydraulic Calculations. Additionally, the tablebelow shows the parameters used for StormCAD Standard Method Coefficients taken from DCM Vol 1Chapter 9 Table 9-4.

BEND LOSSBEND ANGLE K COEFFICIENT0° 0.0522.5° 0.1045° 0.4060° 0.6490° 1.32

LATERAL LOSSONE LATERAL K COEFFICIENT

BEND ANGLE NON -SURCHARGED SURCHARGES45° 0.27 0.4760° 0.52 0.9090° 1.02 1.77

TWO LATERAL K COEFFICIENT45° 0.9660° 1.1690° 1.52

Inlets were sized using the latest UD-Inlet v4.05 spreadsheet. Calculations are provided in Appendix C.



The DCM requires that full spectrum detention (FSD) be utilized for new development. FSD attributes twodesign volumes; one being the Excess Urban Runoff Volume (EURV) and the other being the 100-yeardetention volume. The EURV methodology includes the Water Quality Capture Volume (WQCV) withinthe EURV volume. Therefore, no additional volume for the WQCV is required. These volumes havebeen accounted for in the design of Ponds A and C in the MDDP Amendment and Filing 1 FDR andtherefore no pond calculations, other than onsite parking lot detention, have been provided with thisdrainage report.

A SWMM model was utilized in the MDDP Amendment and Filing 1 FDR due to the use of parking lotdetention with a downstream extended detention basin to work as a system and provide full spectrumdetention for the property. Per the MDDP Amendment, Filing 2 is required to provide 1,367 cf of parkinglot detention with a release rate of 1.6 cfs. Due to site constraints, some modifications were made tothese requirements, but any changes were analyzed with the SWMM model developed with the MDDPAmendment and Filing 1 FDR to ensure that any changes do not alter the design of Pond A. The changesrequired will be further discussed later in this report.

V. Proposed Drainage PlanA. General Concept

The Sand Hill Filing No. 2 site is located within basins A-5, C-3, C-6, and OS-2 from the MDDPAmendment. A copy of the MDDP Amendment Proposed Map is included in Appendix E for reference.Basins denoted with an A designation are proposed to ultimately be routed to Pond A located to the east,near the southeast side of the overall Sand Hill development. Basins denoted with a C designation areproposed to ultimately be routed to Pond C to the west, in the southwest corner of the overall Sand Hilldevelopment. These basins are generally in conformance with the basins proposed in the MDDPAmendment. These basins are discussed in further detail later in the report.

Parking lot detention will be provided onsite to provide a portion of the 100-year detention for the Abasins. Pond A will provide water quality and the remainder of the required 100-year detention for thebasins. Pond C will provide both water quality and 100-year detention for the C basins.

B. Four Step Process

The Four Step Process to minimize the adverse impacts of urbanization is a vital component ofdeveloping a balanced, sustainable project. Below identifies the approach to the four step process:

a. Employ Runoff Reduction PracticesThis step uses low impact development (LID) practices to reduce runoff at the source. Generally,rather than creating point discharges that are directly connected to impervious areas runoff is routedthrough pervious areas to promote infiltration. Grass buffers have been utilized where possible.

b. Implement BMPs That Provide a Water Quality Capture Volume with Slow ReleaseThis step utilizes formalized water quality capture volume to slow the release of runoff from the site.Ponds A and C are designed to provide EURV volume for the new development which incorporates a72 hour release. Contained within the EURV volume is the WQCV which will release in no less than



40 hours. No additional improvements will be required as part of the Christian Brothers development.

c. Stabilize DrainagewaysThis step implements stabilization to channels to accommodate developed flows while protectinginfrastructure and controlling sediment loading from erosion in the drainageways. Improvements toSand Creek are being made as part of the overall development of The Sands project. Theseimprovements have already taken into account developed flows from the site. Therefore, no channelimprovements to Sand Creek will be required with the Sand Hill Filing No. 2 development. Thechannel improvements are currently under construction and are anticipated to be completed in thesummer of 2019.

d. Implement Site Specific and Other Source Control BMPsA trash enclosure will be provided for the lot which will reduce trash from leaving the lot. The biggestsource control BMP is public education which can be found on the City of Colorado Springs websiteand discusses topics such as pet waste, car washing, lawn care, fall leaves, and snow melt anddeicer. The car wash is designed with its own trench and holding tank system that captures all runofffrom the cars. This is a closed system that does not drain or flow to the surface, so this runoff will notcontaminate the stormwater.

C. Specific Details

The general location and description of each basin is described below. General routing of the basins isdescribed below. Hydrology calculations are provided in Appendix B. The proposed Drainage Map islocated in Appendix E.

Basin A-5.1 (0.07 AC, Q5 = 0.3 cfs, Q100 = 0.5 cfs): a basin defining the western half of the roof of theproposed automotive center. Runoff will flow into a downspout which will tie into the proposed stormsewer system underground at DP 2. Ultimately this runoff will be piped to Pond A.

Basin A-5.2 (0.09 AC, Q5 = 0.3 cfs, Q100 = 0.6 cfs): a basin defining a driveway, some parking, and somelandscape area on the western half of the proposed site. Runoff will be conveyed via curb and gutter tothe proposed 4’ sump D-10-R inlet at DP 2. Approximately 40 cf of parking lot detention will be providedat DP 2. The inlet here will have an orifice plate that will control the release rate into the proposed stormsewer system that will pipe the flow east to Pond A. Any emergency overflow at this inlet will overtop thecurb and gutter and flow into the landscape area and into Lot 1 of Filing 1 to the east.

Basin A-5.3 (0.07 AC, Q5 = 0.3 cfs, Q100 = 0.5 cfs): a basin defining the eastern half of the roof of theproposed automotive center. Runoff will flow into a downspout which will tie into the proposed stormsewer system underground at DP 4. Ultimately this runoff will be piped to Pond A.

Basin A-5.4 (0.15 AC, Q5 = 0.36cfs, Q100 = 1.1 cfs): a basin defining parking lot area on the easternportion of the proposed site. Runoff will be conveyed via curb and gutter to the proposed 4’ sump D-10-Rinlet at DP 4. Approximately 550 cf of parking lot detention will be provided at DP 4. The inlet here willhave an orifice plate that will control the release rate into the proposed storm sewer system that will pipethe flow east to Pond A. Any emergency overflow at this inlet will overtop the curb and gutter and flowthrough the landscape area into Constitution Avenue.



Basin C-3.1 (0.24 AC, Q5 = 1.0 cfs, Q100 = 1.9 cfs): a basin defining the driveway entrances into the site,an existing private drive, and proposed parking along the private drive along the north end of theproposed site. Runoff will sheet flow into the private drive where it will be conveyed via curb and gutterwest and then south into the private drive (Basin C-6.1). In existing conditions, runoff will sheet flow intothe vacant lot to the west. It will then flow into a swale that is being graded with Filing 1 which will conveythe flow to temporary Pond C. Once the vacant lot to the west develops, an on-grade inlet will capture therunoff and a future storm system will convey the flow to the ultimate Pond C.

Basin C-6.1 (0.03 AC, Q5 = 0.2 cfs, Q100 = 0.3 cfs): defines a portion of a private access drive that isbeing constructed with Filing 1. In the future, runoff will be collected in the curb & gutter of the roadwayand then captured in an on-grade inlet and piped to offsite Pond C. Until this area is developed, the Filing1 FDR plans for this runoff to sheet flow to the southwest and into a swale and into temporary Pond C.This basin and its drainage patterns will not be modified with the Christian Brothers development.

Basin OS-1 (0.09 AC, Q5 = 0.1 cfs, Q100 = 0.3 cfs): a basin defining proposed landscape area along thesouthern edge of the site. This area is pervious and follow historic patterns. Runoff will be directed intothe existing Constitution Avenue.

Basin OS-2 (0.03 AC, Q5 = 0.2 cfs, Q100 = 0.3 cfs): defines a portion of a private access drive that isbeing constructed with Filing 1. Runoff will be directed into the existing Constitution Avenue. This basinand its drainage patterns will not be modified with the Christian Brothers development.

D. Detention and Water Quality

The MDDP Amendment specifies that Pond A will provide water quality and EURV for all basins tributaryto it. It will also provide a portion of 100-year detention, but requires that some of the tributary basinsprovide some 100-year detention in the form of parking lot detention. The Christian Brothers site islocated in Basin A-5 of the MDDP Amendment and therefore is required to provide 1,367 cf of parking lotdetention with a release rate of 1.6 cfs. This assumed a basin area of 0.45 acres and an imperviousnessof 90% yield an area times percent impervious of 0.405. The area tributary to Pond A from the proposedsite is 0.38 acres and 86% impervious yielding an area time percent impervious of 0.328. Therefore, theproposed site is in compliance with the MDDP Amendment and Pond A has been adequately designed toprovided EURV for the basins. Due to site constraints, the full parking lot detention required cannot beprovided. Instead, the site has been able to provide 590 cf of parking lot detention with a release rate of5.0 cfs in the 100-year event. Both the SWMM models for temporary Pond A that is being constructedwith Filing 1 and that for the permanent/final Pond A that will later be built, have been modified to ensurethat by providing less parking lot detention, there is no change in the required volume or release rate ofPond A. These modified SWMM models have been included in Appendix D.

Per the MDDP Amendment, Pond C will provide water quality and EURV for all C basins. Parking lotdetention is required for a few C basins, but Basin C-3 is not one of the them. Temporary Pond C that isbeing constructed with Filing 1 has been designed to provide full-spectrum detention for its entire tributaryarea. Both temporary and permanent Pond C accounted for 0.18 acres with a percent impervious of 90%from the Filing 2 site. The proposed Basin C-3.1 is 0.24 acres with a percent impervious of 93%. Thisincrease in area and imperviousness will need to be accounted for in the design of Permanent Pond C.Since Temporary Pond C will be constructed prior to the Christian Brothers, the volume of TemporaryPond C has been checked to ensure there is adequate volume for this increased tributary area. The newvolume required for Pond C is 0.217 acre-ft (previously 0.197 acre-ft). The pond is currently designed with



a volume of 0.237 acre-ft and therefore already has adequate volume to handle this additional imperviousarea.

VI. Drainage Fees & Cost EstimateThe project is located within the Sand Creek Drainage Basin. The “2019 Drainage, Bridge and PondFees of Colorado Springs”, effective January 1, 2019 table identifies the following fees associated withthe basin. These fees are due prior to plat recordation.

Basin Fees 2019 Total Area(Acres)

Basin Fee(per Acre) Total Cost

Drainage Fee 0.78 $12,645 $9,863.10Bridge Fee 0.78 $761 $593.58

Pond Fee - Land 0.78 $1,070 $834.60Pond Fee - Facility 0.78 $3,676 $2,867.28

Total $13,564.98

Table 2: Drainage and Basin Fees

Items listed in the construction cost estimate below are public or private as denoted. All items are non-reimbursable. Erosion control procedures and assurances for the project will be provided withconstruction documents.

Item Quantity Unit Unit Cost Cost18" RCP (Private) 45 LF $ 55.00 $ 2,475.008” HDPE (Private) 125 LF $ 33.00 $ 4,125.00

4' CS D-10-R Inlet (Private) 2 EA $ 3,000.00 $ 6,000.00Sub-Total (Private) $ 12,600.00

Contingency 10% $ 1,260.00Total (Private) $ 13,860.00

VII. ConclusionsThis report for Sand Hill Filing No. 2 has been prepared using the criteria and methods as described inthe City of Colorado Springs Drainage Criteria Manual Volumes 1 & 2. The proposed pond will adequatelyprovide water quality and full spectrum detention for the proposed development and will ensure that the100-year discharge from the site does not exceed the pre-developed conditions in accordance with theDCM. The downstream facilities within Sand Creek are adequate to protect the runoff proposed from thesite. The runoff will not adversely affect the downstream and surrounding developments.

VIII. References1) Drainage Criteria Manual Volumes 1 & 2, City of Colorado Springs, most recent version.2) Streamside Design Guidelines, City of Colorado Springs, Revised 2009.



3) Urban Storm Drainage and Criteria Manual, Urban Drainage and Flood Control District, most recentversion.

4) Sand Creek Drainage Basin Planning Study, March 1996, by Kiowa Engineering.5) Master Development Drainage Plan (MDDP) for the Sands and Preliminary Drainage Report, March

2018, M&S Civil Consultants.6) Sand Hill Filing No. 1 Preliminary Drainage & MDDP Amendment Report (Galloway MDDP), 8/15/18,

Galloway & Company.7) Sand Hill Filing No. 1 Final Drainage Report (Filing 1 FDR), 1/4/19, Galloway & Company.8) Final Drainage Report – 7-Eleven – Sand Hill Filing No. 1 Lot 1, 10/5/18, EES.9) Final Drainage Report for The Sands Filing No. 1 & Drainage Analysis for the Proposed East Fork

Sand Creek Subtributary, December 2018, M&S Civil Consultants.

APPENDIX AFigures and Exhibits

1755 Telstar Drive, Suite 107Colorado Springs, CO 80920719.900.7220 • GallowayUS.com

VICINITY MAP – SAND HILL FILING NO. 2

NOT TO SCALE

PROJECT SITE

18

Custom Soil Resource ReportMap—Hydrologic Soil Group (ARM 3.01)

4302

170

4302

220

4302

270

4302

320

4302

370

4302

420

4302

470

4302

170

4302

220

4302

270

4302

320

4302

370

4302

420

4302

470

527530 527580 527630 527680 527730 527780 527830 527880 527930 527980

527530 527580 527630 527680 527730 527780 527830 527880 527930 527980

38° 52' 14'' N10

4° 4

0' 5

8'' W

38° 52' 14'' N

104°

40'

38'

' W

38° 52' 4'' N

104°

40'

58'

' W

38° 52' 4'' N

104°

40'

38'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 100 200 400 600

Feet0 30 60 120 180

MetersMap Scale: 1:2,200 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

Mike_Farley

Text Box

10

Mike_Farley

Text Box

28

MAP LEGEND MAP INFORMATION

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

SoilsSoil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating LinesA

A/D

B

B/D

C

C/D

D


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at1:24,000.

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

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.

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

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.

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

Soil Survey Area: El Paso County Area, ColoradoSurvey Area Data: Version 14, Sep 23, 2016

Soil map units are labeled (as space allows) for map scales1:50,000 or larger.

Date(s) aerial images were photographed: Apr 15, 2011—Mar 9,2017

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.

Custom Soil Resource Report

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Table—Hydrologic Soil Group (ARM 3.01)

Hydrologic Soil Group— Summary by Map Unit — El Paso County Area, Colorado (CO625)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

10 Blendon sandy loam, 0to 3 percent slopes

B 13.2 60.3%

28 Ellicott loamy coarsesand, 0 to 5 percentslopes

A 8.7 39.7%

Totals for Area of Interest 21.9 100.0%

Rating Options—Hydrologic Soil Group (ARM 3.01)

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Custom Soil Resource Report

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APPENDIX BHydrologic Calculations

Worksheet Protected

User Input

Calculated cells Designer:Company:

***Design Storm: 1-Hour Rain Depth WQCV Event 0.60 inches Date:***Minor Storm: 1-Hour Rain Depth 5-Year Event 1.50 inches Project:***Major Storm: 1-Hour Rain Depth 100-Year Event 2.52 inches Location:

Optional User Defined Storm CUHP

(CUHP) NOAA 1 Hour Rainfall Depth and Frequencyfor User Defined Storm

100-Year Event

Max Intensity for Optional User Defined Storm 0

SITE INFORMATION (USER-INPUT)

Sub-basin Identifier A-5.1 A-5.2 A-5.3 A-5.4

Receiving Pervious Area Soil Type Loamy Sand Loamy Sand Loamy Sand Loamy Sand

Total Area (ac., Sum of DCIA, UIA, RPA, & SPA) 0.070 0.110 0.070 0.150

Directly Connected Impervious Area (DCIA, acres) 0.063 0.071 0.063 0.131

Unconnected Impervious Area (UIA, acres) 0.000 0.000 0.000 0.000

Receiving Pervious Area (RPA, acres) 0.000 0.000 0.000 0.000

Separate Pervious Area (SPA, acres) 0.007 0.039 0.007 0.019

V V V V

CALCULATED RESULTS (OUTPUT)

Total Calculated Area (ac, check against input) 0.070 0.110 0.070 0.150

Directly Connected Impervious Area (DCIA, %) 90.0% 64.9% 90.0% 87.4%

Unconnected Impervious Area (UIA, %) 0.0% 0.0% 0.0% 0.0%

Receiving Pervious Area (RPA, %) 0.0% 0.0% 0.0% 0.0%

Separate Pervious Area (SPA, %) 10.0% 35.1% 10.0% 12.6%AR (RPA / UIA) 0.000 0.000 0.000 0.000

Ia Check 1.000 1.000 1.000 1.000

f / I for WQCV Event: 3.2 3.2 3.2 3.2

f / I for 5-Year Event: 0.5 0.5 0.5 0.5

f / I for 100-Year Event: 0.4 0.4 0.4 0.4

f / I for Optional User Defined Storm CUHP:

IRF for WQCV Event: 0.00 0.00 0.00 0.00

IRF for 5-Year Event: 1.00 1.00 1.00 1.00

IRF for 100-Year Event: 1.00 1.00 1.00 1.00

IRF for Optional User Defined Storm CUHP:

Total Site Imperviousness: Itotal 90.0% 64.9% 90.0% 87.4%

Effective Imperviousness for WQCV Event: 90.0% 64.9% 90.0% 87.4%

Effective Imperviousness for 5-Year Event: 90.0% 64.9% 90.0% 87.4%

Effective Imperviousness for 100-Year Event: 90.0% 64.9% 90.0% 87.4%

LID / EFFECTIVE IMPERVIOUSNESS CREDITS

WQCV Event CREDIT: Reduce Detention By: N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/AThis line only for 10-Year Event N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

100-Year Event CREDIT**: Reduce Detention By: 0.0% 0.4% 0.4% 0.2% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/AUser Defined CUHP CREDIT: Reduce Detention By:

Total Site Imperviousness: 82.1% Notes:

Total Site Effective Imperviousness for WQCV Event: 82.1% * Use Green-Ampt average infiltration rate values from Table 3-3.Total Site Effective Imperviousness for 5-Year Event: 82.1% ** Flood control detention volume credits based on empirical equations from Storage Chapter of USDCM.

Total Site Effective Imperviousness for 100-Year Event: 82.1% *** Method assumes that 1-hour rainfall depth is equivalent to 1-hour intensity for calculation purposedTotal Site Effective Imperviousness for Optional User Defined Storm CUHP:

Effective Imperviousness for Optional User Defined Storm CUHP:

Site-Level Low Impact Development (LID) Design Effective Impervious CalculatorLID Credit by Impervious Reduction Factor (IRF) Method

Galloway & Co.June 28, 2019Sand Hill Filing No. 2Colorado Springs, CO

Casey Visscher

RPA Treatment Type: Conveyance (C),Volume (V), or Permeable Pavement (PP)

UD-BMP (Version 3.06, November 2016)

CBS01_IRF Sheet.xlsm, IRF 6/28/2019, 1:11 PM

Worksheet Protected

User Input

Calculated cells Designer:Company:

***Design Storm: 1-Hour Rain Depth WQCV Event 0.60 inches Date:***Minor Storm: 1-Hour Rain Depth 5-Year Event 1.50 inches Project:***Major Storm: 1-Hour Rain Depth 100-Year Event 2.52 inches Location:

Optional User Defined Storm CUHP

(CUHP) NOAA 1 Hour Rainfall Depth and Frequencyfor User Defined Storm

100-Year Event

Max Intensity for Optional User Defined Storm 0

SITE INFORMATION (USER-INPUT)

Sub-basin Identifier C-3.1 C-6.1

Receiving Pervious Area Soil Type Loamy Sand Loamy Sand

Total Area (ac., Sum of DCIA, UIA, RPA, & SPA) 0.240 0.030

Directly Connected Impervious Area (DCIA, acres) 0.222 0.030

Unconnected Impervious Area (UIA, acres) 0.000 0.000

Receiving Pervious Area (RPA, acres) 0.000 0.000

Separate Pervious Area (SPA, acres) 0.018 0.000

V V

CALCULATED RESULTS (OUTPUT)

Total Calculated Area (ac, check against input) 0.240 0.030

Directly Connected Impervious Area (DCIA, %) 92.7% 100.0%

Unconnected Impervious Area (UIA, %) 0.0% 0.0%

Receiving Pervious Area (RPA, %) 0.0% 0.0%

Separate Pervious Area (SPA, %) 7.3% 0.0%AR (RPA / UIA) 0.000 0.000

Ia Check 1.000 1.000

f / I for WQCV Event: 3.2 3.2

f / I for 5-Year Event: 0.5 0.5

f / I for 100-Year Event: 0.4 0.4

f / I for Optional User Defined Storm CUHP:

IRF for WQCV Event: 0.00 0.00

IRF for 5-Year Event: 1.00 1.00

IRF for 100-Year Event: 1.00 1.00

IRF for Optional User Defined Storm CUHP:

Total Site Imperviousness: Itotal 92.7% 100.0%

Effective Imperviousness for WQCV Event: 92.7% 100.0%

Effective Imperviousness for 5-Year Event: 92.7% 100.0%

Effective Imperviousness for 100-Year Event: 92.7% 100.0%

LID / EFFECTIVE IMPERVIOUSNESS CREDITS

WQCV Event CREDIT: Reduce Detention By: N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/AThis line only for 10-Year Event N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

100-Year Event CREDIT**: Reduce Detention By: 0.0% 0.9% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/AUser Defined CUHP CREDIT: Reduce Detention By:

Total Site Imperviousness: 93.5% Notes:

Total Site Effective Imperviousness for WQCV Event: 93.5% * Use Green-Ampt average infiltration rate values from Table 3-3.Total Site Effective Imperviousness for 5-Year Event: 93.5% ** Flood control detention volume credits based on empirical equations from Storage Chapter of USDCM.

Total Site Effective Imperviousness for 100-Year Event: 93.5% *** Method assumes that 1-hour rainfall depth is equivalent to 1-hour intensity for calculation purposedTotal Site Effective Imperviousness for Optional User Defined Storm CUHP:

Effective Imperviousness for Optional User Defined Storm CUHP:

Site-Level Low Impact Development (LID) Design Effective Impervious CalculatorLID Credit by Impervious Reduction Factor (IRF) Method

Galloway & Co.June 28, 2019Sand Hill Filing No. 2Colorado Springs, CO

Casey Visscher

RPA Treatment Type: Conveyance (C),Volume (V), or Permeable Pavement (PP)

UD-BMP (Version 3.06, November 2016)

CBS01_IRF Sheet_C.xlsm, IRF 6/28/2019, 2:07 PM

Subdivision: Sand Hill Filing No. 2 Project Name: Christian Brothers AutomotiveLocation: CO, Colorado Springs Project No.:

Calculated By: CMVChecked By: SMB

Date: 7/8/19

A-5.1 0.07 100 0.00 0.00 5 0.00 0.00 90 0.07 90.00 90.00A-5.2 0.09 100 0.07 77.78 5 0.02 1.10 90 0.00 0.00 78.88A-5.3 0.07 100 0.00 0.00 5 0.00 0.00 90 0.07 90.00 90.00A-5.4 0.15 100 0.13 86.67 5 0.02 0.70 90 0.00 0.00 87.37C-3.1 0.24 100 0.22 92.29 5 0.02 0.40 90 0.00 0.00 92.69C-6.1 0.03 100 0.03 100.00 5 0.00 0.00 90 0.00 0.00 100.00OS-1 0.09 100 0.00 0.00 5 0.09 5.00 90 0.00 0.00 5.00OS-2 0.03 100 0.03 100.00 5 0.00 0.00 90 0.00 0.00 100.00

CBS001.20

COMPOSITE % IMPERVIOUS CALCULATIONS

Weighted% Imp.

Basins TotalWeighted %

Imp.Basin ID Total Area (ac) % Imp. Area (ac)

Roofs

% Imp. Area (ac) Weighted% Imp.

Paved Roads LawnsWeighted

% Imp. % Imp. Area (ac)

H:\Christian Brothers\CBS00001.20 - Markesheffel - Constitution\3. Permit Const Docs\3.04 Grad-Drain\3.04.2 Pr Drain Rpt\CBS01 Drainage Calcs.xls Page 1 of 1 7/8/2019

Subdivision: Sand Hill Filing No. 2 Project Name: Sand Hill Filing No. 2Location: CO, Colorado Springs Project No.:


Date: 7/8/19

A-5.1 0.07 0.90 0.96 0.00 0.09 0.36 0.00 0.73 0.81 0.07 0.73 0.81A-5.2 0.09 0.90 0.96 0.07 0.09 0.36 0.02 0.73 0.81 0.00 0.72 0.83A-5.3 0.07 0.90 0.96 0.00 0.09 0.36 0.00 0.73 0.81 0.07 0.73 0.81A-5.4 0.15 0.90 0.96 0.13 0.09 0.36 0.02 0.73 0.81 0.00 0.79 0.88C-3.1 0.24 0.90 0.96 0.22 0.09 0.36 0.02 0.73 0.81 0.00 0.84 0.91C-6.1 0.03 0.90 0.96 0.03 0.09 0.36 0.00 0.73 0.81 0.00 0.90 0.96OS-1 0.09 0.90 0.96 0.00 0.09 0.36 0.09 0.73 0.81 0.00 0.09 0.36OS-2 0.03 0.90 0.96 0.03 0.09 0.36 0.00 0.73 0.81 0.00 0.90 0.96

COMPOSITE RUNOFF COEFFICIENT CALCULATIONS

CBS001.20

Paved Roads Lawns/Undeveloped Roofs CompositeC5

CompositeC100Basin ID Total Area (ac) C5 C100 Area (ac)C100 Area (ac) C5 C100 Area (ac) C5


Subdivision: Sand Hill Filing No. 2 Project Name: Christian Brothers AutomotiveLocation: CO, Colorado Springs Project No.:


Date: 7/8/19

FINALBASIN D.A. Hydrologic Impervious C100 C5 L S Ti L S Cv VEL. Tt COMP. Tc TOTAL Urbanized Tc Tc

ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH(FT) (MIN) (MIN)A-5.1 0.07 B 90.00 0.81 0.73 25 25.0 1.2 50 1.0 20.0 2.0 0.4 1.6 75.0 10.4 5.0A-5.2 0.09 B 78.88 0.83 0.72 25 2.0 2.8 100 1.0 20.0 2.0 0.8 3.6 125.0 10.7 5.0A-5.3 0.07 B 90.00 0.81 0.73 25 25.0 1.2 50 1.0 20.0 2.0 0.4 1.6 75.0 10.4 5.0A-5.4 0.15 B 87.37 0.88 0.79 42 3.0 2.5 40 1.0 20.0 2.0 0.3 2.9 82.0 10.5 5.0C-3.1 0.24 B 92.69 0.91 0.84 28 1.0 2.5 95 0.5 20.0 1.4 1.1 3.7 123.0 10.7 5.0C-6.1 0.03 B 100.00 0.96 0.90 10 1.0 1.2 55 4.0 20.0 4.0 0.2 1.4 65.0 10.4 5.0OS-1 0.09 B 5.00 0.36 0.09 25 16.0 3.7 3.7 25.0 10.1 5.0OS-2 0.03 B 100.00 0.96 0.90 10 1.0 1.2 55 4.0 20.0 4.0 0.2 1.4 65.0 10.4 5.0

NOTES:Ti = (0.395*(1.1 - C5)*(L)^0.5)/((S)^0.33), S in ft/ftTt=L/60V (Velocity From Fig. 501)Velocity V=Cv*S^0.5, S in ft/ftTc Check = 10+L/180For Urbanized basins a minimum Tc of 5.0 minutes is required.For non-urbanized basins a minimum Tc of 10.0 minutes is required

(Tt)

STANDARD FORM SF-2TIME OF CONCENTRATION

SUB-BASIN Tc CHECK

CBS001.20

(URBANIZED BASINS)DATAINITIAL/OVERLAND

(Ti)TRAVEL TIME


Project Name: Christian Brothers AutomotiveSubdivision: Sand Hill Filing No. 2 Project No.:

Location: CO, Colorado Springs Calculated By: CMVDesign Storm: Checked By: SMB

Date:

TRAVEL TIME

STREET

Des

ign

Poin

t

Bas

inID

Are

a(A

c)

Run

offC

oeff

.

Tc(m

in)

C*A

(Ac)

I(in

/hr)

Q(c

fs)

Tc(m

in)

C*A

(Ac)

I(in

/hr)

Q(c

fs)

Slop

e(%

)

Stre

etFl

ow(c

fs)

Des

ign

Flow

(cfs

)

Slop

e(%

)

Pipe

Size

(inch

es)

Leng

th(f

t)

Vel

ocity

(fps

)

Tt(m

in) REMARKS

Flow from west half of building roof1 A-5.1 0.07 0.73 5.0 0.05 5.17 0.3 0.3 Downspout ties into inlet at DP 2

2 A-5.2 0.09 0.72 5.0 0.06 5.17 0.3 Flows to inlet at DP 2

2 5.0 0.11 5.17 0.6 0.6 Total flow in pipe at DP 2Flow from west half of building roof

3 A-5.3 0.07 0.73 5.0 0.05 5.17 0.3 0.3 Downspout ties into inlet at DP 4


4 5.0 0.17 5.17 0.9 0.9 Total flow in pipe at DP 4

5 5.0 0.06 5.17 0.3 0.3 DPs 2 and 4. Piped east to Pond A

6 C-3.1 0.24 0.84 5.0 0.20 5.17 1.0 1.0 Sheet flows into Basin C-6.1

7 C-6.1 0.03 0.90 5.0 0.03 5.17 0.2 5.0 0.23 5.17 1.2 1.2Flows offsite into Constitution Ave.

OS-1 0.09 0.09 5.0 0.01 5.17 0.1 Landscape area - matches historic patterns

OS-2 0.03 0.90 5.0 0.03 5.17 0.2 Flows offsite into Constitution Ave.

Flows to west side of private drive and into swale totemp Pond C

DIRECT RUNOFF TOTAL RUNOFF STREET PIPE

STANDARD FORM SF-3STORM DRAINAGE SYSTEM DESIGN

(RATIONAL METHOD PROCEDURE)

5-Year

CBS001.20

7/8/19


STANDARD FORM SF-3STORM DRAINAGE SYSTEM DESIGN

(RATIONAL METHOD PROCEDURE)

Project Name: Christian Brothers AutomotiveSubdivision: Sand Hill Filing No. 2 Project No.:

Location: CO, Colorado Springs Calculated By: CMVDesign Storm: Checked By: SMB

Date:

TRAVEL TIME

STREET

Des

ign

Poin

t

Bas

inID

Are

a(A

c)

Run

offC

oeff

.

Tc(m

in)

C*A

(Ac)

I(in

/hr)

Q(c

fs)

Tc(m

in)

C*A

(Ac)

I(in

/hr)

Q(c

fs)

Slop

e(%

)

Stre

etFl

ow(c

fs)

Des

ign

Flow

(cfs

)

Slop

e(%

)

Pipe

Size

(inch

es)

Leng

th(f

t)

Vel

ocity

(fps

)

Tt(m

in) REMARKS

Flow from west half of building roof1 A-5.1 0.07 0.81 5.0 0.06 8.68 0.5 0.5 Downspout ties into inlet at DP 2


2 5.0 0.13 8.68 1.1 1.1 Total flow in pipe at DP 2Flow from west half of building roof

3 A-5.3 0.07 0.81 5.0 0.06 8.68 0.5 0.5 Downspout ties into inlet at DP 4


4 5.0 0.19 8.68 1.6 1.6 Total flow in pipe at DP 4

5 5.0 0.06 8.68 0.5 0.5 DPs 2 and 4. Piped east to Pond A

6 C-3.1 0.24 0.91 5.0 0.22 8.68 1.9 1.9 Sheet flows into Basin C-6.1

7 C-6.1 0.03 0.96 5.0 0.03 8.68 0.3 5.0 0.25 8.68 2.2 2.2Flows offsite into Constitution Ave.

OS-1 0.09 0.36 5.0 0.03 8.68 0.3 Landscape area - matches historic patterns

OS-2 0.03 0.96 5.0 0.03 8.68 0.3 Flows offsite into Constitution Ave.

Flows to west side of private drive and into swale totemp Pond C

CBS001.20

PIPE

100-Year

DIRECT RUNOFF TOTAL RUNOFF STREET

7/8/19


APPENDIX CHydraulic Calculations

Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)Maximum Allowable Width for Spread Behind Curb TBACK = ftSide Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ftManning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK =

Height of Curb at Gutter Flow Line HCURB = 6.00 inchesDistance from Curb Face to Street Crown TCROWN = 20.0 ftGutter Width W = 2.00 ftStreet Transverse Slope SX = 0.030 ft/ftGutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ftStreet Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ftManning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016

Minor Storm Major StormMax. Allowable Spread for Minor & Major Storm TMAX = 20.0 20.0 ftMax. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches

Check boxes are not applicable in SUMP conditions

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major StormMAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs

Version 4.05 Released March 2017

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)

Enter Your Project Name HereDP 2

CBS01_UD-Inlet_v4.05.xlsm, DP 2 6/28/2019, 1:07 PM

Design Information (Input) MINOR MAJORType of Inlet Type =Local Depression (additional to continuous gutter depression 'a' from above) alocal = 4.00 4.00 inchesNumber of Unit Inlets (Grate or Curb Opening) No = 1 1Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inchesGrate Information MINOR MAJORLength of a Unit Grate Lo (G) = N/A N/A feetWidth of a Unit Grate Wo = N/A N/A feetArea Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/AClogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/AGrate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/AGrate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/ACurb Opening Information MINOR MAJORLength of a Unit Curb Opening Lo (C) = 4.00 4.00 feetHeight of Vertical Curb Opening in Inches Hvert = 8.00 8.00 inchesHeight of Curb Orifice Throat in Inches Hthroat = 8.00 8.00 inchesAngle of Throat (see USDCM Figure ST-5) Theta = 81.00 81.00 degreesSide Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feetClogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67

Low Head Performance Reduction (Calculated) MINOR MAJORDepth for Grate Midwidth dGrate = N/A N/A ftDepth for Curb Opening Weir Equation dCurb = 0.33 0.33 ftCombination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.85 0.85Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.6 4.6 cfsInlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.3 0.7 cfs

Colorado Springs D-10-R

INLET IN A SUMP OR SAG LOCATIONVersion 4.05 Released March 2017

H-VertH-Curb

W

Lo (C)

Lo (G )

W oWP


Override Depths


Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)Maximum Allowable Width for Spread Behind Curb TBACK = ftSide Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ftManning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK =

Height of Curb at Gutter Flow Line HCURB = 6.00 inchesDistance from Curb Face to Street Crown TCROWN = 38.0 ftGutter Width W = 2.00 ftStreet Transverse Slope SX = 0.015 ft/ftGutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ftStreet Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ftManning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016

Minor Storm Major StormMax. Allowable Spread for Minor & Major Storm TMAX = 38.0 38.0 ftMax. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches

Check boxes are not applicable in SUMP conditions

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major StormMAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs

Version 4.05 Released March 2017

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)

Enter Your Project Name HereDP 4


Design Information (Input) MINOR MAJORType of Inlet Type =Local Depression (additional to continuous gutter depression 'a' from above) alocal = 4.00 4.00 inchesNumber of Unit Inlets (Grate or Curb Opening) No = 1 1Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inchesGrate Information MINOR MAJORLength of a Unit Grate Lo (G) = N/A N/A feetWidth of a Unit Grate Wo = N/A N/A feetArea Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/AClogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/AGrate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/AGrate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/ACurb Opening Information MINOR MAJORLength of a Unit Curb Opening Lo (C) = 4.00 4.00 feetHeight of Vertical Curb Opening in Inches Hvert = 8.00 8.00 inchesHeight of Curb Orifice Throat in Inches Hthroat = 8.00 8.00 inchesAngle of Throat (see USDCM Figure ST-5) Theta = 81.00 81.00 degreesSide Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feetClogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67

Low Head Performance Reduction (Calculated) MINOR MAJORDepth for Grate Midwidth dGrate = N/A N/A ftDepth for Curb Opening Weir Equation dCurb = 0.33 0.33 ftCombination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.85 0.85Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.6 4.6 cfsInlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.6 1.1 cfs


INLET IN A SUMP OR SAG LOCATIONVersion 4.05 Released March 2017

H-VertH-Curb

W

Lo (C)

Lo (G )

W oWP


Override Depths


APPENDIX DModified SWMM Model

Subdivision: Sand Hill Filing No. 2 Project Name: Christian Brothers AutomotiveLocation: CO, Colorado Springs Project No.: CBS001.20


Date: 7/8/19

Pond ABasin Area % ImpA-5.1 0.07 90A-5.2 0.09 78.88A-5.3 0.07 90A-5.4 0.15 87.37Total 0.38 86.3

Temporary Pond CBasin Area % Imp

C (without C-3.1) 4.21 13.2C-3.1 0.24 92.69Total 4.45 17.5

Detention Pond Tributary Areas

H:\Christian Brothers\CBS00001.20 - Markesheffel - Constitution\3. Permit Const Docs\3.04 Grad-Drain\3.04.2 Pr Drain Rpt\CBS01 Drainage Calcs.xlsPage 1 of 1 7/8/2019

Project:

Basin ID:

Depth Increment = ft

Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 0 0.000

Selected BMP Type = EDB -- 0.10 -- -- -- 242 0.006 12 0.000

Watershed Area = 4.45 acres -- 1.10 -- -- -- 1,230 0.028 736 0.017

Watershed Length = 700 ft -- 2.10 -- -- -- 2,073 0.048 2,400 0.055Watershed Slope = 0.015 ft/ft -- 3.10 -- -- -- 3,580 0.082 5,226 0.120

Watershed Imperviousness = 17.50% percent -- 4.10 -- -- -- 6,625 0.152 10,329 0.237Percentage Hydrologic Soil Group A = 0.0% percent -- -- -- --Percentage Hydrologic Soil Group B = 100.0% percent -- -- -- --

Percentage Hydrologic Soil Groups C/D = 0.0% percent -- -- -- --Desired WQCV Drain Time = 40.0 hours -- -- -- --

Location for 1-hr Rainfall Depths = User Input -- -- -- --Water Quality Capture Volume (WQCV) = 0.039 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.077 acre-feet -- -- -- --2-yr Runoff Volume (P1 = 1.19 in.) = 0.056 acre-feet 1.19 inches -- -- -- --5-yr Runoff Volume (P1 = 1.5 in.) = 0.083 acre-feet 1.50 inches -- -- -- --

10-yr Runoff Volume (P1 = 1.75 in.) = 0.149 acre-feet 1.75 inches -- -- -- --25-yr Runoff Volume (P1 = 2 in.) = 0.312 acre-feet 2.00 inches -- -- -- --

50-yr Runoff Volume (P1 = 2.25 in.) = 0.415 acre-feet 2.25 inches -- -- -- --100-yr Runoff Volume (P1 = 2.52 in.) = 0.550 acre-feet 2.52 inches -- -- -- --500-yr Runoff Volume (P1 = 3.68 in.) = 0.955 acre-feet 3.68 inches -- -- -- --Approximate 2-yr Detention Volume = 0.052 acre-feet -- -- -- --Approximate 5-yr Detention Volume = 0.078 acre-feet -- -- -- --

Approximate 10-yr Detention Volume = 0.130 acre-feet -- -- -- --Approximate 25-yr Detention Volume = 0.165 acre-feet -- -- -- --Approximate 50-yr Detention Volume = 0.175 acre-feet -- -- -- --

Approximate 100-yr Detention Volume = 0.217 acre-feet -- -- -- ---- -- -- --

Stage-Storage Calculation -- -- -- --Zone 1 Volume (WQCV) = 0.039 acre-feet -- -- -- --

Zone 2 Volume (EURV - Zone 1) = 0.038 acre-feet -- -- -- --Zone 3 Volume (100-year - Zones 1 & 2) = 0.140 acre-feet -- -- -- --

Total Detention Basin Volume = 0.217 acre-feet -- -- -- --Initial Surcharge Volume (ISV) = user ft 3̂ -- -- -- --Initial Surcharge Depth (ISD) = user ft -- -- -- --

Total Available Detention Depth (Htotal) = user ft -- -- -- --Depth of Trickle Channel (HTC) = user ft -- -- -- --Slope of Trickle Channel (STC) = user ft/ft -- -- -- --

Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --Basin Length-to-Width Ratio (RL/W) = user -- -- -- --

-- -- -- --Initial Surcharge Area (AISV) = user ft 2̂ -- -- -- --

Surcharge Volume Length (LISV) = user ft -- -- -- --Surcharge Volume Width (W ISV) = user ft -- -- -- --

Depth of Basin Floor (HFLOOR) = user ft -- -- -- --Length of Basin Floor (LFLOOR) = user ft -- -- -- --Width of Basin Floor (WFLOOR) = user ft -- -- -- --

Area of Basin Floor (AFLOOR) = user ft 2̂ -- -- -- --Volume of Basin Floor (VFLOOR) = user ft 3̂ -- -- -- --

Depth of Main Basin (HMAIN) = user ft -- -- -- --Length of Main Basin (LMAIN) = user ft -- -- -- --Width of Main Basin (WMAIN) = user ft -- -- -- --

Area of Main Basin (AMAIN) = user ft 2̂ -- -- -- --Volume of Main Basin (VMAIN) = user ft 3̂ -- -- -- --

Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

OptionalOverride

Area (ft 2̂)Length

(ft)

OptionalOverrideStage (ft)

Stage(ft)

Stage - StorageDescription

Area(ft 2̂)

Width(ft)

Sand Hill Filing No. 1

Pond C

UD-Detention, Version 3.07 (February 2017)

Volume(ft 3̂)

Volume(ac-ft)

Area(acre)

Optional User Override1-hr Precipitation

Example Zone Configuration (Retention Pond)

UD-Detention_v3.07_Pond C Temp - Revised.xlsm, Basin 6/28/2019, 2:02 PM

1 User Defined Stage-Area Boolean for Message

1 Equal Stage-Area Inputs Watershed L:W1 CountA

0 Calc_S_TC

H_FLOOR

L_FLOOR_OTHER

0.00 ISV 0.00 ISV0.00 Floor 0.00 Floor1.74 Zone 1 (WQCV) 1.74 Zone 1 (WQCV)2.50 Zone 2 (EURV) 2.50 Zone 2 (EURV)3.97 Zone 3 (100-year) 3.97 Zone 3 (100-year)

DETENTION BASIN STAGE-STORAGE TABLE BUILDER


0.000

0.060

0.120

0.180

0.240

0.000

0.040

0.080

0.120

0.160

0.00 1.50 3.00 4.50 6.00

Volu

me

(ac-

ft)

Area

(acr

es)

Stage (ft.)

Area (acres) Volume (ac-ft)

0

100

200

300

400

0

5

10

15

20

0.00 1.50 3.00 4.50 6.00

Area

(sq.

ft.)

Leng

th,W

idth

(ft.)

Stage (ft)

Length (ft) Width (ft) Area (sq.ft.)

UD-Detention_v3.07_Pond C Temp - Revised.xlsm, Basin 6/28/2019, 2:02 PM

Project: Basin ID:

Stage (ft) Zone Volume (ac-ft) Outlet Type

Zone 1 (WQCV) 1.74 0.039 Orifice Plate

Zone 2 (EURV) 2.50 0.038 Orifice Plate

Zone 3 (100-year) 3.97 0.140 Weir&Pipe (Restrict)

0.217 TotalUser Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain

Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2

Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet

User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for PlateInvert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2

Depth at top of Zone using Orifice Plate = 2.27 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 9.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2

User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)

Stage of Orifice Centroid (ft) 0.00 0.80 1.60Orifice Area (sq. inches) 0.20 0.20 0.11

Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)Stage of Orifice Centroid (ft)

Orifice Area (sq. inches)

User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical OrificeNot Selected Not Selected Not Selected Not Selected

Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft2

Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feetVertical Orifice Diameter = N/A N/A inches

User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow WeirZone 3 Weir Not Selected Zone 3 Weir Not Selected

Overflow Weir Front Edge Height, Ho = 2.27 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 2.27 N/A feetOverflow Weir Front Edge Length = 2.92 N/A feet Over Flow Weir Slope Length = 2.92 N/A feet

Overflow Weir Slope = 0.00 N/A H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 12.73 N/A should be > 4Horiz. Length of Weir Sides = 2.92 N/A feet Overflow Grate Open Area w/o Debris = 5.97 N/A ft2

Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 2.98 N/A ft2

Debris Clogging % = 50% N/A %

User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction PlateZone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected

Depth to Invert of Outlet Pipe = 0.25 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 0.47 N/A ft2

Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.27 N/A feetRestrictor Plate Height Above Pipe Invert = 5.60 inches Half-Central Angle of Restrictor Plate on Pipe = 1.18 N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 3.82 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.08 feet

Spillway Crest Length = 110.00 feet Stage at Top of Freeboard = 4.90 feetSpillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.15 acres

Freeboard above Max Water Surface = 1.00 feet

Routed Hydrograph ResultsDesign Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 YearOne-Hour Rainfall Depth (in) = 0.53 1.07 1.19 1.50 1.75 2.00 2.25 2.52 3.68

Calculated Runoff Volume (acre-ft) = 0.039 0.077 0.056 0.083 0.149 0.312 0.415 0.550 0.955OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.038 0.076 0.055 0.082 0.149 0.311 0.415 0.549 0.954Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.02 0.17 0.58 0.80 1.08 1.88

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.8 2.6 3.6 4.8 8.4Peak Inflow Q (cfs) = 0.6 1.2 0.8 1.3 2.2 4.6 6.2 8.1 14.0

Peak Outflow Q (cfs) = 0.0 0.2 0.0 0.4 1.6 3.7 4.0 4.4 14.8Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 4.5 2.1 1.4 1.1 0.9 1.8

Structure Controlling Flow = Plate Overflow Grate 1 Plate Overflow Grate 1 Overflow Grate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 SpillwayMax Velocity through Grate 1 (fps) = N/A 0.03 N/A 0.1 0.3 0.6 0.7 0.7 0.7Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A

Time to Drain 97% of Inflow Volume (hours) = 53 68 62 67 62 51 45 40 28Time to Drain 99% of Inflow Volume (hours) = 56 73 67 73 70 65 63 59 50

Maximum Ponding Depth (ft) = 1.65 2.31 2.03 2.33 2.43 2.71 3.15 3.79 3.92Area at Maximum Ponding Depth (acres) = 0.04 0.05 0.05 0.06 0.06 0.07 0.08 0.13 0.14

Maximum Volume Stored (acre-ft) = 0.036 0.065 0.052 0.066 0.072 0.090 0.123 0.192 0.209

Detention Basin Outlet Structure DesignUD-Detention, Version 3.07 (February 2017)

Sand Hill Filing No. 1Pond C

Example Zone Configuration (Retention Pond)

COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2Count_Underdrain = 0 0.11 (diameter = 3/8 inch) 2 1 1

Count_WQPlate = 1 0.14(diameter = 7/16 inch)

Count_VertOrifice1 = 0 0.18 (diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean

Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch) 4 1 5yr, <72hr 0

Count_Weir1 = 1 0.29 (diameter = 5/8 inch) >5yr, <120hr 0

Count_Weir2 = 0 0.36(diameter = 11/16 inch) Max Depth Row

Count_OutletPipe1 = 1 0.42 (diameter = 3/4 inch) WQCV 165 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50(diameter = 13/16 inch) 2 Year 203 Slope 0.015

COUNTA_2 (Standard FSD Setup)= 1 0.58 (diameter = 7/8 inch) EURV 232 Shape 2.53MaxPondDepth_Error? FALSE 0.67(diameter = 15/16 inch) 5 Year 234

Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 244 Spillway Depth

0.86(diameter = 1-1/16 inches) 25 Year 272 0.08WQ Plate Flow at 100yr depth = 0.03 0.97(diameter = 1-1/8 inches) 50 Year 316

CLOG #1= 35% 1.08(diameter = 1-3/16 inches) 100 Year 380 1 Z1_BooleanCdw #1 = 1.15 1.20(diameter = 1-1/4 inches) 500 Year 393 1 Z2_BooleanCdo #1 = 1.07 1.32(diameter = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.000 1.45(diameter = 1-3/8 inches) 1 Opening MessageCLOG #2= #VALUE! 1.59(diameter = 1-7/16 inches) Draintime Running

Cdw #2 = #VALUE! 1.73(diameter = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4)Cdo #2 = #VALUE! 1.88(diameter = 1-9/16 inches) Vertical Orifice 1 0 0 1

Overflow Weir #2 Angle = #VALUE! 2.03(diameter = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean

Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth

VertOrifice1 Q at 100yr depth = 0.00 2.36(diameter = 1-3/4 inches) Overflow Weir 2 0 0 1 500yr Depth

VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches) Outlet Pipe 1 1 1 1 Freeboard

EURV_draintime_user = 2.72(diameter = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway

Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches) 0 Spillway Length

CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 1 3.29(use rectangular openings) 1 Button_Trigger0 Underdrain1 WQCV Plate0 EURV-WQCV Plate0 EURV-WQCV VertOrifice1 Outlet 90% Qpeak0 Outlet Undetained

S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axisminimum bound

maximum bound


Detention Basin Outlet Structure Design

0

2

4

6

8

10

12

14

16

0.1 1 10

FLO

W[c

fs]

TIME [hr]

500YR IN

500YR OUT

100YR IN

100YR OUT

50YR IN

50YR OUT

25YR IN

25YR OUT

10YR IN

10YR OUT

5YR IN

5YR OUT

2YR IN

2YR OUT

EURV IN

EURV OUT

WQCV IN

WQCV OUT

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

0.1 1 10 100

PON

DIN

GD

EPTH

[ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

10.00

20.00

30.00

40.00

50.00

60.00

0

2,000

4,000

6,000

8,000

10,000

12,000

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50

OU

TFLO

W[c

fs]

AREA

[ft^

2],V

OLU

ME

[ft^

3]

PONDING DEPTH [ft]

User Area [ft^2]

Interpolated Area [ft^2]

Summary Area [ft^2]

Volume [ft^3]

Summary Volume [ft^3]

Outflow [cfs]

Summary Outflow [cfs]

Outflow Hydrograph Workbook Filename:

Storm Inflow Hydrographs

The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program.

SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK

Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs]

5.63 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:05:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:11:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Constant 0:16:53 0.03 0.05 0.04 0.06 0.10 0.21 0.28 0.36 0.62

0.888 0:22:31 0.07 0.14 0.10 0.15 0.27 0.56 0.74 0.97 1.660:28:09 0.19 0.36 0.27 0.39 0.70 1.43 1.90 2.49 4.270:33:47 0.51 1.00 0.73 1.08 1.92 3.93 5.21 6.85 11.74

0:39:25 0.59 1.15 0.84 1.25 2.24 4.63 6.15 8.12 14.010:45:02 0.56 1.09 0.80 1.19 2.13 4.41 5.86 7.74 13.39

0:50:40 0.50 0.99 0.72 1.08 1.93 4.01 5.34 7.05 12.190:56:18 0.44 0.87 0.64 0.95 1.71 3.57 4.76 6.29 10.911:01:56 0.37 0.74 0.54 0.81 1.46 3.06 4.09 5.42 9.441:07:34 0.33 0.65 0.47 0.71 1.28 2.68 3.57 4.73 8.221:13:11 0.29 0.59 0.43 0.64 1.16 2.42 3.23 4.28 7.451:18:49 0.24 0.47 0.34 0.52 0.94 1.98 2.66 3.53 6.171:24:27 0.19 0.38 0.27 0.41 0.76 1.61 2.16 2.88 5.051:30:05 0.14 0.28 0.20 0.31 0.57 1.22 1.65 2.21 3.921:35:43 0.10 0.20 0.14 0.22 0.41 0.90 1.22 1.64 2.941:41:20 0.07 0.15 0.11 0.16 0.30 0.66 0.89 1.19 2.121:46:58 0.06 0.12 0.08 0.13 0.24 0.51 0.69 0.92 1.641:52:36 0.05 0.10 0.07 0.11 0.20 0.42 0.57 0.76 1.341:58:14 0.04 0.08 0.06 0.09 0.17 0.36 0.48 0.65 1.142:03:52 0.04 0.07 0.05 0.08 0.15 0.32 0.43 0.57 1.00

2:09:29 0.03 0.07 0.05 0.07 0.13 0.29 0.38 0.51 0.902:15:07 0.03 0.06 0.05 0.07 0.13 0.27 0.36 0.47 0.832:20:45 0.02 0.05 0.03 0.05 0.09 0.19 0.26 0.35 0.612:26:23 0.02 0.03 0.02 0.04 0.07 0.14 0.19 0.25 0.452:32:01 0.01 0.02 0.02 0.03 0.05 0.10 0.14 0.19 0.332:37:38 0.01 0.02 0.01 0.02 0.04 0.08 0.10 0.14 0.242:43:16 0.01 0.01 0.01 0.01 0.02 0.05 0.07 0.10 0.17

2:48:54 0.00 0.01 0.01 0.01 0.02 0.04 0.05 0.07 0.122:54:32 0.00 0.01 0.00 0.01 0.01 0.03 0.04 0.05 0.093:00:10 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.03 0.063:05:47 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.043:11:25 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.023:17:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.013:22:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:28:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:33:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:39:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:45:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:50:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:56:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:02:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:07:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:13:21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:18:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:24:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:30:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:35:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:41:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:47:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:52:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:58:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:04:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:09:39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:15:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:20:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:26:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:32:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:37:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:43:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:49:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:54:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:00:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:05:57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

6:11:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:17:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:22:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:28:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

6:34:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:39:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:45:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Summary Stage-Area-Volume-Discharge RelationshipsThe user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically.

The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points.

Stage Area Area Volume Volume TotalOutflow

[ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs]



Stage - StorageDescription

For best results, include thestages of all grade slopechanges (e.g. ISV and Floor)from the S-A-V table onSheet 'Basin'.

Also include the inverts of alloutlets (e.g. vertical orifice,overflow grate, and spillway,where applicable).

Subdivision Sand Hill Filing No. 2 Project Name: Christian Brothers AutomotiveLocation CO, Colorado Springs Project No. CBS001.20

By: CMVVolume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: SMBA - Upper Surface Date: 7/8/19B - Lower Surface

West Ponding - A5.2Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume

(square feet) (cubic feet) (cubic feet) (acre feet)

0.00 53.55 0 0 0 0.000.05 53.60 9 0 0 0.000.25 53.80 102 9 9 0.000.45 54.00 201 30 39 0.00

POND VOLUME CALCULATIONS


Subdivision Sand Hill Filing No. 2 Project Name: Christian Brothers AutomotiveLocation CO, Colorado Springs Project No. CBS001.20

By: CMVVolume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: SMBA - Upper Surface Date: 7/8/19B - Lower Surface

East Ponding - A5.4Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume

(square feet) (cubic feet) (cubic feet) (acre feet)

0.00 53.55 0 0 0 0.000.05 53.60 16 0 0 0.000.25 53.80 363 30 30 0.000.45 54.00 899 122 152 0.000.65 54.20 1,501 237 389 0.010.75 54.30 1,769 163 552 0.01

POND VOLUME CALCULATIONS


SWMM Model – Sand Hill – Temp Pond A

Sand Hill - Temp Pond A - Input[TITLE];;Project Title/Notes

[OPTIONS];;Option ValueFLOW_UNITS CFSINFILTRATION HORTONFLOW_ROUTING KINWAVELINK_OFFSETS DEPTHMIN_SLOPE 0ALLOW_PONDING NOSKIP_STEADY_STATE NO

START_DATE 02/19/2018START_TIME 00:00:00REPORT_START_DATE 02/19/2018REPORT_START_TIME 00:00:00END_DATE 02/22/2018END_TIME 00:00:00SWEEP_START 01/01SWEEP_END 12/31DRY_DAYS 0REPORT_STEP 00:05:00WET_STEP 00:05:00DRY_STEP 72:00:00ROUTING_STEP 0:00:30RULE_STEP 00:00:00

INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION H-WVARIABLE_STEP 0.75LENGTHENING_STEP 0MIN_SURFAREA 12.557MAX_TRIALS 8HEAD_TOLERANCE 0.005SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5THREADS 1

[EVAPORATION];;Data Source Parameters;;-------------- ----------------CONSTANT 0.0DRY_ONLY NO

[RAINGAGES];;Name Format Interval SCF Source;;-------------- --------- ------ ------ ----------1 CUMULATIVE 0:05 1.0 TIMESERIES CS_100-yr

[SUBCATCHMENTS];;Name Rain Gage Outlet Area %Imperv Width %SlopeCurbLen SnowPack

Page 1

Sand Hill - Temp Pond A - Input;;-------------- ---------------- ---------------- -------- -------- -------- ---------------- ----------------A-2 1 11 0.57 5.4 150 1 0

A-1 1 10 0.54 9.6 165 1 0

A-6 1 Pond_A6 0.77 72.4 160 1 0

A-4 1 PondA 0.19 100 190 1 0

A-5.3,5.4 1 Pond_A5.4 0.22 88.2 75 1 0

C-1 1 Pond_C1 0.89 80 40 1 0

C-2 1 Pond_C2 0.72 90 75 1 0

E-1 1 Prop-West 1.01 20 50 1 0

C-3 1 12 1.04 90 20 1 0

D-1 1 Pond_D 0.55 90 30 0.5 0

A-3 1 PondA 0.32 93.9 250 1 0

A-7 1 PondA 0.70 2.0 200 1 0

C-4 1 12 .56 90 20 1 0

C-5 1 PondC 0.69 90 20 1 0

H-2 1 Hist-East 2.01 2 367 1.5 0

H-1 1 Hist-East 2.3 2 345 2.5 0

H-4 1 Hist-West 3.98 2 416 2.5 0

15 1 Hist-West 2.71 2 343 3 0

A-5.1,5.2 1 Pond_A5.2 0.16 83.7 60 0.5 0

[SUBAREAS];;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteToPctRouted;;-------------- ---------- ---------- ---------- ---------- ---------- --------------------A-2 0.011 0.24 0.1 0.35 25 OUTLETA-1 0.011 0.24 0.1 0.35 25 OUTLETA-6 0.011 0.24 0.1 0.35 25 OUTLETA-4 0.011 0.24 0.1 0.35 25 OUTLETA-5.3,5.4 0.011 0.24 0.1 0.34 25 OUTLETC-1 0.011 0.24 0.1 0.35 25 OUTLETC-2 0.011 0.24 0.1 0.35 25 OUTLETE-1 0.011 0.24 0.1 0.35 25 OUTLETC-3 0.011 0.24 0.1 0.35 25 OUTLET

Page 2

Sand Hill - Temp Pond A - InputD-1 0.011 0.24 0.1 0.35 25 OUTLETA-3 0.011 0.24 0.1 0.35 25 OUTLETA-7 0.011 0.24 0.1 0.35 25 OUTLETC-4 0.011 0.24 0.1 0.35 25 OUTLETC-5 0.011 0.24 0.1 0.35 25 OUTLETH-2 0.011 0.13 0.1 0.35 25 OUTLETH-1 0.011 0.13 0.1 0.35 25 OUTLETH-4 0.011 0.13 0.1 0.35 25 OUTLET15 0.011 0.13 0.1 0.35 25 OUTLETA-5.1,5.2 0.011 0.24 0.1 0.35 25 OUTLET

[INFILTRATION];;Subcatchment MaxRate MinRate Decay DryTime MaxInfil;;-------------- ---------- ---------- ---------- ---------- ----------A-2 5 1 2.52 7 0A-1 4.5 0.6 6.48 7 0A-6 4.7 .76 4.88 7 0A-4 5 1 2.52 7 0A-5.3,5.4 4.5 0.6 6.48 7 0C-1 4.5 0.6 4.68 7 0C-2 4.5 0.6 4.68 7 0E-1 4.5 .6 6.48 7 0C-3 4.5 0.6 4.68 7 0D-1 4.5 0.6 4.68 7 0A-3 5 1 2.52 7 0A-7 5 1 2.52 7 0C-4 4.5 0.6 6.48 7 0C-5 4.5 .6 6.48 7 0H-2 4.8175 0.854 3.9654 7 0H-1 5 1 2.52 7 0H-4 4.5 .6 6.48 7 015 4.5 .6 6.48 7 0A-5.1,5.2 3.0 0.5 4 7 0

[LID_CONTROLS];;Name Type/Layer Parameters;;-------------- ---------- ----------ParkingIsland BCParkingIsland SURFACE 24 0.1 0.1 0 5ParkingIsland SOIL 18 0.5 0.2 0.1 0.5 30 3.5ParkingIsland STORAGE 1 0.75 0.5 0ParkingIsland DRAIN 0 0.5 6 6 0 0

[LID_USAGE];;Subcatchment LID Process Number Area Width InitSat FromImpToPerv RptFile DrainTo FromPerv;;-------------- ---------------- ------- ---------- ---------- ---------- -------------------- ------------------------ ---------------- ----------C-3 ParkingIsland 2 580 0 0 80 0 * * 0

[JUNCTIONS];;Name Elevation MaxDepth InitDepth SurDepth Aponded

Page 3

Sand Hill - Temp Pond A - Input;;-------------- ---------- ---------- ---------- ---------- ----------9 5 0 0 0 010 5 0 0 0 011 5 0 0 0 012 2 0 0 0 013 3 0 0 0 014 1 0 0 0 0

[OUTFALLS];;Name Elevation Type Stage Data Gated Route To;;-------------- ---------- ---------- ---------------- -------- ----------------Prop-East 0 FREE NOProp-West 0 FREE NOHist-East 0 FREE NOHist-West 0 FREE NO

[STORAGE];;Name Elev. MaxDepth InitDepth Shape Curve Name/ParamsN/A Fevap Psi Ksat IMD;;-------------- -------- ---------- ----------- ---------- ------------------------------------ -------- -------- --------PondA 0 7 0 TABULAR Pond1_Volume 0 0Pond_A6 6 .75 0 TABULAR PondA6_Volume 0 0Pond_A5.4 6 0.75 0 TABULAR PondA5.4_Volume 0 0Pond_C2 2 .75 0 TABULAR PondB2_vol 0 0Pond_C1 3 .75 0 TABULAR PondB1_vol 0 0Pond_D 1 3 0 TABULAR PondD_Vol 0 0PondC 0 6 0 TABULAR PondC_Vol 0 0Pond_A5.2 6 0.75 0 FUNCTIONAL 1000 0 0 0 0

[CONDUITS];;Name From Node To Node Length Roughness InOffsetOutOffset InitFlow MaxFlow;;-------------- ---------------- ---------------- ---------- ---------- -------------------- ---------- ----------1 10 11 400 0.01 0 0 0 02 9 PondA 400 0.01 0 0 0 03 11 PondA 400 0.01 0 0 0 04 13 12 400 0.01 0 0 0 05 12 14 400 0.01 0 0 0 011 14 PondC 400 0.01 0 0 0 0

Page 4

Sand Hill - Temp Pond A - Input

[ORIFICES];;Name From Node To Node Type Offset QcoeffGated CloseTime;;-------------- ---------------- ---------------- ------------ ---------- ------------------ ----------Outlet_A5 Pond_A6 9 SIDE 0 0.65 NO 0Outlet_A4 Pond_A5.4 9 SIDE 0 0.65 NO 0Outlet_C2 Pond_C2 12 SIDE 0 0.65 NO 0Outlet_C1 Pond_C1 13 SIDE 0 0.65 NO 0Outlet_A6 Pond_A5.2 9 SIDE 0 0.65 NO 0

[OUTLETS];;Name From Node To Node Offset TypeQTable/Qcoeff Qexpon Gated;;-------------- ---------------- ---------------- ---------- ------------------------------- ---------- --------Outlet_1 PondA Prop-East 0 TABULAR/DEPTH Pond1_Outlet NOOutlet_D Pond_D Prop-West 0 TABULAR/DEPTH Outlet_D NOOutlet_C PondC Prop-West 0 TABULAR/DEPTH OutletPondC NO

[XSECTIONS];;Link Shape Geom1 Geom2 Geom3 Geom4 BarrelsCulvert;;-------------- ------------ ---------------- ---------- ---------- ---------- --------------------1 DUMMY 0 0 0 0 1

2 DUMMY 0 0 0 0 1

3 DUMMY 0 0 0 0 1

4 DUMMY 0 0 0 0 1

5 DUMMY 0 0 0 0 1

11 DUMMY 0 0 0 0 1

Outlet_A5 RECT_CLOSED 0.75 2.25 0 0Outlet_A4 RECT_CLOSED 0.5 0.5 0 0Outlet_C2 RECT_CLOSED .75 2.25 0 0Outlet_C1 RECT_CLOSED .75 2.25 0 0Outlet_A6 RECT_CLOSED 0.4 0.3 0 0

[CURVES];;Name Type X-Value Y-Value;;-------------- ---------- ---------- ----------

Page 5

Sand Hill - Temp Pond A - InputPond1_Outlet Rating 0.00 0.00Pond1_Outlet 0.25 0.01Pond1_Outlet 0.50 0.01Pond1_Outlet 0.75 0.02Pond1_Outlet 1.00 0.02Pond1_Outlet 1.25 0.02Pond1_Outlet 1.50 0.03Pond1_Outlet 1.75 0.04Pond1_Outlet 2.00 0.05Pond1_Outlet 2.25 0.05Pond1_Outlet 2.50 0.05Pond1_Outlet 2.75 0.06Pond1_Outlet 3.00 0.07Pond1_Outlet 3.25 0.08Pond1_Outlet 3.50 0.09Pond1_Outlet 3.75 0.09Pond1_Outlet 4.00 0.10Pond1_Outlet 4.05 0.57Pond1_Outlet 4.25 3.50Pond1_Outlet 4.50 3.59Pond1_Outlet 4.75 3.68Pond1_Outlet 5.00 3.77Pond1_Outlet 5.25 3.85Pond1_Outlet 5.50 3.94Pond1_Outlet 5.75 4.02;OutletPondC Rating 0.00 0.00OutletPondC 1.00 0.04OutletPondC 2.00 0.07OutletPondC 3.00 0.10OutletPondC 4.00 0.15OutletPondC 5.00 0.19OutletPondC 6.00 12.11;Outlet_D Rating 0.00 0.00Outlet_D 1.00 0.01Outlet_D 2.00 0.02Outlet_D 3.00 0.45;Pond1_Volume Storage 0.00 0Pond1_Volume 1.00 1870.37Pond1_Volume 2.00 2643Pond1_Volume 3.00 3520Pond1_Volume 4.00 4515Pond1_Volume 5.00 5694Pond1_Volume 6.00 6942Pond1_Volume 7.00 8331;PondA1_Volume Storage 0 0PondA1_Volume 0.25 625PondA1_Volume 0.5 2500PondA1_Volume 0.75 5625;PondA2_Volume Storage 0 0PondA2_Volume 0.25 625

Page 6

Sand Hill - Temp Pond A - InputPondA2_Volume 0.5 2500PondA2_Volume 0.75 5625;PondA6_Volume Storage 0 0PondA6_Volume 0.25 625PondA6_Volume 0.5 2500PondA6_Volume 0.75 5625;PondA4_Volume Storage 0 0PondA4_Volume 0.25 625PondA4_Volume 0.5 2500PondA4_Volume 0.75 5625;PondB2_vol Storage 0 0PondB2_vol 0.25 1250PondB2_vol 0.50 5000PondB2_vol 0.75 11250;PondB1_vol Storage 0 0PondB1_vol 0.25 1250PondB1_vol 0.50 5000PondB1_vol 0.75 11250;PondC_Vol Storage 0.00 0PondC_Vol 1 2347PondC_Vol 2.00 2835PondC_Vol 3.00 3286PondC_Vol 4.00 3755PondC_Vol 5 4189PondC_Vol 6 4770;PondD_Vol Storage 0.00 0PondD_Vol 1.00 1042PondD_Vol 2.00 1734PondD_Vol 3.00 2525;PondB3_vol Storage 0 3750PondB3_vol 1 3750;PondA5.4_Volume Storage 0.00 0PondA5.4_Volume 0.05 16PondA5.4_Volume 0.25 363PondA5.4_Volume 0.45 899PondA5.4_Volume 0.65 1501PondA5.4_Volume 0.75 1769;PondA5.2_Volume Storage 0.00 0PondA5.2_Volume 0.05 9PondA5.2_Volume 0.25 102PondA5.2_Volume 0.45 201

[TIMESERIES];;Name Date Time Value;;-------------- ---------- ---------- ----------CS_100-yr 0 0

Page 7

Sand Hill - Temp Pond A - InputCS_100-yr 0:05 0.03528CS_100-yr 0:10 0.11592CS_100-yr 0:15 0.19908CS_100-yr 0:20 0.3024CS_100-yr 0:25 0.45108CS_100-yr 0:30 0.65016CS_100-yr 0:35 1.06092CS_100-yr 0:40 1.79424CS_100-yr 0:45 2.07648CS_100-yr 0:50 2.24784CS_100-yr 0:55 2.3562CS_100-yr 1:00 2.44944CS_100-yr 1:05 2.53008CS_100-yr 1:10 2.56536CS_100-yr 1:15 2.5956CS_100-yr 1:20 2.62332CS_100-yr 1:25 2.65104CS_100-yr 1:30 2.67876CS_100-yr 1:35 2.70144CS_100-yr 1:40 2.72664CS_100-yr 1:45 2.74932CS_100-yr 1:50 2.772CS_100-yr 1:55 2.79468CS_100-yr 2:00 2.81988;CS_WQ 0 0CS_WQ 0:05 0.0084CS_WQ 0:10 0.0276CS_WQ 0:15 0.0474CS_WQ 0:20 0.072CS_WQ 0:25 0.1074CS_WQ 0:30 0.1548CS_WQ 0:35 0.2526CS_WQ 0:40 0.4272CS_WQ 0:45 0.4944CS_WQ 0:50 0.5352CS_WQ 0:55 0.561CS_WQ 1:00 0.5832CS_WQ 1:05 0.6024CS_WQ 1:10 0.6108CS_WQ 1:15 0.618CS_WQ 1:20 0.6246CS_WQ 1:25 0.6312CS_WQ 1:30 0.6378CS_WQ 1:35 0.6432CS_WQ 1:40 0.6492CS_WQ 1:45 0.6546CS_WQ 1:50 0.66CS_WQ 1:55 0.6654CS_WQ 2:00 0.6714;CS_5-yr 0 0CS_5-yr 0:05 0.021CS_5-yr 0:10 0.069CS_5-yr 0:15 0.1185

Page 8

Sand Hill - Temp Pond A - InputCS_5-yr 0:20 0.18CS_5-yr 0:25 0.2685CS_5-yr 0:30 0.387CS_5-yr 0:35 0.6315CS_5-yr 0:40 1.068CS_5-yr 0:45 1.236CS_5-yr 0:50 1.338CS_5-yr 0:55 1.4025CS_5-yr 1:00 1.458CS_5-yr 1:05 1.506CS_5-yr 1:10 1.527CS_5-yr 1:15 1.545CS_5-yr 1:20 1.5615CS_5-yr 1:25 1.578CS_5-yr 1:30 1.5945CS_5-yr 1:35 1.608CS_5-yr 1:40 1.623CS_5-yr 1:45 1.6365CS_5-yr 1:50 1.65CS_5-yr 1:55 1.6635CS_5-yr 2:00 1.6785;CS_2-yr 0 0CS_2-yr 0:05 0.01666CS_2-yr 0:10 0.05474CS_2-yr 0:15 0.09401CS_2-yr 0:20 0.1428CS_2-yr 0:25 0.21301CS_2-yr 0:30 0.30702CS_2-yr 0:35 0.50099CS_2-yr 0:40 0.84728CS_2-yr 0:45 0.98056CS_2-yr 0:50 1.06148CS_2-yr 0:55 1.11265CS_2-yr 1:00 1.15668CS_2-yr 1:05 1.19476CS_2-yr 1:10 1.21142CS_2-yr 1:15 1.2257CS_2-yr 1:20 1.23879CS_2-yr 1:25 1.25188CS_2-yr 1:30 1.26497CS_2-yr 1:35 1.27568CS_2-yr 1:40 1.28758CS_2-yr 1:45 1.29829CS_2-yr 1:50 1.309CS_2-yr 1:55 1.31971CS_2-yr 2:00 1.33161;CS_10-yr 0 0CS_10-yr 0:05 0.0245CS_10-yr 0:10 0.0805CS_10-yr 0:15 0.13825CS_10-yr 0:20 0.21CS_10-yr 0:25 0.31325CS_10-yr 0:30 0.4515

Page 9

Sand Hill - Temp Pond A - InputCS_10-yr 0:35 0.73675CS_10-yr 0:40 1.246CS_10-yr 0:45 1.442CS_10-yr 0:50 1.561CS_10-yr 0:55 1.63625CS_10-yr 1:00 1.701CS_10-yr 1:05 1.757CS_10-yr 1:10 1.7815CS_10-yr 1:15 1.8025CS_10-yr 1:20 1.82175CS_10-yr 1:25 1.841CS_10-yr 1:30 1.86025CS_10-yr 1:35 1.876CS_10-yr 1:40 1.8935CS_10-yr 1:45 1.90925CS_10-yr 1:50 1.925CS_10-yr 1:55 1.94075CS_10-yr 2:00 1.95825;CS_25-yr 0 0CS_25-yr 0:05 0.028CS_25-yr 0:10 0.092CS_25-yr 0:15 0.158CS_25-yr 0:20 0.24CS_25-yr 0:25 0.358CS_25-yr 0:30 0.516CS_25-yr 0:35 0.842CS_25-yr 0:40 1.424CS_25-yr 0:45 1.648CS_25-yr 0:50 1.784CS_25-yr 0:55 1.87CS_25-yr 1:00 1.944CS_25-yr 1:05 2.008CS_25-yr 1:10 2.036CS_25-yr 1:15 2.06CS_25-yr 1:20 2.082CS_25-yr 1:25 2.104CS_25-yr 1:30 2.126CS_25-yr 1:35 2.144CS_25-yr 1:40 2.164CS_25-yr 1:45 2.182CS_25-yr 1:50 2.2CS_25-yr 1:55 2.218CS_25-yr 2:00 2.238;CS_50-yr 0 0CS_50-yr 0:05 0.0315CS_50-yr 0:10 0.1035CS_50-yr 0:15 0.17775CS_50-yr 0:20 0.27CS_50-yr 0:25 0.40275CS_50-yr 0:30 0.5805CS_50-yr 0:35 0.94725CS_50-yr 0:40 1.602CS_50-yr 0:45 1.854

Page 10

Sand Hill - Temp Pond A - InputCS_50-yr 0:50 2.007CS_50-yr 0:55 2.10375CS_50-yr 1:00 2.187CS_50-yr 1:05 2.259CS_50-yr 1:10 2.2905CS_50-yr 1:15 2.3175CS_50-yr 1:20 2.34225CS_50-yr 1:25 2.367CS_50-yr 1:30 2.39175CS_50-yr 1:35 2.412CS_50-yr 1:40 2.4345CS_50-yr 1:45 2.45475CS_50-yr 1:50 2.475CS_50-yr 1:55 2.49525CS_50-yr 2:00 2.51775;CS_500-yr 0:05 0.05152CS_500-yr 0:10 0.16928CS_500-yr 0:15 0.29072CS_500-yr 0:20 0.4416CS_500-yr 0:25 0.65872CS_500-yr 0:30 0.94944CS_500-yr 0:35 1.54928CS_500-yr 0:40 2.62016CS_500-yr 0:45 3.03232CS_500-yr 0:50 3.28256CS_500-yr 0:55 3.4408CS_500-yr 1:00 3.57696CS_500-yr 1:05 3.69472CS_500-yr 1:10 3.74624CS_500-yr 1:15 3.7904CS_500-yr 1:20 3.83088CS_500-yr 1:25 3.87136CS_500-yr 1:30 3.91184CS_500-yr 1:35 3.94496CS_500-yr 1:40 3.98176CS_500-yr 1:45 4.01488CS_500-yr 1:50 4.048CS_500-yr 1:55 4.08112CS_500-yr 2:00 4.11792

[REPORT];;Reporting OptionsSUBCATCHMENTS ALLNODES ALLLINKS ALL

[TAGS]

[MAP]DIMENSIONS 0.000 0.000 10000.000 10000.000Units None

[COORDINATES];;Node X-Coord Y-Coord

Page 11

Sand Hill - Temp Pond A - Input;;-------------- ------------------ ------------------9 4148.695 2122.58810 2603.306 6198.34711 6248.581 5891.03312 -3788.694 6016.15113 -868.102 5868.10214 -6278.600 6393.001Prop-East 8654.938 1282.633Prop-West -6938.089 2516.824Hist-East 4705.882 10115.090Hist-West -5511.509 12007.673PondA 8575.482 2360.953Pond_A6 4160.045 2724.177Pond_A5.4 2933.884 2561.983Pond_C2 -3775.236 6541.050Pond_C1 -962.315 6298.789Pond_D -7485.066 6571.087PondC -6668.910 4253.028Pond_A5.2 1340.024 1546.635

[VERTICES];;Link X-Coord Y-Coord;;-------------- ------------------ ------------------

[Polygons];;Subcatchment X-Coord Y-Coord;;-------------- ------------------ ------------------A-2 5525.588 8603.043A-2 5525.588 8603.043A-2 6576.763 8561.549A-2 6742.739 7786.999A-2 5511.757 7621.024A-2 5484.094 8603.043A-1 2968.218 8649.262A-1 3104.427 7570.942A-1 1685.585 7468.785A-1 1628.831 8683.314A-6 5079.455 5539.160A-6 5612.940 3280.363A-6 3637.911 3178.207A-6 3422.247 5607.264A-4 8711.691 8127.128A-4 8938.706 6288.309A-4 8257.662 6220.204A-4 8200.908 8138.479A-5.3,5.4 2958.963 4397.332A-5.3,5.4 3235.588 3083.362A-5.3,5.4 1893.956 2889.725A-5.3,5.4 1852.462 4411.163C-1 -114.401 7725.437C-1 -127.860 6541.050C-1 -1621.803 6675.639C-1 -1554.509 7792.732C-2 -2263.367 7970.343C-2 -2263.367 6934.004

Page 12

Sand Hill - Temp Pond A - InputC-2 -3851.523 6987.840C-2 -3784.228 8024.179E-1 -8303.694 6062.067E-1 -8182.563 4473.911E-1 -9595.753 4621.960E-1 -9784.178 6156.280C-3 -546.257 5396.717C-3 -303.996 3364.416C-3 -2137.597 3367.342C-3 -2245.124 5362.563D-1 -6976.105 8303.465D-1 -6976.105 8303.465D-1 -6904.421 7299.880D-1 -7919.952 7252.091D-1 -7991.637 8327.360A-3 7365.591 8040.621A-3 7365.591 8040.621A-3 8058.542 8064.516A-3 8118.280 6332.139A-3 7305.854 6212.664A-3 7317.802 8004.779A-7 9599.761 4934.289A-7 9599.761 4934.289A-7 10925.926 4958.184A-7 11176.822 3082.437A-7 9719.235 2998.805A-7 9611.708 4994.026C-4 -2353.644 5406.213C-4 -2305.854 3303.465C-4 -4540.024 3315.412C-4 -4444.444 5370.370C-5 -6206.691 3500.597C-5 -4784.946 3405.018C-5 -4534.050 5328.554C-5 -6242.533 5531.661H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3900.256 12416.880H-2 4143.223 11035.806H-2 3132.992 10882.353H-2 3081.841 12378.517H-1 6086.957 12480.818H-1 6406.650 11189.258H-1 5242.967 11099.744H-1 5191.816 12429.668H-4 -5971.867 13554.987H-4 -5971.867 13554.987H-4 -5959.079 12595.908H-4 -7161.125 12531.969H-4 -7161.125 13593.35015 -4028.133 13554.98715 -4002.558 12685.42215 -4974.425 12583.120

Page 13

Sand Hill - Temp Pond A - Input15 -4974.425 13554.987A-5.1,5.2 1654.073 4139.315A-5.1,5.2 1748.524 2840.614A-5.1,5.2 438.017 2864.227A-5.1,5.2 402.597 4198.347A-5.1,5.2 1689.492 4139.315

[SYMBOLS];;Gage X-Coord Y-Coord;;-------------- ------------------ ------------------1 -2468.785 9012.486

Page 14

Sand Hill - Temp Pond A - WQ

EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) --------------------------------------------------------------

WARNING 04: minimum elevation drop used for Conduit 1

********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. *********************************************************

**************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 02/19/2018 00:00:00 Ending Date .............. 02/22/2018 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 00:00:00 Routing Time Step ........ 30.00 sec

************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Initial LID Storage ...... 0.004 0.002 Total Precipitation ...... 1.115 0.671 Evaporation Loss ......... 0.000 0.000

Page 1

Sand Hill - Temp Pond A - WQ Infiltration Loss ........ 0.817 0.492 Surface Runoff ........... 0.254 0.153 Final Storage ............ 0.051 0.031 Continuity Error (%) ..... -0.215

************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.254 0.083 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.253 0.083 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.147

******************************** Highest Flow Instability Indexes ******************************** All links are stable.

************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00

***************************Page 2

Sand Hill - Temp Pond A - WQ Subcatchment Runoff Summary ***************************

------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS

------------------------------------------------------------------------------------------------------------------------------ A-2 0.67 0.00 0.00 0.64 0.03 0.00 0.03 0.00 0.07 0.049 A-1 0.67 0.00 0.00 0.61 0.06 0.00 0.06 0.00 0.11 0.086 A-6 0.67 0.00 0.00 0.19 0.44 0.00 0.44 0.01 1.09 0.651 A-4 0.67 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.40 0.897 A-5.3,5.4 0.67 0.00 0.00 0.08 0.53 0.00 0.53 0.00 0.39 0.793 C-1 0.67 0.00 0.00 0.13 0.48 0.00 0.48 0.01 0.83 0.716 C-2 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 1.04 0.807 E-1 0.67 0.00 0.00 0.54 0.12 0.00 0.12 0.00 0.39 0.180 C-3 0.67 0.00 0.00 0.37 0.52 0.00 0.10 0.00 0.12 0.156 D-1 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.50 0.804 A-3 0.67 0.00 0.00 0.04 0.57 0.00 0.57 0.00 0.63 0.842 A-7 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.03 0.018 C-4 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.48 0.804 C-5 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.52

Page 3

Sand Hill - Temp Pond A - WQ 0.803 H-2 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.08 0.018 H-1 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.10 0.018 H-4 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.17 0.018 15 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.11 0.018 A-5.1,5.2 0.67 0.00 0.00 0.11 0.51 0.00 0.51 0.00 0.26 0.752

*********************** LID Performance Summary ***********************

-------------------------------------------------------------------------------------------------------------------- Total Evap Infil Surface Drain Initial Final Continuity Inflow Loss Loss Outflow Outflow Storage Storage Error Subcatchment LID Control in in in in in in in % -------------------------------------------------------------------------------------------------------------------- C-3 ParkingIsland 17.07 0.00 12.08 0.00 0.00 1.80 6.79 -0.01

****************** Node Depth Summary ******************

--------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- 9 JUNCTION 0.00 0.00 5.00 0 00:00 0.00 10 JUNCTION 0.00 0.00 5.00 0 00:00 0.00 11 JUNCTION 0.00 0.00 5.00 0 00:00 0.00 12 JUNCTION 0.00 0.00 2.00 0 00:00 0.00 13 JUNCTION 0.00 0.00 3.00 0 00:00 0.00 14 JUNCTION 0.00 0.00 1.00 0 00:00 0.00 Prop-East OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Prop-West OUTFALL 0.00 0.00 0.00 0 00:00 0.00

Page 4

Sand Hill - Temp Pond A - WQ Hist-East OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Hist-West OUTFALL 0.00 0.00 0.00 0 00:00 0.00 PondA STORAGE 0.59 1.88 1.88 0 02:15 1.88 Pond_A6 STORAGE 0.00 0.24 6.24 0 00:47 0.22 Pond_A5.4 STORAGE 0.00 0.29 6.29 0 00:48 0.29 Pond_C2 STORAGE 0.00 0.22 2.22 0 00:48 0.22 Pond_C1 STORAGE 0.00 0.20 3.20 0 00:50 0.20 Pond_D STORAGE 0.42 1.35 2.35 0 02:44 1.35 PondC STORAGE 0.61 2.42 2.42 0 02:37 2.42 Pond_A5.2 STORAGE 0.00 0.16 6.16 0 00:58 0.16

******************* Node Inflow Summary *******************

------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 1.32 0 00:47 0 0.0145 0.000 10 JUNCTION 0.11 0.11 0 00:45 0.000848 0.000848 0.000 11 JUNCTION 0.07 0.17 0 00:45 0.000506 0.00135 0.000 12 JUNCTION 0.60 2.19 0 00:49 0.0112 0.0333 0.000 13 JUNCTION 0.00 0.74 0 00:50 0 0.0116 0.000 14 JUNCTION 0.00 2.19 0 00:49 0 0.0333 0.000 Prop-East OUTFALL 0.00 0.05 0 02:15 0 0.0241 0.000 Prop-West OUTFALL 0.39 0.43 0 00:45 0.00331 0.0548 0.000 Hist-East OUTFALL 0.18 0.18 0 00:45 0.00143 0.00143 0.000 Hist-West OUTFALL 0.28 0.28 0 00:45 0.00221 0.00221 0.000 PondA STORAGE 1.06 2.46 0 00:45 0.00825 0.0241 0.011 Pond_A6 STORAGE 1.09 1.09 0 00:45 0.00914 0.00914 0.228 Pond_A5.4 STORAGE 0.39 0.39 0 00:45 0.00318 0.00318 0.255 Pond_C2 STORAGE 1.04 1.04 0 00:45 0.0106 0.0106 0.438 Pond_C1 STORAGE 0.83 0.83 0 00:45 0.0116 0.0116 0.308 Pond_D STORAGE 0.50 0.50 0 00:45 0.00806 0.00806 0.010 PondC STORAGE 0.52 2.70 0 00:49 0.0101 0.0434 0.014 Pond_A5.2 STORAGE 0.26 0.26 0 00:45 0.00219 0.00219 0.067

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Sand Hill - Temp Pond A - WQ

********************* Node Flooding Summary *********************

No nodes were flooded.

********************** Storage Volume Summary **********************

-------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- PondA 0.656 2 0 0 2.889 10 0 02:15 0.05 Pond_A6 0.000 0 0 0 0.074 5 0 00:46 0.99 Pond_A5.4 0.000 0 0 0 0.057 10 0 00:48 0.29 Pond_C2 0.001 0 0 0 0.124 4 0 00:48 0.87 Pond_C1 0.001 0 0 0 0.101 3 0 00:49 0.74 Pond_D 0.202 5 0 0 0.934 23 0 02:44 0.01 PondC 0.967 5 0 0 4.981 26 0 02:37 0.08 Pond_A5.2 0.004 1 0 0 0.157 21 0 00:57 0.07

*********************** Outfall Loading Summary ***********************

----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Prop-East 57.57 0.02 0.05 0.024 Prop-West 55.09 0.05 0.43 0.055 Hist-East 2.82 0.03 0.18 0.001 Hist-West 2.86 0.04 0.28 0.002 -----------------------------------------------------------

Page 6

Sand Hill - Temp Pond A - WQ System 29.59 0.14 0.28 0.082

******************** Link Flow Summary ********************

----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 1 DUMMY 0.11 0 00:45 2 DUMMY 1.32 0 00:47 3 DUMMY 0.17 0 00:45 4 DUMMY 0.74 0 00:50 5 DUMMY 2.19 0 00:49 11 DUMMY 2.19 0 00:49 Outlet_A5 ORIFICE 0.99 0 00:47 0.00 Outlet_A4 ORIFICE 0.29 0 00:48 0.00 Outlet_C2 ORIFICE 0.87 0 00:48 0.00 Outlet_C1 ORIFICE 0.74 0 00:50 0.00 Outlet_A6 ORIFICE 0.07 0 00:58 0.00 Outlet_1 DUMMY 0.05 0 02:15 Outlet_D DUMMY 0.01 0 02:44 Outlet_C DUMMY 0.08 0 02:37

************************* Conduit Surcharge Summary *************************

No conduits were surcharged.

Analysis begun on: Mon Jul 8 12:37:59 2019 Analysis ended on: Mon Jul 8 12:37:59 2019 Total elapsed time: < 1 sec

Page 7

Sand Hill - Temp Pond A - 2-yr






Page 1

Sand Hill - Temp Pond A - 2-yr Infiltration Loss ........ 1.619 0.975 Surface Runoff ........... 0.549 0.331 Final Storage ............ 0.052 0.031 Continuity Error (%) ..... -0.191




***************************Page 2

Sand Hill - Temp Pond A - 2-yr Subcatchment Runoff Summary ***************************


------------------------------------------------------------------------------------------------------------------------------ A-2 1.33 0.00 0.00 1.26 0.07 0.00 0.07 0.00 0.13 0.051 A-1 1.33 0.00 0.00 1.20 0.12 0.00 0.12 0.00 0.22 0.091 A-6 1.33 0.00 0.00 0.37 0.92 0.00 0.92 0.02 2.26 0.690 A-4 1.33 0.00 0.00 0.00 1.27 0.00 1.27 0.01 0.80 0.950 A-5.3,5.4 1.33 0.00 0.00 0.16 1.12 0.00 1.12 0.01 0.80 0.840 C-1 1.33 0.00 0.00 0.27 1.01 0.00 1.01 0.02 2.14 0.760 C-2 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 2.36 0.857 E-1 1.33 0.00 0.00 1.07 0.25 0.00 0.25 0.01 0.81 0.191 C-3 1.33 0.00 0.00 0.73 1.11 0.00 0.40 0.01 0.44 0.301 D-1 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.34 0.855 A-3 1.33 0.00 0.00 0.08 1.19 0.00 1.19 0.01 1.26 0.893 A-7 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.06 0.019 C-4 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.32 0.855 C-5 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.47

Page 3

Sand Hill - Temp Pond A - 2-yr 0.854 H-2 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.17 0.019 H-1 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.19 0.019 H-4 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.33 0.019 15 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.23 0.019 A-5.1,5.2 1.33 0.00 0.00 0.22 1.06 0.00 1.06 0.00 0.55 0.797





Page 4

Sand Hill - Temp Pond A - 2-yr Hist-East OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Hist-West OUTFALL 0.00 0.00 0.00 0 00:00 0.00 PondA STORAGE 1.21 3.00 3.00 0 02:16 3.00 Pond_A6 STORAGE 0.00 0.37 6.37 0 00:47 0.34 Pond_A5.4 STORAGE 0.00 0.44 6.44 0 00:49 0.43 Pond_C2 STORAGE 0.00 0.35 2.35 0 00:49 0.35 Pond_C1 STORAGE 0.00 0.34 3.34 0 00:50 0.34 Pond_D STORAGE 0.83 2.06 3.06 0 02:18 2.06 PondC STORAGE 1.38 4.32 4.32 0 02:32 4.32 Pond_A5.2 STORAGE 0.01 0.30 6.30 0 00:54 0.30



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Page 6

Sand Hill - Temp Pond A - 2-yr System 41.35 0.25 0.56 0.179






Page 7







Page 1





***************************Page 2



------------------------------------------------------------------------------------------------------------------------------ A-2 1.68 0.00 0.00 1.59 0.09 0.00 0.09 0.00 0.16 0.052 A-1 1.68 0.00 0.00 1.48 0.16 0.04 0.20 0.00 0.28 0.117 A-6 1.68 0.00 0.00 0.46 1.17 0.00 1.17 0.02 2.87 0.697 A-4 1.68 0.00 0.00 0.00 1.61 0.00 1.61 0.01 1.00 0.961 A-5.3,5.4 1.68 0.00 0.00 0.18 1.43 0.02 1.44 0.01 1.02 0.859 C-1 1.68 0.00 0.00 0.34 1.29 0.00 1.29 0.03 2.85 0.770 C-2 1.68 0.00 0.00 0.17 1.46 0.00 1.46 0.03 3.05 0.867 E-1 1.68 0.00 0.00 1.33 0.32 0.01 0.33 0.01 1.03 0.198 C-3 1.68 0.00 0.00 0.77 1.41 0.00 0.71 0.02 1.08 0.423 D-1 1.68 0.00 0.00 0.17 1.45 0.00 1.45 0.02 1.81 0.865 A-3 1.68 0.00 0.00 0.10 1.52 0.00 1.52 0.01 1.58 0.903 A-7 1.68 0.00 0.00 1.64 0.03 0.00 0.03 0.00 0.07 0.019 C-4 1.68 0.00 0.00 0.16 1.45 0.00 1.46 0.02 1.79 0.868 C-5 1.68 0.00 0.00 0.16 1.45 0.00 1.46 0.03 2.01

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 3.19 0 00:48 0 0.0391 0.000 10 JUNCTION 0.28 0.28 0 00:45 0.00289 0.00289 0.000 11 JUNCTION 0.16 0.45 0 00:45 0.00136 0.00424 0.000 12 JUNCTION 2.27 6.20 0 00:48 0.0422 0.102 0.000 13 JUNCTION 0.00 2.09 0 00:50 0 0.0312 0.000 14 JUNCTION 0.00 6.20 0 00:48 0 0.102 0.000 Prop-East OUTFALL 0.00 0.09 0 02:15 0 0.0654 0.000 Prop-West OUTFALL 1.03 1.11 0 00:45 0.00912 0.16 0.000 Hist-East OUTFALL 0.46 0.46 0 00:45 0.00381 0.00381 0.000 Hist-West OUTFALL 0.98 0.98 0 00:55 0.0143 0.0143 0.000 PondA STORAGE 2.66 6.00 0 00:45 0.0221 0.0654 0.012 Pond_A6 STORAGE 2.87 2.87 0 00:45 0.0245 0.0245 -0.006 Pond_A5.4 STORAGE 1.02 1.02 0 00:45 0.00861 0.00861 0.042 Pond_C2 STORAGE 3.05 3.05 0 00:45 0.0285 0.0285 0.092 Pond_C1 STORAGE 2.85 2.85 0 00:45 0.0312 0.0312 0.202 Pond_D STORAGE 1.81 1.81 0 00:45 0.0217 0.0217 0.024 PondC STORAGE 2.01 8.06 0 00:47 0.0273 0.129 0.020 Pond_A5.2 STORAGE 0.70 0.70 0 00:45 0.00599 0.00599 0.259

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------------------------------------------------------------------------------------------------------------------------------ A-2 1.96 0.00 0.00 1.85 0.10 0.00 0.10 0.00 0.19 0.052 A-1 1.96 0.00 0.00 1.60 0.18 0.18 0.36 0.01 0.42 0.185 A-6 1.96 0.00 0.00 0.53 1.38 0.02 1.39 0.03 3.39 0.711 A-4 1.96 0.00 0.00 0.00 1.90 0.00 1.90 0.01 1.17 0.969 A-5.3,5.4 1.96 0.00 0.00 0.19 1.67 0.05 1.72 0.01 1.22 0.879 C-1 1.96 0.00 0.00 0.38 1.52 0.01 1.53 0.04 3.44 0.780 C-2 1.96 0.00 0.00 0.18 1.71 0.01 1.72 0.03 3.63 0.880 E-1 1.96 0.00 0.00 1.51 0.38 0.05 0.43 0.01 1.24 0.222 C-3 1.96 0.00 0.00 0.80 1.66 0.00 0.97 0.03 1.63 0.493 D-1 1.96 0.00 0.00 0.19 1.71 0.01 1.71 0.03 2.20 0.875 A-3 1.96 0.00 0.00 0.12 1.78 0.00 1.78 0.02 1.85 0.909 A-7 1.96 0.00 0.00 1.92 0.04 0.00 0.04 0.00 0.09 0.019 C-4 1.96 0.00 0.00 0.18 1.71 0.02 1.73 0.03 2.18 0.882 C-5 1.96 0.00 0.00 0.18 1.71 0.02 1.72 0.03 2.48

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 3.67 0 00:48 0 0.0465 0.000 10 JUNCTION 0.42 0.42 0 00:45 0.00532 0.00532 0.000 11 JUNCTION 0.19 0.61 0 00:45 0.00159 0.00691 0.000 12 JUNCTION 2.81 7.25 0 00:48 0.0535 0.124 0.000 13 JUNCTION 0.00 2.43 0 00:50 0 0.0369 0.000 14 JUNCTION 0.00 7.25 0 00:48 0 0.124 0.000 Prop-East OUTFALL 0.00 0.10 0 02:15 0 0.0794 0.000 Prop-West OUTFALL 1.24 2.77 0 01:17 0.0119 0.194 0.000 Hist-East OUTFALL 0.53 0.53 0 00:45 0.00448 0.00448 0.000 Hist-West OUTFALL 3.04 3.04 0 00:55 0.043 0.043 0.000 PondA STORAGE 3.11 7.04 0 00:45 0.026 0.0794 0.011 Pond_A6 STORAGE 3.39 3.39 0 00:45 0.0291 0.0291 -0.006 Pond_A5.4 STORAGE 1.22 1.22 0 00:45 0.0103 0.0103 -0.004 Pond_C2 STORAGE 3.63 3.63 0 00:45 0.0337 0.0337 0.087 Pond_C1 STORAGE 3.44 3.44 0 00:45 0.0369 0.0369 0.173 Pond_D STORAGE 2.20 2.20 0 00:45 0.0256 0.0256 0.045 PondC STORAGE 2.48 9.57 0 00:47 0.0323 0.156 0.125 Pond_A5.2 STORAGE 0.84 0.84 0 00:45 0.00718 0.00718 0.289

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Analysis begun on: Mon Jul 8 12:38:41 2019 Analysis ended on: Mon Jul 8 12:38:42 2019 Total elapsed time: 00:00:01

Page 7







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***************************Page 2



------------------------------------------------------------------------------------------------------------------------------ A-2 2.24 0.00 0.00 2.12 0.12 0.00 0.12 0.00 0.22 0.052 A-1 2.24 0.00 0.00 1.68 0.21 0.36 0.57 0.01 0.61 0.253 A-6 2.24 0.00 0.00 0.56 1.58 0.07 1.64 0.03 3.97 0.735 A-4 2.24 0.00 0.00 0.00 2.17 0.00 2.17 0.01 1.34 0.972 A-5.3,5.4 2.24 0.00 0.00 0.20 1.92 0.08 2.00 0.01 1.44 0.893 C-1 2.24 0.00 0.00 0.41 1.74 0.04 1.78 0.04 4.05 0.796 C-2 2.24 0.00 0.00 0.19 1.96 0.03 2.00 0.04 4.25 0.893 E-1 2.24 0.00 0.00 1.66 0.44 0.14 0.57 0.02 1.47 0.256 C-3 2.24 0.00 0.00 0.82 1.91 0.02 1.23 0.03 2.42 0.549 D-1 2.24 0.00 0.00 0.20 1.96 0.02 1.98 0.03 2.60 0.887 A-3 2.24 0.00 0.00 0.14 2.04 0.00 2.04 0.02 2.11 0.913 A-7 2.24 0.00 0.00 2.19 0.04 0.00 0.04 0.00 0.10 0.019 C-4 2.24 0.00 0.00 0.18 1.96 0.04 2.00 0.03 2.60 0.894 C-5 2.24 0.00 0.00 0.19 1.96 0.04 2.00 0.04 2.96

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 4.15 0 00:48 0 0.0546 0.000 10 JUNCTION 0.61 0.61 0 00:45 0.0083 0.0083 0.000 11 JUNCTION 0.22 0.83 0 00:45 0.00181 0.0101 0.000 12 JUNCTION 3.76 9.03 0 00:51 0.0651 0.147 0.000 13 JUNCTION 0.00 2.76 0 00:50 0 0.043 0.000 14 JUNCTION 0.00 9.03 0 00:51 0 0.147 0.000 Prop-East OUTFALL 0.00 0.84 0 01:19 0 0.0945 0.000 Prop-West OUTFALL 1.47 5.10 0 01:10 0.0157 0.23 0.000 Hist-East OUTFALL 0.87 0.87 0 00:45 0.00853 0.00853 0.000 Hist-West OUTFALL 5.55 5.55 0 00:50 0.079 0.079 0.000 PondA STORAGE 3.55 8.14 0 00:45 0.0298 0.0946 0.043 Pond_A6 STORAGE 3.97 3.97 0 00:45 0.0344 0.0344 -0.014 Pond_A5.4 STORAGE 1.44 1.44 0 00:45 0.0119 0.0119 -0.007 Pond_C2 STORAGE 4.25 4.25 0 00:45 0.0391 0.0391 0.070 Pond_C1 STORAGE 4.05 4.05 0 00:45 0.043 0.043 0.144 Pond_D STORAGE 2.60 2.60 0 00:45 0.0296 0.0296 0.064 PondC STORAGE 2.96 11.46 0 00:48 0.0374 0.185 0.178 Pond_A5.2 STORAGE 0.99 0.99 0 00:45 0.00837 0.00837 0.312

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***************************Page 2



------------------------------------------------------------------------------------------------------------------------------ A-2 2.52 0.00 0.00 2.37 0.13 0.02 0.15 0.00 0.28 0.059 A-1 2.52 0.00 0.00 1.74 0.23 0.55 0.79 0.01 0.85 0.313 A-6 2.52 0.00 0.00 0.58 1.78 0.12 1.90 0.04 4.60 0.756 A-4 2.52 0.00 0.00 0.00 2.45 0.00 2.45 0.01 1.51 0.973 A-5.3,5.4 2.52 0.00 0.00 0.20 2.17 0.10 2.27 0.01 1.65 0.902 C-1 2.52 0.00 0.00 0.43 1.97 0.07 2.04 0.05 4.68 0.812 C-2 2.52 0.00 0.00 0.20 2.22 0.06 2.27 0.04 4.88 0.903 E-1 2.52 0.00 0.00 1.77 0.49 0.25 0.74 0.02 1.71 0.293 C-3 2.52 0.00 0.00 0.83 2.15 0.03 1.50 0.04 3.12 0.595 D-1 2.52 0.00 0.00 0.21 2.21 0.04 2.26 0.03 3.02 0.897 A-3 2.52 0.00 0.00 0.15 2.30 0.01 2.32 0.02 2.42 0.920 A-7 2.52 0.00 0.00 2.45 0.05 0.02 0.07 0.00 0.16 0.027 C-4 2.52 0.00 0.00 0.19 2.21 0.06 2.28 0.03 3.02 0.904 C-5 2.52 0.00 0.00 0.19 2.21 0.06 2.27 0.04 3.46

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***************************Page 2



------------------------------------------------------------------------------------------------------------------------------ A-2 2.82 0.00 0.00 2.59 0.15 0.08 0.23 0.00 0.42 0.083 A-1 2.82 0.00 0.00 1.78 0.27 0.78 1.05 0.02 1.17 0.371 A-6 2.82 0.00 0.00 0.60 2.00 0.19 2.19 0.05 5.30 0.776 A-4 2.82 0.00 0.00 0.00 2.76 0.00 2.76 0.01 1.69 0.977 A-5.3,5.4 2.82 0.00 0.00 0.21 2.44 0.13 2.57 0.02 1.87 0.910 C-1 2.82 0.00 0.00 0.45 2.21 0.12 2.33 0.06 5.38 0.827 C-2 2.82 0.00 0.00 0.20 2.49 0.08 2.57 0.05 5.57 0.912 E-1 2.82 0.00 0.00 1.87 0.55 0.39 0.94 0.03 2.00 0.334 C-3 2.82 0.00 0.00 0.84 2.42 0.06 1.79 0.05 4.13 0.636 D-1 2.82 0.00 0.00 0.22 2.49 0.07 2.56 0.04 3.48 0.907 A-3 2.82 0.00 0.00 0.15 2.59 0.03 2.62 0.02 2.76 0.928 A-7 2.82 0.00 0.00 2.68 0.06 0.09 0.15 0.00 0.32 0.051 C-4 2.82 0.00 0.00 0.20 2.49 0.09 2.57 0.04 3.49 0.913 C-5 2.82 0.00 0.00 0.20 2.49 0.08 2.57 0.05 4.01

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------------------------------------------------------------------------------------------------------------------------------ A-2 4.12 0.00 0.00 3.16 0.22 0.76 0.98 0.02 1.41 0.238 A-1 4.12 0.00 0.00 1.92 0.39 1.83 2.22 0.03 2.84 0.540 A-6 4.12 0.00 0.00 0.66 2.95 0.49 3.44 0.07 8.53 0.835 A-4 4.12 0.00 0.00 0.00 4.07 0.00 4.07 0.02 2.46 0.989 A-5.3,5.4 4.12 0.00 0.00 0.23 3.59 0.27 3.86 0.02 2.80 0.937 C-1 4.12 0.00 0.00 0.48 3.26 0.34 3.60 0.09 8.56 0.875 C-2 4.12 0.00 0.00 0.22 3.67 0.20 3.87 0.08 8.60 0.939 E-1 4.12 0.00 0.00 2.14 0.81 1.16 1.98 0.05 3.42 0.481 C-3 4.12 0.00 0.00 0.86 3.57 0.16 3.07 0.09 7.90 0.746 D-1 4.12 0.00 0.00 0.23 3.67 0.18 3.85 0.06 5.55 0.935 A-3 4.12 0.00 0.00 0.18 3.82 0.07 3.90 0.03 4.09 0.946 A-7 4.12 0.00 0.00 3.26 0.08 0.80 0.88 0.02 1.55 0.214 C-4 4.12 0.00 0.00 0.21 3.67 0.20 3.87 0.06 5.58 0.940 C-5 4.12 0.00 0.00 0.22 3.66 0.20 3.86 0.07 6.48

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Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CFS days hr:min 10^6 gal 1000 ft3 -------------------------------------------------------------------------- Pond_A6 0.03 1.11 0 00:48 0.001 0.000 Pond_A5.4 0.14 1.82 0 00:45 0.003 0.000 Pond_D 0.54 2.67 0 00:52 0.012 0.000 PondC 0.24 11.34 0 00:51 0.033 0.000 Pond_A5.2 0.19 1.47 0 00:46 0.003 0.000




Page 6


----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Prop-East 99.85 0.12 3.99 0.224 Prop-West 80.84 0.28 14.63 0.446 Hist-East 2.88 2.54 14.80 0.142 Hist-West 3.06 6.35 31.71 0.376 ----------------------------------------------------------- System 46.66 9.29 31.71 1.188



************************* Conduit Surcharge Summary

Page 7

Sand Hill - Temp Pond A - 500-yr *************************



Page 8

SWMM Model – Sand Hill – Final Pond A

Sand Hill - Final Pond A - Input[TITLE];;Project Title/Notes

[OPTIONS];;Option ValueFLOW_UNITS CFSINFILTRATION HORTONFLOW_ROUTING KINWAVELINK_OFFSETS DEPTHMIN_SLOPE 0ALLOW_PONDING NOSKIP_STEADY_STATE NO

START_DATE 02/19/2018START_TIME 00:00:00REPORT_START_DATE 02/19/2018REPORT_START_TIME 00:00:00END_DATE 02/22/2018END_TIME 00:00:00SWEEP_START 01/01SWEEP_END 12/31DRY_DAYS 0REPORT_STEP 00:05:00WET_STEP 00:05:00DRY_STEP 72:00:00ROUTING_STEP 0:00:30RULE_STEP 00:00:00

INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION H-WVARIABLE_STEP 0.75LENGTHENING_STEP 0MIN_SURFAREA 12.557MAX_TRIALS 8HEAD_TOLERANCE 0.005SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5THREADS 1

[EVAPORATION];;Data Source Parameters;;-------------- ----------------CONSTANT 0.0DRY_ONLY NO

[RAINGAGES];;Name Format Interval SCF Source;;-------------- --------- ------ ------ ----------1 CUMULATIVE 0:05 1.0 TIMESERIES CS_100-yr

[SUBCATCHMENTS];;Name Rain Gage Outlet Area %Imperv Width %SlopeCurbLen SnowPack

Page 1

Sand Hill - Final Pond A - Input;;-------------- ---------------- ---------------- -------- -------- -------- ---------------- ----------------A-2 1 Pond_A2 0.57 90 150 1 0

A-1 1 Pond_A1 0.54 90 165 1 0

A-6 1 Pond_A6 0.76 72.1 160 1 0

A-4 1 PondA 0.19 100 190 1 0

A-5.3,5.4 1 Pond_A5.4 0.22 88.2 75 1 0

C-1 1 Pond_C1 0.89 80 40 1 0

C-2 1 Pond_C2 0.72 90 75 1 0

E-1 1 Prop-West 1.01 20 50 1 0

C-3 1 12 1.04 90 20 1 0

D-1 1 Pond_D 0.55 90 30 0.5 0

A-3 1 PondA 0.32 93.9 250 1 0

A-7 1 PondA 0.42 49 200 1 0

C-4 1 12 .56 90 20 1 0

C-5 1 PondC 0.69 90 20 1 0

H-2 1 Hist-East 2.01 2 367 1.5 0

H-1 1 Hist-East 2.3 2 345 2.5 0

H-4 1 Hist-West 3.98 2 416 2.5 0

15 1 Hist-West 2.71 2 343 3 0

A-5.1,5.2 1 Pond_A5.2 0.16 83.7 60 0.5 0

[SUBAREAS];;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteToPctRouted;;-------------- ---------- ---------- ---------- ---------- ---------- --------------------A-2 0.011 0.24 0.1 0.35 25 OUTLETA-1 0.011 0.24 0.1 0.35 25 OUTLETA-6 0.011 0.24 0.1 0.35 25 OUTLETA-4 0.011 0.24 0.1 0.35 25 OUTLETA-5.3,5.4 0.011 0.24 0.1 0.34 25 OUTLETC-1 0.011 0.24 0.1 0.35 25 OUTLETC-2 0.011 0.24 0.1 0.35 25 OUTLETE-1 0.011 0.24 0.1 0.35 25 OUTLETC-3 0.011 0.24 0.1 0.35 25 OUTLET

Page 2

Sand Hill - Final Pond A - InputD-1 0.011 0.24 0.1 0.35 25 OUTLETA-3 0.011 0.24 0.1 0.35 25 OUTLETA-7 0.011 0.24 0.1 0.35 25 OUTLETC-4 0.011 0.24 0.1 0.35 25 OUTLETC-5 0.011 0.24 0.1 0.35 25 OUTLETH-2 0.011 0.13 0.1 0.35 25 OUTLETH-1 0.011 0.13 0.1 0.35 25 OUTLETH-4 0.011 0.13 0.1 0.35 25 OUTLET15 0.011 0.13 0.1 0.35 25 OUTLETA-5.1,5.2 0.011 0.24 0.1 0.35 25 OUTLET

[INFILTRATION];;Subcatchment MaxRate MinRate Decay DryTime MaxInfil;;-------------- ---------- ---------- ---------- ---------- ----------A-2 5 1 2.52 7 0A-1 4.5 0.6 6.48 7 0A-6 4.7 .76 4.88 7 0A-4 5 1 2.52 7 0A-5.3,5.4 4.5 0.6 6.48 7 0C-1 4.5 0.6 4.68 7 0C-2 4.5 0.6 4.68 7 0E-1 4.5 .6 6.48 7 0C-3 4.5 0.6 4.68 7 0D-1 4.5 0.6 4.68 7 0A-3 5 1 2.52 7 0A-7 5 1 2.52 7 0C-4 4.5 0.6 6.48 7 0C-5 4.5 .6 6.48 7 0H-2 4.8175 0.854 3.9654 7 0H-1 5 1 2.52 7 0H-4 4.5 .6 6.48 7 015 4.5 .6 6.48 7 0A-5.1,5.2 3.0 0.5 4 7 0

[LID_CONTROLS];;Name Type/Layer Parameters;;-------------- ---------- ----------ParkingIsland BCParkingIsland SURFACE 24 0.1 0.1 0 5ParkingIsland SOIL 18 0.5 0.2 0.1 0.5 30 3.5ParkingIsland STORAGE 1 0.75 0.5 0ParkingIsland DRAIN 0 0.5 6 6 0 0

[LID_USAGE];;Subcatchment LID Process Number Area Width InitSat FromImpToPerv RptFile DrainTo FromPerv;;-------------- ---------------- ------- ---------- ---------- ---------- -------------------- ------------------------ ---------------- ----------C-3 ParkingIsland 2 580 0 0 80 0 * * 0

[JUNCTIONS];;Name Elevation MaxDepth InitDepth SurDepth Aponded

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Sand Hill - Final Pond A - Input;;-------------- ---------- ---------- ---------- ---------- ----------9 5 0 0 0 010 5 0 0 0 011 5 0 0 0 012 2 0 0 0 013 3 0 0 0 014 1 0 0 0 0

[OUTFALLS];;Name Elevation Type Stage Data Gated Route To;;-------------- ---------- ---------- ---------------- -------- ----------------Prop-East 0 FREE NOProp-West 0 FREE NOHist-East 0 FREE NOHist-West 0 FREE NO

[STORAGE];;Name Elev. MaxDepth InitDepth Shape Curve Name/ParamsN/A Fevap Psi Ksat IMD;;-------------- -------- ---------- ----------- ---------- ------------------------------------ -------- -------- --------PondA 0 5.5 0 TABULAR Pond1_Volume 0 0Pond_A1 6 0.75 0 TABULAR PondA1_Volume 0 0Pond_A2 6 0.75 0 TABULAR PondA2_Volume 0 0Pond_A6 6 .75 0 TABULAR PondA5_Volume 0 0Pond_A5.4 6 0.75 0 TABULAR PondA5.4_Volume 0 0Pond_C2 2 .75 0 TABULAR PondB2_vol 0 0Pond_C1 3 .75 0 TABULAR PondB1_vol 0 0Pond_D 1 3 0 TABULAR PondD_Vol 0 0PondC 0 6 0 TABULAR PondC_Vol 0 0Pond_A5.2 6 0.75 0 FUNCTIONAL 1000 0 0 0 0

[CONDUITS];;Name From Node To Node Length Roughness InOffsetOutOffset InitFlow MaxFlow;;-------------- ---------------- ---------------- ---------- ---------- -------------------- ---------- ----------1 10 11 400 0.01 0 0 0 02 9 PondA 400 0.01 0 0 0 03 11 PondA 400 0.01 0 0 0 04 13 12 400 0.01 0 0 0 0

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Sand Hill - Final Pond A - Input5 12 14 400 0.01 0 0 0 011 14 PondC 400 0.01 0 0 0 0

[ORIFICES];;Name From Node To Node Type Offset QcoeffGated CloseTime;;-------------- ---------------- ---------------- ------------ ---------- ------------------ ----------Outlet_A1 Pond_A1 10 SIDE 0 0.65 NO 0OutletA2 Pond_A2 11 SIDE 0 0.65 NO 0Outlet_A5 Pond_A6 9 SIDE 0 0.65 NO 0Outlet_A4 Pond_A5.4 9 SIDE 0 0.65 NO 0Outlet_C2 Pond_C2 12 SIDE 0 0.65 NO 0Outlet_C1 Pond_C1 13 SIDE 0 0.65 NO 0Outlet_A6 Pond_A5.2 9 SIDE 0 0.65 NO 0

[OUTLETS];;Name From Node To Node Offset TypeQTable/Qcoeff Qexpon Gated;;-------------- ---------------- ---------------- ---------- ------------------------------- ---------- --------Outlet_1 PondA Prop-East 0 TABULAR/DEPTH Pond1_Outlet NOOutlet_D Pond_D Prop-West 0 TABULAR/DEPTH Outlet_D NOOutlet_C PondC Prop-West 0 TABULAR/DEPTH OutletPondC NO

[XSECTIONS];;Link Shape Geom1 Geom2 Geom3 Geom4 BarrelsCulvert;;-------------- ------------ ---------------- ---------- ---------- ---------- --------------------1 DUMMY 0 0 0 0 1

2 DUMMY 0 0 0 0 1

3 DUMMY 0 0 0 0 1

4 DUMMY 0 0 0 0 1

5 DUMMY 0 0 0 0 1

11 DUMMY 0 0 0 0 1

Outlet_A1 RECT_CLOSED 0.75 .9 0 0

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Sand Hill - Final Pond A - InputOutletA2 RECT_CLOSED .75 1 0 0Outlet_A5 RECT_CLOSED 0.75 2.25 0 0Outlet_A4 RECT_CLOSED 0.5 0.5 0 0Outlet_C2 RECT_CLOSED .75 2.25 0 0Outlet_C1 RECT_CLOSED .75 2.25 0 0Outlet_A6 RECT_CLOSED 0.4 0.3 0 0

[CURVES];;Name Type X-Value Y-Value;;-------------- ---------- ---------- ----------Pond1_Outlet Rating 0.00 0.00Pond1_Outlet 0.25 0.02Pond1_Outlet 0.50 0.02Pond1_Outlet 0.75 0.03Pond1_Outlet 1.00 0.03Pond1_Outlet 1.25 0.04Pond1_Outlet 1.50 0.05Pond1_Outlet 1.75 0.06Pond1_Outlet 2.00 0.07Pond1_Outlet 2.25 0.08Pond1_Outlet 2.50 0.09Pond1_Outlet 2.75 0.10Pond1_Outlet 3.00 0.12Pond1_Outlet 3.25 0.13Pond1_Outlet 3.50 0.14Pond1_Outlet 3.75 0.15Pond1_Outlet 4.00 0.15Pond1_Outlet 4.05 0.63Pond1_Outlet 4.25 3.50Pond1_Outlet 4.50 3.59Pond1_Outlet 4.75 3.68Pond1_Outlet 5.00 3.77Pond1_Outlet 5.25 3.85Pond1_Outlet 5.50 3.94Pond1_Outlet 5.75 4.02;OutletPondC Rating 0.00 0.00OutletPondC 1.00 0.04OutletPondC 2.00 0.07OutletPondC 3.00 0.10OutletPondC 4.00 0.15OutletPondC 5.00 0.19OutletPondC 6.00 12.11;Outlet_D Rating 0.00 0.00Outlet_D 1.00 0.01Outlet_D 2.00 0.02Outlet_D 3.00 0.45;Pond1_Volume Storage 0.00 0Pond1_Volume 0.75 2067Pond1_Volume 1.75 5058Pond1_Volume 2.75 5579Pond1_Volume 3.75 5866Pond1_Volume 4.75 6080

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Sand Hill - Final Pond A - InputPond1_Volume 5.75 6290;PondA1_Volume Storage 0 0PondA1_Volume 0.25 625PondA1_Volume 0.5 2500PondA1_Volume 0.75 5625;PondA2_Volume Storage 0 0PondA2_Volume 0.25 625PondA2_Volume 0.5 2500PondA2_Volume 0.75 5625;PondA5_Volume Storage 0 0PondA5_Volume 0.25 625PondA5_Volume 0.5 2500PondA5_Volume 0.75 5625;PondA5.4_Volume Storage 0.00 0PondA5.4_Volume 0.05 16PondA5.4_Volume 0.25 363PondA5.4_Volume 0.45 899PondA5.4_Volume 0.65 1501PondA5.4_Volume 0.75 1769;PondB2_vol Storage 0 0PondB2_vol 0.25 1250PondB2_vol 0.50 5000PondB2_vol 0.75 11250;PondB1_vol Storage 0 0PondB1_vol 0.25 1250PondB1_vol 0.50 5000PondB1_vol 0.75 11250;PondC_Vol Storage 0.00 0PondC_Vol 1 2347PondC_Vol 2.00 2835PondC_Vol 3.00 3286PondC_Vol 4.00 3755PondC_Vol 5 4189PondC_Vol 6 4770;PondD_Vol Storage 0.00 0PondD_Vol 1.00 1042PondD_Vol 2.00 1734PondD_Vol 3.00 2525;PondB3_vol Storage 0 3750PondB3_vol 1 3750;PondA5.2_Volume Storage 0.00 0PondA5.2_Volume 0.05 9PondA5.2_Volume 0.25 102PondA5.2_Volume 0.45 201

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Sand Hill - Final Pond A - Input[TIMESERIES];;Name Date Time Value;;-------------- ---------- ---------- ----------CS_100-yr 0 0CS_100-yr 0:05 0.03528CS_100-yr 0:10 0.11592CS_100-yr 0:15 0.19908CS_100-yr 0:20 0.3024CS_100-yr 0:25 0.45108CS_100-yr 0:30 0.65016CS_100-yr 0:35 1.06092CS_100-yr 0:40 1.79424CS_100-yr 0:45 2.07648CS_100-yr 0:50 2.24784CS_100-yr 0:55 2.3562CS_100-yr 1:00 2.44944CS_100-yr 1:05 2.53008CS_100-yr 1:10 2.56536CS_100-yr 1:15 2.5956CS_100-yr 1:20 2.62332CS_100-yr 1:25 2.65104CS_100-yr 1:30 2.67876CS_100-yr 1:35 2.70144CS_100-yr 1:40 2.72664CS_100-yr 1:45 2.74932CS_100-yr 1:50 2.772CS_100-yr 1:55 2.79468CS_100-yr 2:00 2.81988;CS_WQ 0 0CS_WQ 0:05 0.0084CS_WQ 0:10 0.0276CS_WQ 0:15 0.0474CS_WQ 0:20 0.072CS_WQ 0:25 0.1074CS_WQ 0:30 0.1548CS_WQ 0:35 0.2526CS_WQ 0:40 0.4272CS_WQ 0:45 0.4944CS_WQ 0:50 0.5352CS_WQ 0:55 0.561CS_WQ 1:00 0.5832CS_WQ 1:05 0.6024CS_WQ 1:10 0.6108CS_WQ 1:15 0.618CS_WQ 1:20 0.6246CS_WQ 1:25 0.6312CS_WQ 1:30 0.6378CS_WQ 1:35 0.6432CS_WQ 1:40 0.6492CS_WQ 1:45 0.6546CS_WQ 1:50 0.66CS_WQ 1:55 0.6654CS_WQ 2:00 0.6714;

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Sand Hill - Final Pond A - InputCS_5-yr 0 0CS_5-yr 0:05 0.021CS_5-yr 0:10 0.069CS_5-yr 0:15 0.1185CS_5-yr 0:20 0.18CS_5-yr 0:25 0.2685CS_5-yr 0:30 0.387CS_5-yr 0:35 0.6315CS_5-yr 0:40 1.068CS_5-yr 0:45 1.236CS_5-yr 0:50 1.338CS_5-yr 0:55 1.4025CS_5-yr 1:00 1.458CS_5-yr 1:05 1.506CS_5-yr 1:10 1.527CS_5-yr 1:15 1.545CS_5-yr 1:20 1.5615CS_5-yr 1:25 1.578CS_5-yr 1:30 1.5945CS_5-yr 1:35 1.608CS_5-yr 1:40 1.623CS_5-yr 1:45 1.6365CS_5-yr 1:50 1.65CS_5-yr 1:55 1.6635CS_5-yr 2:00 1.6785;CS_2-yr 0 0CS_2-yr 0:05 0.01666CS_2-yr 0:10 0.05474CS_2-yr 0:15 0.09401CS_2-yr 0:20 0.1428CS_2-yr 0:25 0.21301CS_2-yr 0:30 0.30702CS_2-yr 0:35 0.50099CS_2-yr 0:40 0.84728CS_2-yr 0:45 0.98056CS_2-yr 0:50 1.06148CS_2-yr 0:55 1.11265CS_2-yr 1:00 1.15668CS_2-yr 1:05 1.19476CS_2-yr 1:10 1.21142CS_2-yr 1:15 1.2257CS_2-yr 1:20 1.23879CS_2-yr 1:25 1.25188CS_2-yr 1:30 1.26497CS_2-yr 1:35 1.27568CS_2-yr 1:40 1.28758CS_2-yr 1:45 1.29829CS_2-yr 1:50 1.309CS_2-yr 1:55 1.31971CS_2-yr 2:00 1.33161;CS_10-yr 0 0CS_10-yr 0:05 0.0245CS_10-yr 0:10 0.0805

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Sand Hill - Final Pond A - InputCS_10-yr 0:15 0.13825CS_10-yr 0:20 0.21CS_10-yr 0:25 0.31325CS_10-yr 0:30 0.4515CS_10-yr 0:35 0.73675CS_10-yr 0:40 1.246CS_10-yr 0:45 1.442CS_10-yr 0:50 1.561CS_10-yr 0:55 1.63625CS_10-yr 1:00 1.701CS_10-yr 1:05 1.757CS_10-yr 1:10 1.7815CS_10-yr 1:15 1.8025CS_10-yr 1:20 1.82175CS_10-yr 1:25 1.841CS_10-yr 1:30 1.86025CS_10-yr 1:35 1.876CS_10-yr 1:40 1.8935CS_10-yr 1:45 1.90925CS_10-yr 1:50 1.925CS_10-yr 1:55 1.94075CS_10-yr 2:00 1.95825;CS_25-yr 0 0CS_25-yr 0:05 0.028CS_25-yr 0:10 0.092CS_25-yr 0:15 0.158CS_25-yr 0:20 0.24CS_25-yr 0:25 0.358CS_25-yr 0:30 0.516CS_25-yr 0:35 0.842CS_25-yr 0:40 1.424CS_25-yr 0:45 1.648CS_25-yr 0:50 1.784CS_25-yr 0:55 1.87CS_25-yr 1:00 1.944CS_25-yr 1:05 2.008CS_25-yr 1:10 2.036CS_25-yr 1:15 2.06CS_25-yr 1:20 2.082CS_25-yr 1:25 2.104CS_25-yr 1:30 2.126CS_25-yr 1:35 2.144CS_25-yr 1:40 2.164CS_25-yr 1:45 2.182CS_25-yr 1:50 2.2CS_25-yr 1:55 2.218CS_25-yr 2:00 2.238;CS_50-yr 0 0CS_50-yr 0:05 0.0315CS_50-yr 0:10 0.1035CS_50-yr 0:15 0.17775CS_50-yr 0:20 0.27CS_50-yr 0:25 0.40275

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Sand Hill - Final Pond A - InputCS_50-yr 0:30 0.5805CS_50-yr 0:35 0.94725CS_50-yr 0:40 1.602CS_50-yr 0:45 1.854CS_50-yr 0:50 2.007CS_50-yr 0:55 2.10375CS_50-yr 1:00 2.187CS_50-yr 1:05 2.259CS_50-yr 1:10 2.2905CS_50-yr 1:15 2.3175CS_50-yr 1:20 2.34225CS_50-yr 1:25 2.367CS_50-yr 1:30 2.39175CS_50-yr 1:35 2.412CS_50-yr 1:40 2.4345CS_50-yr 1:45 2.45475CS_50-yr 1:50 2.475CS_50-yr 1:55 2.49525CS_50-yr 2:00 2.51775;CS_500-yr 0:05 0.05152CS_500-yr 0:10 0.16928CS_500-yr 0:15 0.29072CS_500-yr 0:20 0.4416CS_500-yr 0:25 0.65872CS_500-yr 0:30 0.94944CS_500-yr 0:35 1.54928CS_500-yr 0:40 2.62016CS_500-yr 0:45 3.03232CS_500-yr 0:50 3.28256CS_500-yr 0:55 3.4408CS_500-yr 1:00 3.57696CS_500-yr 1:05 3.69472CS_500-yr 1:10 3.74624CS_500-yr 1:15 3.7904CS_500-yr 1:20 3.83088CS_500-yr 1:25 3.87136CS_500-yr 1:30 3.91184CS_500-yr 1:35 3.94496CS_500-yr 1:40 3.98176CS_500-yr 1:45 4.01488CS_500-yr 1:50 4.048CS_500-yr 1:55 4.08112CS_500-yr 2:00 4.11792

[REPORT];;Reporting OptionsSUBCATCHMENTS ALLNODES ALLLINKS ALL

[TAGS]

[MAP]DIMENSIONS 0.000 0.000 10000.000 10000.000

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Sand Hill - Final Pond A - InputUnits None

[COORDINATES];;Node X-Coord Y-Coord;;-------------- ------------------ ------------------9 4148.695 2122.58810 2809.308 5856.98111 6248.581 5891.03312 -3788.694 6016.15113 -868.102 5868.10214 -6278.600 6393.001Prop-East 8654.938 1282.633Prop-West -6938.089 2516.824Hist-East 4705.882 10115.090Hist-West -5511.509 12007.673PondA 8575.482 2360.953Pond_A1 2593.644 6481.271Pond_A2 6203.178 6628.831Pond_A6 4160.045 2724.177Pond_A5.4 2626.919 2597.403Pond_C2 -3775.236 6541.050Pond_C1 -962.315 6298.789Pond_D -7485.066 6571.087PondC -6668.910 4253.028Pond_A5.2 2733.176 1452.184

[VERTICES];;Link X-Coord Y-Coord;;-------------- ------------------ ------------------

[Polygons];;Subcatchment X-Coord Y-Coord;;-------------- ------------------ ------------------A-2 5525.588 8603.043A-2 5525.588 8603.043A-2 6576.763 8561.549A-2 6742.739 7786.999A-2 5511.757 7621.024A-2 5484.094 8603.043A-1 2968.218 8649.262A-1 3104.427 7570.942A-1 1685.585 7468.785A-1 1628.831 8683.314A-6 5079.455 5539.160A-6 5612.940 3280.363A-6 3637.911 3178.207A-6 3422.247 5607.264A-4 8711.691 8127.128A-4 8938.706 6288.309A-4 8257.662 6220.204A-4 8200.908 8138.479A-5.3,5.4 1943.614 4279.268A-5.3,5.4 2220.239 2965.298A-5.3,5.4 878.607 2771.661A-5.3,5.4 837.113 4293.099

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Sand Hill - Final Pond A - InputC-1 -114.401 7725.437C-1 -127.860 6541.050C-1 -1621.803 6675.639C-1 -1554.509 7792.732C-2 -2263.367 7970.343C-2 -2263.367 6934.004C-2 -3851.523 6987.840C-2 -3784.228 8024.179E-1 -8303.694 6062.067E-1 -8182.563 4473.911E-1 -9595.753 4621.960E-1 -9784.178 6156.280C-3 -546.257 5396.717C-3 -303.996 3364.416C-3 -2137.597 3367.342C-3 -2245.124 5362.563D-1 -6976.105 8303.465D-1 -6976.105 8303.465D-1 -6904.421 7299.880D-1 -7919.952 7252.091D-1 -7991.637 8327.360A-3 7365.591 8040.621A-3 7365.591 8040.621A-3 8058.542 8064.516A-3 8118.280 6332.139A-3 7305.854 6212.664A-3 7317.802 8004.779A-7 9599.761 4934.289A-7 9599.761 4934.289A-7 10925.926 4958.184A-7 11176.822 3082.437A-7 9719.235 2998.805A-7 9611.708 4994.026C-4 -2353.644 5406.213C-4 -2305.854 3303.465C-4 -4540.024 3315.412C-4 -4444.444 5370.370C-5 -6206.691 3500.597C-5 -4784.946 3405.018C-5 -4534.050 5328.554C-5 -6242.533 5531.661H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3759.591 12391.304H-2 3900.256 12416.880H-2 4143.223 11035.806H-2 3132.992 10882.353H-2 3081.841 12378.517H-1 6086.957 12480.818H-1 6406.650 11189.258H-1 5242.967 11099.744H-1 5191.816 12429.668H-4 -5971.867 13554.987H-4 -5971.867 13554.987

Page 13

Sand Hill - Final Pond A - InputH-4 -5959.079 12595.908H-4 -7161.125 12531.969H-4 -7161.125 13593.35015 -4028.133 13554.98715 -4002.558 12685.42215 -4974.425 12583.12015 -4974.425 13554.987A-5.1,5.2 194.805 2443.920A-5.1,5.2 253.837 1192.444A-5.1,5.2 1623.377 1192.444A-5.1,5.2 1576.151 2443.920A-5.1,5.2 159.386 2432.113

[SYMBOLS];;Gage X-Coord Y-Coord;;-------------- ------------------ ------------------1 -2468.785 9012.486

Page 14

Sand Hill - Final Pond A - WQ






Page 1

Sand Hill - Final Pond A - WQ Infiltration Loss ........ 0.739 0.451 Surface Runoff ........... 0.309 0.189 Final Storage ............ 0.058 0.036 Continuity Error (%) ..... -0.274




***************************Page 2

Sand Hill - Final Pond A - WQ Subcatchment Runoff Summary ***************************


------------------------------------------------------------------------------------------------------------------------------ A-2 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 1.00 0.809 A-1 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.97 0.809 A-6 0.67 0.00 0.00 0.19 0.44 0.00 0.44 0.01 1.07 0.648 A-4 0.67 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.40 0.897 A-5.3,5.4 0.67 0.00 0.00 0.08 0.53 0.00 0.53 0.00 0.39 0.793 C-1 0.67 0.00 0.00 0.13 0.48 0.00 0.48 0.01 0.83 0.716 C-2 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 1.04 0.807 E-1 0.67 0.00 0.00 0.54 0.12 0.00 0.12 0.00 0.39 0.180 C-3 0.67 0.00 0.00 0.37 0.52 0.00 0.10 0.00 0.12 0.156 D-1 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.50 0.804 A-3 0.67 0.00 0.00 0.04 0.57 0.00 0.57 0.00 0.63 0.842 A-7 0.67 0.00 0.00 0.34 0.30 0.00 0.30 0.00 0.43 0.439 C-4 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.48 0.804 C-5 0.67 0.00 0.00 0.07 0.54 0.00 0.54 0.01 0.52

Page 3

Sand Hill - Final Pond A - WQ 0.803 H-2 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.08 0.018 H-1 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.10 0.018 H-4 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.17 0.018 15 0.67 0.00 0.00 0.66 0.01 0.00 0.01 0.00 0.11 0.018 A-5.1,5.2 0.67 0.00 0.00 0.11 0.51 0.00 0.51 0.00 0.26 0.752





Page 4

Sand Hill - Final Pond A - WQ Hist-East OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Hist-West OUTFALL 0.00 0.00 0.00 0 00:00 0.00 PondA STORAGE 0.62 1.90 1.90 0 02:18 1.90 Pond_A1 STORAGE 0.00 0.35 6.35 0 00:49 0.34 Pond_A2 STORAGE 0.00 0.34 6.34 0 00:49 0.34 Pond_A6 STORAGE 0.00 0.24 6.24 0 00:47 0.22 Pond_A5.4 STORAGE 0.00 0.29 6.29 0 00:48 0.29 Pond_C2 STORAGE 0.00 0.22 2.22 0 00:48 0.22 Pond_C1 STORAGE 0.00 0.20 3.20 0 00:50 0.20 Pond_D STORAGE 0.42 1.35 2.35 0 02:44 1.35 PondC STORAGE 0.61 2.42 2.42 0 02:37 2.42 Pond_A5.2 STORAGE 0.00 0.16 6.16 0 00:58 0.16


------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 1.30 0 00:47 0 0.0143 0.000 10 JUNCTION 0.00 0.67 0 00:49 0 0.00795 0.000 11 JUNCTION 0.00 1.40 0 00:49 0 0.0163 0.000 12 JUNCTION 0.60 2.19 0 00:49 0.0112 0.0333 0.000 13 JUNCTION 0.00 0.74 0 00:50 0 0.0116 0.000 14 JUNCTION 0.00 2.19 0 00:49 0 0.0333 0.000 Prop-East OUTFALL 0.00 0.07 0 02:18 0 0.042 0.000 Prop-West OUTFALL 0.39 0.43 0 00:45 0.00331 0.0548 0.000 Hist-East OUTFALL 0.18 0.18 0 00:45 0.00143 0.00143 0.000 Hist-West OUTFALL 0.28 0.28 0 00:45 0.00221 0.00221 0.000 PondA STORAGE 1.46 3.92 0 00:46 0.0114 0.042 0.010 Pond_A1 STORAGE 0.97 0.97 0 00:45 0.00796 0.00796 0.224 Pond_A2 STORAGE 1.00 1.00 0 00:45 0.00841 0.00841 0.202 Pond_A6 STORAGE 1.07 1.07 0 00:45 0.00898 0.00898 0.227 Pond_A5.4 STORAGE 0.39 0.39 0 00:45 0.00318 0.00318 0.255 Pond_C2 STORAGE 1.04 1.04 0 00:45 0.0106 0.0106 0.438 Pond_C1 STORAGE 0.83 0.83 0 00:45 0.0116 0.0116 0.308

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Sand Hill - Final Pond A - WQ Pond_D STORAGE 0.50 0.50 0 00:45 0.00806 0.00806 0.010 PondC STORAGE 0.52 2.70 0 00:49 0.0101 0.0434 0.014 Pond_A5.2 STORAGE 0.26 0.26 0 00:45 0.00219 0.00219 0.067




-------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- PondA 1.180 5 0 0 5.124 20 0 02:17 0.07 Pond_A1 0.001 0 0 0 0.173 12 0 00:48 0.67 Pond_A2 0.001 0 0 0 0.164 11 0 00:48 0.73 Pond_A6 0.000 0 0 0 0.073 5 0 00:46 0.97 Pond_A5.4 0.000 0 0 0 0.057 10 0 00:48 0.29 Pond_C2 0.001 0 0 0 0.124 4 0 00:48 0.87 Pond_C1 0.001 0 0 0 0.101 3 0 00:49 0.74 Pond_D 0.202 5 0 0 0.934 23 0 02:44 0.01 PondC 0.967 5 0 0 4.981 26 0 02:37 0.08 Pond_A5.2 0.004 1 0 0 0.157 21 0 00:57 0.07


----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal

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Sand Hill - Final Pond A - WQ ----------------------------------------------------------- Prop-East 56.61 0.04 0.07 0.042 Prop-West 55.09 0.05 0.43 0.055 Hist-East 2.82 0.03 0.18 0.001 Hist-West 2.86 0.04 0.28 0.002 ----------------------------------------------------------- System 29.35 0.16 0.28 0.100


----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 1 DUMMY 0.67 0 00:49 2 DUMMY 1.30 0 00:47 3 DUMMY 1.40 0 00:49 4 DUMMY 0.74 0 00:50 5 DUMMY 2.19 0 00:49 11 DUMMY 2.19 0 00:49 Outlet_A1 ORIFICE 0.67 0 00:49 0.00 OutletA2 ORIFICE 0.73 0 00:49 0.00 Outlet_A5 ORIFICE 0.97 0 00:47 0.00 Outlet_A4 ORIFICE 0.29 0 00:48 0.00 Outlet_C2 ORIFICE 0.87 0 00:48 0.00 Outlet_C1 ORIFICE 0.74 0 00:50 0.00 Outlet_A6 ORIFICE 0.07 0 00:58 0.00 Outlet_1 DUMMY 0.07 0 02:18 Outlet_D DUMMY 0.01 0 02:44 Outlet_C DUMMY 0.08 0 02:37


No conduits were surcharged.Page 7

Sand Hill - Final Pond A - WQ


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Sand Hill - Final Pond A - 2-yr






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Sand Hill - Final Pond A - 2-yr Infiltration Loss ........ 1.465 0.895 Surface Runoff ........... 0.665 0.406 Final Storage ............ 0.059 0.036 Continuity Error (%) ..... -0.243




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Sand Hill - Final Pond A - 2-yr Subcatchment Runoff Summary ***************************


------------------------------------------------------------------------------------------------------------------------------ A-2 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 2.08 0.857 A-1 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.99 0.857 A-6 1.33 0.00 0.00 0.37 0.91 0.00 0.91 0.02 2.22 0.687 A-4 1.33 0.00 0.00 0.00 1.27 0.00 1.27 0.01 0.80 0.950 A-5.3,5.4 1.33 0.00 0.00 0.16 1.12 0.00 1.12 0.01 0.80 0.840 C-1 1.33 0.00 0.00 0.27 1.01 0.00 1.01 0.02 2.14 0.760 C-2 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 2.36 0.857 E-1 1.33 0.00 0.00 1.07 0.25 0.00 0.25 0.01 0.81 0.191 C-3 1.33 0.00 0.00 0.73 1.11 0.00 0.40 0.01 0.44 0.301 D-1 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.34 0.855 A-3 1.33 0.00 0.00 0.08 1.19 0.00 1.19 0.01 1.26 0.893 A-7 1.33 0.00 0.00 0.68 0.62 0.00 0.62 0.01 0.86 0.466 C-4 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.32 0.855 C-5 1.33 0.00 0.00 0.13 1.14 0.00 1.14 0.02 1.47

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Sand Hill - Final Pond A - 2-yr 0.854 H-2 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.17 0.019 H-1 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.19 0.019 H-4 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.33 0.019 15 1.33 0.00 0.00 1.30 0.03 0.00 0.03 0.00 0.23 0.019 A-5.1,5.2 1.33 0.00 0.00 0.22 1.06 0.00 1.06 0.00 0.55 0.797





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Sand Hill - Final Pond A - 2-yr Hist-East OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Hist-West OUTFALL 0.00 0.00 0.00 0 00:00 0.00 PondA STORAGE 1.28 2.99 2.99 0 02:16 2.99 Pond_A1 STORAGE 0.01 0.50 6.50 0 00:49 0.50 Pond_A2 STORAGE 0.01 0.50 6.50 0 00:49 0.50 Pond_A6 STORAGE 0.00 0.37 6.37 0 00:47 0.34 Pond_A5.4 STORAGE 0.00 0.44 6.44 0 00:49 0.43 Pond_C2 STORAGE 0.00 0.35 2.35 0 00:49 0.35 Pond_C1 STORAGE 0.00 0.34 3.34 0 00:50 0.34 Pond_D STORAGE 0.83 2.06 3.06 0 02:18 2.06 PondC STORAGE 1.38 4.32 4.32 0 02:32 4.32 Pond_A5.2 STORAGE 0.01 0.30 6.30 0 00:54 0.30



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Sand Hill - Final Pond A - 2-yr Pond_D STORAGE 1.34 1.34 0 00:45 0.017 0.017 0.009 PondC STORAGE 1.47 6.25 0 00:47 0.0213 0.0966 0.015 Pond_A5.2 STORAGE 0.55 0.55 0 00:45 0.00461 0.00461 0.228







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Sand Hill - Final Pond A - 2-yr ----------------------------------------------------------- Prop-East 82.55 0.06 0.12 0.088 Prop-West 78.06 0.08 0.88 0.121 Hist-East 2.86 0.05 0.36 0.003 Hist-West 2.87 0.08 0.56 0.005 ----------------------------------------------------------- System 41.58 0.27 0.56 0.217







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------------------------------------------------------------------------------------------------------------------------------ A-2 1.68 0.00 0.00 0.17 1.46 0.00 1.46 0.02 2.65 0.867 A-1 1.68 0.00 0.00 0.16 1.45 0.01 1.47 0.02 2.53 0.874 A-6 1.68 0.00 0.00 0.47 1.17 0.00 1.17 0.02 2.83 0.695 A-4 1.68 0.00 0.00 0.00 1.61 0.00 1.61 0.01 1.00 0.961 A-5.3,5.4 1.68 0.00 0.00 0.18 1.43 0.02 1.44 0.01 1.02 0.859 C-1 1.68 0.00 0.00 0.34 1.29 0.00 1.29 0.03 2.85 0.770 C-2 1.68 0.00 0.00 0.17 1.46 0.00 1.46 0.03 3.05 0.867 E-1 1.68 0.00 0.00 1.33 0.32 0.01 0.33 0.01 1.03 0.198 C-3 1.68 0.00 0.00 0.77 1.41 0.00 0.71 0.02 1.08 0.423 D-1 1.68 0.00 0.00 0.17 1.45 0.00 1.45 0.02 1.81 0.865 A-3 1.68 0.00 0.00 0.10 1.52 0.00 1.52 0.01 1.58 0.903 A-7 1.68 0.00 0.00 0.86 0.79 0.00 0.79 0.01 1.09 0.472 C-4 1.68 0.00 0.00 0.16 1.45 0.00 1.46 0.02 1.79 0.868 C-5 1.68 0.00 0.00 0.16 1.45 0.00 1.46 0.03 2.01

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 3.15 0 00:48 0 0.0386 0.000 10 JUNCTION 0.00 1.42 0 00:50 0 0.0215 0.000 11 JUNCTION 0.00 2.96 0 00:49 0 0.044 0.000 12 JUNCTION 2.27 6.20 0 00:48 0.0422 0.102 0.000 13 JUNCTION 0.00 2.09 0 00:50 0 0.0312 0.000 14 JUNCTION 0.00 6.20 0 00:48 0 0.102 0.000 Prop-East OUTFALL 0.00 0.14 0 02:16 0 0.113 0.000 Prop-West OUTFALL 1.03 1.11 0 00:45 0.00912 0.16 0.000 Hist-East OUTFALL 0.46 0.46 0 00:45 0.00381 0.00381 0.000 Hist-West OUTFALL 0.98 0.98 0 00:55 0.0143 0.0143 0.000 PondA STORAGE 3.67 9.11 0 00:45 0.0305 0.113 0.011 Pond_A1 STORAGE 2.53 2.53 0 00:45 0.0215 0.0215 0.049 Pond_A2 STORAGE 2.65 2.65 0 00:45 0.0225 0.0225 0.039 Pond_A6 STORAGE 2.83 2.83 0 00:45 0.0241 0.0241 -0.016 Pond_A5.4 STORAGE 1.02 1.02 0 00:45 0.00861 0.00861 0.042 Pond_C2 STORAGE 3.05 3.05 0 00:45 0.0285 0.0285 0.092 Pond_C1 STORAGE 2.85 2.85 0 00:45 0.0312 0.0312 0.202

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------------------------------------------------------------------------------------------------------------------------------ A-2 1.96 0.00 0.00 0.20 1.71 0.00 1.71 0.03 3.10 0.873 A-1 1.96 0.00 0.00 0.16 1.71 0.04 1.75 0.03 3.03 0.892 A-6 1.96 0.00 0.00 0.53 1.37 0.02 1.39 0.03 3.33 0.708 A-4 1.96 0.00 0.00 0.00 1.90 0.00 1.90 0.01 1.17 0.969 A-5.3,5.4 1.96 0.00 0.00 0.19 1.67 0.05 1.72 0.01 1.22 0.879 C-1 1.96 0.00 0.00 0.38 1.52 0.01 1.53 0.04 3.44 0.780 C-2 1.96 0.00 0.00 0.18 1.71 0.01 1.72 0.03 3.63 0.880 E-1 1.96 0.00 0.00 1.51 0.38 0.05 0.43 0.01 1.24 0.222 C-3 1.96 0.00 0.00 0.80 1.66 0.00 0.97 0.03 1.63 0.493 D-1 1.96 0.00 0.00 0.19 1.71 0.01 1.71 0.03 2.20 0.875 A-3 1.96 0.00 0.00 0.12 1.78 0.00 1.78 0.02 1.85 0.909 A-7 1.96 0.00 0.00 1.00 0.93 0.00 0.93 0.01 1.27 0.475 C-4 1.96 0.00 0.00 0.18 1.71 0.02 1.73 0.03 2.18 0.882 C-5 1.96 0.00 0.00 0.18 1.71 0.02 1.72 0.03 2.48

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 3.63 0 00:48 0 0.046 0.000 10 JUNCTION 0.00 1.61 0 00:50 0 0.0256 0.000 11 JUNCTION 0.00 3.34 0 00:50 0 0.0521 0.000 12 JUNCTION 2.81 7.25 0 00:48 0.0535 0.124 0.000 13 JUNCTION 0.00 2.43 0 00:50 0 0.0369 0.000 14 JUNCTION 0.00 7.25 0 00:48 0 0.124 0.000 Prop-East OUTFALL 0.00 0.17 0 02:15 0 0.134 0.000 Prop-West OUTFALL 1.24 2.77 0 01:17 0.0119 0.194 0.000 Hist-East OUTFALL 0.53 0.53 0 00:45 0.00448 0.00448 0.000 Hist-West OUTFALL 3.04 3.04 0 00:55 0.043 0.043 0.000 PondA STORAGE 4.29 10.48 0 00:45 0.0359 0.134 0.011 Pond_A1 STORAGE 3.03 3.03 0 00:45 0.0256 0.0256 0.047 Pond_A2 STORAGE 3.10 3.10 0 00:45 0.0265 0.0265 0.047 Pond_A6 STORAGE 3.33 3.33 0 00:45 0.0286 0.0286 -0.014 Pond_A5.4 STORAGE 1.22 1.22 0 00:45 0.0103 0.0103 -0.004 Pond_C2 STORAGE 3.63 3.63 0 00:45 0.0337 0.0337 0.087 Pond_C1 STORAGE 3.44 3.44 0 00:45 0.0369 0.0369 0.173

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------------------------------------------------------------------------------------------------------------------------------ A-2 2.24 0.00 0.00 0.22 1.96 0.00 1.96 0.03 3.56 0.877 A-1 2.24 0.00 0.00 0.17 1.96 0.06 2.03 0.03 3.55 0.905 A-6 2.24 0.00 0.00 0.56 1.57 0.07 1.64 0.03 3.91 0.732 A-4 2.24 0.00 0.00 0.00 2.17 0.00 2.17 0.01 1.34 0.972 A-5.3,5.4 2.24 0.00 0.00 0.20 1.92 0.08 2.00 0.01 1.44 0.893 C-1 2.24 0.00 0.00 0.41 1.74 0.04 1.78 0.04 4.05 0.796 C-2 2.24 0.00 0.00 0.19 1.96 0.03 2.00 0.04 4.25 0.893 E-1 2.24 0.00 0.00 1.66 0.44 0.14 0.57 0.02 1.47 0.256 C-3 2.24 0.00 0.00 0.82 1.91 0.02 1.23 0.03 2.42 0.549 D-1 2.24 0.00 0.00 0.20 1.96 0.02 1.98 0.03 2.60 0.887 A-3 2.24 0.00 0.00 0.14 2.04 0.00 2.04 0.02 2.11 0.913 A-7 2.24 0.00 0.00 1.14 1.07 0.00 1.07 0.01 1.45 0.476 C-4 2.24 0.00 0.00 0.18 1.96 0.04 2.00 0.03 2.60 0.894 C-5 2.24 0.00 0.00 0.19 1.96 0.04 2.00 0.04 2.96

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------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 9 JUNCTION 0.00 4.11 0 00:48 0 0.0541 0.000 10 JUNCTION 0.00 1.79 0 00:50 0 0.0297 0.000 11 JUNCTION 0.00 3.70 0 00:50 0 0.06 0.000 12 JUNCTION 3.76 9.03 0 00:51 0.0651 0.147 0.000 13 JUNCTION 0.00 2.76 0 00:50 0 0.043 0.000 14 JUNCTION 0.00 9.03 0 00:51 0 0.147 0.000 Prop-East OUTFALL 0.00 1.43 0 01:19 0 0.155 0.000 Prop-West OUTFALL 1.47 5.10 0 01:10 0.0157 0.23 0.000 Hist-East OUTFALL 0.87 0.87 0 00:45 0.00853 0.00853 0.000 Hist-West OUTFALL 5.55 5.55 0 00:50 0.079 0.079 0.000 PondA STORAGE 4.90 11.83 0 00:45 0.0411 0.155 0.053 Pond_A1 STORAGE 3.55 3.55 0 00:45 0.0297 0.0297 0.046 Pond_A2 STORAGE 3.56 3.56 0 00:45 0.0304 0.0304 0.051 Pond_A6 STORAGE 3.91 3.91 0 00:45 0.0338 0.0338 -0.038 Pond_A5.4 STORAGE 1.44 1.44 0 00:45 0.0119 0.0119 -0.007 Pond_C2 STORAGE 4.25 4.25 0 00:45 0.0391 0.0391 0.070 Pond_C1 STORAGE 4.05 4.05 0 00:45 0.043 0.043 0.144

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------------------------------------------------------------------------------------------------------------------------------ A-2 2.52 0.00 0.00 0.24 2.21 0.01 2.22 0.03 4.05 0.883 A-1 2.52 0.00 0.00 0.17 2.21 0.09 2.30 0.03 4.07 0.914 A-6 2.52 0.00 0.00 0.59 1.77 0.12 1.90 0.04 4.52 0.754 A-4 2.52 0.00 0.00 0.00 2.45 0.00 2.45 0.01 1.51 0.973 A-5.3,5.4 2.52 0.00 0.00 0.20 2.17 0.10 2.27 0.01 1.65 0.902 C-1 2.52 0.00 0.00 0.43 1.97 0.07 2.04 0.05 4.68 0.812 C-2 2.52 0.00 0.00 0.20 2.22 0.06 2.27 0.04 4.88 0.903 E-1 2.52 0.00 0.00 1.77 0.49 0.25 0.74 0.02 1.71 0.293 C-3 2.52 0.00 0.00 0.83 2.15 0.03 1.50 0.04 3.12 0.595 D-1 2.52 0.00 0.00 0.21 2.21 0.04 2.26 0.03 3.02 0.897 A-3 2.52 0.00 0.00 0.15 2.30 0.01 2.32 0.02 2.42 0.920 A-7 2.52 0.00 0.00 1.27 1.20 0.02 1.23 0.01 1.68 0.487 C-4 2.52 0.00 0.00 0.19 2.21 0.06 2.28 0.03 3.02 0.904 C-5 2.52 0.00 0.00 0.19 2.21 0.06 2.27 0.04 3.46

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------------------------------------------------------------------------------------------------------------------------------ A-2 2.82 0.00 0.00 0.26 2.49 0.03 2.52 0.04 4.62 0.892 A-1 2.82 0.00 0.00 0.18 2.49 0.11 2.60 0.04 4.62 0.921 A-6 2.82 0.00 0.00 0.61 1.99 0.19 2.18 0.05 5.22 0.774 A-4 2.82 0.00 0.00 0.00 2.76 0.00 2.76 0.01 1.69 0.977 A-5.3,5.4 2.82 0.00 0.00 0.21 2.44 0.13 2.57 0.02 1.87 0.910 C-1 2.82 0.00 0.00 0.45 2.21 0.12 2.33 0.06 5.38 0.827 C-2 2.82 0.00 0.00 0.20 2.49 0.08 2.57 0.05 5.57 0.912 E-1 2.82 0.00 0.00 1.87 0.55 0.39 0.94 0.03 2.00 0.334 C-3 2.82 0.00 0.00 0.84 2.42 0.06 1.79 0.05 4.13 0.636 D-1 2.82 0.00 0.00 0.22 2.49 0.07 2.56 0.04 3.48 0.907 A-3 2.82 0.00 0.00 0.15 2.59 0.03 2.62 0.02 2.76 0.928 A-7 2.82 0.00 0.00 1.36 1.35 0.09 1.45 0.02 2.01 0.513 C-4 2.82 0.00 0.00 0.20 2.49 0.09 2.57 0.04 3.49 0.913 C-5 2.82 0.00 0.00 0.20 2.49 0.08 2.57 0.05 4.01

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------------------------------------------------------------------------------------------------------------------------------ A-2 4.12 0.00 0.00 0.30 3.66 0.12 3.78 0.06 7.08 0.919 A-1 4.12 0.00 0.00 0.19 3.66 0.23 3.89 0.06 6.89 0.945 A-6 4.12 0.00 0.00 0.67 2.94 0.50 3.43 0.07 8.41 0.834 A-4 4.12 0.00 0.00 0.00 4.07 0.00 4.07 0.02 2.46 0.989 A-5.3,5.4 4.12 0.00 0.00 0.23 3.59 0.27 3.86 0.02 2.80 0.937 C-1 4.12 0.00 0.00 0.48 3.26 0.34 3.60 0.09 8.56 0.875 C-2 4.12 0.00 0.00 0.22 3.67 0.20 3.87 0.08 8.60 0.939 E-1 4.12 0.00 0.00 2.14 0.81 1.16 1.98 0.05 3.42 0.481 C-3 4.12 0.00 0.00 0.86 3.57 0.16 3.07 0.09 7.90 0.746 D-1 4.12 0.00 0.00 0.23 3.67 0.18 3.85 0.06 5.55 0.935 A-3 4.12 0.00 0.00 0.18 3.82 0.07 3.90 0.03 4.09 0.946 A-7 4.12 0.00 0.00 1.59 2.00 0.54 2.54 0.03 3.71 0.617 C-4 4.12 0.00 0.00 0.21 3.67 0.20 3.87 0.06 5.58 0.940 C-5 4.12 0.00 0.00 0.22 3.66 0.20 3.86 0.07 6.48

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Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CFS days hr:min 10^6 gal 1000 ft3 -------------------------------------------------------------------------- PondA 0.13 2.48 0 01:10 0.004 0.000 Pond_A1 0.16 4.58 0 00:45 0.009 0.000 Pond_A2 0.14 4.52 0 00:45 0.008 0.000 Pond_A6 0.03 0.79 0 00:48 0.000 0.000 Pond_A5.4 0.14 1.82 0 00:45 0.003 0.000 Pond_D 0.54 2.67 0 00:52 0.012 0.000 PondC 0.24 11.34 0 00:51 0.033 0.000 Pond_A5.2 0.19 1.47 0 00:46 0.003 0.000


-------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- PondA 5.992 23 0 0 25.971 100 0 01:10 3.94 Pond_A1 0.012 1 0 0 1.484 100 0 00:44 2.16 Pond_A2 0.011 1 0 0 1.484 100 0 00:44 2.40 Pond_A6 0.006 0 0 0 1.484 100 0 00:48 5.39 Pond_A5.4 0.004 1 0 0 0.568 100 0 00:44 0.92 Pond_C2 0.012 0 0 0 2.279 77 0 00:50 4.68

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Sand Hill - Final Pond A - 500-yr Pond_C1 0.015 0 0 0 2.385 80 0 00:51 4.80 Pond_D 0.697 17 0 0 4.038 100 0 00:52 0.45 PondC 3.884 21 0 0 18.797 100 0 00:51 12.11 Pond_A5.2 0.013 2 0 0 0.750 100 0 00:45 0.46


----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Prop-East 99.18 0.15 3.94 0.282 Prop-West 80.84 0.28 14.63 0.446 Hist-East 2.88 2.54 14.80 0.142 Hist-West 3.06 6.35 31.71 0.376 ----------------------------------------------------------- System 46.49 9.32 31.71 1.246


----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 1 DUMMY 2.16 0 00:53 2 DUMMY 6.77 0 00:49 3 DUMMY 4.55 0 00:52 4 DUMMY 4.80 0 00:52 5 DUMMY 21.41 0 00:45 11 DUMMY 21.41 0 00:45 Outlet_A1 ORIFICE 2.16 0 00:53 0.00 OutletA2 ORIFICE 2.40 0 00:52 0.00 Outlet_A5 ORIFICE 5.39 0 00:49 0.00

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Sand Hill - Final Pond A - 500-yr Outlet_A4 ORIFICE 0.92 0 00:52 0.00 Outlet_C2 ORIFICE 4.68 0 00:50 0.00 Outlet_C1 ORIFICE 4.80 0 00:52 0.00 Outlet_A6 ORIFICE 0.46 0 00:56 0.00 Outlet_1 DUMMY 3.94 0 01:17 Outlet_D DUMMY 0.45 0 01:11 Outlet_C DUMMY 12.11 0 01:05




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APPENDIX EDrainage Maps

1.74%

54

56

54

52

53

52

4953

52

5148

4854

53

56

FDW

Y

FDW

Y

100YR

100YR

100YR

100YR

100YR

100YR

100YR

100YR

100YR

100YR

100Y

R10

0YR

100Y

R

100Y

R

100Y

R

100Y

R

100Y

R

100Y

R10

0YR

FDWY

100YR

100YR

100YR

100YR

100YR

100Y

R

100Y

R

100Y

R10

0YR

100Y

R10

0YR

100Y

R

100Y

R

100Y

R

100Y

R

100Y

R

100YR

100YR

100YR

100YR

100YR

1 0 0YR100YR

100YR100YR

50'

20'

MAR

KSH

EFFE

LR

OAD

-PU

BLIC

PRIN

CIP

ALAR

TER

IAL

(R.O

.W.V

ARIE

S)

POND D

FULL SPECTRUMDETENTION

PRIVATE

POND C

FULL SPECTRUMDETENTION

PRIVATE

POND AFULL SPECTRUM

DETENTIONPRIVATE

56

53

54

56

53

5352

53

52

5151

53

53

52

54

6455

53

5149

54

54

EXIST. 24"STORM PIPE(PUBLIC)

EXIST. 36"STORM PIPE(PUBLIC)

EXIST. 24"STORM PIPE

(PUBLIC)

EXIST. INLET(PUBLIC)

PR 18" RCP SD(PRIVATE)



PR 24" RCP SD(PUBLIC)

D-10-R INLET(PRIVATE)

8' D-10-R INLET(PUBLIC)




PR MH - CONNECT TO EX. PIPE(PUBLIC)

8' D-10-R INLET(PUBLIC)


TYPE C INLET(PRIVATE)



PR MH(PRIVATE)

PR MH(PRIVATE)

PR MH(PRIVATE)

PR MH(PUBLIC)

5.0

2.70.72

C-2

4.9

2.70.79

B-1

4.7

2.40.89

C-1

3.0

0.91.01

E-1

6.8

3.71.04

C-3

3.9

2.10.56

C-4 6.2

3.30.88

A-7

1.6

0.90.19

A-4

4.9

2.60.69

C-5

3.9

2.10.55

D-1

4.0

2.20.57

A-2

3.8

2.00.54

A-1

3.1

1.70.45

A-5

1.2

0.70.15

B-2

5.0

2.50.76

A-6

EXIST. MH(PUBLIC)

EXIST.MH(PUBLIC)



56

56

53

BILBAO DRIVE

KAVI

RDR

IVE

THE SANDS(FILING 1)

POND 5(THE SANDS)

4' D-10-R INLETS(THE SANDS) (PUBLIC)

18" STORM PIPE(THE SANDS) (PUBLIC)




4' D-10-R INLETS(THE SANDS) (PUBLIC)





0.6

0.30.07

OS-1

LARZ

ACDR

IVE

2.6

1.40.22

A-3

0.9

0.50.06

C-6

PR MH(PRIVATE)


PR 1' CURB CHASE

PR MH(PRIVATE)

0.4

0.20.05

OS-2

Date:

Drawn By:

Project No:

Checked By:

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THESE PLANS ARE AN INSTRUMENT OFSERVICE AND ARE THE PROPERTY OFGALLOWAY, AND MAY NOT BE DUPLICATED,DISCLOSED, OR REPRODUCED WITHOUTTHE WRITTEN CONSENT OF GALLOWAY.COPYRIGHTS AND INFRINGEMENTS WILLBE ENFORCED AND PROSECUTED.

COPYRIGHT

1755 Telstar Drive, Suite 107Colorado Springs, Co 80920719.900.7220 Owww.gallowayUS.com

2017. Galloway & Company, Inc. All Rights Reserved

ACD3.01

BHB

SMB

2

PROPOSED DRAINAGE MAP

FEBRUARY 2019

SCALE: 1"=50'

0 20 5010

3.2

1.7.49

A-1

PROPOSED STORM SEWER

DRAINAGE LEGENDEXISTING CONTOUR

PROPOSED CONTOUR

4850

MAJOR BASIN BOUNDARY LINE

DESIGN POINT LABEL

PROPOSED FLOW DIRECTION ARROW

BASIN DESIGNATION

BASIN AREA IN ACRES

DESIGN POINT

DRAINAGE ARROW

PROPOSED PARKING LOT DETENTION

5-YEAR RUNOFF INCUBIC FEET PER SECOND100-YEAR RUNOFF INCUBIC FEET PER SECOND

EFFECTIVE 100-YR FLOODPLAIN

EFFECTIVE 100-YR FLOODWAY

FEMA PENDING 100-YR FLOODPLAIN100YR

FEMA PENDING 100-YR FLOODWAY

STREAMSIDE OVERLAYS

CLOMR 100-YR FLOODPLAIN

FDWY

100YR 100YR

Tributary Area Q5 Q100

Sub-basin (acres) (cfs) (cfs)A-1 0.54 2.0 3.8A-2 0.57 2.2 4.0A-3 0.32 1.4 2.6A-4 0.19 0.9 1.6A-5 0.45 1.7 3.1A-6 0.76 2.5 5.0A-7 0.88 3.3 6.2B-1 0.79 2.7 4.9B-2 0.15 0.7 1.2C-1 0.89 2.4 4.7C-2 0.72 2.7 5.0C-3 1.04 3.7 6.8C-4 0.56 2.1 3.9C-5 0.69 2.6 4.9C-6 0.06 0.3 0.5D-1 0.55 2.1 3.9E-1 1.01 0.9 3.0

OS-1 0.07 0.3 0.6OS-2 0.05 0.2 0.4

BASIN SUMMARY TABLE

Design Q5 Q100

Point (cfs) (cfs)1 2.0 3.82 4.2 7.83 1.7 3.14 4.2 8.05 5.5 10.66 6.4 12.17 13.7 25.710 2.7 4.911 0.7 1.220 2.4 4.721 2.7 5.022 3.7 6.823 10.1 18.824 0.3 0.525 12.5 23.530 2.1 3.940 0.9 3.0

DESIGN POINTSUMMARY TABLE

04/12/2019

1.10.6

0.15

A-5.4

0.60.3

0.09

A-5.2

0.50.3

0.07

A-5.1

0.050.03

0.07

A-5.3

1.91.0

0.24

C-3.1

0.30.2

0.03

C-6.1

0.30.2

0.03

OS-2

0.30.1

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FEL R

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, CO

THESE PLANS ARE AN INSTRUMENT OF SERVICEAND ARE THE PROPERTY OF GALLOWAY, AND MAYNOT BE DUPLICATED, DISCLOSED, OR REPRODUCEDWITHOUT THE WRITTEN CONSENT OF GALLOWAY.COPYRIGHTS AND INFRINGEMENTS WILL BEENFORCED AND PROSECUTED.

COPYRIGHT

GallowayUS.com

6162 S. Willow Drive, Suite 320

Greenwood Village, CO 80111

303.770.8884

NOT FOR

CONSTRUCTION

CBS001

CMV

SMB

07/08/19

PROPOSED DRAINAGE MAP

Sheet 1 of 1

DR-1

4.81.8

0.71

1

SCALE: 1"=10'

0 5 10

PRELIMINARY/FINAL DRAINAGE REPORT...This document is the Preliminary/Final Drainage Report for the...

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Transcript of PRELIMINARY/FINAL DRAINAGE REPORT...This document is the Preliminary/Final Drainage Report for the...