MULE DEER VILLAS PRELIMINARY DRAINAGE REPORT EL PASO COUNTY, COLORADO

PROJECT NO. 187608744

Prepared for: MULE DEER INVESTMENTS, LLC 2727 GLEN ARBOR DRIVE COLORADO SPRINGS, CO 80124

Prepared by: STANTEC CONSULTING, INC 1110 ELKTON DRIVE, SUITE B COLORADO SPRINGS, CO 80907 719.432.6880

August 30, 2017

CERTIFICATIONS Design Engineer’s Statement: The attached drainage plan and report were prepared under my direction and supervision and are correct to the best of my knowledge and belief. Said drainage report has been prepared according to the criteria established by the County for drainage reports and said report is in conformity with the applicable master plan of the drainage basin. I accept responsibility for any liability caused by any negligent acts, errors or omissions on my part in preparing this report. _____________________________________________ Seal Charlene. M. Durham, P.E. #36727 Owner/Developer’s Statement: I, the owner/developer have read and will comply with all of the requirements specified in this drainage report and plan. By (signature): Date: Title: Address: 8375 Willow Street, Suite 500 Lone Tree, CO 80124 El Paso County: Filed in accordance with the requirements of the El Paso County Land Development Code, Drainage Criteria Manual Volumes 1 and 2, and the Engineering Criteria Manual, as amended. _________________________________________ ____________ Jennifer Irvine, P.E., Date County Engineer / ECM Administrator

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Table of Contents

GENERAL LOCATION & DESCRIPTION ....................................................................................... 4

DESCRIPTION OF PROPERTY .................................................................................................................... 4 CLIMATE ................................................................................................................................................. 4 FLOODPLAIN STATEMENT ....................................................................................................................... 4 UTILITIES & OTHER ENCUMBERANCES ................................................................................................... 4

DRAINAGE DESIGN CRITERIA ........................................................................................................ 5

DEVELOPMENT CRITERIA REFERENCE .................................................................................................... 5 HYDROLOGIC CRITERIA .......................................................................................................................... 5

Rational Method ................................................................................................................................. 5 Storm Sewer Design ........................................................................................................................... 5 Detention Storage Criteria .................................................................................................................. 5 Waivers ............................................................................................................................................... 5

DRAINAGE BASINS .............................................................................................................................. 5

OFFSITE BASINS ...................................................................................................................................... 5 EXISTING DRAINAGE ANALYSIS ............................................................................................................. 5

Design Points ...................................................................................................................................... 6 PROPOSED DRAINAGE ANALYSIS ............................................................................................................ 7

Design Points ...................................................................................................................................... 8

DRAINAGE FACILITY DESIGN ........................................................................................................ 9

GENERAL CONCEPT ................................................................................................................................ 9 STORM SEWER SYSTEM .......................................................................................................................... 9 ON-SITE WATER QUALITY ...................................................................................................................... 9

SUMMARY .............................................................................................................................................. 9

REFERENCE MATERIALS ............................................................................................................... 10

List of Figures

Figure 1: Vicinity Map ............................................................................................................................ 11 Figure 2: Existing Drainage Map ................................................................................... BACK POCKET Figure 3: Proposed Drainage Map ................................................................................. BACK POCKET

Appendix

Appendix A: NRCS Soil Report Appendix B: Existing Hydrology Calculations Appendix C: Proposed Hydrology Calculations Appendix D: Water Quality Pond Calculations

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GENERAL LOCATION & DESCRIPTION Mule Deer Villas is approximately 11.6 acres of multifamily development. Site will include the construction of 3 public roads, 4 private roads, 110 multifamily units, parking and 2 tracts. The project is bounded by North Carefree Circle to the north, Akers Drive to the west, a private driveway to the south and open land to the east. The Mule Deer Villas development site is located within the northern end of the Sand Creek Basin. Design, phasing, responsibility and maintenance of any proposed improvements will be discussed in the final drainage report. Fees will be assessed and paid according to the current rates at the time of platting for each filing.

Description of Property The project site is 11.6 acres of vegetation, consisting of short grasses and weeds. The average slope of the site is between 3 and 9%. The site is composed of a single soil type. From the NRCS report in Appendix A, the site falls into the following soil type: 97 – Truckton sandy loam (3-9%) – Type A Soil Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. Group A soil is defined by: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Climate The climate of the site is typical of a sub-humid to semiarid climate with mild summers and winters. The average temperature is 31 degrees F in the winter and 68.4 degrees in the summer. Total annual precipitation is 15.21 inches.

Floodplain Statement The Flood Insurance Rate Map (FIRM No. 08041C0539-F dated 3/17/99) indicates that there is no floodplain in the vicinity of the proposed site.

Utilities & Other Encumberances The site is currently undeveloped and there are no known utilities on site.

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DRAINAGE DESIGN CRITERIA

Development Criteria Reference The City of Colorado Springs Drainage Criteria Manual (DCM), El Paso County Engineering Criteria Manual (ECM) and Urban Storm Drainage Criteria Manual (USDCM) by Urban Drainage & Flood Control District was used in preparation of this report. Additional preliminary and final drainage plans, master development drainage plans and drainage basin planning studies used in the preparation of the report are listed in the References Section.

Hydrologic Criteria

Rational Method The rational method was used to determine onsite flows, as required by the current City of Colorado Springs Drainage Criteria Manual (DCM). Both the 5-year and 100-year storm events were considered in this analysis. Runoff coefficients appropriate to the existing and proposed land uses were selected for an SCS type “B” soil from Table 6-6 of the DCM even though the existing soil type is designated as a type “A” soil. The time of concentration was calculated per DCM requirements. Rational Method results are shown in the Appendix B & C. USDCM spreadsheets were used to design the detention and water quality pond features.

Storm Sewer Design Storm Sewer systems will be designed to the 100-year storm and checked with the 5-year storm. Inlets will be placed at sump areas and intersections where street flow is larger than street capacity. UDFCD Inlet spreadsheet will be used to determine the size of all at-grade and sump inlets. Onsite flow captured within the storm system will be released into one of the two water quality facilities.

Detention Storage Criteria This report addresses the preliminary design stage of the 2 detention/water quality features within the proposed development. Ponds and water quality was based on the UDFCD Volume 3 spreadsheet for an Extended Detention Basin. Preliminary storage volumes and outflows have been calculated for both detention facilities. A copy of these designs have been included in the appendix. Final calculations will be completed at the time of final platting for these facilities.

Waivers No variances are being requested for this development.

DRAINAGE BASINS

Offsite Basins There is no off site basins contributing flows to the proposed development.

Existing Drainage Analysis Historic drainage analysis was determined by analyzing runoff quantities and patterns for the site. There are 9 existing basins for the proposed site.

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• Basin E-1 (5.41 acres) is the top north half of the site between North Carefree Circle and Akers

Drive. Flows are diverted through existing drainage swales to where they will release into Akers Drive. Flows for this basin are 1.41 cfs for the 5-year storm and 10.33 cfs for the 100-year storm.

• Basin E-2 (0.61 acres) is located south of Basin E-1. Existing drainage swales will divert this flow to an existing low point/detention area. Flows for this basin are 0.23 cfs for the 5-year storm and 1.72 cfs for the 100-year storm.

• Basin E-3 (1.59 acres) is south of Basin E-2. Flows are diverted to the west through existing

drainage swales to an existing low point. Flows for this basin are 0.56 cfs for the 5-year storm and 4.11 cfs for the 100-year storm.

• Basin E-4 (1.28 acres) is south of Basin E-3. Existing drainage swales direct flows to the west to

an existing low area. Flows for this basin are 0.46 cfs for the 5-year storm and 3.35 cfs for the 100-year storm.

• Basin E-5 (0.36 acres) is south of Basin E-12 and west of Basin E-2. Flows for this basin are

0.15 cfs for the 5-year storm and 1.08 cfs for the 100-year storm.

• Basin E-6 (1.55 acres) is south of Basin E-4. Existing drainage swales direct flows towards the west, where they will release into Akers Drive. Flows for this basin are 0.55 cfs for the 5-year storm and 4.03 cfs for the 100-year storm.

• Basin E-7 (0.10 acres) is south of Basin E-5 and west of Basin E-3. Flows for this basin are 0.04

cfs for the 5-year storm and 0.29 cfs for the 100-year storm.

• Basin E-9 (0.05 acres) is located between Basin E-7 and Akers Drive. This area is the low area/detention where an existing 30” rcp collects runoff. Flows for this basin are 0.02 cfs for the 5-year storm and 0.14 cfs for the 100-year storm.

• Basin E-10 (0.51 acres) is along the south boundary of the project, along the private driveway.

Flows for this basin are 0.21 cfs for the 5-year storm and 1.52 cfs for the 100-year storm.

Design Points • Design Point A (Q5=1.4, Q100=10.6) consists of flow from Basin E-1. Flow from this basin is

released directly into Akers Drive where it is intercepted by an existing Type R inlet.

• Design Point B (Q5=0.2, Q100=1.8) consists of flow from Basin E-2. It is a natural low point on the site. Flows will release from this location via an existing culvert and continue to DP E.

• Design Point D (Q5=0.5, Q100=3.5) consists of flow from Basin E-4. Flows will continue over

existing ground to combine at DP C.

• Design Point C (Q5=1.0, Q100=7.7) consists of flow from Basin E-3 and DP D. Flows will continue to the north where they will combine with other flows at DP H.

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• Design Point E (Q5=0.4, Q100=2.9) consists of flow from Basin E-5 and DP B. This is a naturally occurring low spot on site. Flows will continue via an existing pipe to DP G.

• Design Point F (Q5=0.6, Q100=4.2) consists of flow from Basin E-6. These flows are released directly into Akers Drive where they are intercepted by an existing Type R inlet.

• Design Point G (Q5=0.4, Q100=3.22) consists of flow from Basin E-7 and DP E. This is a sump

area which has an existing culvert for flows to continue to DP H.

• Design Point H (Q5=1.4, Q100=10.8) consists of flow from Basin E-9 and DP C and DP G. This is the final low point where flows are collected and via a 30” RCP, exit the site and combine with flows from Akers Drive and the Mule Deer development to the west.

• Design Point I (Q5=0.2, Q100=1.6) consists of flow from Basin E10. Flow will be collected in the

curb and gutter of the existing driveway and flow west to Akers Drive.

Proposed Drainage Analysis The proposed development consists of 11 developed basins. The runoff from the site will be collected via inlets and pipes and diverted to one of two water quality ponds for the site. The ponds will then release into the existing inlets in Akers Drive and continue through the existing storm system to the existing drainage channel to the west.

• Basin D-1 (4.09 acres) is the top portion of the site between North Carefree Circle and Akers Drive. This flow is directed towards Fallow Lane. Flows for this basin are 9.24 cfs for the 5-year storm and 19.64 cfs for the 100-year storm.

• Basin D-2 (0.12 acres) is the south portion of Fallow Lane at the Running Deer Way intersection. Flows for this basin are 0.55 cfs for the 5-year storm and 0.97 cfs for the 100-year storm.

• Basin D-3 (1.44 acres) is the portion of the site between Fallow Lane and Running Deer Way.

Flows are directed to a low in the parking area and release directly into the north pond via a proposed curb cut. Flows for this basin are 3.01 cfs for the 5-year storm and 6.40 cfs for the 100-year storm.

• Basin D-4 (1.28 acres) is the east portion of Fallow Lane north of the Running Deer Way. Flows

for this basin are 3.18 cfs for the 5-year storm and 6.67 cfs for the 100-year storm.

• Basin D-5 (0.64 acres) is along the east boundary of the site, south of Basin D-4 and includes the remaining east portion of Fallow Lane. Flows for this basin are 1.60 cfs for the 5-year storm and 3.41 cfs for the 100-year storm.

• Basin D-6 (0.06 acres) is the west portion of Fallow Lane running alongside Basin D-5. Flows

for this basin are 0.27 cfs for the 5-year storm and 0.49 cfs for the 100-year storm.

• Basin D-7 (0.14 acres) is the west portion of Fallow Lane running alongside Basin D-4. Flows for this basin are 0.64 cfs for the 5-year storm and 1.14 cfs for the 100-year storm.

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• Basin D-8 (0.18 acres) is the north portion of Running Deer Way. Flows for this basin are 0.84 cfs for the 5-year storm and 1.49 cfs for the 100-year storm.

• Basin D-9 (0.21 acres) is the south half of Running Deer Way. Flows for this basin are 0.97 cfs

for the 5-year storm and 1.71 cfs for the 100-year storm.

• Basin D-10 (0.82 acres) is located south of Running Deer Way and west of Fallow Lane. Flows for this basin are 2.04 cfs for the 5-year storm and 4.33 cfs for the 100-year storm.

• Basin D-11 (0.48 acres) is south of Basin D-10, west of Fallow Lane. Flows for this basin are

1.18 cfs for the 5-year storm and 2.52 cfs for the 100-year storm.

• Basin D-12 (2.11 acres) is east of Basin D-11 and south of Basin D-5, at the southeast corner of the site. Flows for this basin are 4.15 cfs for the 5-year storm and 8.82 cfs for the 100-year storm.

Design Points • Design Point A (Q5=9.3, Q100=20.6) consists of flow from Basin D-1. A sump inlet will be

installed on the north side of Fallow Lane to intercept this flow. This will connect with the storm system which will release into the North Pond.

• Design Point B (Q5=0.6, Q100=1.0) consists of flow from Basin D-2. A sump inlet will be installed on the south side of Fallow Lane to intercept the street flow. The inlet will connect with the storm system which releases into the North Pond.

• Design Point C (Q5=3.0, Q100=6.7) consists of flow from Basin D-3. A curb cut will be installed at the low point in the parking area to release flows directly into the North Pond.

• Design Point D (Q5=4.9, Q100=10.8) consists of flow from Basins D-4 and D-5. This combines

flows from the east portion of Fallow Lane, where a localized sump inlet will intercept the flows. The inlet will connect to the system which will release into the South Pond. Any bypass flows will continue as street flow along Running Deer Way.

• Design Point E (Q5=0.3, Q100=0.5) consists of flow from Basin D-6. This is street flow from the south and west half of Fallow Lane. Flows will continue around the corner and continue as street flow in Running Deer Way.

• Design Point F (Q5=0.7, Q100=1.2) consists of flow from Basin D-7. This is street flow from the north and west half of Fallow Lane. Flows from this basin will continue as street flow in Running Deer Way once it has rounded the corner at the intersection.

• Design Point G (Q5=1.4, Q100=2.7) consists of flow from Basin D-8 and DP F. A sump inlet will

be installed on the north side of Running Deer Way to intercept the street flow. This will connect with the storm system which will release into the South Pond.

• Design Point H (Q5=1.2, Q100=2.2) consists of flow from Basin D-9 and DP E. A sump inlet will be installed here to intercept the street flow on the south side of Running Deer Way. This will connect with the storm system which will release into the South Pond.

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• Design Point I (Q5=11.9, Q100=26.0) consists of flow from DP A, DP B and DP C. This is the

flow being released into the North Pond.

• Design Point Z (Q5=4.1, Q100=9.2) consists of flow from Basin D-12. A sump inlet in the Fallow Lane cul-de-sac will intercept this flow. The inlet will release into the South Pond.

• Design Point J (Q5=14.3, Q100=30.6) consists of flow from Basin D-10, DP D, DP G, DP H and

DP Z. This is the flow being released into the South Pond.

• Design Point K (Q5=1.6, Q100=3.5) consists of flow from D-11. This is the flow which will be directly released into Akers Drive.

DRAINAGE FACILITY DESIGN

General Concept Mule Deer Villas is located in the Sand Creek Drainage Basin.

Storm Sewer System All development is anticipated to be urban and will include storm sewer and street inlets. Storm sewers collect storm water runoff and convey the runoff to the proposed water quality facilities prior to discharging into the existing storm system offsite. Final Plat submittals will include details concerning inlet location, storm sewer sizing and locations as part of the Final Drainage Report for each submittal.

On-Site Water Quality There are two proposed water quality ponds on site that will provide water quality for the proposed improvements. All flows will pass through the outlet structures of one of the two proposed ponds. The existing storm system was designed to account for a 100-year flow of 55 cfs from this development. The two water quality ponds, based on the UDFCD pond spreadsheets, have a release rate of 50.3 cfs. The existing storm system will be analyzed with the developed flows at time of final platting. Preliminary pond sizing calculations are provided in Appendix D. The WQCV is treated through two proposed extended detention basins, North Pond and South Pond. There are no proposed major drainageways for the site that would need to be stabilized. Some site specific source control BMPs that will be implemented include, but are not limited to, silt fencing placed around downstream areas of disturbance, construction vehicle tracking pads at the entrances, designated concrete truck washout basin, designated vehicle fueling areas, covered storage areas, spill containment and control, etc.

SUMMARY Development within the site is to be multi-family residential. The existing storm sewer will connect to the new water quality facilities, allowing flows to continue as they currently are.

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REFERENCE MATERIALS 1. “City of Colorado Springs Drainage Criteria Manual Volume 1” May 2014.

2. “Sand Creek Drainage Basin Planning Study Preliminary Design Report”, Kiowa Engineering

Corporation.

3. Soils Survey of El Paso County Area, Natural Resources Conservation Services of Colorado.

4. Flood Insurance Rate Study for El Paso County, Colorado and Incorporated Areas. Federal Emergency Management Agency, Revised March 17, 1997.

5. “City of Colorado Springs Drainage Criteria Manual, Volume 2: Stormwater Quality Policies,

Procedures and Best Management Practices (BMPs)” May 2014.

6. “Engineering Criteria Manual El Paso County” January 9, 2006, Revised July 29, 2015.

7. “Urban Storm Drainage Criteria Manual, Volume 1: Management, Hydrology & Hydraulics” Original September 1969, Updated January 2016.

8. “Urban Storm Drainage Criteria Manual, Volume 2: Structures, Storage & Recreation” Original September 1969, Updated January 2016.

9. “Urban Storm Drainage Criteria Manual, Volume 3: Stormwater Quality” Original September 1992, Updated November 2010.

10. “Final Drainage Report for Mule Deer Crossing” December 2005. Prepared by URS.

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Figure 1: Vicinity Map

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MULE DEER INVESTMENTS, LLCMULE DEER VILLAS

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Figure 2: Existing Drainage Map

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Figure 3: Proposed Drainage Map

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Appendix A: NRCS Soil Report

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil ResourceReport for

El Paso CountyArea, Colorado

NaturalResourcesConservationService

June 8, 2017

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

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

Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in somecases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineeringapplications. For more detailed information, contact your local USDA Service Center(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State SoilScientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951).

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

The National Cooperative Soil Survey is a joint effort of the United StatesDepartment of Agriculture and other Federal agencies, State agencies including theAgricultural Experiment Stations, and local agencies. The Natural ResourcesConservation Service (NRCS) has leadership for the Federal part of the NationalCooperative Soil Survey.

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

The U.S. Department of Agriculture (USDA) prohibits discrimination in all itsprograms and activities on the basis of race, color, national origin, age, disability,and where applicable, sex, marital status, familial status, parental status, religion,sexual orientation, genetic information, political beliefs, reprisal, or because all or apart of an individual's income is derived from any public assistance program. (Notall prohibited bases apply to all programs.) Persons with disabilities who require

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alternative means for communication of program information (Braille, large print,audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voiceand TDD). To file a complaint of discrimination, write to USDA, Director, Office ofCivil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 orcall (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunityprovider and employer.

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ContentsPreface.................................................................................................................... 2Soil Map.................................................................................................................. 5

Soil Map................................................................................................................6Legend..................................................................................................................7Map Unit Legend.................................................................................................. 8Map Unit Descriptions.......................................................................................... 8

El Paso County Area, Colorado...................................................................... 1097—Truckton sandy loam, 3 to 9 percent slopes........................................ 10

References............................................................................................................12

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Soil MapThe soil map section includes the soil map for the defined area of interest, a list ofsoil map units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.

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MetersMap Scale: 1:2,000 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

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sB

low

out

Bor

row

Pit

Cla

y S

pot

Clo

sed

Dep

ress

ion

Gra

vel P

it

Gra

velly

Spo

t

Land

fill

Lava

Flo

w

Mar

sh o

r sw

amp

Min

e or

Qua

rry

Mis

cella

neou

s W

ater

Per

enni

al W

ater

Roc

k O

utcr

op

Sal

ine

Spo

t

San

dy S

pot

Sev

erel

y E

rode

d S

pot

Sin

khol

e

Slid

e or

Slip

Sod

ic S

pot

Spo

il A

rea

Sto

ny S

pot

Very

Sto

ny S

pot

Wet

Spo

t

Oth

er

Spe

cial

Lin

e Fe

atur

es

Wat

er F

eatu

res

Stre

ams

and

Can

als

Tran

spor

tatio

nR

ails

Inte

rsta

te H

ighw

ays

US

Rou

tes

Maj

or R

oads

Loca

l Roa

ds

Bac

kgro

und A

eria

l Pho

togr

aphy

The

soil

surv

eys

that

com

pris

e yo

ur A

OI w

ere

map

ped

at1:

24,0

00.

War

ning

: Soi

l Map

may

not

be

valid

at t

his

scal

e.

Enl

arge

men

t of m

aps

beyo

nd th

e sc

ale

of m

appi

ng c

an c

ause

mis

unde

rsta

ndin

g of

the

deta

il of

map

ping

and

acc

urac

y of

soi

llin

e pl

acem

ent.

The

map

s do

not

sho

w th

e sm

all a

reas

of

cont

rast

ing

soils

that

cou

ld h

ave

been

sho

wn

at a

mor

e de

taile

dsc

ale.

Ple

ase

rely

on

the

bar s

cale

on

each

map

she

et fo

r map

mea

sure

men

ts.

Sou

rce

of M

ap:

Nat

ural

Res

ourc

es C

onse

rvat

ion

Ser

vice

Web

Soi

l Sur

vey

UR

L:C

oord

inat

e S

yste

m:

Web

Mer

cato

r (E

PS

G:3

857)

Map

s fro

m th

e W

eb S

oil S

urve

y ar

e ba

sed

on th

e W

eb M

erca

tor

proj

ectio

n, w

hich

pre

serv

es d

irect

ion

and

shap

e bu

t dis

torts

dist

ance

and

are

a. A

pro

ject

ion

that

pre

serv

es a

rea,

suc

h as

the

Alb

ers

equa

l-are

a co

nic

proj

ectio

n, s

houl

d be

use

d if

mor

eac

cura

te c

alcu

latio

ns o

f dis

tanc

e or

are

a ar

e re

quire

d.

This

pro

duct

is g

ener

ated

from

the

US

DA

-NR

CS

cer

tifie

d da

ta a

sof

the

vers

ion

date

(s) l

iste

d be

low

.

Soi

l Sur

vey

Are

a:

El P

aso

Cou

nty

Are

a, C

olor

ado

Sur

vey

Are

a D

ata:

Ve

rsio

n 14

, Sep

23,

201

6

Soi

l map

uni

ts a

re la

bele

d (a

s sp

ace

allo

ws)

for m

ap s

cale

s1:

50,0

00 o

r lar

ger.

Dat

e(s)

aer

ial i

mag

es w

ere

phot

ogra

phed

: Ju

n 3,

201

4—Ju

n 17

,20

14

The

orth

opho

to o

r oth

er b

ase

map

on

whi

ch th

e so

il lin

es w

ere

com

pile

d an

d di

gitiz

ed p

roba

bly

diffe

rs fr

om th

e ba

ckgr

ound

imag

ery

disp

laye

d on

thes

e m

aps.

As

a re

sult,

som

e m

inor

shift

ing

of m

ap u

nit b

ound

arie

s m

ay b

e ev

iden

t.

Cus

tom

Soi

l Res

ourc

e R

epor

t

7

Map Unit Legend

El Paso County Area, Colorado (CO625)

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

97 Truckton sandy loam, 3 to 9percent slopes

11.5 100.0%

Totals for Area of Interest 11.5 100.0%

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

A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits for the properties of the soils. On thelandscape, however, the soils are natural phenomena, and they have thecharacteristic variability of all natural phenomena. Thus, the range of someobserved properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever, can be mapped withoutincluding areas of other taxonomic classes. Consequently, every map unit is madeup of the soils or miscellaneous areas for which it is named and some minorcomponents that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, or dissimilar, components. Theygenerally are in small areas and could not be mapped separately because of thescale used. Some small areas of strongly contrasting soils or miscellaneous areasare identified by a special symbol on the maps. If included in the database for agiven area, the contrasting minor components are identified in the map unitdescriptions along with some characteristics of each. A few areas of minorcomponents may not have been observed, and consequently they are notmentioned in the descriptions, especially where the pattern was so complex that itwas impractical to make enough observations to identify all the soils andmiscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes theusefulness or accuracy of the data. The objective of mapping is not to delineatepure taxonomic classes but rather to separate the landscape into landforms orlandform segments that have similar use and management requirements. Thedelineation of such segments on the map provides sufficient information for thedevelopment of resource plans. If intensive use of small areas is planned, however,

Custom Soil Resource Report

8

onsite investigation is needed to define and locate the soils and miscellaneousareas.

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

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

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

Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.

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

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

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

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

Custom Soil Resource Report

9

El Paso County Area, Colorado

97—Truckton sandy loam, 3 to 9 percent slopes

Map Unit SettingNational map unit symbol: 36bgElevation: 6,000 to 7,000 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 46 to 50 degrees FFrost-free period: 125 to 145 daysFarmland classification: Not prime farmland

Map Unit CompositionTruckton and similar soils: 80 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Truckton

SettingLandform: HillsLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Arkosic alluvium derived from sedimentary rock and/or arkosic

residuum weathered from sedimentary rock

Typical profileA - 0 to 8 inches: sandy loamBt - 8 to 24 inches: sandy loamC - 24 to 60 inches: coarse sandy loam

Properties and qualitiesSlope: 3 to 9 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: LowCapacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00

in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Low (about 5.7 inches)

Interpretive groupsLand capability classification (irrigated): 4eLand capability classification (nonirrigated): 6eHydrologic Soil Group: AEcological site: Sandy Foothill (R049BY210CO)Hydric soil rating: No

Minor Components

PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes

Custom Soil Resource Report

10

HaplaquollsPercent of map unit: Landform: MarshesHydric soil rating: Yes

Other soilsPercent of map unit: Hydric soil rating: No

Custom Soil Resource Report

11

ReferencesAmerican Association of State Highway and Transportation Officials (AASHTO).2004. Standard specifications for transportation materials and methods of samplingand testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification ofsoils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification ofwetlands and deep-water habitats of the United States. U.S. Fish and WildlifeService FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydricsoils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_054262

Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification formaking and interpreting soil surveys. 2nd edition. Natural Resources ConservationService, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577

Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department ofAgriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580

Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service andDelaware Department of Natural Resources and Environmental Control, WetlandsSection.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps ofEngineers wetlands delineation manual. Waterways Experiment Station TechnicalReport Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/home/?cid=nrcs142p2_053374

United States Department of Agriculture, Natural Resources Conservation Service.National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/landuse/rangepasture/?cid=stelprdb1043084

12

United States Department of Agriculture, Natural Resources Conservation Service.National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/scientists/?cid=nrcs142p2_054242

United States Department of Agriculture, Natural Resources Conservation Service.2006. Land resource regions and major land resource areas of the United States,the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053624

United States Department of Agriculture, Soil Conservation Service. 1961. Landcapability classification. U.S. Department of Agriculture Handbook 210. http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf

Custom Soil Resource Report

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V:\52876\active\187608744-Mule Deer\Reports\Drainage\PDF Pieces\12.13.17\Mule Deer PDR.doc 15

Appendix B: Existing Hydrology Calculations

Sta

nd

ard

Fo

rm S

F-1

. T

ime

of

Co

nce

ntr

atio

n

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

Urb

an T

OC

min

=5

min

Rur

al T

OC

min

=10

min

FIN

AL T

c(m

in)

Type

of L

and

Surf

ace

TOTA

L

Basi

n ID

De

scrip

tion

C 5Ar

ea

(ac)

Leng

th, L

(ft

)Sl

ope,

s (ft

/ft)

t i (m

in)

(1)

Leng

th

(ft)

S w

(ft/f

t) C

ode

Desc

riptio

n

Conv

ey

Coef

(Cv)

(2)

Vel

ocity

(V)

(ft/s

)(3

)

t t Tr

avel

Ti

me

(m

in)

(4)

t c =

t i +

t t (m

in)

Urb

an

(Yes

/N

o)Le

ngth

(ft)

T c m

ax

(min

)(5

)Tc

max

> t c

E-1

Nor

th p

ortio

n of

site

0.08

5.41

450.

3333

333.

8899

50.

0171

4N

early

bar

e gr

ound

10

.00

1.31

12.6

816

.57

NO

1040

.00

15.7

8C

heck

16.6

E-2

Sou

th o

f E-1

0.08

0.61

300.

3333

33.

1730

50.

0295

4N

early

bar

e gr

ound

10

.00

1.72

2.96

6.13

NO

335.

0011

.86

Che

ck6.

1

E-3

Sou

th o

f E-2

0.08

1.59

400.

3333

333.

6647

00.

0319

4N

early

bar

e gr

ound

10

.00

1.79

4.39

8.05

NO

510.

0012

.83

Che

ck8.

0

E-4

Sou

th o

f E-3

0.08

1.28

500.

3333

334.

0937

00.

0270

4N

early

bar

e gr

ound

10

.00

1.64

3.75

7.85

NO

420.

0012

.33

Che

ck7.

8

E-5

Sou

th o

f E-1

and

Wes

t of E

-20.

080.

365

0.5

1.13

135

0.02

964

Nea

rly b

are

grou

nd

10.0

01.

721.

312.

44N

O14

0.00

10.7

8C

heck

5.0

E-6

Sou

th o

f E-4

and

alo

ng A

kers

Dr

0.08

1.55

550.

3333

334.

2941

00.

0366

4N

early

bar

e gr

ound

10

.00

1.91

3.57

7.87

NO

465.

0012

.58

Che

ck7.

9

E-7

Sou

th o

f E-5

and

Wes

t of E

-30.

080.

105

0.5

1.13

550.

0545

4N

early

bar

e gr

ound

10

.00

2.34

0.39

1.52

NO

60.0

010

.33

Che

ck5.

0

E-9

Wes

t of E

-70.

080.

055

0.33

331.

2930

0.33

334

Nea

rly b

are

grou

nd

10.0

05.

770.

091.

38N

O35

.00

10.1

9C

heck

5.0

E-1

0S

outh

por

tion

of S

ite a

long

P

rivat

e D

rivew

ay0.

080.

5115

0.5

1.96

105

0.03

814

Nea

rly b

are

grou

nd

10.0

01.

950.

902.

86N

O12

0.00

10.6

7C

heck

5.0

Not

es:

UD

FCD

Tab

le R

O-2

Lan

d S

urfa

ce C

oeffi

cien

t sAl

l Equ

atio

ns a

re fr

om U

DFCD

Dra

inag

e Cr

iteria

Man

ual/R

unof

f C

ode

Des

crip

tion

Cv

(1) t

i= (0

.395

*(1.

1-C 5

)*(L

^0.5

))/(S

^0.3

3), f

rom

UDF

CD E

quat

ion

RO-3

1H

eavy

mea

dow

2.

5(2

) Cv

from

UDF

CD T

able

RO

-22

Tilla

ge/fi

eld

5(3

) Vel

ocity

from

V =

Cv*

S w^0

.5, f

rom

UDF

CD E

quat

ion

RO-4

3S

hort

past

ure

and

law

ns

7(4

) tt=

L/60

V4

Nea

rly b

are

grou

nd

10(5

) ti m

ax =

10+

L/18

0, fr

om U

DFCD

Eqn

RO

-55

Gra

ssed

wat

erw

ay

156

Pav

ed a

reas

and

sha

llow

pav

ed s

wal

es

20*7

Rip

rap

(not

bur

ied)

7.0

* de

term

ined

for t

he p

roje

ct b

ased

on

UDF

CD e

quat

ions

(Equ

atio

n RO

-4)

SUB-

BASI

N D

ATA

TRAV

EL T

IME

Mul

e D

eer

Exi

stin

g C

ondi

tions

INIT

IAL/

OVE

RLAN

D FL

OW

(ti)

1/13

/201

7C

MD

CK

C

(tt)

Tc C

HECK

(Urb

aniz

ed b

asin

s)

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Sta

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Fo

rm S

F-2

. S

torm

Dra

ina

ge

Sys

tem

De

sig

n (

Ra

tio

na

l Met

ho

d P

roc

ed

ure

)P

roje

ct:

Cre

ated

by:

Dat

e:

Sec

tion:

Che

cked

by:

D

ate:

D

esig

n S

torm

: 5-

yrP

=1.

50in

AREA DESIGN

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Nor

th p

ortio

n of

site

E-1

5.41

0.08

16.5

70.

433.

251.

41

Sou

th o

f E-1

E-2

0.61

0.08

6.13

0.05

4.81

0.23

Sou

th o

f E-2

E-3

1.59

0.08

8.05

0.13

4.40

0.56

Sou

th o

f E-3

E-4

1.28

0.08

7.85

0.10

4.44

0.46

Sou

th o

f E-1

and

Wes

t of E

-2

E-5

0.36

0.08

5.00

0.03

5.09

0.15

Sou

th o

f E-4

and

alo

ng

Ake

rs D

rE

-61.

550.

087.

870.

124.

430.

55S

outh

of E

-5 a

nd W

est o

f E-

3E

-70.

100.

085.

000.

015.

090.

04

Wes

t of E

-7E

-90.

050.

085.

000.

005.

090.

02S

outh

por

tion

of S

ite a

long

P

rivat

e D

rivew

ayE

-10

0.51

0.08

5.00

0.04

5.09

0.21

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

1/13

/201

7C

KC

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Mul

e D

eer

Exi

stin

g C

ondi

tions

CM

D

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Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

ina

ge

Sys

tem

De

sig

n (

Ra

tio

na

l Met

ho

d P

roc

ed

ure

)P

roje

ct:

Cre

ated

by:

Dat

e:

Sec

tion:

Che

cked

by:

D

ate:

1/

13/2

017

CK

CM

ule

Dee

rE

xist

ing

Con

ditio

nsC

MD

Des

ign

Sto

rm:

100-

yrP

=2.

52in

TR

AV

EL

TIM

ER

EM

AR

KS

BASIN ID

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Nor

th p

ortio

n of

site

E-1

5.41

0.35

16.5

71.

895.

4510

.33

Sou

th o

f E-1

E-2

0.61

0.35

6.13

0.21

8.07

1.72

Sou

th o

f E-2

E-3

1.59

0.35

8.05

0.56

7.39

4.11

Sou

th o

f E-3

E-4

1.28

0.35

7.85

0.45

7.46

3.35

Sou

th o

f E-1

and

Wes

t of E

-2

E-5

0.36

0.35

5.00

0.13

8.55

1.08

Sou

th o

f E-4

and

alo

ng

Ake

rs D

rE

-61.

550.

357.

870.

547.

454.

03S

outh

of E

-5 a

nd W

est o

f E-

3E

-70.

100.

355.

000.

038.

550.

29

Wes

t of E

-7E

-90.

050.

355.

000.

028.

550.

14S

outh

por

tion

of S

ite a

long

P

rivat

e D

rivew

ayE

-10

0.51

0.35

5.00

0.18

8.55

1.52

(1)

Basi

n D

escr

iptio

n lin

ked

to C

-Val

ue S

heet

(7)

=Col

umn

4 x

Col

umn

5(1

3)Su

m o

f Qs

(19)

Addi

tiona

l Flo

w L

engt

h(2

)Ba

sin

Des

ign

Poin

t(8

)=2

8.5*

P/(1

0+C

olum

n 6)

^0.7

86(1

4)Ad

ditio

nal S

treet

Lon

gitu

dina

l Slo

pe(2

0)St

reet

or P

ipe

Velo

city

(3)

Ente

r the

Bas

in N

ame

from

C-V

alue

She

et(9

)=C

olum

n 7

x C

olum

n 8

(15)

Addi

tiona

l Stre

et O

verla

nd F

low

(21)

=Col

umn

15 O

R C

olum

n 16

OR

Col

umn

20 /

60(4

)Ba

sin

Area

link

ed to

C-V

alue

She

et(1

0)=C

olum

n 6

+ C

olum

n 21

(16)

Addi

tiona

l Pip

e D

esig

n Fl

ow(5

)C

ompo

site

C li

nked

to C

-Val

ue S

heet

(11)

Add

the

C.A

. Val

ues

Col

umn

7 to

get

the

cum

mul

ativ

e (1

7)Ad

ditio

nal P

ipe

Slop

e(6

)Ti

me

of C

once

ntra

tion

linke

d to

SF-

1 Sh

eet

C.A

. Val

ues

(18)

Addi

tiona

l Pip

e Si

ze(1

2)=2

8.5*

P/(1

0+C

olum

n 10

)^0.

786

All

Equ

atio

ns fo

llow

UD

FCD

Rat

iona

l Met

hod

PIP

E

LO

CA

TIO

N

DIR

EC

T R

UN

OF

FT

OT

AL

RU

NO

FF

ST

RE

ET

V:\5

2876

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ive\

1876

0874

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Dee

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orts

\Dra

inag

e\C

alcs

\Rat

iona

l Met

hod

- SF

- Exi

stin

g.xl

sxP

age

3

SURFACE ROUTING

DESIGN ONTRIBUTIN TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)A E-1 0.43 1.89 16.6 3.2 5.6 1.4 10.6

0.43 1.89 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.5 0.0 16.6

B E-2 0.05 0.21 6.1 4.9 8.5 0.2 1.8

0.05 0.21 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 25 4.4 0.1 6.2

D E-4 0.10 0.45 7.8 4.5 7.8 0.5 3.5

0.10 0.45 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)CHANNEL 65 2.8 0.4 8.2

C E-3 0.13 0.56 8.0 4.4 7.7 1.0 7.7DP D 0.10 0.45

0.23 1.00 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)0 4.4 0.0 8.0

E E-5 0.03 0.13 6.2 4.8 8.5 0.4 2.9DP B 0.05 0.21

0.08 0.34 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 15 5.0 0.1 6.3

F E-6 0.12 0.54 7.9 4.5 7.8 0.6 4.2

0.12 0.54 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)270 4.4 1.0 8.9

G E-7 0.01 0.03 6.3 4.8 8.4 0.4 3.2DP E 0.08 0.34

0.09 0.37 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 15 5.0 0.1 6.3

H D-9 0.00 0.02 8.0 4.4 7.7 1.4 10.8DP C 0.23 1.00DP G 0.09 0.37

0.32 1.39 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 15 5.0 0.1 8.1

I E-10 0.04 0.18 5.0 5.2 9.1 0.2 1.6

0.04 0.18 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 15 5.0 0.1 5.1

T R A V E L T I M E

T R A V E L T I M E

MULE DEER

C A ( e q u i v a l e n t ) I N T E N S I T Y T O T A L F L O W S

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

V:\52876\active\187608744-Mule Deer\Reports\Drainage\PDF Pieces\12.13.17\Mule Deer PDR.doc 16

Appendix C: Proposed Hydrology Calculations

Ru

no

ff C

oef

fici

ents

(C

-Val

ues

)P

roje

ct:

Dat

e:

Sec

tion:

Dat

e:

Sub-

Basi

n Da

taCo

mpo

site

CEx

istin

gSu

b Ar

ea (G

rave

l/Ba

llast

)Su

b Ar

ea (P

ervi

ous)

Basi

n ID

De

scrip

tion

Tota

l Ar

ea (a

c)C 5

C 100

C 5C 1

00

Area

(a

c)C 5

C 100

Area

(a

c)C 5

C 100

Area

(a

c)D

-1P

ortio

n no

rth o

f Pr R

oad,

incl

Roa

d4.

090.

490.

620.

080.

354.

090.

350.

580.

000.

180.

520.

00D

-2S

outh

Hal

f of R

oad

to H

P a

t Knu

ckle

0.12

0.90

0.95

0.90

0.95

0.12

0.35

0.58

0.00

0.18

0.52

0.00

D-3

Por

tion

of s

ite b

twn

Fallo

w a

nd

Run

ning

Dee

r1.

440.

490.

620.

080.

351.

440.

350.

580.

000.

180.

520.

00

D-4

Sou

th o

f D-1

, eas

t of D

-7 a

long

est

bn

dry

1.28

0.49

0.62

0.08

0.35

1.28

0.35

0.58

0.00

0.18

0.52

0.00

D-5

Sou

th o

f D-4

alo

ng e

ast b

ndr y

0.64

0.49

0.62

0.08

0.35

0.64

0.35

0.58

0.00

0.18

0.52

0.00

D-6

Wes

t por

tion

of R

d, a

long

D-1

0 &

D-1

10.

060.

900.

950.

080.

350.

060.

350.

580.

000.

180.

520.

00D

-7W

est p

ortio

n of

Rd

alon

g D

-30.

140.

900.

950.

080.

350.

140.

350.

580.

000.

180.

520.

00D

-8N

orth

por

tion

Run

ning

Dee

r way

0.18

0.90

0.95

0.08

0.35

0.18

0.35

0.58

0.00

0.18

0.52

0.00

D-9

Sou

th P

ortio

n ru

nnin

g D

eer w

ay0.

210.

900.

950.

080.

350.

210.

350.

580.

000.

180.

520.

00

D-1

0P

ortio

n of

site

at S

W c

or R

unni

ng D

eer

way

&??

0.82

0.49

0.62

0.08

0.35

0.82

0.35

0.58

0.00

0.18

0.52

0.00

D-1

1P

ortio

n of

site

at N

E C

orn

Priv

ate

Dr &

A

kers

Dr

0.48

0.49

0.62

0.08

0.35

0.48

0.35

0.58

0.00

0.18

0.52

0.00

D-1

2S

outh

of D

-5 a

long

eas

t bnd

r y2.

110.

490.

620.

080.

352.

110.

350.

580.

000.

180.

520.

00N

otes

:1.

Run

off C

oeffi

cien

ts (C

-Val

ues)

det

erm

ined

by

Runo

ff Co

effic

ient

Tab

le 6

-6 in

Dra

inag

e Cr

iteria

Man

ual V

ol 1

6/9/

2017

Mul

e D

eer V

illas

Pro

pose

d C

ondi

tions

Cre

ated

by:

Che

cked

by:

C

MD

CK

C

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\Rep

orts

\Dra

inag

e\C

alcs

\Rat

iona

l Met

hod

- SF

- Pro

pose

d.xl

sxP

age

1

Sta

nd

ard

Fo

rm S

F-1

. T

ime

of

Co

nc

en

tra

tio

n

Proj

ect:

Cre

ated

by:

Dat

e:

Sect

ion:

Che

cked

by:

D

ate:

Urb

an T

OC

min

=5

min

Rur

al T

OC

min

=10

min

FIN

AL T

c(m

in)

Type

of L

and

Surf

ace

TOTA

L

Basi

n ID

De

scrip

tion

C 5Ar

ea

(ac)

Leng

th, L

(ft

)Sl

ope,

s (ft

/ft)

t i (m

in)

(1)

Leng

th

(ft)

S w

(ft/f

t) C

ode

Desc

riptio

n

Conv

ey

Coef

(Cv)

(2)

Vel

ocity

(V)

(ft/s

)(3

)

t tTr

avel

Ti

me

(m

in)

(4)

t c =

t i +

t t (m

in)

Urb

an

(Yes

/N

o)Le

ngth

(ft)

T c m

ax

(min

)(5

)Tc

max

> t c

D-1

Porti

on n

orth

of P

r Roa

d, in

cl

Roa

d0.

494.

0960

0.33

32.

6870

50.

0184

6Pa

ved

area

s an

d sh

allo

w p

aved

sw

ales

20

.00

2.71

4.33

7.01

YES

765.

0014

.25

Che

ck7.

0

D-2

Sout

h H

alf o

f Roa

d to

HP

at

Knuc

kle

0.90

0.12

50.

020

0.64

235

0.02

006

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

02.

831.

382.

03YE

S24

0.00

11.3

3C

heck

5.0

D-3

Porti

on o

f site

btw

n Fa

llow

and

R

unni

ng D

eer

0.49

1.44

100

0.02

77.

9013

00.

0176

6Pa

ved

area

s an

d sh

allo

w p

aved

sw

ales

20

.00

2.65

0.82

8.71

YES

230.

0011

.28

Che

ck8.

7

D-4

Sout

h of

D-1

, eas

t of D

-7 a

long

es

t bnd

ry0.

491.

2855

0.33

32.

5735

00.

0214

6Pa

ved

area

s an

d sh

allo

w p

aved

sw

ales

20

.00

2.93

1.99

4.56

YES

405.

0012

.25

Che

ck5.

0

D-5

Sout

h of

D-4

alo

ng e

ast b

ndry

0.49

0.64

100

0.33

33.

4623

50.

0357

6Pa

ved

area

s an

d sh

allo

w p

aved

sw

ales

20

.00

3.78

1.04

4.50

YES

335.

0011

.86

Che

ck5.

0

D-6

Wes

t por

tion

of R

d, a

long

D-1

0 &

D-1

10.

900.

065

0.02

00.

6495

0.01

006

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

02.

000.

791.

43YE

S10

0.00

10.5

6C

heck

5.0

D-7

Wes

t por

tion

of R

d al

ong

D-3

0.90

0.14

50.

020

0.64

245

0.01

176

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

02.

161.

892.

53YE

S25

0.00

11.3

9C

heck

5.0

D-8

Nor

th p

ortio

n R

unni

ng D

eer w

ay0.

900.

185

0.02

00.

6420

50.

0400

6Pa

ved

area

s an

d sh

allo

w p

aved

sw

ales

20

.00

4.00

0.85

1.50

YES

210.

0011

.17

Che

ck5.

0

D-9

Sout

h Po

rtion

runn

ing

Dee

r way

0.90

0.21

50.

020

0.64

200

0.04

006

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

04.

000.

831.

48YE

S20

5.00

11.1

4C

heck

5.0

D-1

0Po

rtion

of s

ite a

t SW

cor

Run

ning

D

eer w

ay &

??0.

490.

825

0.06

61.

3280

0.03

576

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

03.

780.

351.

67YE

S85

.00

10.4

7C

heck

5.0

D-1

1Po

rtion

of s

ite a

t NE

Cor

n Pr

ivat

e D

r & A

kers

Dr

0.49

0.48

50.

050

1.45

290

0.03

576

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

03.

781.

282.

73YE

S29

5.00

11.6

4C

heck

5.0

D-1

2So

uth

of D

-5 a

long

eas

t bnd

ry0.

492.

1110

00.

050

6.48

460

0.01

006

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20.0

02.

003.

8310

.31

YES

560.

0013

.11

Che

ck10

.3

Not

es:

UD

FCD

Tab

le R

O-2

Lan

d Su

rface

Coe

ffici

ents

All E

quat

ions

are

from

UDF

CD D

rain

age

Crite

ria M

anua

l/Run

off

Cod

eD

escr

iptio

nC

v(1

) ti=

(0.3

95*(

1.1-

C 5)*

(L^0

.5))/

(S^0

.33)

, fro

m U

DFCD

Equ

atio

n RO

-31

Hea

vy m

eado

w

2.5

(2) C

v fr

om U

DFCD

Tab

le R

O-2

2Ti

llage

/fiel

d 5

(3) V

eloc

ity fr

om V

= C

v*S w

^0.5

, fro

m U

DFCD

Equ

atio

n RO

-43

Shor

t pas

ture

and

law

ns

7(4

) tt=

L/60

V4

Nea

rly b

are

grou

nd

10(5

) ti m

ax =

10+

L/18

0, fr

om U

DFCD

Eqn

RO

-55

Gra

ssed

wat

erw

ay

156

Pave

d ar

eas

and

shal

low

pav

ed s

wal

es

20*7

Rip

rap

(not

bur

ied)

7.0

* de

term

ined

for t

he p

roje

ct b

ased

on

UDF

CD e

quat

ions

(Equ

atio

n RO

-4)

SUB-

BASI

N D

ATA

TRAV

EL T

IME

Mul

e D

eer V

illas

Prop

osed

Con

ditio

ns

INIT

IAL/

OVE

RLAN

D FL

OW

(ti)

1/13

/201

7C

MD

CKC

(tt)

Tc C

HECK

(Urb

anize

d ba

sins

)

V:\5

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ive\

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4-M

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Dee

r\Rep

orts

\Dra

inag

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alcs

\Rat

iona

l Met

hod

- SF

- Pro

pose

d.xl

sxPa

ge 2

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

ina

ge

Sys

tem

De

sig

n (

Ra

tio

na

l Met

ho

d P

roc

ed

ure

)P

roje

ct:

Cre

ated

by:

Dat

e:

Sec

tion:

Che

cked

by:

D

ate:

D

esig

n S

torm

: 5-

yrP

=1.

50in

AREA DESIGN

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Por

tion

north

of P

r Roa

d,

incl

Roa

dD

-14.

090.

497.

012.

004.

619.

24S

outh

Hal

f of R

oad

to H

P a

t K

nuck

leD

-20.

120.

905.

000.

115.

090.

55P

ortio

n of

site

btw

n Fa

llow

an

d R

unni

ng D

eer

D-3

1.44

0.49

8.71

0.70

4.28

3.01

Sou

th o

f D-1

, eas

t of D

-7

alon

g es

t bnd

ryD

-41.

280.

495.

000.

635.

093.

18S

outh

of D

-4 a

long

eas

t bn

dry

D-5

0.64

0.49

5.00

0.31

5.09

1.60

Wes

t por

tion

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SURFACE ROUTING

DESIGN ONTRIBUTIN TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)A D-1 2.00 2.54 7.0 4.6 8.1 9.3 20.6

2.00 2.54 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 216 3.5 1.0 8.0

B D-2 0.11 0.11 5.0 5.2 9.1 0.6 1.0

0.11 0.11 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 200 3.5 1.0 6.0

C D-3 0.70 0.89 8.7 4.3 7.5 3.0 6.7

0.70 0.89 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)CHANNEL 65 2.8 0.4 9.1

D D-4 0.63 0.79 5.0 5.2 9.1 4.9 10.8D-5 0.31 0.40

0.94 1.19 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 255 4.4 1.0 6.0

E D-6 0.05 0.06 5.0 5.2 9.1 0.3 0.5

0.05 0.06 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)STREET 200 4.0 0.8 5.8

F D-7 0.13 0.13 5.0 5.2 9.1 0.7 1.2

0.13 0.13 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)STREET 205 4.0 0.9 5.9

G D-8 0.17 0.17 5.9 4.9 8.6 1.4 2.7DP F 0.13 0.13

0.29 0.31 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 25 5.0 0.1 5.9

H D-9 0.19 0.20 5.8 4.9 8.6 1.2 2.2DP E 0.05 0.06

0.24 0.26 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 25 5.0 0.1 5.9

I DP A 2.00 2.54 9.1 4.2 7.4 11.9 26.0DP B 0.11 0.11DP C 0.70 0.89

2.82 3.54 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 5.0 0.0 9.1

Z D-12 1.04 1.31 10.3 4.0 7.0 4.1 9.2

1.04 1.31 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)STREET 80 4.0 0.3 10.6

T R A V E L T I M E

T R A V E L T I M E

MULE DEER VILLAS

C A ( e q u i v a l e n t ) I N T E N S I T Y T O T A L F L O W S

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

DESIGN ONTRIBUTIN TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)

C A ( e q u i v a l e n t ) I N T E N S I T Y T O T A L F L O W S

J D-10 0.40 0.51 6.0 4.9 8.6 14.3 30.6DP D 0.94 1.19DP G 0.29 0.31DP H 0.24 0.26DP Z 1.04 1.31

2.91 3.57 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 5.0 0.0 6.0

K D-11 0.23 0.29 5.0 5.2 9.1 1.2 2.7

0.23 0.29 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)0 5.0 0.0 5.0

T R A V E L T I M E

T R A V E L T I M E

V:\52876\active\187608744-Mule Deer\Reports\Drainage\PDF Pieces\12.13.17\Mule Deer PDR.doc 17

Appendix D: Water Quality Pond Calculations

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Micropool -- 0.00 -- -- -- 641 0.015

Selected BMP Type = EDB -- 0.50 -- -- -- 928 0.021 383 0.009

Watershed Area = 5.61 acres -- 1.00 -- -- -- 1,271 0.029 929 0.021

Watershed Length = 880 ft -- 1.50 -- -- -- 1,645 0.038 1,654 0.038Watershed Slope = 0.035 ft/ft -- 2.00 -- -- -- 2,051 0.047 2,574 0.059

Watershed Imperviousness = 80.00% percent -- 2.50 -- -- -- 2,489 0.057 3,730 0.086Percentage Hydrologic Soil Group A = 100.0% percent -- 3.00 -- -- -- 2,958 0.068 5,092 0.117Percentage Hydrologic Soil Group B = 0.0% percent -- 3.50 -- -- -- 3,460 0.079 6,696 0.154

Percentage Hydrologic Soil Groups C/D = 0.0% percent -- 4.00 -- -- -- 3,990 0.092 8,559 0.196Desired WQCV Drain Time = 40.0 hours -- -- -- --

Location for 1-hr Rainfall Depths = UDFCD Default -- -- -- --Water Quality Capture Volume (WQCV) = 0.153 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.590 acre-feet -- -- -- --2-yr Runoff Volume (P1 = 1.19 in.) = 0.407 acre-feet 1.19 inches -- -- -- --5-yr Runoff Volume (P1 = 1.5 in.) = 0.523 acre-feet 1.50 inches -- -- -- --

10-yr Runoff Volume (P1 = 1.75 in.) = 0.636 acre-feet 1.75 inches -- -- -- --25-yr Runoff Volume (P1 = 2 in.) = 0.781 acre-feet 2.00 inches -- -- -- --

50-yr Runoff Volume (P1 = 2.25 in.) = 0.901 acre-feet 2.25 inches -- -- -- --100-yr Runoff Volume (P1 = 2.52 in.) = 1.038 acre-feet 2.52 inches -- -- -- --500-yr Runoff Volume (P1 = 3.29 in.) = 1.406 acre-feet inches -- -- -- --Approximate 2-yr Detention Volume = 0.391 acre-feet -- -- -- --Approximate 5-yr Detention Volume = 0.502 acre-feet -- -- -- --

Approximate 10-yr Detention Volume = 0.611 acre-feet -- -- -- --Approximate 25-yr Detention Volume = 0.680 acre-feet -- -- -- --Approximate 50-yr Detention Volume = 0.729 acre-feet -- -- -- --

Approximate 100-yr Detention Volume = 0.811 acre-feet -- -- -- ---- -- -- --

Stage-Storage Calculation -- -- -- --Zone 1 Volume (WQCV) = 0.153 acre-feet -- -- -- --

Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --

Total Detention Basin Volume = 0.153 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 -- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

Optional User Override1-hr Precipitation

Total detention volume is less than 100-year volume.

Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

Optional Override

Area (ft 2̂)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft 2̂)

Width (ft)

Mule Deer Villas - North Pond

Example Zone Configuration (Retention Pond)

MD North Pond UD-Detention_v3.06-.xlsm, Basin 7/3/2017, 11:26 AM

1 User Defined Stage-Area Boolean for Message

1 Equal Stage-Area Inputs Watershed L:W1 CountA

0 Calc_S_TC

0.49 H_FLOOR

L_FLOOR_OTHER

0.00 ISV 0.00 ISV0.00 Floor 0.00 Floor3.50 Zone 1 (WQCV) 3.50 Zone 1 (WQCV)0.00 Zone 2 0.00 Zone 20.00 Zone 3 0.00 Zone 3

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

0.000

0.050

0.100

0.150

0.200

0.000

0.025

0.050

0.075

0.100

0.00 1.00 2.00 3.00 4.00

Volu

me

(ac-

ft)

Area

(ac

res)

Stage (ft.)

Area (acres) Volume (ac-ft)

0

100

200

300

400

0

5

10

15

20

0.00 1.00 2.00 3.00 4.00

Area

(sq

.ft.)

Leng

th, W

idth

(ft.)

Stage (ft)

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

MD North Pond UD-Detention_v3.06-.xlsm, Basin 7/3/2017, 11:26 AM

Project:

Basin ID:

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

Zone 1 (WQCV) 3.50 0.153 Orifice Plate

Zone 2

Zone 3

0.153 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 = 2.132E-03 ft2

Depth at top of Zone using Orifice Plate = 3.00 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 6.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 0.31 sq. inches (diameter = 5/8 inch) 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 0.50 1.00 1.50 2.00 2.50

Orifice Area (sq. inches) 0.31 0.31 0.31 0.31 0.31 0.31

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 = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft2

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

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

Overflow Weir Front Edge Height, Ho = 3.40 ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.40 feetOverflow Weir Front Edge Length = 4.00 feet Over Flow Weir Slope Length = 4.00 feet

Overflow Weir Slope = 0.00 H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 6.34 should be > 4Horiz. Length of Weir Sides = 4.00 feet Overflow Grate Open Area w/o Debris = 11.20 ft2

Overflow Grate Open Area % = 70% %, grate open area/total area Overflow Grate Open Area w/ Debris = 5.60 ft2

Debris Clogging % = 50% %

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

Depth to Invert of Outlet Pipe = 0.00 ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.77 ft2

Circular Orifice Diameter = 18.00 inches Outlet Orifice Centroid = 0.75 feetHalf-Central Angle of Restrictor Plate on Pipe = N/A N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 3.60 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.56 feet

Spillway Crest Length = 20.00 feet Stage at Top of Freeboard = 4.46 feetSpillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.09 acres

Freeboard above Max Water Surface = 0.30 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 3.29

Calculated Runoff Volume (acre-ft) = 0.153 0.590 0.407 0.523 0.636 0.781 0.901 1.038 1.406OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.153 0.590 0.407 0.522 0.635 0.781 0.901 1.037 1.407Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.00 0.01 0.02 0.20 0.41 0.66 1.21

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.1 1.1 2.3 3.7 6.8Peak Inflow Q (cfs) = 3.3 12.5 8.6 11.1 13.4 16.5 19.0 21.9 29.7

Peak Outflow Q (cfs) = 0.1 14.9 7.3 12.9 15.3 15.6 22.1 29.2 31.5Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 228.9 164.5 14.2 9.7 7.9 4.7

Structure Controlling Flow = Plate Spillway Spillway Spillway Spillway Spillway Spillway Spillway N/AMax Velocity through Grate 1 (fps) = N/A 0.81 0.48 0.7 0.8 0.8 1.1 1.3 1.4Max 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) = 52 36 40 37 35 32 30 28 23Time to Drain 99% of Inflow Volume (hours) = 60 50 54 51 49 46 44 42 39

Maximum Ponding Depth (ft) = 3.34 3.81 3.69 3.78 3.81 3.82 3.89 3.97 4.00Area at Maximum Ponding Depth (acres) = 0.08 0.09 0.08 0.09 0.09 0.09 0.09 0.09 0.09

Maximum Volume Stored (acre-ft) = 0.141 0.179 0.169 0.176 0.180 0.180 0.187 0.193 0.196

Detention Basin Outlet Structure Design

Mule Deer - North Pond

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 meter = 3/8 inch) 2 1 1

Count_WQPlate = 1 0.14 eter = 7/16 inch)

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

Count_VertOrifice2 = 0 0.24 eter = 9/16 inch) 2 1 5yr, <72hr 0

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

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

Count_OutletPipe1 = 1 0.42 meter = 3/4 inch) WQCV 335 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 370 Slope 0.035

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 382 Shape 3.17MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 379

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 382 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 383 0.56WQ Plate Flow at 100yr depth = 0.10 0.97 = 1-1/8 inches) 50 Year 390

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 398 1 Z1_BooleanCdw #1 = 1.15 1.20 = 1-1/4 inches) 500 Year 401 1 Z2_BooleanCdo #1 = 1.07 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.000 1.45 = 1-3/8 inches) 1 Opening MessageCLOG #2= 0% 1.59 = 1-7/16 inches) Draintime Running

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

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

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

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

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

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

Count_User_Hydrographs 0 2.90 1-15/16 inches) 1 Spillway LengthCountA_3 (EURV & 100yr) = 1 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 1 3.29 gular openings) 1 Button_Trigger0 Underdrain1 WQCV Plate0 EURV-WQCV Plate0 EURV-WQCV VertOrifice0 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

5

10

15

20

25

30

35

40

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

G DE

PTH

[ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

5.00

10.00

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35.00

0

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2,000

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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 HydrographsThe 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]

5.26 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:05:16 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05

Hydrograph 0:10:31 0.19 0.68 0.48 0.61 0.73 0.88 1.00 1.13 1.48Constant 0:15:47 0.45 1.65 1.16 1.47 1.77 2.16 2.47 2.82 3.75

0.951 0:21:02 1.25 4.57 3.21 4.07 4.90 5.95 6.81 7.76 10.300:26:18 3.13 11.50 8.07 10.24 12.33 15.00 17.16 19.58 26.030:31:34 3.26 12.49 8.60 11.07 13.44 16.52 19.04 21.90 29.66

0:36:49 2.73 10.61 7.27 9.37 11.42 14.09 16.29 18.79 25.620:42:05 2.18 8.54 5.84 7.54 9.21 11.38 13.18 15.22 20.81

0:47:20 1.75 6.85 4.69 6.05 7.38 9.12 10.56 12.19 16.670:52:36 1.36 5.38 3.68 4.75 5.80 7.18 8.31 9.60 13.14

0:57:52 1.08 4.27 2.91 3.76 4.60 5.69 6.59 7.61 10.42

1:03:07 0.90 3.53 2.42 3.12 3.80 4.69 5.42 6.25 8.511:08:23 0.64 2.52 1.72 2.22 2.72 3.37 3.90 4.52 6.191:13:38 0.48 1.90 1.30 1.67 2.04 2.53 2.93 3.38 4.63

1:18:54 0.33 1.31 0.89 1.16 1.41 1.75 2.04 2.36 3.24

1:24:10 0.24 0.96 0.65 0.84 1.03 1.27 1.48 1.71 2.341:29:25 0.19 0.74 0.51 0.65 0.80 0.99 1.15 1.32 1.811:34:41 0.16 0.61 0.42 0.54 0.66 0.81 0.94 1.09 1.481:39:56 0.14 0.54 0.37 0.48 0.59 0.72 0.83 0.96 1.311:45:12 0.13 0.52 0.36 0.46 0.56 0.69 0.80 0.92 1.251:50:28 0.13 0.51 0.35 0.45 0.55 0.68 0.78 0.90 1.221:55:43 0.13 0.51 0.35 0.45 0.55 0.68 0.78 0.90 1.22

2:00:59 0.13 0.51 0.35 0.45 0.55 0.68 0.78 0.90 1.222:06:14 0.08 0.33 0.22 0.29 0.35 0.44 0.51 0.59 0.812:11:30 0.05 0.19 0.13 0.17 0.21 0.26 0.30 0.35 0.482:16:46 0.03 0.11 0.07 0.09 0.12 0.14 0.17 0.20 0.272:22:01 0.01 0.06 0.04 0.05 0.06 0.08 0.09 0.11 0.152:27:17 0.01 0.03 0.02 0.02 0.03 0.04 0.04 0.05 0.072:32:32 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02

2:37:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:43:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:48:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:53:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:58:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:04:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:09:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:14:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:19:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:25:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:30:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:35:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:40:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:46:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:51:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:56:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:01:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:07:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:12:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:17:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:23:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:28:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:33:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:38:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:44:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:49:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:54:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:59:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:05:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:10:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:15:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:20:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:26:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:31:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:36:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:41:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:47:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:52:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:57:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:02:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:08:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:13:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:18:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Detention Basin Outlet Structure Design

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Micropool -- 0.00 -- -- -- 585 0.013

Selected BMP Type = EDB -- 0.50 -- -- -- 793 0.018 337 0.008

Watershed Area = 5.24 acres -- 1.00 -- -- -- 1,161 0.027 821 0.019

Watershed Length = 850 ft -- 1.50 -- -- -- 1,677 0.038 1,526 0.035Watershed Slope = 0.035 ft/ft -- 2.00 -- -- -- 2,230 0.051 2,497 0.057

Watershed Imperviousness = 80.00% percent -- 2.50 -- -- -- 2,801 0.064 3,777 0.087Percentage Hydrologic Soil Group A = 100.0% percent -- 3.00 -- -- -- 3,391 0.078 5,325 0.122Percentage Hydrologic Soil Group B = 0.0% percent -- 3.50 -- -- -- 3,999 0.092 7,173 0.165

Percentage Hydrologic Soil Groups C/D = 0.0% percent -- 4.00 -- -- -- 4,625 0.106 9,328 0.214Desired WQCV Drain Time = 40.0 hours -- -- -- --

Location for 1-hr Rainfall Depths = UDFCD Default -- -- -- --Water Quality Capture Volume (WQCV) = 0.143 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.551 acre-feet -- -- -- --2-yr Runoff Volume (P1 = 1.19 in.) = 0.380 acre-feet 1.19 inches -- -- -- --5-yr Runoff Volume (P1 = 1.5 in.) = 0.489 acre-feet 1.50 inches -- -- -- --

10-yr Runoff Volume (P1 = 1.75 in.) = 0.594 acre-feet 1.75 inches -- -- -- --25-yr Runoff Volume (P1 = 2 in.) = 0.729 acre-feet 2.00 inches -- -- -- --

50-yr Runoff Volume (P1 = 2.25 in.) = 0.842 acre-feet 2.25 inches -- -- -- --100-yr Runoff Volume (P1 = 2.52 in.) = 0.969 acre-feet 2.52 inches -- -- -- --500-yr Runoff Volume (P1 = 3.29 in.) = 1.314 acre-feet inches -- -- -- --Approximate 2-yr Detention Volume = 0.365 acre-feet -- -- -- --Approximate 5-yr Detention Volume = 0.469 acre-feet -- -- -- --

Approximate 10-yr Detention Volume = 0.571 acre-feet -- -- -- --Approximate 25-yr Detention Volume = 0.635 acre-feet -- -- -- --Approximate 50-yr Detention Volume = 0.681 acre-feet -- -- -- --

Approximate 100-yr Detention Volume = 0.758 acre-feet -- -- -- ---- -- -- --

Stage-Storage Calculation -- -- -- --Zone 1 Volume (WQCV) = 0.143 acre-feet -- -- -- --

Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --

Total Detention Basin Volume = 0.143 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 -- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

Optional User Override1-hr Precipitation

Total detention volume is less than 100-year volume.

Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

Optional Override

Area (ft 2̂)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft 2̂)

Width (ft)

Mule Deer - South Pond

Example Zone Configuration (Retention Pond)

MD South Pond UD-Detention_v3.06-.xlsm, Basin 7/3/2017, 11:48 AM

1 User Defined Stage-Area Boolean for Message

1 Equal Stage-Area Inputs Watershed L:W1 CountA

0 Calc_S_TC

0.49 H_FLOOR

L_FLOOR_OTHER

0.00 ISV 0.00 ISV0.00 Floor 0.00 Floor3.26 Zone 1 (WQCV) 3.26 Zone 1 (WQCV)0.00 Zone 2 0.00 Zone 20.00 Zone 3 0.00 Zone 3

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

0.000

0.055

0.110

0.165

0.220

0.000

0.030

0.060

0.090

0.120

0.00 1.00 2.00 3.00 4.00

Volu

me

(ac-

ft)

Area

(ac

res)

Stage (ft.)

Area (acres) Volume (ac-ft)

0

100

200

300

400

0

5

10

15

20

0.00 1.00 2.00 3.00 4.00

Area

(sq

.ft.)

Leng

th, W

idth

(ft.)

Stage (ft)

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

MD South Pond UD-Detention_v3.06-.xlsm, Basin 7/3/2017, 11:48 AM

Project:

Basin ID:

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

Zone 1 (WQCV) 3.26 0.143 Orifice Plate

Zone 2

Zone 3

0.143 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 = 2.578E-03 ft2

Depth at top of Zone using Orifice Plate = 3.25 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 6.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 0.37 sq. inches (diameter = 11/16 inch) 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 0.50 1.00 1.50 2.00 2.50 3.00

Orifice Area (sq. inches) 0.37 0.37 0.37 0.37 0.37 0.37 0.37

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 = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft2

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

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

Overflow Weir Front Edge Height, Ho = 3.25 ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.25 feetOverflow Weir Front Edge Length = 3.00 feet Over Flow Weir Slope Length = 3.00 feet

Overflow Weir Slope = 0.00 H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 3.57 should be > 4Horiz. Length of Weir Sides = 3.00 feet Overflow Grate Open Area w/o Debris = 6.30 ft2

Overflow Grate Open Area % = 70% %, grate open area/total area Overflow Grate Open Area w/ Debris = 3.15 ft2

Debris Clogging % = 50% %

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

Depth to Invert of Outlet Pipe = 0.00 ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.77 ft2

Circular Orifice Diameter = 18.00 inches Outlet Orifice Centroid = 0.75 feetHalf-Central Angle of Restrictor Plate on Pipe = N/A N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 3.70 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.39 feet

Spillway Crest Length = 20.00 feet Stage at Top of Freeboard = 4.39 feetSpillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.11 acres

Freeboard above Max Water Surface = 0.30 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 3.29

Calculated Runoff Volume (acre-ft) = 0.143 0.551 0.380 0.489 0.594 0.729 0.842 0.969 1.314OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.143 0.551 0.380 0.489 0.593 0.730 0.842 0.969 1.314Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.00 0.01 0.02 0.20 0.41 0.66 1.21

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.1 1.0 2.1 3.5 6.3Peak Inflow Q (cfs) = 3.1 11.7 8.0 10.4 12.6 15.4 17.8 20.5 27.7

Peak Outflow Q (cfs) = 0.1 10.8 5.7 8.3 12.2 16.0 17.1 21.1 24.9Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 157.6 140.1 15.6 8.1 6.1 3.9

Structure Controlling Flow = Plate Spillway Overflow Grate 1 Spillway Spillway Spillway Spillway Spillway N/AMax Velocity through Grate 1 (fps) = N/A 1.54 0.89 1.3 1.6 1.9 1.9 2.1 2.3Max 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) = 40 29 33 30 28 26 25 23 20Time to Drain 99% of Inflow Volume (hours) = 46 40 42 41 39 37 35 34 32

Maximum Ponding Depth (ft) = 3.10 3.77 3.61 3.71 3.79 3.86 3.88 3.95 4.00Area at Maximum Ponding Depth (acres) = 0.08 0.10 0.09 0.10 0.10 0.10 0.10 0.10 0.11

Maximum Volume Stored (acre-ft) = 0.129 0.189 0.175 0.185 0.192 0.200 0.202 0.208 0.214

Detention Basin Outlet Structure Design

Goldcamp

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 meter = 3/8 inch) 2 1 1

Count_WQPlate = 1 0.14 eter = 7/16 inch)

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

Count_VertOrifice2 = 0 0.24 eter = 9/16 inch) 2 1 5yr, <72hr 0

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

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

Count_OutletPipe1 = 1 0.42 meter = 3/4 inch) WQCV 311 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 362 Slope 0.035

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 378 Shape 3.17MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 372

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 380 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 387 0.39WQ Plate Flow at 100yr depth = 0.13 0.97 = 1-1/8 inches) 50 Year 389

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 396 1 Z1_BooleanCdw #1 = 1.15 1.20 = 1-1/4 inches) 500 Year 401 1 Z2_BooleanCdo #1 = 1.07 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.000 1.45 = 1-3/8 inches) 1 Opening MessageCLOG #2= 0% 1.59 = 1-7/16 inches) Draintime Running

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

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

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

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

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

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

Count_User_Hydrographs 0 2.90 1-15/16 inches) 1 Spillway LengthCountA_3 (EURV & 100yr) = 1 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 1 3.29 gular openings) 1 Button_Trigger0 Underdrain1 WQCV Plate0 EURV-WQCV Plate0 EURV-WQCV VertOrifice0 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

5

10

15

20

25

30

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

G DE

PTH

[ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

5.00

10.00

15.00

20.00

25.00

30.00

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

9,000

10,000

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 HydrographsThe 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]

5.26 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:05:16 0.01 0.02 0.01 0.02 0.02 0.03 0.03 0.03 0.05

Hydrograph 0:10:31 0.18 0.64 0.45 0.57 0.68 0.82 0.94 1.06 1.40Constant 0:15:47 0.42 1.55 1.09 1.38 1.66 2.02 2.32 2.65 3.52

0.951 0:21:02 1.17 4.28 3.01 3.82 4.59 5.58 6.39 7.28 9.670:26:18 2.94 10.78 7.56 9.61 11.56 14.06 16.10 18.38 24.440:31:34 3.05 11.68 8.05 10.36 12.56 15.43 17.80 20.47 27.72

0:36:49 2.55 9.90 6.79 8.76 10.66 13.15 15.21 17.54 23.910:42:05 2.04 7.97 5.46 7.05 8.59 10.61 12.29 14.19 19.41

0:47:20 1.63 6.40 4.38 5.65 6.89 8.51 9.85 11.38 15.550:52:36 1.27 5.02 3.43 4.44 5.41 6.69 7.75 8.95 12.26

0:57:52 1.01 3.98 2.72 3.52 4.29 5.30 6.14 7.10 9.71

1:03:07 0.84 3.29 2.26 2.91 3.55 4.37 5.06 5.83 7.951:08:23 0.59 2.35 1.60 2.08 2.54 3.14 3.64 4.21 5.771:13:38 0.45 1.77 1.21 1.56 1.91 2.36 2.73 3.15 4.32

1:18:54 0.31 1.22 0.83 1.08 1.32 1.63 1.90 2.20 3.02

1:24:10 0.23 0.89 0.61 0.79 0.96 1.19 1.38 1.59 2.181:29:25 0.17 0.69 0.47 0.61 0.75 0.92 1.07 1.23 1.691:34:41 0.15 0.57 0.39 0.50 0.61 0.76 0.88 1.01 1.381:39:56 0.13 0.51 0.35 0.45 0.55 0.67 0.78 0.90 1.221:45:12 0.13 0.49 0.34 0.43 0.52 0.65 0.74 0.86 1.161:50:28 0.12 0.48 0.33 0.42 0.51 0.63 0.73 0.84 1.141:55:43 0.12 0.48 0.33 0.42 0.51 0.63 0.73 0.84 1.14

2:00:59 0.12 0.48 0.33 0.42 0.51 0.63 0.73 0.84 1.142:06:14 0.08 0.30 0.20 0.27 0.33 0.41 0.47 0.55 0.762:11:30 0.04 0.18 0.12 0.16 0.19 0.24 0.28 0.32 0.442:16:46 0.02 0.10 0.07 0.09 0.11 0.13 0.16 0.18 0.252:22:01 0.01 0.05 0.04 0.05 0.06 0.07 0.09 0.10 0.142:27:17 0.01 0.03 0.02 0.02 0.03 0.03 0.04 0.05 0.072:32:32 0.00 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.02

2:37:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:43:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:48:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:53:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:58:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:04:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:09:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:14:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:19:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:25:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:30:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:35:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:40:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:46:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:51:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:56:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:01:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:07:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:12:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:17:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:23:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:28:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:33:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:38:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:44:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:49:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:54:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:59:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:05:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:10:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:15:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:20:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:26:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:31:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:36:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:41:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:47:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:52:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:57:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:02:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:08:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:13:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.006:18:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Detention Basin Outlet Structure Design