HomeMy WebLinkAbout5630 W. 38th Avenue Master PlansCITY OF + R IDGE
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Date. Inspe
Ins pection Type
J ob Add
P ermit
Plea ROVIOWFOO: Vt
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Building Permit Application
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(if di erent than property address)
Address: Cc
City, Stete 3c6r-a
Complete all information on BOTH sides of this form
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Xce[Energlysm
PUBL SE RVICE C O MPANY
June g, 201
Right of Way & Permits
1123 West 3" Avenue
Denver, Colorado do 0 3
Te�ephone: 303,571.3306
FacsimHc 303, 571,3660
dofitaa,..r r r e((Pxce tenr rcgy care
Donna Georg
Contract Right of Way Referral Processor
or
Public Service: Company of Colorado
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Memorandum
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CITY OF WHEAT ME)CC BUILDING AND 1�,SIICCTIUVSEioxES DIV6100
iSM W 901 Ave WIMM &C, CO 8003 '"001 t 3012'37.8929
Proof of Submission for Permitting/Plan Review
copy ref this f rm must b completed by eacti agency ;r�r�ic tecS � t #� permi E�e � � submission
the project t and be - a ta-hed t the Building e� °rt�it �a g�i'scat; � at
l c C3C1E1 i resen presented for vv tl - jout completed Proof of ubmss ;1011 f0-M from a requ eu
agen � xf1 not e,a cePte r proCesse ..
Date: �i+ 3C& f
ID 4
Project Ad d ss.
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f it i iduaI submi ting docu eats:
rr s n .
Same a �;;
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Project Ty /Desc s tion:, �
res ntat�v
Signature f Firm Re ,„�..
3 NOT ITE3 f i d 3 ' 3 A Y tJS k
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X 1 f o ear *
am a duly authorized r preseritat'sve of the agency
in be lo w and c4 '. 4 �rtaute bets, hereby crsuv9 ug, rest of d ocuments necessa
for review an al rov�l .es$ Et s ta?Oject ind above,
A M V r rst ,. 9 (please check one)
o Wheat Fudge Fire prot ption Wheat Ridge S M , nation Dist , rict
.
. Wheat Ridge Water District t r'ict,,
p Other
0 �3env Water"-
Agency rtes:
Signatur
any }3lsresetative
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\,v]:le-at 1, c:L:7e,
CffY OF olHL A PRAA� I
1 503 "' 2'.) 111 A"'t 'Wrx"It R,Aer, Q SO 03 3 P 1,1, 12 151, 2 i5'�, , ,303.'., 92q
'an Revie
Proof of Submission for Permitting/Pt w
A copy of this foon m ,4st be completed by ea k° igency irdicated or the Permit SubnNtwl Check4st for
the project type arid, be 'attached to tire BulUing Petrm�t Applclt�'on at the zitne of subriiason,
Applications pres tnited tok subrrlssion w' hout a cornpieted Proof of Submission frinn 1rorr, a reqWred
agency v. riot be accepted or prricessed
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Project Address
LLD r cil-1.
1 of FrrinAndividuat sdOil'tting docurnents -AI — 'd !:lllzn -
Project Type/
Des r; pbon:
77 -
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, ignature Of Firm flepresen* tqs-t'70r
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DO NOT WMTE THlS,4P"d,%T,.,-'T , OR AGENCY USE OM-Y
.1WIV —th
'06zed rapit-sentative of he agEncy
indlIcated belaw and do, by rny,a�Oa'Vur� be rcct or documeuits ner-,
crsary
for review and aprr?�jl jpf-t6 e 06ajact indicwted :�bcve.
, x Wheat R�rlgq �Varnr Mq
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Agency Notes:
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2180 aooth Ivanh<>e Strout, Suites 5
O,env4ar, Colc>rado 80222-5710
303-759-8100 Fax 303-756-2920
wwwagwassenaar,com
N ,4.!; ' r;r4
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The field exploration included drilling two 4-inch diameter auger borings at the approximate
diagonal corners of the anticipated building footprint to depths of approximately 20 to 25 feet. The
subsurface materials encountered consisted of:
11' to 18' Clay, stiff, silty, sandy, moist, brown to rust broms
18' to 20' Claystone (bedrock), medium hard, silty, sandy, moist, rust brown to brown to
olive
M
NT Dwellings, LLC
Project Number 135107
November 29, 2013
Page 2
Depth to water: Boring 1 Dry at the time of drilling
13 feet 4* after drilling
Boring 2: Dry at the time • drilling
13Y2 feet 4 days after drilling
M
NT Dwellings, LLC
November 29, 2013
Page 3
kirm-mmolf-ILOSSAW*
, 111 Testres T it MTV n 77FTMUFM
slab movement, slabs supported by the expansive subsurface materials should be constructed
using the following criteria:
1 Slabs should be separated from exterior walls and interior bearing members with
a joint which allows free vertical movement of the slab.
Z Slab bearing partitions should be constructed with a minimum 2-inch void spac
Stairways bearing upon the slab should be constructed in such a way as to allo
at least 2 inches of slab heave, In the event of slab heave, the movement shou
not be transmitted directly through the partitions to the remainder of t
residence.
slab, however, the void spaces recommended are not intended to predict total slab movement.
Care should be taken to monitor and reestablish partition voids and flexible connections when
necessary. We are available to provide further consultation regarding slab performance risk
assessments.
IT Dwellings, LLC
Project Number 135107
November 29, 2013
Page 4 —
NT Dwellings, LLC
November 29, 2013
Page 5
T rf I MM I
as much as praciical d turing construction.
2 The ground surface surrounding the exterior of the foundation should be
maintained in such a manner as to provide for positive surface drainage away
from the foundation. At completion of construction, we recommend a minimum
fall away from the foundation of ♦ inches in the first 5 feet, This slope should be
continuous across the backfill zone.
4. If lawn edging is used around the exterior of the foundation, it should be
constructed in a manner to prevent ponding of surface water in the vicinity of the
backfill soils.
i All drainage swales should be constructed and maintained a minimum of 5 fe
away from the foundation on side yards and 15 feet away from the foundation
back and front yards. Drainage swales should maintain a slope of at least 2%
of the lot, Swales must not be blocked by fences, landscaping, paths or oth
Homeowner installed items. 1 1
6, Roof downspouts and drains should discharge well beyond the limits of founclati
backfill, I
& Plastic membranes should not be used to cover the ground surface immediately
surrounding the foundation. These membranes tend to trap moisture and prevent
nM rmal evaporation from occurring. We recommend the use • a weed
suppressant geotextile fabric.
"MMM=
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W T 7 T67n W, r f ITT IT - TZ rf 47-T
November 29, 2013
Page 6
Tz -
Sincerely,
11, R
"0 cq/"'
X G, WA EN
VIA
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Senior En ineer
a W FP� M A — r - 7�W
Tay or,
--.ent
MRC/DLT/lia
Attachment: Figure 1
kkV&4"MAK
Geotechnical and Environmental Consultants
NOT
i
I. DRAIN MUST SLOPE TO A POSITIVE
GRAVITY OUTLET AND/OR TO SUMP
WHERE WATER CAN BE REMOVED
BY PUMPING
2. SLOPE BOTTOM OF TRENCH AND PIPE AT A
MINIMUM OF 1/8" PER FOOT (Le. I I/Io)
PIPE (ASTM 2729 MINIMUM SCHEDULE 20), OR AN
AP
tr •
10
BACICFILL
s • *IF FIV4;
D SEAL
1
L ola 0 su
D
GROUND SURFACE
SLOPED TO THE DRAIN
MIN.�l
DRAIN PIPE - NOTES #2 & 3)
(SEE
AT LOCATION OF HIGH POINT,
ESTABLISH BOTTOM OF DRAIN
PIPE AT LEAST 8" BELOW
BOTTOM OF FOOTING OR PACT
FOOTING FOUNDATION
FTC 5 INT CRAWL TYPICAL INTERIOR DRAIN DETAIL
MARCH 2€ 06
FIGURE 1
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FINAL DRAINAGE REPORT
PERRIN'S ROW FILING NO.2 SUBDIVISION
5670 WEST 38 AVENUE
CITY OF WHEAT RIDGE
JEFFERSON COUNTY, COLORADO
Prepared for:
Richard Oneslager Jr.
Crosswire Investments LLC
1100 Broad Street, Unit B
Milliken, CO 80543
Prepared by:
Henry Hollender, P.E.
HVS Engineering, Inc.
9201 West Tennessee Avenue
Lakewood, CO, 80226
September 10, 2013
I. INTRODUCTION
A. Site Location
Perrin's Row Filing No. 2 Subdivision is located on the southwest quadrant of the
intersection of West 38` Avenue and Depew Street in Wheat Ridge, Jefferson County,
Colorado. (See Vicinity Map in the Appendix.) The property is bordered on the north
by West 38` Avenue, to the east by Depew Street, to the west by commercial
property, and to the south by an apartment building. Commercial property, single
family homes and duplexes are located across West 38` Avenue from the property.
Apartment buildings are located across Depew Street from the property.
B. Site Description
The lot is 1.4 acres in size and is currently vacant. Most of the site is covered with
grass with sidewalk and landscaping located along the street frontages. There are also
several existing trees located along the west boundary line and an existing retaining
wall located along most of the south boundary line. The lot generally drains from
south to north with a grade drop of 6 to 7 feet over 200', sheet flowing over existing
sidewalk into the gutter on the south side of West 38` Avenue. Curb inlets are located
in the gutters along West 38` Avenue and Depew Street that drain into a storm sewer
in West 38 Avenue that drains to the west. Roof drains from the north side of the
apartment building to the south drain onto the property through weep holes in the
retaining wall.
C. Proposed Project Description
Twenty -six townhouse units in seven different buildings will be constructed on
individual lots for each townhouse unit. A 20 -foot wide rectangular looped alley will
be constructed on the site with two points of access being provided by extending the
north and south alleys onto Depew Street. There will be no vehicular access from the
site to West 38th Avenue. Three four -unit buildings will be located between the north
alley and West 38` Avenue, one four -unit building located on the east side of the west
alley, one handicapped accessible two -unit building located on the north side of the
south alley, and one four -unit building on each side of the east alley.
A detention/water quality pond will be constructed in the middle of the site. The outlet
pipe from this pond will drain into an inlet located in the gutter on the south side of
West 38` Avenue.
D. Flood Hazard and Drainage Studies Relevant to Site
The site is not located in any local or federally designated flood hazard area.
II. HYDROLOGY
A. Major Basin
The site is located in the Clear Creek Basin. The major basin is urban development
with mixed uses and topography.
B. Historical Basins
Historically, the entire site drains into the south gutter along West 38` Avenue.
However, historical flows are considered in two basins. Basin H -A consists of the
eastern 0.835 acres of the site that drains to the inlet that the detention pond outlet will
drain into. Basin H -B consists of the remaining 0.569 acres on the west side of the
property that drains into the gutter downstream from the inlet.
The rational method is used to determine flows from the minor (5 -year) and major
(100 -year) storms in Basins H -A and H -B. Urban Drainage spreadsheets are used to
compute these flows. These spreadsheets require the area, percent imperviousness,
NRCS Hydrologic Soil Group, storm return period, one -hour precipitation for that
period, and flow path information necessary to compute time of concentration for each
Basin.
The drainage areas for Basins H -A and H -B are delineated on the Drainage Plan in the
rear pocket of this report. The entire site is grass covered, except for the sidewalk
along West 38` Avenue that currently exists on the property, but which will be
dedicated to the City, so the percent impervious is assumed to be 0.
Soils on the site are identified in the Web Soil Survey for Jefferson County as Nunn —
Urban land complex, 0 to 2 percent slopes, which is in Hydrologic Soil Group C.
One -hour precipitation values of 1" for the 2 -year storm, 1.35" for the 5 -year storm,
and 2.7" for the 100 -year storm were used.
Flowpath information was obtained using topographic information for Basins H -A and
the same time of concentration is used for Basin H -B.
The calculated flows are as follows:
Basin
Q5
Q100
HA
0.42
2.83
HB
0.29
1.93
OS
0.25
0.65
Total
Runoff
0.96
5.40
The UDFCD "Calculation of Peak Runoff Using Rational Method" spreadsheets are
included in the Appendix.
C. Proposed Basins
The proposed site is divided into three basins. Basin A consists of the majority of the
site, which drains into the detention pond. Basins F -A and F -B are fringe areas that
will drain off site in sheet flow undetained. Basin F -A is the portion of Basin H -A that
is not included in Basin A after development. Similarly, Basin F -B is the portion of
Basin H -B that is not included in Basin A after development.
The off site area that flows onto the property from the south is labeled Basin OS.
Again, Urban Drainage spreadsheets are used to compute flows from the minor (5-
year) and major (100 -year) storms flows for Basins A, F -A, F -B and OS. The same
hydraulic soils group and one hour precipitation rates that were used in for the
historical flows apply in the developed condition. The drainage areas for developed
and off site are also delineated on the Drainage Plan in the rear pocket of this report.
For the developed and off site basins, the percent imperviousness used in the
spreadsheets is based on actual values of the proposed development (or, for the
historical flows, existing condition) using Urban Drainage and Flood Control District
(UDFCD) recommended values of 100% imperviousness for pavement and 90%
imperviousness for roofs.
Therefore, % Imperviousness is calculated as follows:
% Impervious = [(100 % Paved + 90% Concrete + 90% Roof) / Area]
Composite Impervious Coefficient
A
Basin
Area
Paved
Impervious
100%
Concrete
impervious
90%
Roof
Impervious
90%
Basin
Impervious
A
1.03
0.29
0.24
0.33
0.80
F -A
0.24
0.02
0.09
0.06
0.15
F -B
0.14
0.01
0.04
0.02
0.07
OS
1 0.11
0.00
1 0.00
0.08
0.07
Totals
1 1.52
1
0.72
Runoff Summary - Developed
Basin Q5 (cfs) Q100 (cfs)
A
2.14
5.17
F -A
0.40
1.08
F -B
0.20
0.61
Total Site
2.74
7.55
Offsite:
OS
0.25
0.65
III. HYDRAULICS & PROPOSED DRAINAGE SYSTEM
A. Criteria
Basin A is designed to drain to a catch curb on the inside of the alley loop. The
outside of the loop is designed as a spill curb. The curb in front of the townhouse
units will be mountable curb to allow access to garages located in front of the units.
The remaining curb will be vertical. 1.5' gutters will be used even where vertical
curbs are used due to the narrowness of the alley.
The catch curb will be constructed at a minimum I% grade to a curb cut on the south
side of the north alley, which will drain into a detention/water quality pond. The pond
is designed to provide enough capacity to detain the 100 -year volume plus '/2 the
WQCV with 1.0 foot of freeboard from the 100 Yr +' /2 WQ level to the finished floor
of the lowest building elevation. The outlet structure is designed to release the water
quality volume using UDFCD recommendations (except that no standing water will be
allowed), and release the 5 -year and 100 -year storms at the UDFCD recommended
rates of 0.17 cfs /acre and 1 cfs /acre respectively. For detention release rates, the area
is the combination of Basin A and Basin OS. Basins F -A and F -B will leave the site
undetained. A 12" RCP will connect into the box of an existing inlet in West 38'
Avenue. A manhole will be required to change direction of the outlet pipe.
B. Capacity of Downstream System
Prior to construction, 0.96 cfs leaves the site from Basins OS, H -A and H -B during
the 5 -year storm and 5.40 cfs during the 100 -year storm.
After construction, during the 5 -year storm, 0.60 cfs will leave the site undetained
from Basins F -A and F -B. This is a decrease of 0.36 cfs undetained runoff.
After construction, during the 100 -year storm, 1.63 cfs will leave the site undetained
from Basins F -A and F -B. This 3.77 cfs reduction of undetained flow should help
alleviate flooding during the major storm event.
C. Detention/Water Quality Design
The 5 -year and 100 -year volumes for the detention pond were determined using the
UDFCD UD- Detention Modified FAA spreadsheet for determining pond volumes.
The pond volumes required are for Basins A and OS and the composite impervious
value for basins A and OS are based on UDFCD Table RO -3, calculated as follows:
Com osite Impervious Coefficient
Basin
Area
Paved
Impervious
100%
Concrete
impervious
90%
Roof
Impervious
90%
Basin
Im ervious
A
1.03
0.29
0.24
0.33
0.80
OS
0.11
0.00
0.00
0.08
1 0.07
Totals
1.14
1 0.77
Recommended release rates identified in III. A above were used as default values for
CI, C and C C- Values, Time of concentrations and flowrates were found using
UDFCD "Rational Method" spreadsheet with the "USDCM Recommended Value" for
the time of concentration. C- values were computed using the UDFCD "Rational
Method" spreadsheet and used as the default values to compute the 5 -Year and 100 -
Year flowrates. The required volumes for Water Quality, 5 -Year and 100 Year return
periods are calculated using UDFCD UD- Detention "Basin" spreadsheet. Due to the
nature of this irregularly shaped pond, the "user input" column is used to evaluate the
pond volumes based on the contour areas at 0.10 foot intervals.
Per the City of Wheat Ridge storm design requirements and UDFCD procedures for
calculating pond volumes based on the Modified FAA method, the pond volumes
required for the 5 -year storm and the 100 -year storm is the 100 -year volume plus % of
the Water Quality volume, where water quality is calculated using UDFCD Equation
3 -1 for a 40 hour drain time, while the volume for the 5 year and 100 year return
periods are found using UDFCD "Modified FAA" spreadsheet.
The volumes are as follows:
Water Quality = 0.04 Acre -Feet
EURV = 0.07 Acre -Feet
100Yr + ( 1/2 Water Quality) = 0.13 Acre -Feet
Maximum 5 Yr Release Rate = 1 0.19 cfs
Maximum 100 Yr Release Rate= F 1.14 cfs
Water Quality = 1,557 ft
5 -Year = 3,049 ft
100Yr + 1/2 Water Quality) = 5,663 ft
The elevations for the pond volumes are as follows:
WQCV = 5414.4 ft
Water Level, EURV = 5415.0 ft
Water Level, 100 Year + 1/2 WQ = 5416.0 ft
The outlet structure has been designed in accordance with UDFCD UD- Detention
"Outlet" spreadsheet and is a 3'x3' concrete box with an invert for the pipe lower than
the pond finished grade. The finished grade of the structure is 5412.0' while the invert
of the pipe is 5411.15'. The outlet structure will consist of one row of 2 -1" holes at
6" on- center for the release of the Water Quality volume. The holes will be covered by
a screen, which is designed to capture trash prior to entering the outlet structure. The
5 -year water surface elevation is at the top of the box, where it will flow into the box
through a grated top. The top of the box is designed to allow for 50% blockage of the
grate. The 100 -year will overtop the box. Emergency overflow will flow east along
the north alley to Depew Street. From there, the water will flow into an existing storm
system located in Depew Street.
The alignment of the proposed storm pipe from the outlet in the pond to the existing
inlet in West 38` Avenue is such that a manhole will need to be installed. The
proposed 3 -foot diameter manhole will be located approximately 9.5 feet behind the
back of walk and in the sidewalk.
A 6" PVC pipe will carry the water from the outlet structure into that existing inlet in
West 38th Avenue. The approximate 85 feet from the outlet structure to the 3 foot
diameter manhole will be at a slope of approximately 6 %. The 25 feet from the
mahole into the existing outlet will have a slope of 0.5% .
From the inlet, the water will flow into a storm drain system and eventually into Clear
Creek.
Detention is not provided in the fringe areas, Basins F -A and F -B. However, water
quality will be addressed in these areas by using an approved water quality device in
the roof drains.
The UDFCD "Calculation of Peak Runoff Using Rational Method" UD- Detention
spreadsheets for sizing the pond are included in the Appendix.
IV. CONCLUSIONS
The proposed Perrin's Row Development will reduce the flows from this site to offsite
in both the 5 -year storm event and the 100 -year storm event.
Currently, the site is undeveloped, therefore, the flows from this site and the offsite
that flows through this site pass through undetained and untreated for water quality
issues.
With the development of this site, there will continue to be undetained runoff, however,
the runoff will be less than historical rates in both the 5 -year and 100 -year events.
With the development of this site, the majority of the site and what comes on the site
from offsite will be detained then release at rates recommended by Urban Drainage
Flood Control District. Due to the nature of the outlet structure, water quality for the
majority of the site will be achieved through detention and release rates.
For those fringe areas not flowing into the pond, roof drains will be equipped with a
water quality device, thereby achieving water quality enhancements.
For those fringe areas not flowing into the pond, roof drains will be equipped with a
water quality device, thereby achieving water quality enhancements.
APPENDIX
1In1AlIT \/ 11 A A f'1
viUnvi 1 r MAP
N.T.S.
W. 38TH AVE
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SITE 00
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W. 35TH AVE.
W. 33RD AVE.
W. 32ND AVE.
C ITY OF WHEAT RIDGE, �O
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Perrin's Row Townhomes
Catchment ID: H -A 5 -Year
I. Catchment Hydrologic Data
Catchment ID = H -A
Area = 0.84 Acres
Percent Imperviousness = 0.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3= _
P1=
Ill. Analysis of Flow Tin
Runoff Coefficient, C = _
Ovencle Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
1 (inch/hr) = C1 ` P1 /(C2 + Td) ^C3
5 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.15
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.15
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
NRCS Land
Heav
Tnage/
Short
Nearl
Grassed
Paved Areas 8
Type
Meadow
Runoff
Pasture!
Bare
Swale s(
Shallow Paved Swales
Coeff
ante
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
2.5
0�7
minutes
10
15
20
Calculations: Reach
ID
Overland
1
2
3
4
I Sum I 363 1
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User - Defined Tc, I =
2.59 inch /hr
3.39 inch /hr
3.39 inch /hr
uomputea I c =I 10.95
Regional Tc = 12.02
User - Entered Tc = 12.02
Peak Flowrate, Qp = 0.32 cfs
Peak Flowrate, Qp = 0.42 cfs
Peak Flowrate, Qp = 0.42 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin HA, Tc and PeakQ 9/13/2013, 1:55 PM
Slope
Length
5 -yr
NRCS
Flow
Flow
S
L
Runoff
Convey-
Velocity
Time
Coeff
ante
V
Tf
ft /ft
ft
C -5
fps
minutes
input
input
output
input
output
output
0.0230
213
0.15
N/A
0.19
19.02
0.0040
150
20.00
1.26
1.98
Overland
1
2
3
4
I Sum I 363 1
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User - Defined Tc, I =
2.59 inch /hr
3.39 inch /hr
3.39 inch /hr
uomputea I c =I 10.95
Regional Tc = 12.02
User - Entered Tc = 12.02
Peak Flowrate, Qp = 0.32 cfs
Peak Flowrate, Qp = 0.42 cfs
Peak Flowrate, Qp = 0.42 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin HA, Tc and PeakQ 9/13/2013, 1:55 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
I. Catchment Hydrologic Data
Catchment ID = H -A
Area = 0.84 Acres
Percent Imperviousness = 0.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
C1 =
C2= _
C3= _
P1=
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Ovencle Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Illustration
NRCS Land
Heavy
Tillage/
Short
Nearl y
Grassed
Paved Areas &
Type Jr
Meadow
Field
Pasture/
Bare
Swales/
Shallow Paved Swales
19.02
1
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
2 5
00
10
15
20
Regional Tc = 1 12.02
User - Entered Tc = 12.02
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 5.18 inch /hr
Rainfall Intensity at Regional Tc, I = 6.77 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.77 inch /hr
Perrins Row Townhomes
H -A 100 -Year
I (inch /hr) = C1 * P1 /(C2 + Td) "C3
100 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.50
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.15
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Peak Flowrate, Qp = 2.16 cfs
Peak Flowrate, Qp = 2.83 cfs
Peak Flowrate, Qp = 2.83 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin HA, Tc and PeakQ 9/13/2013, 2:01 PM
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5 -yr
Runoff
Coeff
C -5
output
NRCS
Convey-
ante
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0230
213
0.15
N/A
0.19
19.02
1
0.0040
150
20.00
Computed
1.26
1.98
2
3
4
5
Sum
363
Tc =
20.99
Regional Tc = 1 12.02
User - Entered Tc = 12.02
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 5.18 inch /hr
Rainfall Intensity at Regional Tc, I = 6.77 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.77 inch /hr
Perrins Row Townhomes
H -A 100 -Year
I (inch /hr) = C1 * P1 /(C2 + Td) "C3
100 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.50
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.15
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Peak Flowrate, Qp = 2.16 cfs
Peak Flowrate, Qp = 2.83 cfs
Peak Flowrate, Qp = 2.83 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin HA, Tc and PeakQ 9/13/2013, 2:01 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Perrin's Row Townhomes
Catchment ID: H -B 5 -Year
I. Catchment Hydrologic Data
Catchment ID = H -B
Area = 0.57 Acres
Percent Imperviousness = 0.00 %
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
Cl =
C2= _
C3= _
P1=
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient. C = _
5 -yr. Runoff Coefficient. C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
I (inch /hr) = C1 . P1 /(C2 + Td) ^C3
5 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.15
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.15
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
LEGEND
D B bi.nn.ing
F1mv Dinrtio
i
Catcl—ent
Boundary
NRCS Land
Calculations:
Tilla e/
9
Short
Neart Y
Grassed
Paved Areas &
IF —T Heavy
Type
Meadow
Fi eld
Pasture/
Bare
Swales/
Shallow Paved Swales
19.02
1
Lawns
Ground
Wate ways
(Sheet Flow)
Conveyance
2 5
00
10
15
20
Regional Tc = 12.02
User - Entered Tc = 12.02
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 2.59 inch /hr Peak Flowrate, Qp =
Rainfall Intensity at Regional Tc, I = 3.39 inch /hr Peak Flowrate, Qp =
Rainfall Intensity at User - Defined Tc, I = 3.39 inch /hr Peak Flowrate, Qp =
0.22 cfs
0.29 cfs
0.29 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin HB, Tc and PeakQ 9/1312013, 1:55 PM
Calculations:
Reach
ID
Overland
Slope
S
ft /ft
input
Length
L
ft
input
5 -yr
Runoff
Coeff
C -5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0230
213
0.15
N/A
0.19
19.02
1
0.0040
150
20.00
1.26
1.98
2
3
4
5
Suml
363
Computed
Tc =
20.99
Regional Tc = 12.02
User - Entered Tc = 12.02
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 2.59 inch /hr Peak Flowrate, Qp =
Rainfall Intensity at Regional Tc, I = 3.39 inch /hr Peak Flowrate, Qp =
Rainfall Intensity at User - Defined Tc, I = 3.39 inch /hr Peak Flowrate, Qp =
0.22 cfs
0.29 cfs
0.29 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin HB, Tc and PeakQ 9/1312013, 1:55 PM
FE:7 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
I. Catchment Hydrologic Data
Catchment ID = H -B
Area = 0.57 Acres
Percent Imperviousness = 0.00 %
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3= _
P1=
111. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Perrin's Row Townhomes
H -B 100 -Year
I (inch /hr) = C1 ' P1 /(C2 + Td) ^C3
100 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0386 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
re (Time of Concentration) for a Catchment
0.50
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.15
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
NRCS Land
Heav
Tilla e/
Short
Nearl
Grassed
Paved Areas &
Type
Meadow
Fie d
Pasture/
Bare
Swales/
Shallow Paved Swales
output
output
15 N/A
Lawns
Ground
Wate ways
(Sheet Flow)
Conveyance
2 5
� 0
10
15
20
Calculations: Reach Slope Length 5 -yr
ID S L Runoff
Coeff
ft/ft ft C -5
Overland 0.0230 213
1 0.0040 150
2
3
4
5
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 5.18 inch /hr
Rainfall Intensity at Regional Tc, I = 6.77 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.77 inch /hr
Computed Tc = 20.99
Regional Tc = 12.02
User - Entered Tc =1 12.02
Peak Flowrate, Qp = 1.47 cfs
Peak Flowrate, Op = 1.93 cfs
Peak Flowrate, Op = 1.93 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin HB, Tc and PeakQ 9/13/2013, 2:00 PM
NRCS
Flow
Flow
Convey-
Velocity
Time
ante
V
Tf
fps
minutes
input
output
output
15 N/A
0.19
19.02
20.00
1.26
1.98
Computed Tc = 20.99
Regional Tc = 12.02
User - Entered Tc =1 12.02
Peak Flowrate, Qp = 1.47 cfs
Peak Flowrate, Op = 1.93 cfs
Peak Flowrate, Op = 1.93 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin HB, Tc and PeakQ 9/13/2013, 2:00 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Perrin's Row Townhomes
Catchment ID:
Basin OS - 5 Year
Nearl Y
I. Catchment Hydrologic Data
Catchment ID =
OS
Area =
0.11 Acres
Percent Imperviousness =
68 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3=
P1=
Ill. Analysis of Flow Tin
Runoff Coefficient. C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
I (inch /hr) = C1 ' P1 /(C2 + Td)^C3
5 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.51
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.51
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
overland LEGEN
Reach 1 MAY
Reach 2 0
_ - -- Flay Directioi
Catc"W nt
Reach 3 Boundary
NRCS Land
Length
Till
Short
Nearl Y
Grassed
Paved Areas 8
IF — Heavy
Type
Mea dow
FPasture/
Velocity
Bare
Swales/
Shallow Paved Swales
Coeff
ante
V
Lawns
Ground
Wate ways
(Sheet Flow)
Conveyance
2.5
00
input
10
15
20
Calculations: Reach
D
Slope
Length
5 -yr
NRCS
Flow
Flow
S
L
Runoff
Convey-
Velocity
Time
Coeff
ante
V
Tf
ft /ft
ft
C -5
fps
minutes
input
input
output
input
output
output
0.091
22
0.51
N/A
0.15
2.41
Overland
1
2
3
4
I Suml 22 1
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User - Defined Tc, I =
5.31 inch /hr
3.64 inch /hr
4.58 inch /hr
Computed Tc = 2.41
Regional Tc = 10.12
User - Entered Tc = 5.00
Peak Flowrate, Qp = 0.29 cfs
Peak Flowrate, Qp = 0.20 cfs
Peak Flowrate, Qp = 0.25 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin OS, Tc and PeakQ 9/13/2013. 1:54 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Perrin's Row Townhomes
Catchment ID:
Basin OS -100 Year
Nearl
I. Catchment Hydrologic Data
Catchment ID =
OS
Area =
0.11 Acres
Percent Imperviousness =
68 %
NRCS Soil Type =
C A, B, C, or D
If. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3=
P1= —
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient. C =
Illustration
NRCS Land Heavy
Calculations:
Reach
ID
Overland
Tit e/
Short
Nearl
Grassed
Paved Areas 8
Type
Meadow
Fie d
Pasture/
Bare
Swales!
Shallow Paved Swales
Tf
ft
C -5
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
input
output
output
22
0.51
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
0.0910
1
L
2
Convey-
3
Time
4
Coeff
5
V
Length
5 -yr
NRCS
Flow
Flow
L
Runoff
Convey-
Velocity
Time
Coeff
ante
V
Tf
ft
C -5
fps
minutes
input
output
input
output
output
22
0.51
N/A
0.15
2.41
m
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I = 10.63 inch /hr
Rainfall Intensity at Regional Tc, I = 7.27 inch /hr
Rainfall Intensity at User - Defined Tc, I = 9.16 inch /hr
I (inch /hr) = C1 ' P1 /(C2 + Td) ^C3
100 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.67
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.51
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Gompute0 I c = 1 2.41
Regionaf Tc = 10.1 ,
User- Entered Tc =1 5.00
Peak Flowrate, Qp = 0.76 cfs
Peak Flowrate, Qp = 0.52 cfs
Peak Flowrate, Qp = 0.65 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin OS, Tc and PeakQ 9/13/2013, 1:59 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Perrin's Row Townh(
Catchment ID:
Basin A - 5 Year
I. Catchment Hydrologic Data
Catchment ID =
A
Area =
1.03 Acres
Percent Imperviousness =
78 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3= _
P1=
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
I (inch /hr) = C1 ` P1 /(C2 + Td) "C3
5 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.60
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.60
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
_ - overland
LEGEND
Reach 1 flan
Reach 2 0 Begvmvrg
Flow Direction
E
Catchment
Reach 3 Honnda.y
NRCS Land
Heav
Tdlage/
Short
Nead
Grassed
Paved Areas &
Type
Meadow
Fie d
Pasture/
Bare
Swale s/
Shallow Paved Swales
15.18
1
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
2 5
00
10
15
20
Regional Tc = 11.59
User - Entered Tc = 11.59
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.05 inch /hr
Rainfall Intensity at Regional Tc. I = 3.44 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.44 inch /hr
Peak Flowrate, Op = 1.90 cfs
Peak Flowrate, Qp = 2.14 cfs
Peak Flowrate, Op = 2.14 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin A, Tc and PeakQ 9/13/2013, 1:58 PM
Calculations:
Reach
ID
Overland
Slope
S
ft /ft
input
Length
L
ft
input
5 -yr
Runoff
Coeff
C -5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0100
286
0.60
N/A
0.31
15.18
1
2
3
4
5
Sum
286
Computed
Tc =
15.18
Regional Tc = 11.59
User - Entered Tc = 11.59
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.05 inch /hr
Rainfall Intensity at Regional Tc. I = 3.44 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.44 inch /hr
Peak Flowrate, Op = 1.90 cfs
Peak Flowrate, Qp = 2.14 cfs
Peak Flowrate, Op = 2.14 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin A, Tc and PeakQ 9/13/2013, 1:58 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Heav
Catchment ID:
Shot
I. Catchment Hydrologic Data
Catchment ID =
A
Area =
1.03 Acres
Percent Imperviousness =
78 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3=
P1=
111. Analysis of Flow Tin
Runoff Coefficient. C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient. C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Illustration
NRCS Land
Heav
Tillage/
Shot
Nearl
Grassed
Paved Areas &
Type
Meadow
Field
Pasture/
Bare
Swale
w Paved S) ales
fps
4
output
Lawns
Ground
Waterwa s
Sheet Flow
Conve ante
25
00
==
20
Calculations:
Reach
ID
Overland
Slope
S
ft /ft
input
Length
L
ft
input
0.0100
286
1
Time
Coeff
2
V
Tf
3
fps
4
output
input
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6.10 inch /hr
Rainfall Intensity at Regional Tc, I = 6.88 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.88 inch /hr
Perrin's Row Townhomes
Basin A - 100 Year
1 (inch /hr) = C1 ' P1 I(C2 + Td) ^C3
100 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.73
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.60
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
5 -yr
NRCS
Flow
Flow
Runoff
Convey-
Velocity
Time
Coeff
ance
V
Tf
C -5
fps
minutes
output
input
output
output
0.60
N/A
0.31
15.18
Computed Tc = 1 15.18
Regional Tc = 11.59
User - Entered Tc =1 11.59
Peak Flowrate, Qp = 4.58 cfs
Peak Flowrate. Qp = 5.17 cfs
Peak Flowrate, Qp = 5.17 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin A, Tc and PeakQ 9/13/2013. 2:03 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Hea vY
Catchment ID:
Short
I. Catchment Hydrologic Data
Catchment ID =
FA
Area =
0.24 Acres
Percent Imperviousness =
64 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3= _
P1=
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Perrin's Row Townhomes
Basin FA - 5 Year
I (inch /hr) = C1 ` P1 /(C2 + Td)^C3
5 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.48
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.48
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
overland LEGEND
Reach 1 fl
Reach 2 0 Be g ,?nning
_' J F7mr Direction
Cahhment
Peach 3 Boundary
NRCS Land
Hea vY
Tillage
9
Short
Nearl Y
Grassed
Paved Areas 8
Type
Meadow
Field
Pasture!
Bare
Swales/
Shallow Paved Swales
12.29
1
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
2.5
00
10
E15
l 20
Regional Tc = 1 11.27
User - Entered Tc = F 11.27
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.35 inch /hr
Rainfall Intensity at Regional Tc, I = 3.48 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.48 inch /hr
Peak Flowrate, Qp = 0.39 cfs
Peak Flowrate, Qp = 0.40 cfs
Peak Flowrate, Qp = 0.40 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin FA, Tc and PeakQ 9/13/2013, 1:57 PM
Calculations:
Reach
ID
Overland
Slope
S
ft /ft
input
Length
L
ft
input
5 -yr
Runoff
Coeff
C -5
output
NRCS
Convey-
ante
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0260
228
0.48
N/A
0.31
12.29
1
2
3
4
5
Sum
228
Computed
Tc =
12.29
Regional Tc = 1 11.27
User - Entered Tc = F 11.27
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.35 inch /hr
Rainfall Intensity at Regional Tc, I = 3.48 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.48 inch /hr
Peak Flowrate, Qp = 0.39 cfs
Peak Flowrate, Qp = 0.40 cfs
Peak Flowrate, Qp = 0.40 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin FA, Tc and PeakQ 9/13/2013, 1:57 PM
[7: CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Calculations:
Catchment ID:
Short
I. Catchment Hydrologic Data
Catchment ID =
FA
Area =
0.24 Acres
Percent Imperviousness =
64 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
C1 =
C2= _
C3=
P1=
Ill. Analysis of Flow Tin
Runoff Coefficient, C =
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Illustration
LEGEND
D Beiing
Flo%v Direction
Catchment
Boundary
NRCS Land
Calculations:
Tilnage/
Short
Nead y
Grased
Paved Areas 8
IF -- Heavy
Type
Meadow
FPasture(
228
BareShallow
[,Swalse s/
Paved Swales
12.29
1
Lawns
Ground
ate way s
(Sheet Flow)
Conveyance
2 5
00
10
15
20
Regional Tc = 11.27
User - Entered Tc =1 11.27
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6.71 inch /hr
Rainfall Intensity at Regional Tc, I = 6.96 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.96 inch /hr
Perrin's Row Townhomes
Basin FA - 100 Year
I (inch /hr) = C1 " P1 /(C2 + Td) ^C3
100 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.65
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.48
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Peak Flowrate, Qp = 1.04 cfs
Peak Flowrate, Qp = 1.08 cfs
Peak Flowrate, Qp = 1.08 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin FA, Tc and PeakQ 9/13/2013, 2:02 PM
Calculations:
Reach
ID
Overland
Slope
S
ft /ft
input
Length
L
ft
input
5 -yr
Runoff
Coeff
C -5
output
NRCS
Convey-
ante
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0260
228
0.48
N/A
0.31
12.29
1
2
3
4
5
Sum
228
Computed
Tc =
12.29
Regional Tc = 11.27
User - Entered Tc =1 11.27
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6.71 inch /hr
Rainfall Intensity at Regional Tc, I = 6.96 inch /hr
Rainfall Intensity at User - Defined Tc, I = 6.96 inch /hr
Perrin's Row Townhomes
Basin FA - 100 Year
I (inch /hr) = C1 " P1 /(C2 + Td) ^C3
100 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.65
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.48
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Peak Flowrate, Qp = 1.04 cfs
Peak Flowrate, Qp = 1.08 cfs
Peak Flowrate, Qp = 1.08 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin FA, Tc and PeakQ 9/13/2013, 2:02 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Slope
Catchment ID:
Short
Nearly
I. Catchment Hydrologic Data
Catchment ID =
FB
Area =
0.14 Acres
Percent Imperviousness =
47
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
C1 =
C2= _
C3=
P1= —
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 =
Overide 5 -yr. Runoff Coefficient, C =
Perrin's Row Townhomes
Basin FB - 5 Year
I (inch /hr) = C1 ' P1 /(C2 + Td) ^C3
5 years (input return period for design storm)
28.50 (input the value of Cl)
10.00 (input the value of C2)
0.786 (input the value of C3)
1.35 inches (input one -hr precipitation - -see Sheet "Design Info ")
to (Time of Concentration) for a Catchment
0.38
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.38
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
OveTland LEGEND
Reach f flow
F1mv Directio
E
Catchment
Reach 3 Boundary
NRCS Land
Slope
Tilla e/
Short
Nearly
Grassed
Paved Areas &
IF -- Heavy
Type
Meadow
Fie d
Pasture!
Bare
Swales!
Shallow Paved Swales
Coeff
ance
Lawns
Ground
Waterways
(Sheet Flow)
Conveyance
2.5
00
minutes
10
15
20
Calculations: Reach
ID
Overland
1
2
3
4
5
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.39 inch /hr
Rainfall Intensity at Regional Tc, I = 3.56 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.56 inch /hr
Computed Tc = 11.95
Regional Tc = 10.67
User - Entered Tc = 10.67
Peak Flowrate, Qp = 0.19 cfs
Peak Flowrate, Op = 0.20 cfs
Peak Flowrate, Qp = 0.20 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin FB, Tc and PeakQ 9/1312013, 1:56 PM
Slope
Length
5 -yr
NRCS
Flow
Flow
S
L
Runoff
Convey-
Velocity
Time
Coeff
ance
V
Tf
Wit
ft
C -5
fps
minutes
input
input
output
input
output
output
0.017
121
0.38
N/A
0.17
11.95
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 3.39 inch /hr
Rainfall Intensity at Regional Tc, I = 3.56 inch /hr
Rainfall Intensity at User - Defined Tc, I = 3.56 inch /hr
Computed Tc = 11.95
Regional Tc = 10.67
User - Entered Tc = 10.67
Peak Flowrate, Qp = 0.19 cfs
Peak Flowrate, Op = 0.20 cfs
Peak Flowrate, Qp = 0.20 cfs
Perrin's Rational Method UDFCD - 5 Yr Basin FB, Tc and PeakQ 9/1312013, 1:56 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Heavy
Catchment ID:
Short
I. Catchment Hydrologic Data
Catchment ID =
FB
Area =
0.14 Acres
Percent Imperviousness =
47 %
NRCS Soil Type =
C A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr = _
Cl =
C2= _
C3= _
P1=
III. Analysis of Flow Tin
Runoff Coefficient, C = _
Overide Runoff Coefficient, C = _
5 -yr. Runoff Coefficient, C -5 = _
Overide 5 -yr. Runoff Coefficient, C =
Perrin's Row Townhomes
Basin FB - 100 Year
I (inch /hr) = C1 ' P1 /(C2 + Td) 4 C3
100 years (input return period for design storm)
28.50 (input the value of C1)
10.00 (input the value of C2)
0.786 (input the value of C3)
2.70 inches (input one -hr precipitation - -see Sheet "Design Info ")
re (Time of Concentration) for a Catchment
0.60
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.38
(enter an overide C -5 value if desired, or leave blank to accept calculated C -5.)
Illustration
NRCS Land
Heavy
Ti, e/
Short
Nearl
Grassed
Paved Areas 8
Type
Meadow
Fie d
Pasture)
Bare
Swalesl
Shallow Paved Swales
Coeff
ante
Lawns
Ground
Waterways
(Sheet Flow)
Conve ante
2.5
00
minutes
10
15
20
Calculations: Reach
ID
Overland
1
2
3
4
I Suml 121 1
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User - Defined Tc, I =
6.79 inch /hr
7.12 inch /hr
7.12 inch /hr
Computed Tc = 11.95
Regional Tc = 1 10.67
User - Entered Tc =F 10.67
Peak Flowrate, Qp = 0.58 cfs
Peak Flowrate, Qp = 0.61 cfs
Peak Flowrate. Qp = 0.61 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin FB, Tc and PeakCi 9/13/2013, 2:01 PM
Slope
Length
5 -yr
NRCS
Flow
Flow
S
L
Runoff
Convey-
Velocity
Time
Coeff
ante
V
Tf
ft /ft
ft
C -5
fps
minutes
input
input
output
input
output
output
0.017
121
0.38
N/A
0.17
11.95
I Suml 121 1
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User - Defined Tc, I =
6.79 inch /hr
7.12 inch /hr
7.12 inch /hr
Computed Tc = 11.95
Regional Tc = 1 10.67
User - Entered Tc =F 10.67
Peak Flowrate, Qp = 0.58 cfs
Peak Flowrate, Qp = 0.61 cfs
Peak Flowrate. Qp = 0.61 cfs
Perrin's Rational Method UDFCD - 100 Yr Basin FB, Tc and PeakCi 9/13/2013, 2:01 PM
REQUIRED WATER QUALITY AND POND VOLUME CALCULATIONS
HVS ENGINEERING, INC.
9201 W. Tennessee Avenue, Lakewood, CO 80226
303 - 940 -5807
Basin A
TITLE Perrin's Row Townhomes JOB NO Perrin's Row
ADDRESS 5670 West 38th Ave DATE 9/12/2013
Wheat Ridge, CO REV. DATE REV DATE
SUBJECT Drainage Report By: LMR
Paved C
Concrete R
Roof
Basin
0.80
0.15
1.02
0.723
Determine Impervious Coefficient For Offsite
OS 0.11 0.00 0.00 0.08 0.07
0.07
0.88
0.769
Determine Water Quality Capture Volume
UDFCD Eqns 3 -1 & EDB -1, Vol 3, A
WQCV = a (0.91 i - 1.19 i + 0.781) watershed inches
a, 24 Hour = 0.90
a, 40 Hour = 1.00
Determine Composite Impervious Coefficient For Site
Basin A
Area (
Paved C
Concrete R
Roof
Determine Composite Impervious Coefficient For Pond
A 1.03 0.29 0.24 0.33 0.80
OS 0.11 0.00 0.00 0.08
Totals 1.14
Composite Impervious , _'I /� A:
Composite Imperviousness, I = 0.77
UDFCD "Full Spectrum Worksheet"
Water Quality = 0.04 Acre -Feet
5 -Year = 0.07 Acre -Feet
100Yr + (1 /2 Water Quality) = 0.13 Acre -Feet
Maximum Release Rate WQ = 0.19 cfs
Maximum 5 Yr Release Rate = 0.19 cfs
Maximum 100 Yr Release Rate = 1.14 cfs
Water Quality = 1,557 ft
5 -Year = 3,049 ft 3
100Yr + (112 Water Quality) = 5,663 ft 3
WQCV = 5414.4 ft
Water Level, EURV = 5415.0 ft
Water Level, 100 Year + (112 WQ)- 5416.0 ft
WQCV = a 0.31 watershed inches
Area Draining to Pond = 1.14
Convert Watershed inches to Ac -ft: WQCV '1.2'A112
24 Hour = 0.28 in 0.03 ft
40 Hour = 0.31 in 0.04 ft 13
Composite Imperviousness, I = 0.77
UDFCD "Full Spectrum Worksheet"
Water Quality = 0.04 Acre -Feet
5 -Year = 0.07 Acre -Feet
100Yr + (1 /2 Water Quality) = 0.13 Acre -Feet
Maximum Release Rate WQ = 0.19 cfs
Maximum 5 Yr Release Rate = 0.19 cfs
Maximum 100 Yr Release Rate = 1.14 cfs
Water Quality = 1,557 ft
5 -Year = 3,049 ft 3
100Yr + (112 Water Quality) = 5,663 ft 3
WQCV = 5414.4 ft
Water Level, EURV = 5415.0 ft
Water Level, 100 Year + (112 WQ)- 5416.0 ft
WQCV = a 0.31 watershed inches
Area Draining to Pond = 1.14
Convert Watershed inches to Ac -ft: WQCV '1.2'A112
24 Hour = 0.28 in 0.03 ft
40 Hour = 0.31 in 0.04 ft 13
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Perrin's Row Townhomes
Basin ID: Pond
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method(
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (input):
Catchment Drainage Imperviousness I, =
Catchment Drainage Area A =
Predevalopment NRCS Sw Group Type =
Return Period for Detem- Control T =
Time of Concentration of Watershed Tc =
Nlowole lint Release Rate V =
One -Hour P- ptabon P, =
Design Rainfall IOF Formula I • C; P,l(C.,.T,)•C,
f r
Coeent One C, =
Coefficient Tvo C, =
Coemnem Three C, =
78.9
percent
rives
A B. C. or D
yeare (2. 5. 1O. 25. 50. « 100)
mnutes
dsl-e
incnee
Design Information (Input):
Catenment Drainage Impemounness, I, = 7690 percent
Catchment Drainage Area A = 1 140 aces
Predmelopmem NRCS Sal Group Type - C A B, C, or 0
Return Per,00 for Detention Control T = 100 years 12.5.10, 25.50. or 1001
Time of Concentration M Watershed Tc = 5 minutes
Alone unit Release Rate R = 700 dslave
One-hour Preaptason P, = 2.80 n,ches
Design Rainfall OF Formula 1 • C; P,l(C,rT,)•C,
Coelfiaenl One C, = 28.500
Coempent Tso C, • 10.000
Coef6oent Three C, = 0.789
1.140
C
5
5
0.17
1.38
28,500
10000
0.789
D etermination of Averacie Outflow from the sl C culax
Ru-ff Coef cent C = 059
Inflow Peak Rurrof Qp ,n = 312 ds
Nli wabie Peak Oumov Rate Opout = 0.19 ds
Mod FAA Mirror Storage Volume • 2.992 cubic feet
Mod FAA Minor Storage Volume • 0.069 ac-ft
1 <- Enter RiMa, L`. , at- "n ental Increase Value Here e 5 for 5 Mnutms
Determination of Ares a Outflow from the Basin (Calcul
Runoff Cuemeent C = 0.72
Inlla Peak Runoff OPm = 7.18 ds
Allo+2ee Peak Outflow Rate OPOut = 1.14 oft
Mod. FAA Major Storage Volume • 5,4112 euale feet
Mod. FAA Met. Storage Volume • 0.136 _.ft
Rainfall
Duration
mnutes
Rainfall
Iffasity
inches 2 air
Inflow
Volume
acre -feet
Adjustment Adjustment
Factor
'm'
0
Average
Outlbw
de
0
Dutllav
Volume
feet
Storage
Volume
ace -feel
o
R-101
Duration
mmutet
72
Ranfell
Int-ty
nldw Ih,
Inflow
Volume
_r Pteet
Aqustmem
Fedor
sou
Aver age
OuMow
ds
OuMav
Volume
ac 4- 1
Storage
Volume
acaleet
5.20
0 014
0 018
1.01
0.19
0.001
0.014
3
979
0.033
1.00
1.14
0 005
0.029
4
4.90
1,00
0.19
6001
0.017
4
9.24
0.042
1.00
1.14
0 006
0.035
5
704
0 022
1.00
0.92
0.00
0.19
at$
a17
0.001
0.001
0.002
6020
0.023
0,025
5
a
7
8.75
8,311
7.912
0.049
0.058
0.053
1.00
692
am
1014
1.05
0.95
0.008
00009
6009
0.042
0.048
x053
6
4.41
0025
7
4.21
0027 -
0030
8
4.12
0.81
0.78
0.75
0.73
0.18
0.15
0115
0.14
0.002
0.002
0.002
0.002
0.028
0.030
0.032
0.034
a
9
10
11
7.58
7.26
897
871
0.009
0.074
0.079
0.003
gel
0.78
a75
0.73
0.93
O.M
0.85
0.83
0.010
0.011
0.012
0.013
0.058
0.083
0.067
0.071
9
3.85
0032
10
170
_
0034
11
3.511
0 036
0 038
0040 _
0042
0 043
0 045
12
3.43
0.71
014
0.002
0.035
12
847
0.080
0.71
0.81
0.013
0.074
13
3.31
0.00
a13
0.002
0.038
13
6.24
0.002
0.09
019
0.014
0.078
14
3.20
O,ss
0.13
x003
0.039
14
GW
0.006
ass
0.77
0.015
0.081
15
3.10
0.67
0.13
0,003
0.040
15
5.85
0.000
067
0.76
0.016
0.083
18
3 .01
0.05
045
0.64
043
0113
0.82
041
0.61
0.13
0.13
0,12
0.12
0.12
0.12
0.12
0.12
0.003
0.003
0.003
0.003
0.009
0,003
O.OW
0.00
0.042
0043
0.044
0.045
0.046
0 _0 4 7
0.048
0 049
76
17
1s
19
2f1
21
22
23
5.67
5.50
5
520
506
493 _
481
470
459
448 -
4 36
4.29
00103
0.108
0.109
0.06
015
0.64
0.75
0.74
0.73
0.016
x017
0.018_
0.006
0.085
6091
17
202
0046
18
284
0047 _
19
276
0 G49
0.112
0.63
0.72
0 019
0.003
20
200
0 050
0.114
0083
0.71
0.020
0.005
21
2.62
0051
0.117
0.02
0.71
0 .020
0.097
22
2.55
0052
0.120
0.61
0.70
0.021
0.098
23
2.49
0 053
0.122
0.61
0.09
0 022
0.100
24
2.43
0.054
0.00
0.12
0.004
0.050
24
0.124
asp
0,69
0.023
0.102
25
238
0.055
1 0.80
0.12
mood
0.051
25
0.127
0.90
0.64
1 0.024
0.103
25
2.33
0.056
060
0.12
0.004
0.052
25
0.129
0.00
048
0.024
0.105
27
228
0.057
0.50
0.71
001114
0.053
27
0.131
0.50
0.88
0025
also
28
1 2.23
0,058
0.59
0.11
0.004
0.063
28
4.20
0.133
1 0.59
0.67
0.026
a107
29
2.18
0.059
0.59
0.11
0.005
0.054
29
4.12
0.135
0.59
0.67
0.027
0.108
30
214
0.000
0.58
0.11
0.005
0.055
30
4.03
0.137
058
0.67
0.027
0.100
31
210
a05D
0.56
0.11
0.005
Class
31
3.9s
a139
058
0.88
0.028
0.110
32
2011
0.061
0.58
0.11
0.005
0.058
32
30811
0.140
0056
O fib
__-
0 029
0.177
33
2.02
0.002
ass
all
0.005
0.057
33
3061
0.142
o.ss
06G 0030
0.112
34
1.99
0.083
0.57
0.11
0.005
0.057
34
174
0.144
0.57
0.65
0 031
0.113
35
1.95
0.053
0.57
all
0.005
0.058
35
186
0.145
0.57
065
06031
0.114
36
1.92
0.064
0.57
0.11
0.005
0.058
30
341
0.147
0.57
0.85
0.032
0.115
37
119
0.005
0.57
0.11
0,006
0.050
37
3.55
0.149
0.57
0.65
0.033
06116
38
1.85
0.065
0.57
0.11
0.006
0.090
38
3.49
al so
a57
0.65
0.034
61111
39
1.82
0.059
0.50
all
0.008
0.000
39
3.44
0.152
0.55
0.64
0.035
06117
40
1.110
0.067
0.58
all
0.006
0.051
40
3.38
0.153
0,56
0.64
00035
ails
41
1.77
0.057
0.58
0.11
0009
0.051
41
3.33
0.154
0.56
0.64
8038
0.718
42
1.74
Mole
aw
0.11
0.008
east
42
3.28
0.156
0.56
0.64
0.037
0.719
43
1.72
ages
0.58
0.11
0.008
0.002
43
3.23
0.157
a56
0.64
0.038
0.119
44
1.119
0.000
0656
all
0.007
0.082
44
3.10
6158
0.59
0.83
0038
0.120
IIA7
Class
ss
0.56
0.11
a007
0.003
45
114
0.180
0.55
0.63
0039
0,120
46
1.64
0.070
0.55
0.11
x007
0.093
45
100
0.191
0.55
0.83
0.010
0.121
47
1.62
01071
0.55
0.11
aw
0.054
47
105
0.162
0655
0.03
aW1
0.121
48
1400
0.071
0.55
0.11
0.007
0.051
46
3.01 1
0.163
0.55
0,63
0.042
0.172
49
1.56
0.072
0.55
0611
0.007
0.094
49
2.97
0.164
0.55
0.03
0.042
0.122
50
118
0.072
055
0.11
0.007
00065
50
2.93
0.106
0.55
0.63
0,043
00122
51
153
0.073
0.55
0.71
0.007
0.085
51
zas
0.167
0.55
0.63
0.040
0.123
52
1.52
0.073
0.55
011
0.009
x005
S2
zas
0.168
0.55
0.02
0.045
0.123
53
1.5o
0.073
0.55 1
011
0.008
0.006
53
282
0.164
0.55
0.62
0.048
0.123
54
1.48
0.074
0.55
0.11
sore
0.066
54
279
0.170
655
0.62
0.046
0121
55
1446
00,4
0.55
0.11
0.006
Mass
55
275
0.171
0.55
0.62
0.047
0.124
50
1.44
0.075
0.54
0.11
0.006
0,067
56
2.72
0.172
0654
0.02
0.048
0.124
57
1.43
0.075
0.54
011
0.008
0.067
57
200 1
0.173 1
9.54
0.62
0.049
0.124
58
IAII
0.078
0.54
0.11
0.008
0.067
58
265
0.174
0.54
0.82
0.049
0.125
59
1639
0.076
0.54
0.11
0.009
0.058
59
282
0.175
0.54
0.62 1
0.050 1
0.125
80
1.38
0.077
0.51
0.10
0.009
of es
so
Z.50
0.176
0.54
0.82
0.051
0.125
61
1.30
0.077
0.54
010
0.068
111
267
0.177
0.54
0.112
0.
0.125
62
1.35
0.077
0.54
0.10
0. O.00D 000
00.069
62
254
0.179
0. 64 1
0.32
0.053
0.125
113
1.33
0.0711 1
0.64 1
0,10
0.009
0.069
0.3
251
0.179
rie
5
0.02
0.053
8.125
,.,,,.,. �,,...� .w.•„e tvr.• , cl' nor sole aaapa vwurw Aurae rtl • 11.1114
Mod FAA Minor Storage Volume (awe -tL) • 0.0687 Mod FAA Maim 6tara0a Volume Iswe4c) • 0.1254
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.32, Released March 2013
Pemmi UD Detention_v2.32. Modred FAA 9/1X2013, 2211P14
STAGE - STORAGE SIZING FOR DETENTION BASINS
Project: Perrin's Row Townhomes
Basin ID: Pond
D_ * L z
n_
W:
i
-.!
srp z
n,.
Fk
A
w� t-- ��Jd
----------- ---- - - - - -> sAt srpz
w ♦ ��/
L
Design Information (Input): Check Basin Shape
Width of Basin Bottom, W ft Right Triangle
OR...
Length of Basin Bottom, L = ft Isosceles Triangle OR...
Dam Side -slope (H:V), Z = ft /ft Rectangle OR...
Circle / Ellipse OR...
Irregular X (Use Overide values in cells G32:1352)
MINOR MAJOR
Storage Requirement from Sheet'Modified FAA': 0.07 0.13 acre -ft.
Stage- Storage Relationship: Storage Requirement from Sheel'Hydrograph': acre -ft.
Storage Requirement from Sheet 'F ul I- Spectrum': acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(i nput)
Water
Surface
Elevation
ft
(input)
Side
Slope
(H:V)
ft /ft
Below El.
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface
Area at
Stage
fe
(output)
Surface
Area at
Stage
ft' User
Overide
Volume
Below
Stage
ft
(output)
Surface
Area at
Stage
acres
(output)
Volume
Below
Stage
acre -ft
(output)
Target Volumes
for WQCV, Minor,
& Major Storage
Volumes
(for goal seek)
5412.00
(input)
0
0.000
0.000
5412.10
0.00
0.00
2
0
0.000
0.000
5412.20
0.00
0.00
4
0
0.000
0.000
5412.30
000
0.00
9
1
0.000
0,000
5412.40
000
0.00
15
2
0.000
0.000
5412.50
0.00
000
23
4
0.001
0.000
5412.60
0.00
0.00
32
7
0.001
0.000
5412.70
000
000
42
10
0 001
0 000
5412.80
0.00
0.00
54
15
0.001
0 000
5412.90
000
0.00
68
21
0.002
0.000
5413.00
0,00
0.00
832
66
0.019
0.002
5413.10
0.00
0.00
892
153
0.020
0 004
5413.20
0.00
0.00
952
245
0 022
0.006
5413.30
0.00
000
1015
343
0.023
0.008
5413.40
0.00
0.00
1078
448
0.025
0.010
5413.50
0.00
0.00
1143
559
0.026
0.013
5413.60
0.00
0.00
1209
676
0.028
0.016
5413.70
0.00
0.00
1276
1 801
0.029
0.018
5413.80
0.00
0.00
1346
932
0.031
0 021
541190
0.00
0.00
1419
1,070
0.033
0.025
541400
0.00
0.00
1504
1,216
0.035
0.028
5414.10
0.00
0.00
1584
1,370
0.036
0.031
5414.20
0.00
0.00
1664
1,533
0.038
0.035
5414.30
0.00
0.00
1 1743
1,703
0.040
1 0.039
WQCV
5414.40
0.00
0.00
1822
1,881
0.042
0 043
WQCV
5414.50
0.00
0.00
1900
2,068
0.044
0.047
5414.60
0.00
0,00
1978
2,261
0.045
0.052
5414.70
0.00
0.00
2055
2,463
0.047
0.057
5414.80
0.00
0.00
2131
2,672
0.049
0.061
5414.90
0.00
0.00
2205
2,889
0.051
0.066
5 -Year
5415.00
0.00
0.00
2295
3,114
0.053
0.071
5 -Year
541510
000
0.00
2367
3,347
0 054
0.077
5415.20
0.00
0.00
2438
3,588
0.056
0.082
5415.30
0.00
0.00
2506
3,835
0.058
0.088
5415.40
0.00
0.00
2573
4,089
0 059
0.094
5415.50
0.00
0.00
2638
4,349
0.061
0100
5415.60
0.00
1 0.00
2723
1 4,617
0.063
0.106
5415.70
0.00
0.00
2855
4,896
0.066
0.112
5415.80
0.00
0.00
3028
5,191
0.070
0.119
5415.90
0.00
0.00
3236
5,504
0.074
0.126
100 Yr + 112 WO
5416.00
1
000
000
3571
5,844
0.082
0 134
100 Yr + 112 WQCV
Perrins UD- Detention v2.32, Basin 9/13/2013, 2:26 PM
W
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STAGE - DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Perrin's Row Townhomes
Basin ID: on
w>uko r><m.l rswe.ret
Rnu��ne (kdu r) ($r,elc Soael
Current Routing Order is 02
Design Information Ilnputt:
Horizontal Orifices
#1 Honz
#2 Honz. #1 Vert .
02 Vert .
Water
surface
Elevation
ft
inked
Circular Opening
Diameter in Inches
Dia. =
01 Vert.
Collection
Capacity
cis
o
#2 Vert .
Collection
Capacity
cis
(output)
Total
Collection
Capacity
cfs
(output)
inches
OR
5412.00
0.000
0.00
0.00
0.00
0.00
Rectangular Opening:
Width m Feet
W=l
3.00
1
0.25
i 0.55
It
0.00
Length (Height for Vertical],
L or H =
3.00
048
0.60
1 0.20
If,
Percentage
of Open Area After Trash Rack Reduction
% open =
50
0.00
50
100
%
0.000
Onfice Coefficient
C. =
060
0.000
0.65
0.60
0.00
0.00
Weh Coefficient
C. =
2.55
5412.40
0.000
0.00
Onfice Elevation (Bottom for Vert cap
E, =
5415.00
_
5,414.40
1 5,411.15
If
Calculation of Collection Capacity:
5412150
0.000
0.00
0.00
0.00
0.00
Net Opening Area (after Trash Rack Reduction) A„ = 4.50 0.08 0.11 sq. it
OPTIONAL. User Overide Net Opening Area A, Isq it
Perimeter as Weir Length L. 9.00 ft.
OPTIONAL. User- Ovende Weir Length L, In
Top Elevation of Vertical Onfice Opening, Top = 5415.00 5411 35 ft
Center Elevation of Vertical Onfice Opening, Con = 5414 70 5411 25 n
Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening ( #2 horizontal
opening is not used.
Horizontal Orifices
Vertical Orifices
Label$
for WQCV. Minor.
8 Major Storage
W.S. Elevations
( input)
Water
surface
Elevation
ft
inked
WQCV
Plateaser
Flow
cis
rknked
01 Hertz. #1 Flonz.
Weir Onfice
Flow Flow
cis cis
o 0
92 Horiz. 02 Honz
Weir Orifice
Flow Flow
els cis
0 (output)
01 Vert.
Collection
Capacity
cis
o
#2 Vert .
Collection
Capacity
cis
(output)
Total
Collection
Capacity
cfs
(output)
Target Volumes
for WQCV, Minos
8 Major Storage
Volumes
(link for goal Seek)
5412.00
0.000
0.00
0.00
0.00
0.00
0.00
0.46
0.000
5412.10
0.000
0.00
0.00
0.00
0.00
0.00
048
1 0.000
5412.20
0.000
0.00
0.00
0.00
0.00
0.00
0.52
0.000
541130
0.000
0.00
0.00
0.00
0.00
0.00
0.54
0.000
5412.40
0.000
0.00
0.00
0.00
0,00
0.00
0.57
0,000
5412150
0.000
0.00
0.00
0.00
0.00
0.00
0.59
0.000
5412.60
0.000
0.00
0.00
0.00
0.00
0.00
0.62
0.000
5412.70
0.000
0.00
0.00
0.00
0.00
0.00
0.64
0.000
5412.80
0.000
0.00
0.00
0.o0
0.00
0.00
0.66
0.000
5412.90
0.000
0.00
0.00
0.00
0.00
0.00
0.68
0.000
5413.00
0.000
0.00
0.00
0.00
0.00
0.00
0.70
0.000
5413.10
0.000
0.00
0.00
0.00
0.00
0.00
0.72
0.000
5413.20
0.009
0.00
0.00
0.00
0.00
0.00
0.74
0.010
541130
0.013
0.00
0.00
0.00
0.00
0.00
0.76
0.010
5413.40
0.016
000
0.00
0.00
0.00
0.00
0.78
0.020
5413.50
0.018
0.00
0.00
0.00
0.00
0.00
0.79
0.020
5413.60
0.020
0.00
0.00
0.00
0.00
0.00
0.81
0.020
541170
0.031
0.00
0.00
0.00
0.00
0.00
0.83
0.030
5413.80
0.037
0.00
0.00
0.00
0.00
0.00
0.85
0.040
5413.90
0.041
0.00
0.00
0.00
0.00
0.00
018
0.040
5414.00
0.045
0.00
0.00
0.00
0.00
0.00
0.88
0.040
5414.10
0.049
0.00
0.00
0.00
0.00
0.00
0.89 1
0.050
5414.20
0.052
0.00
0.00
0.o0
0.00
0.00
0.91
0.050
5414.30
0.055
0.00
0.00
0.00
0.00
0.00
0.92
0.050
WO
5414.40
0.058
0.00
0.00
0.00
0.00
0.00
0.94
0.060
5414.50
0.061
0.00
0.00
0.00
1 0.00
0.01
0.95
0,060
5414.60
0.063
0.00
O.00
0.00
0.00
0.04
0.97
0.100
5414.70
0.066
0.00
0.00
0.00
0.00
0.08
0.98
0.140
5414.80
0.068
0.00
0.00
0.00
0.00
0.12
1.00
0.180
5414.90
0.071
0.00
0.00
0.00
0.00
0.16
1.01
0.230
5 -Year
5415.00
0.073
0.00
0.00
0.00
0.00
0.21
1.03
0.290
5415010
0.08
0.73
8.85
0.00
0.00
0.25
1.04
1.040
5415.20
0.08
2.05
9.69
0.00
0.00
0.28
1.05
1.050
5415.30
0.08
3.77
11.87
0.00
0.00
0.30
1.07
1.070
5415.40
0.08
5.81
13.70
0.00
0.00 1
0.33
1.08
1.080
5415.50
0.08
8.11
15.32
0.00
0.00
0.35
1.09
1.080
5415.60
0.09
10.67
16.78
0.00
0.00
0.37
1.10
1.100
5415.70
0.09
1144
18.13
0.00
0.00
0.39
1.12
14120
5415.80
0.09
16.42
1938 .
0.00
0.00
0.41
1.13
1.130
5415.90
0.09
19.80
20.56
0.00
0.00
0.43
1.14
i.140
100 Yr . 12 WO
5416.00
0.09
22.95
2187
0.00
0.00
0.45
1.15
1160
4"
Pernns UD-Detention_v2.32, Outlet 9/1 312 01 3, 2.26 PM
URBAN DRAINAGE, VOLS 1 & 2, DEC 2011
UDFCD Table RO -3
Land Use or Surface
Characteristics
% Impervious
Business:
2 Yr
5 Yr
10 YR
100 Yr
Commercial areas
95
0.80
0.82
0.84
0.89
Neighborhood areas
85
0.66
0.68
0.71
0.79
Residential:
Single-famil
Multi -unit detached
60
0.41
0.46
0.51
0.63
Multi -unit attached
75
0.54
0.58
0.62
0.71
Half -acre lot or larger
Apartments
80
0.60
0.63
0.66
0.74
Industrial:
0.04
0.15
Light areas
80
0.60
0.63
0.66
0.74
Heavy areas
90
0.73
0.75
0.77
0.83
Parks, cemeteries
5
0.08
0.18
0.28
0.52
Playgrounds
10
0.11
0.21
0.30
0.53
Schools
50
0.34
0.40
0.46
0.60
Railroad yard areas
15
0.14
0.24
0.32
0.54
Undeveloped Areas:
Historic flow analysis
2
0.05
0.13
0.21
0.41
Greenbelts, agricultural
2
0.05
0.13
0.21
0.41
Off -site flow analysis
when land use not defined
45
0.31
0.37
0.44
0.59
Streets.
Paved
100
0.89
0.90
0.92
0.96
Gravel (packed)
40
0.28
0.35
0.42
0.58
Drive and walks
90
0.73
0.75
0.77
0.83
Roofs
90
0.73
0.75
0.77
0.83
Lawns, sandy soil
0
0.04
0.15
0.25
0.50
Lawns, clayey soil
0
0.04
0.15
0.25
0.50
Colorado 5 -Year Rainfall Distributions
based on NOAA Precipitation- Frequency Atlas 2, Volume III (1973)
5 -Year 1 -Hour Design Rainfall Depth, P1 = 1.38 Inches 2-Hour: P2 = 1.59 inches
5 -Year 6 -Hour Design Rainfall Depth, P6 = 2.00 inches 3 -Hour: P3 = 1.75 inches
Optional: Custom Area, A = sq. mi.
See For! of Tahle for Total Rainfall Denths and Maximum 1 -1-Inur Rainfall Intensifies
5•minute Incremental Rainfall Depth in inches
Time
Range of Applicable Watershed Area
Custom Area
Hr:Min
2 sq mi
5 sq mi
15 sq mi
30 sq mi
50 sq mi
000
0.0000
0.0000
0.0000
0.0000
0.0000
0:05
0.0276
0.0276
0.0276
0.0276
0.0276
0:10
0.0511
0.0511
0.0511
0.0511
0.0511
0:15
0.1201
01165
0.1093
0.1021
0.0780
020
0.2111
0.1816
01436
0.1161
0.0887
025
0.3450
0.2967
0.2346
0.1897
0.1449
0:30
0.1794
0.1543
0.1220
0.0987
0.0753
0:35
0.0800
0.0776
0.0728
0.0720
00720
0:40
0.0607
0.0589
0.0553
0.0546
0.0546
0:45
0.0497
0.0497
0.0507
0.0502
0.0502
0:50
0.0497
0.0497
0.0507
0.0502
0.0502
055
0.0414
0.0414
0.0422
0.0418
0.0418
1:00
0.0414
0.0414
0.0422
0.0418
0.0418
1:05
0.0414
0.0414
0.0422
0.0418
0.0418
1110
0.0414
0.0414
0.0422
0.0418
0.0418
1:15
0.0345
0.0345
0.0352
0.0348
0.0348
1:20
0.0304
0.0304
0.0310
0.0307
0.0307
1:25
0.0304
0.0304
0.0310
0.0307
0.0307
1:30
0.0304
0.0304
0.0310
110307
0.0307
1:35
0.0304
0.0304
0.0310
0.0307
0.0307
1:40
0.0207
0.0207
0.0211
0.0209
0.0209
1:45
0.0207
0.0207
0.0211
0.0209
0.0209
1:50
0.0207
0.0207
0.0211
0.0209
0.0209
1:55
0.0207
0.0207
0.0211
0.0209
0.0209
200
0.0179
0.0179
0.0183
0.0181
0.0181
2:05
0.0000
0.0000
0.0132
0.0132
0.0132
2:10
0.0000
0.0000
0.0132
0.0132
0.0132
2:15
0.0000
110000
0.0132
0.0132
0.0132
2:20
0.0000
0.0000
0.0132
0.0132
1 0.0132
2:25
0.0000
0.0000
0.0132
0.0132
0.0132
230
0.0000
0.0000
0.0132
0.0132
0.0132
2:35
0.0000
0.0000
0.0132
0.0132
0.0132
2:40
0.0000
0.0000
0.0132
0.0132
0.0132
245
0.0000
0.0000
0.0132
0.0132
0.0132
250
0.0000
0.0000
0.0132
0.0132
0.0132
2:55
0.0000
0.0000
0.0132
0.0132
0.0132
3:00
0.0000
0.0000
0.0132
0.0132
0.0132
3:05
0.0000
0.0000
0.0084
0.0089
0.0091
3:10
0.0000
0.0000
0.0084
0.0089
0.0091
3:15
0.0000
0.0000
0.0084
0.0089
0.0091
320
0.0000
0.0000
0,0084
0.0089
0.0091
3:25
0.0000
0.0000
0.0084
0.0089
0.0091
3:30
0.0000
0.0000
0.0084
0.0089
0.0091
3:35
0.0000
0.0000
0.0084
0.0089
0.0091
3:40
0.0000
0.0000
0.0084
0.0089
0.0091
345
0.0000
0.0000
0.0084
0.0089
0.0091
3:50
0.0000
0.0000
0.0084
0.0089
0.0091
3:55
0.0000
0.0000
0.0084
0.0089
0.0091
4:00
0.0000 1
0.0000
0.0084
0.0089
0.0091
405
0.0000
0.0000
0.0084
0.0089
0.0091
4:10
0.0000
0.0000
0.0084
0.0089 1
0.0091
4:15
0.0000
0.0000
00084
0.0089
0.0091
4:20
0.0000
0.0000
0.0084
0.0089
0.0091
4:25
0.0000
0.0000
0.0084
0.0089
0.0091
4:30
0.0000
0.0000
0.0084
0.0089
0.0091
4:35
0.0000
0.0000
0.0084
00089
0.0091
440
00000
0.0000
0.0084
0.0089
0.0091
445
0.0000
0.0000
0.0084
0.0089
0.0091
4:50
0.0000
0.0000
0.0084
0.0089
0.0091
4:55
0.0000
0.0000
0.0084
0.0089
0.0091
500
0.0000
0.0000
0.0084
0.0089
0.0091
5:05
0.0000
0.0000
0.0084
0.0089
0.0091
5:10
0.0000
0.0000
00084
0.0089
0.0091
5:15
0.0000
0.0000
0.0084
0.0089
0.0091
5.20
0.0000
0.0000
0.0084 1
0.0089
00091
5:25
0.0000
0.0000
0.0084
0.0089
0.0091
5:30
0.0000
0.0000
0.0084
0.0089
0.0091
535
0.0000
0.0000
0.0084
0.0089
0.0091
5:40
0.0000
0.0000
0.0084
00089
0.0091
545
0.0000
0.0000
0.0084
0.0089
0.0091
5:50 1
00000
0.0000
0.0084
0.0089
0.0091
555
00000
0.0000
0.0084
0.0089
0.0091
6:00
00000
0.0000 1
0.0084
00089
0.0091
Depth (inch)
1.60
1.49
1.81
1.72
1.60
0.00
Max 1 -Hour
Intensity
in /hr
1.31
1.20
1.06
0.95
0.83
0.00
Depth = Total rainfall depth in inches after areal reduction.
K118 -3 Rainfall IDF, 5 -yr 9/512013, 11:53 PM
Colorado 5 -Year Rainfall Distributions
based on NOAA Precipitation - Frequency Atlas 2, Volume III (1973)
Project:
0.40
0.35
0.30
N
d
u 0.25
C
C
A
C
0 20
N
C
d
E
m
0 15
c
0.10
0.05
0.00
0:00
5 Year Rainfall Distribution
1:00 2:00 3:00 4:00 5:00 6:00
Duration In Hours : Mlnutas
—2 sq nu — 5 sq rni 15 sq rni —30 sq mi — 50 sq rni —
K118 -3 Rainfall IDF, 5 -yr 9iS2013 11 53 PM
Colorado 100 -Year Rainfall Distributions
based on NOAA Precipitation - Frequency Atlas 2, Volume III (1973)
100 -Year 1 -Hour Design Rainfall Depth, P1 = ���sq. inches 2 -Hour: P2 = 2.93 inches
100 -Year 6 -Hour Design Rainfall Depth, P6 = inches 3 -Hour: P3 = 3.18 inches
Optional: Custom Area, A = mi.
See End of Table for Total Rainfall Deolhs and Maximum 1 -Hour Rainfall Intensities.
5- minute Incremental Rainfall Depth in inches
Time
Ran a of A pio lkable Watershed Area
Custom Area
Hr:Mm
2 sq mi
5 sq mi
15 sq mi
30 sq mi
50 sq mi
000
0.0000
0.0000
0.0000
00000
0.0000
0:05
0.0260
00260
0.0299
0.0299
0.0299
0:10
0.0780
0.0780
0.0897
0.0897
0.0897
0:15
0.1196
01196
0.1375
0.1375
01375
0:20
0.2080
0.2080
01600
0.2288
0.2080
025
03640
0.3640
0.2657
0.2330
0.2111
0:30
0.6500
0.6500
0.4745
0.4160
0.3770
035
0.3640
0.3640
0.2657
01330
0.2111
040
0.2080
0.2080
0.2184
0.1976
0.1768
0:45
0.1612
0.1612
0.1934
0.1934
0.1693
0:50
0.1300
0.1300
0.1495
0.1495
01365
0:55
0.1040
0.1040
0.1196
0.1196
0.1196
1:00
0.1040
0.1040
0.1196
0.1196
0.1196
1:05
0.1040
0.1040
0.1123
0.1175
1 01196
1:10
0.0520
0.0520
0.0562
0 -0588
0.0598
1:15
0.0520
0.0520
0.0562
0.0588
0.0598
1:20
0.0312
0.0312
0.0337
0.0353
0.0359
1:25
0.0312
0.0312
0.0337
0.0353
0.0359
1:30
0.0312
0.0312
0.0337
0.0353
0.0359
1:35
0.0312
0.0312
0.0337
0.0353
0.0359
1:40
0.0312
0.0312
0.0337
0.0353
0.0359
1:45
0.0312
0.0312
0.0337
0.0353
0.0359
1:50
0.0312
0.0312
0.0337
0.0353
0.0359
1:55
0.0312
0.0312
0.0337
0.0353
0.0359
2:00
0.0312
0.0312
0.0337
0.0353
0.0359
205
0.0000
0.0000
0.0223
0.0233
00258
2:10
0.0000
0.0000
0.0223
0.0233
0.0258
2:15
0.0000
0.0000
0.0223
0.0233
0.0258
2:20
0.0000
0.0000
0.0223
0.0233
0.0258
2:25
0.0000
0.0000
0.0223
0.0233
0.0258
2:30
0.0000
0.0000
0.0223
0.0233
0.0258
2:35
0.0000
0.0000
0.0223
0.0233
0.0258
2:40
0.0000
0.0000
0.0223
0.0233
0.0258
_ 2:45
0.0000
0.0000
0.0223
0.0233
0.0258
250
0.0000
0.0000
0.0223
0.0233
0.0258
2:55
0.0000
0.0000
0.0223
0.0233
0.0258
3:00
0.0000
0.0000
0.0223
0.0233
0.0258
3:05
0.0000
0.0000
0.0092
0.0097
0.0097
3:10
0.0000
0.0000
0.0092
0.0097
0.0097
315
0.0000
0.0000
0.0092
0.0097
0.0097
320
0.0000
0.0000
0.0092
0.0097
0.0097
3:25
0.0000
0.0000
0.0092
0.0097
0.0097
3:30
0.0000
0.0000
0.0092
0.0097
00097
3:35
0.0000
0.0000
0.0092
0.0097
0.0097
3:40
0.0000
0.0000
0.0092
0.0097
0.0097
3:45
0.0000
0.0000
0.0092
0.0097
0.0097
3:50
0.0000
0.0000
0.0092
0.0097
0.0097
3:55
0.0000
0.0000
0.0092
0.0097
0.0097
4:00
0.0000
0.0000
0.0092
0.0097
0.0097
405
0.0000
0.0000
0.0092
0.0097
0.0097
4:10
0.0000
0.0000
0.0092 1
0.0097
0.0097
4:15
0.0000
0.0000
0.0092
0.0097
0.0097
4:20
0.0000
0.0000
0.0092
0.0097
0,0097
425
0.0000
0.0000
0.0092
0.0097
0.0097
4:30
0.0000
0.0000
0.0092
0.0097
0.0097
435
0.0000
0.0000
0.0092
0.0097
0.0097
4:40
0.0000
0.0000
0.0092
0.0097
0.0097
4:45
0.0000
0.0000
0.0092
0.0097
0.0097
4:50
0.0000
0.0000
0.0092
0.0097
0.0097
4:55
0.0000
0.0000
0.0092
0.0097
0.0097
5:00
0.0000
0.0000
0.0092
0.0097
0.0097
5:05 1
0.0000
0.0000
0.0092
0.0097
0.0097
5:10
0.0000
0.0000
0.0092
0.0097
0.0097
5:15
0.0000
0.0000
0.0092
0.0097
0.0097
5:20
0.0000
0.0000
0.0092
0.0097
0.0097
5:25
0.0000
00000
0.0092
0.0097
0.0097
5:30
0.0000
0.0000
00092
0.0097
0.0097
5:35
0.0000
0.0000
0.0092
0.0097
0.0097
540
0.0000
0.0000
0.0092
0.0097
00097
5:45
0.0000
0.0000
0.0092
0.0097
0.0097
_
5:50
0.0000
0.0000
0.0092
0.0097
0.0097
5:55
0.0000
0.0000
0.0092
0.0097
0.0097
600
00000
0.0000
0.0092
00097
0.0097
Depth (inch)
3.01
3.01
3.45
3.33
3.21
0.00
Max 1 -Hour
Intensity
( in/hr )
2.65
2.65
2.46
2.29
2.14
0.00
uepm = i otai ramtau aepin in inches atter areal reaucnon
K118 -3 Rainfall IDF, 100 -yr 9/5/2013, 11:53 PM
Colorado 100 -Year Rainfall Distributions
based on NOAA Precipitation- Frequency Atlas 2, Volume III (1973)
Project:
100 Year Rainfall Distribution
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0:00
1:00 2:00 3:00 4:00 5:00 6:00
Duration in Hours : Minutes
—2 sq mi —5 sq mi 15 sq mi —30 sq mi —50 sq" —
K118 -3 Rainfall OF, 100 -yr 915/2013, 11:53 PM
5 -Year Weir Calculator
Given Input Data:
Weir Type ....................... Rectangular
Equation ........................
Suppressed
Solving for ..................... Depth of Flow
Flowrate ........................
0.1938 cfs
Coefficient .....................
0.5500
Height ..........................
4.0000 in
Computed Results:
Depth of Flow ...................
3.1075 in
Full Flow .......................
0.2830 cfs
Velocity ........................
1.4968 fps
Width ...........................
6.0000 in
Area ............................
0.1667112
Perimeter .......................
14.0000 in
Wet Perimeter ................... 12.2150 in
Wet Area ........................
0.1295 112
Percent Full ....................
77.6875%
4.0' TOP OF BANK
EL. 5417.0;
Qioo HWL EL. 5416.0' _ 60)_ 3.0'
, 2" OVERFLOW GRATE
EL. 5415.35'
Q5HWL EL. 5415.0'
m
_ � a
WQCV* HWL EL. 5414.4'
u,_ - 4 "X6" ORIFICE OPENING
TRASH RACK
ASSEMBLY 2 WQCV -1 "0 a
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EL. 5412.02 L ELEV = 5412.60'
E __ � _CL ELEV = 5412.00' r
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DISCHARGE PIPE
INV. EL. 5411.15'
• . a . a
A
CAST IN PLACE
POND OUTLET
STRUCTURE
NOT TO SCALE
PER URBAN FLOOD CONTROL
DISTRICT SPREADSHEET, "DETENTION
BASIN VOLUME WORKBOOK ",
SPREADSHEET "OUTLET."
VI. REFERENCES
Criteria and Technical Information used in preparation of this report:
"City of Wheat Ridge Site Drainage Requirements"
Urban Drainage Flood Control District's "Urban Storm Drainage Criteria
Manual, Volumes 1 and 2." Published June 2001, Revised April 2008.
Urban Drainage Flood Control District's "Urban Storm Drainage Criteria
Manual, Volume 3." Published November 2010.
Urban Drainage and Flood Control District Spreadsheets.
8
2.5'
FRONT
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TOS=S TOP OF SLAB
DENOTES GARAGE SLAB LOCATION AND ELEVATION
MM - DENOTES 70P OF PORCH LOCATION AND ELEVATION
GENERAL NOTES:
I ) PLOT PLAN NOT TO BE USED FOR EXCAVATION PLAN OR FOUNDA71ON LAYOUT,
2) PLOT PLAN SUBJECT TO APPROVAL By ZONING/BUILDING AUTHORITY PRIOR TO STAKEOUT,
3) EASEMENTS DISPLAYED ON THIS PLOT ARE FORM THE RECORDED PLAT AND MAY NOT
INCLUDE ALL EASEMENTS OF RECORD.
4) RECORDED PLAT PREPARED By VALERAN
5) LOT CORNER ELEVATION CHECK: NOT TAKEN
6) THIS PLOT PLAN IS ONLY A REPRESENTATION OF THE PROPOSED LAYOUT AND DESIGN
SUBJECT TO CHANCE AS VARIOUS CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION,
SUBDIVISION: PERRIN'S RC W FILING NO. 2
COUNTY: JEFFERSON CITY: WHEAT RIX,
urveyin , Inc.
REVISIONS:
L ION 61--(7)S'-14---gUTt7DTNG—i�4SF—D-6--V
NEW GRADING PLAN, BAY AND DECK
�qADDED PER DEK - AL,
6841 South Yosemite Street
Centennial, GO 80112 HSA
Phone. (303) 850-0559
F'ox, (303) 650-0711
E-mail. infoahisurvey.net
DRAWN BY: AL
CHECK BY KP
DAM 11-25-13
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MM - DENOTES 70P OF PORCH LOCATION AND ELEVATION
GENERAL NOTES:
I ) PLOT PLAN NOT TO BE USED FOR EXCAVATION PLAN OR FOUNDA71ON LAYOUT,
2) PLOT PLAN SUBJECT TO APPROVAL By ZONING/BUILDING AUTHORITY PRIOR TO STAKEOUT,
3) EASEMENTS DISPLAYED ON THIS PLOT ARE FORM THE RECORDED PLAT AND MAY NOT
INCLUDE ALL EASEMENTS OF RECORD.
4) RECORDED PLAT PREPARED By VALERAN
5) LOT CORNER ELEVATION CHECK: NOT TAKEN
6) THIS PLOT PLAN IS ONLY A REPRESENTATION OF THE PROPOSED LAYOUT AND DESIGN
SUBJECT TO CHANCE AS VARIOUS CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION,
SUBDIVISION: PERRIN'S RC W FILING NO. 2
COUNTY: JEFFERSON CITY: WHEAT RIX,
urveyin , Inc.
REVISIONS:
L ION 61--(7)S'-14---gUTt7DTNG—i�4SF—D-6--V
NEW GRADING PLAN, BAY AND DECK
�qADDED PER DEK - AL,
6841 South Yosemite Street
Centennial, GO 80112 HSA
Phone. (303) 850-0559
F'ox, (303) 650-0711
E-mail. infoahisurvey.net
DRAWN BY: AL
CHECK BY KP
DAM 11-25-13
T 6F
_ CAE -_1
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( D - DENOTES GARAGE SLAB LOCADON AND ELEVATION
IM- DE TOP OF PORCH LOCATION AND ELEVATION
GENERAL. NOTES:
1) PLOT PLAN NOT TO BE USED FOR EXCAVATION PLAN OR FOUNDAWN LAYOUT,
2) PLOT PLAN SUBJECT TO APPROVAL, By ZONING/BUILOiNG AUTHORITY PRIOR TO STAKEOUT.
3) EASEMENTS DISPLAYED ON THIS PLOT ARE FORM THE RECORDED PLAT AND MAY NOT
INCLUDE ALL EASEMENTS OF RECORD,
4) RECORDED PLAT PREPARED BY VALERIAN
5) LOT CORNER ELEVATION CHECK: NOT TAKEN
6) THiS PLOT PLAN IS ONLY A REPRESENTATION OF THE PROPOSED LAYOUT AND DE=N
SUBJECT TO CHANCE AS VARIOUS CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION.
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