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
Figure No.
Client/Project
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MULE DEER INVESTMENTS, LLCMULE DEER VILLAS
VICINITY MAP
181710214
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1110 ELKTON DRIVE, SUITE BCOLORADO SPRINGS, CO 80907
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Figure 2: Existing Drainage Map
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EXISTING DRAINAGE PLAN
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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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Fea
ture
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
13
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)
V:\5
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1876
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orts
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inag
e\C
alcs
\Rat
iona
l Met
hod
- SF
- Exi
stin
g.xl
sxP
age
1
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)
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
V:\5
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ive\
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ule
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r\Rep
orts
\Dra
inag
e\C
alcs
\Rat
iona
l Met
hod
- SF
- Exi
stin
g.xl
sxP
age
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:
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
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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
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ive\
1876
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4-M
ule
Dee
r\Rep
orts
\Dra
inag
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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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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
15.00
20.00
25.00
30.00
35.00
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
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 0.02 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