HomeMy WebLinkAboutDrainage Reports - 08/01/1989RMINC
Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
3031226-4955
June 5,' 1989
Revised July 20, 1989
Ms. Susan Hayes
Storm Drainage Department
,City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
RE: FINAL DRAINAGE REPORT FOR THE.WEBERG P.U.D.
Dear Susan:
The Weberg Furniture site is located about 1/2 mile south of Har-
mony Road on the west -side of Highway 287 (College.Avenue in Fort
Collins) in Larimer County Colorado. Annexation is currently
underway to bring this site within City limits. More specifi-
cally :this location is in the east half of Section 2, Township 6
North;.Range 69 West of the 6th Principal Meridian.
This site currently is occupied by a residence with a large open
grass field between it and College Avenue. The general slope of
the property is at about 1% to 3% in a southeasterly direction.
Existing drainage from this site flows in two directions. Exist-
ing basin Hl (on plan in pocket) drains to a drainageway that ex-
ists just south of this basin. Basin H1 is offsite and to the
west of this site with an exception of proposed Basin A which is
a small portion of Basin H1 located on its east side. Proposed
Basin A will be re -directed to drain in the direction of Highway
287. Drainage from existing Basin H2 drains directly into High-
way 287. Calculations for the existing flows from Basin H2 are
shown in the Appendix.
Some offsite flows from the north currently are captured into a
drainage Swale near the north property line. This drainage Swale
meanders on and off this property but exists primarily north of
property line near an existing drive. The development of Lot 2
will require redefining this Swale north of this site or make
provisions for the offsite flows to safely pass through this
site. Prior to the development of lot 2, major storm flows might
enter this lot, the flows will eventually drain to Fairway Lane
and then into the detention pond for Basin "B". If the pond
Other Offices: Vail, Colorado 3031476-6340 • Colorado Springs, Colorado (719) 598-4107
overflows, the storm water will spill, via emergency overflow
direction, into Highway 287.
Further offsite flows from proposed Fossil Boulevard, to the
north, must be detained prior to flowing onto this site. The
release flows onto this site must not exceed historic rates.
These historic flows will be routed through this development.
The flows that enter Highway 287 will drain in existing curb and
gutter as they travel south of the site. At a point about 400
ft. south of this site, an existing 5' inlet will intercept_ some
of the flows. This inlet collects the flows into a pipe which
transports them to the east side of Highway 287, where the pipe
daylights. Low flows from this pipe drain into an irrigation
pipe, at this location, and then travel south and into Fossil
Creek. The major flows sheet flow to a roadside ditch within the
Fossil Creek Meadows Subdivision. Roadside ditches, along with
culverts under existing roads within the subdivision, direct the
flows to Fossil Creek. At the time of this report, a development
entitled Fossil Creek Design Center P.U.D. is being constructed
on the east side of Highway 287 near the daylighted pipe ex-
plained above. This development will redirect flows from Highway
287 to drain south along a future extension of Snead Drive, then
under Fossil Boulevard and finally into Fossil Creek. Flows that
are not intercepted by the above mentioned inlet in Highway 287
will continue down the hill to existing 10' inlet. This inlet
collects the flows to a pipe system which finally drains directly
into Fossil Creek.
This property is a part of the Fossil Creek Major Drainage Basin
which is explained in the Fossil Creek Drainage Basin Master
Drainageway Planning Study, by Simons, Li and Associates, Inc.
August, 1982. Based on the above report, The City of Fort Col-
lins does not require any storm water detention from this site in
a totally developed condition. If drainage flows are directed to
the ponds southwest of this site, however, the City Stormwater
Utility Department requires an agreement with the downstream
property owners to accept the additional runoff generated without
detention. Such an agreement would involve all property owners
between this site and Fossil Creek. This requirement is noted
for the future development of the property to the west. No
developed runoff is anticipated to flow to this area according to
the final design, therefore no agreement is required for the
Weberg site. Drainage water from this site flowing onto Highway
287 is required to be limited to historic runoff rate as stated
in a letter to the City of Fort Collins,from the Colorado State
Highway Department dated October 7, 1988.
The approach that this report pursues is to release flows from
this site at existing historic rates with these flows outfalling
into Highway 287. This would require some storm water detention
to keep the developed flows from exceeding existing flow rates.
The final design proceeded based on this design requirement.
The first design step is to calculate existing flows in Highway
287 to ensure that these flows do not already exceed the City of
Fort Collins criteria during a 10 year storm. The allowable flow
rate in Highway 287 at the south of this site based on Manning's
formula is 18.9 cfs. Applying the city reduction factor of 0.73
brings this flow rate to 13.8 cfs. This allowable flow rate is
greater than existing flows of 13.76 cfs (see calculations in
appendix) and therefore is within City requirements.
The next design step is to create detention ponds for the
developed basins in order to reduce developed flows to existing
rates. In order to approximate existing flows, the 10 and 100
year developed storms were calculated for release rates and
detention requirements.
The calculations for Basins A, B, C, D, and E show that ponds are
necessary, in these basins, to reduce flows to existing rates of
Basin H2. The results of the calculations are shown in the fol-
lowing table:
(cfs)
(Ac.-Ft.)
100 YEAR
PROPOSED
DESIGN
100 YR
STORM
DETENTION
MAXIMUM
POND VOLUME
RELEASE RATE
(cfs) (Ac.-Ft.)
10 YR PROPOSED
EXISTING 10 YR
AND DESIGN DETENTION
STORM MAX. POND VOLUME
FLOW RATE
Basin
"A"
1.2
0.14
0.6
0.08
Basin
"B"
0.6
0.07
0.3
0.04
Basin
"C"
0.9
0.11 (roof top
0.4
0.07
storage)
Basin
"D"
0.8
0.10 (roof top
0.4
0.06
storage)
Basin
"E"
2.1
0.26
1.1
0.14
Basin
"F"
1.7
----
0.8
Basin
"G"
0.7
0.4
Basin
"H2"
8.1
4.0
NOTE:
The
release
rate calculations
(existing
100 year flows)
can
be seen
in appendix.
All of the basins will either have ground surface or roof top
detention facilities. The stage release (10 and 100 year storms)
structure is designed and shown in the Appendix. The structures
are of either an orifice type or weir type design.
Local streets were checked for curb flow capacity and found to be
within City criteria. The flows from these streets will enter
developed basins through parking lot access locations, inlets, or
sidewalk culverts. The calculations are shown in the Appendix.
Storm water from this proposed development drains into a water
quality facility prior to draining from this site. Table 1, in
Appendix, from the paper, National Perspectives on Urban Runoff
Technologies, by Larry A. Roesner, Ph.D., P.E. of CDM, shows dif-
ferent types of facilities that can be used along with the
average amount of pollutants that they remove. The facility
chosen for this development is the infiltration type. This type
of facility, as shown on Table 1, removes an average of 90% of
the following pollutants:
A) Suspended Solids
B) Phosphorous (P)
C) Dissolved P
D) Nitrogen (N)
E) Lead
F) Zinc
The infiltration facility design
quality control berm. This berm
pipes, near the southeast corner
redwood posts and synthetic filter
ing material with gravel bermed up
pocket for detail). The gravel i
a year and replaced every two year
owners of the site.
CONCLUSIONS AND RECOMMENDATIONS
for this development is a water
will be at the pond outlet
of Lot 1. The berm consists of
fabric connected to wire fenc-
on both sides (see plan in
s to be visually monitored once
s. This is to be done by the
The grading and drainage facilities shown on the drainage plan
should be complied with and will provide for the safe transport
of storm drainage water through the site.
The calculations which support this design approach appear in the
Appendix of this report.
.oNN'TaND 0 REn.,
Sincerely,
Brian Co 1 P E
e, 24993
Project Engineer.- o 0
REFERENCES s,; �2 'aEnX
1) Fossil Creek Drainage Basin Master Drainageway Planning
Study, by Simons, Li and Associates, Inc. August, 1982.
2) Storm Drainage Design Criteria and Construction Standards,
by the City of Fort Collins, May, 1984.
3) Letter to Ms. Linda Ripley of the City of Fort Collins Plan-
ning Department from the State of Colorado Division of Highway
(DOH File 45100), October 7, 1988.
4) National Perspectives on Urban Runoff Technologies, by Larry
A. Roesner, Ph.D., P.E. of CDM, this paper is from; Urban Runoff
Water Quality Seminar by the American Public Works Association,
American Society of Civil Engineers, American Water Resources As-
sociation and Urban Drainage and Flood Control District.
cc: 322-002
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BAS111"A"
MASS DIAGRAM METHOD
for
DETENTION VOLUMES
PROJECT: WEBERG
COMMENTS: 100 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) = 1.2
RATIONAL EQUATION- 0 = CIA,
C = I I
A(area) 1.08
TIME OF CONCENTRATION =
TIME
CA
I INFLOW
OUTFLOW'
- STORAGE
-----------------------
(min)
(in/hr) (cu ft)
--------------
(CLI ft)
(cu ft)
(ac ft)
5
1.08
9 2916
777-77-7
i60
----- 7 --
2556
--------
0.058677
10
1.0B
7.33 4730.4
720
4010.4
0.092066
15
1.08
6 5E332
--.,I,oeo
4752.
0.109090
20
1.08
5.2 6739.2
1440
5299.2
0.121652
25
1.0e
4.6 7452
1800
5652
0.129752
30-.
_J..08.
4.15 ---- E3067 i .' 6
2160
5907.6
0.135619
35
1.09
3.e 8618.4
2520
6098.4
0. 14-
40
1.08
3.5 9072
2880
6192
0.142148
A5
1. os.
3.25 9477
---74�20
3240
`3600-
6237
---
0. 1431814f
50
3 -
,-6jL26-�
0. 140495'
55
1.08-
2.8 9979.2
3960
6019.2
0.138181
60._,-
1 - CIS
2f* 6__-1-011X 8
0
43 20_--
-,
517 8
70
1.08
2.7. 10432. Ef
5040
5392.8
0.123801
so
1.0B
2.("-)5 10627.2
5760
4867.2
0.111735
90
1-08
-l'.85 10799. 2
6480
43
�09..2.
0.09892.5.
100
1. CIS
f"
7", 10 '16
7200
- - 3616
-7--
6 ib 0 8 6L
110
1. 08
55',L i i 64e. 4
7920
3128.4
'0 07jdj'(3,i
pt.
120
3,03
EQ. 0.6
1.08
AP-tA
'1. 45 l�'1275-.-2
�8640 263!5 2 bi C)-604c�t
0eX;%c.L-
64 A Ct)EPT*A - VA010%
+
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w�,
BASIN
MASS DIAGRAM
METHOD
for
DETENTION VOLUMES
PROJECT:
WE BE RG
COMMENTS:...100,YEAR.STORM
MAXIMUM ALLOWABLE RELEASE (CFS)
=
0.6
RATIONAL
EQUATION: 0
= CIA
C
A(area) =
0.53
TIME OF CONCENTRATION
TIME
CA
I
INFLOW OUTFLOW
STORAGE'
(min)
---------- -----------------------------------------------------------
(in/hr)
(cu ft)
(cu +t)
(cu ft)
(ac +t)
77
5
0.53
9
1431
ido
'_ 1251
0.028719
10
0.53
7.3
2321.4
360
1961.4
0.045027
15
0.53
6
2862
540
2322
0.053305
20
0.53
5.2
3307.2
720-
2587.2
0.059393
25
0.53
4.6
3657
.900
2757
0.063292
30
0.53 ...4..15
3959.1'
1080
2879.1
0.066095
35
0.53'
3.8
4229.4-
126102969.4
0.068168
40
0.53
3.5
4452
1440
3012
0.069146
45
4650.75
1620
3030.75
0. 069576-&--k
50
0.53
3
4770
1806-
200
6.068181
55
0.53
2.8
4897.2
1980
2917.2
0.066969
60
2.6
..4960.B
22160
2800. 8
0.064297
70
0.53
2.3
5119.e
2526-
-2599. 8
c).059683
80
0.53
2.05
5215.2
2880
2335.2
0.053608
90
0.53
1.85
5294.7
3240
2054.7
0.047169
100
0.53
1.7
5406
360*0
18060.041460
110
0.53
1.55
5421.9
3960
1461.9
0.033560
120 0 5'T
1.45
5533.2
4320
.1213'.2
0.027851
0.ii (o,o4iii�\J_,SZ
iz 03
cf5
L
7�
Ti
---
---
z•ot
I
-
clwA
T 1 4-
Z`c
J 4-
_TL
_jI_4__i:__!_j_.
-1-1
J
.... ...
ij
ri
I +
7�
It
7
A-
IJ
14-
4
Tic
r!
TIF
--- --------
BASIN "C"
Z)L,4b de
MASS`PIAGRAM
METHOD
--
or
DETENTION VOLUMES
PROJECT:
WEBERG
COMMENTS:
100 YEAR STORM
MAX I MUM ALLOWABLE RELEASE . (CFS)
0.9
RATIONAL_
EQUATION: Q =
CIA
C _
1
A(area) =° 0,81.
TIME OF CONCENTRATION
=
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min)
(in/hr)
-----------------------------•--------
(cu ft)
(cu ft)
(ci_t ft)
(ac ft)
5
0.01
9.
2187
270
1917
0.044008
10
0.81
7.3
3547.8
540
3007.8
0.069049
15
0.01
6
4374
810
'3564
0.081818
20
0.81
.5.2
5054.4
1080•
•''974. 4
C, ^-
� 091 Lti 9
25
0.81
4.6
1 5589
1350
4239
0.097314
30
0. F31
4.15
6050. 7 '�
1620
4430.7
;.i. 101714
'S
0.81
3.8
646.3.8
1890
4573N.8
0.105
40
0.81
3.5
. 6804
2160
4644
0.106611
45
0.81
3.25
7107.75
2 430
4677.75
0.107386+-�
50
0.81
3
7290
2706
4590
0.105371
55
0.81
2.8
7484.4
2970
4514.4
0.103636
60
0.81
2.6
7581.6
3240
4341.6
0.099669
70
0.81
2.3
71324.6
;780
4044.6
0.092851
80
0, 81
2.05
7970.4
4320
7,,650. 4
0. 097,801
90
.0,81
1.85
(3091..9
4860.
3231.9
0.074194
100.
0.81
1.7
8262,
5400.
2862
0.065702
110
0. 81
1 , 55
'8'286: 3
5940
2346.3
0.053063
120
0.91
1.45
8456.4
6480
1976.4
C)-045371
BASIN "Doe:�w Ll. OPLp
MASS D I AGRANI METHOD
f �r
DETENTION VOLUMES
PROJECT: WEI!ER(.
COMMENTS: 100 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) ,8
RATIONAL. EQUATION: C CIA
C 1 A(area) = 0.7115
TIME OF CONCENTRATION
TIME CA I INFLOW OUTFLOW STORAGE
(min) (in/hr-) (c!.! •ft) (c!.! ft) (cu ft) (.ac f•!_)
-
5 0. 75 c?..__-_.2025___----•240 _^ --17850, 040977
10 0. 75 7.3 3205 480 2805 0. 064393
15 0.75 6 4050 720 3330 0.076446
20 0. 75 5,2 4600 960 3720 0.085.399
25 0, 7 5 4.6 51'75 1200 3975 0. 09'1" 253
70 !?.75 4.15 5602.5 1440 4162.5 0.0955c J J7
35 0. 75 .7. 8 .5985 1680 4305 0.098829
40 0.75 3-5 6300 1920 4390 0. 100550
45 !.l, 75 3. 25 6 a81 . 25 2160 4421.25 0. 101497 +-s�
50 0. 75 3 675� � 2400 4350 0. 099662
0-1 0.75 2.8 6930: 2640 4290 0.098484
60 0.75 2.6 7020 2880 4140 0.095041
�95041
70 0.75 2.3 7245 3360 3805 0.089187
80 0.75 2.05 73RO 3n40 3540 0.081267
90 0.75 1.05 7492.5 4320 3172.5 0.07283f
100 0.75 1.7 7650 4800 2850.0.065426
1 10 0. 75 1.55 7672. 5 5280 239
2.5 J 0.0549 4
120 0. 75 1.45 7030 5760 2070 .0.047520
t RaoF S�o,Prc, _u �\1C A4 3c] Hcj(Zi�OI`�, f\ _)
?..x�. a :SS � !_t7EEP ' •,.IT.�11 =-\.51 GSw n--
-- __
i
r.
1
,I ^ iPq�PPE t �^� Z!il(tAFPET
STYIKM _s A1' _
1 coo 00 , 3obQ 4boa r 1 r 8cz coax: - h tuana 4
2
D.^e tl (t7 4 cF3_.. D(Sc tk 4 Vk
@ 6 `tR
�J
BASIN "E"
MASS 'DIAGRAKMETHOD
for
DETENTION VOLUMES
F'ROJECT:
WELIERG
COMMENTS:
100 YEAR
STORM
MAXIMUM ALLOWABLE RELEASE (CFS)
2.1
RATIONAL
EQUATION:
0 = CIA
C =
1
A(area)
TIME OF CONCENTRATION
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min)
(in/hr-)
(cu ft)
(cu +t)
(cu ft)
(ac -Ft)
5
1.94
:9
5238
630
4608
0.105785
to
1.94
7.3
0497.2
1260
7237.2
0.166143
15
1.94
6
10476
1890
8586
0.197107
20
1.94
5.2
12105.6
2520
9585.6
0.220055
25
1.94
4.6
13386
3150.
10236
0.234986
1-0
1.94
4.15
14491.8
3780,
10711.e
0.245909
35
1.94
3.8
15481.2
4410
11071.2
0.254159
-40
1.94
3.5
16296
5040
11256
0.258402
45
1.94
3.25
17023.5
.5670
11353.5
0.260640
50
1.94
31
. 17460
6300
11160
0.256198
55
1.94
2.8
17925.6
6930
.10995.6
0.252424
60
1.94
2.6
18158.4
7560
10598.4
0.243305
70
1.94
2.3
18740. A.
8820
9920.4
0.227741
B0
1.94
2.05
190B9.6
1(-)080
9009.6
0.206831
90
1.94
1.05
19380.6
11340
8040.6
0.104586
100
1.94
1.7
197eB
126C)o
71 1 80
0.165013
110
1.94
1.55
1984-6.2
13060
5986.2
0.137424
120
1.94
1.45
20253.6
15120
5133.6
0. 117B51
Sk4tL-T- f-ar-
7--Q,
%j-a.F-c>
LI
3 -1
1, ir
1 t T
'T-Tf-
-t.-A-t
4-4
L
J
7-
v BASIN
"A"
_MASS DIAGRAWAETHOD
f or
DETENTION VOLUMES
. PROJECT:
WEF+ERG
COMMENTS:
-10 YEAR
STORM
MAXIMUM
ALLOWABLE
RELEASE
(CFS) =
0.6
RATIONAL
EQUATION:
Q ='CIA
C =
0.85
A(area)
= 1.08
.TIME OF
CONCENTRATION
=
w.. _. TIME
CA
_, .. Z......INFLOW
_
OUTFLOW.
(min)
(in/hr) (cu ft)
(cu ft)
(cu ft)
(ac ft)
5
0.918
5.65
__ •-------------•------------------
1556.01
1.
180
1376.01
0.031588
10
0.918
4.4
2423.52
360
2063.52
0.047371
15
0.91B
3.7
3056.94
540
2516.94
0.057780
20
0.918
3.25
3580.2
726
2866.2
0.065661
25
0.918
2.85
3924.45
900
3024.45
0.069431
--. 30
0.91E
2.6
4296.24
1080
3216.24
0.073834
35
0.918
2.35
4530.37-
1260
3270.33
0.075076
40
0.918
2.2
4847.04
1440
3407.04
0.078214--!<
45
.0.918
2
4957.2
1620
3337.2
0.076611
50
0.918
1.65
5094..9
1800
3294.9
0.075640
55
0.918
1.75
5301.45
1980
3321.45
0.07625'
60
�.1918
1.63
_5386.824_•
2160,
3226.824
0.074077
70
0.919
1.44
5552.064
2520
3032.064
0'.669606
(30
0.918
1.3
5728.32
2680
2848.32
0.065388
90
0.918
1.2
5940.64
3240
2709.64
0.062181
100
0.918
1.1
6058.8
3600
2458.8
0.056446 _
110
0.918
1
6056.B
3960
2098.8
0.048181
120
0.918
0.9_
5949.64
4320
1629.64
0.037388
BASIN
"B", _
7.
MASS DIAGRAM METHOD
f or
DETENTION VOLUMES
PROJECT:
WEBERG
._COMMENTS:
10 YEAR
STORM
MAXIMUM ALLOWABLE
RELEASE (CFS) =
0.3
•RATIONAL
EQUATION:
0 = CIA
_ C =
0.85
A (area) .
= 0.5'
_
TIME OF CONCENTRATION =
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min)
(in/hr)
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
i i. 45 i5
5. 65
------
763. 5975
----- -----------------------
90
673. 5975
0.015463
10
0.4505
4.4•
1189.32
180
1009.32
0.023170
_.. 15 _
0.4505
3.7
1500._165
270
1230. 165
0.028240
20
0.4505
3.25
1756.95
360
1396.95
0.032069'
25
0.4505
2.85
1925.887
450.4475.887
0.033881
30
0.4505
2..6.
_2108.34
540
1568.34
0.036004
35
0.4505
2.35
2223.217
630
{159.:,. 217
6. 036575 ' ----
40
0.4505
2.2
2378.64
720
1658.64
0. 038077 ---*
_ 45
0.4505
_ 2
2432.17
810
1622.7
0.037252
50
0.4505
1.85
2500.275
900
1600.275
0.036737
55
0.4505
1.75
2601.637
990'1611.637
0.036998
_. 60
0.4505..
. 1,.,63
2643.534
.- 1080
„1563.534�00..•035893
70
0.4505
1.44
2724.624
1260
1464.624
.033623 _
80
0.4505
1.3
2811.12
1440
1371.12
0.031476
90
0.4505
1.2
2919.24
1620
0.029826_
100
0.4505
1.1
2973.3
1800
�1299.24
1173.3
U.026935.
110
0.4505
1
2973.3
1980
993.3
0.022803
120
0.4505
0.9
2919.24.
2160
759.24
0.017429
BASIN "C" -0;E.vE►.oPED
MASS DIAGRAM METHOD
for
DETENTION VOLUMES
PROJECT: WEBERG
COMMENTS: 10 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) = 0.4
RATIONAL EQUATION: Q = CIA
C = 0.95 A(area) = 0.81
TIME OF CONCENTRATION ?
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min) -------------(in/hr)
-----------
(cu ft)
-----------------------------------
(cu ft)
(cu ft)
(ac ft)
5
0.7695
9.65
1304.302
120
1184.302
0.027187
10
0.7695
4.4
2031.48
240
1791.48
0.041126
15
0.7695
3.7
2562.435
360
2202.435
0.050560
20
0.7695
3.25
3001.05
480
2521.05
0.057875
25
0.7695
2.85
3289.612
600.,2689.612
0.061745
30
0.7695
2.6
3601.26
720
2881.26
0.066144
35
0.7695
2.35
3797.482
840
2957.482
0.067894
40
0.7695
2.2
4062.96
960
3102.96
0.071234
45
0.7695
2
4155.3
1080
3075.3
0.070599
50
0.7695
1.85
4270.725
1200
3070.725
0.070494
55
0.7695
1.75
4443.862
1320
3123.862
0.071714+-*
60
0.7695
1.63
4515.426
1440
3075.426
0.070602
70
0.7695
1.44
4653.936
1680
2973.936
0.068272
80
0.7695
1.3
4801.68
1920
2881.68
0.066154
90
0.7695
1.2
4986.36
2160
2826.36
0.064884
100
0.7695
1.1
.5078.7
2400
2678.7
0.061494
110
0.7695
1
5078.7
2640
2438.7
0.055984
120
0.7695
0.9
4986.36
2880
2106.36
0.048355
BASIN "D"
MASS"DIAGRAM METHOD
for
DETENTION VOLUMES
PROJECT: WEBERG
COMMENTS: 10 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) = 0.4
RATIONAL EQUATION: Q = CIA
C = 0.95 A(area) = 0.75
TIME OF CONCENTRATION= ?
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min)
-------------------------
(in/hr)
-------------------------------------
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
0.7125
5.65
1207.687
i20
1687.687
0.024969
10
0.7125
4.4
1881
240
1641
0.037672
15
0.7125
3.7
2372.625
360
2012.625
0.046203
20
0.7125
3.25
2778.75
480
2298.75
0.052772
25
0.7125
2.85
3045.937
600
2445.937
0.056150
30
0.7125
2.6
3334.5
720
2614.5
0.060020
35
0.7125
2.35
3516.187
840
2676.187
0.061436
40
0.7125
2.2
3762
960
2802
0.064325w--4(-
45
0.7125
2
3847.5
1080
2767.5
0.063533
50
0.7125
1.85
3954.375
1200
2754.375
0.063231
55
0.7125
1.75
4114.687
1320
2794.687
0.064157
60
0.7125
1.63
4180.95
1440
2740.95
0.062923
70
0.7125
1.44
4309.2
1680
2629.2
0.060358
80
0.7125
1.3
4446
1920
2526
0.057988
90
0.7125
1.2
4617
2160
2457
0.056404
100
0.7125
1.1
4702.5
2400
2302.5
0.052858
110
0.7125
1
4702.5
2640
2062.5
0.047348
120
0.7125
0.9
4617
2880
1737
0.039876
_
` ^
~ - ^
`
'
��y&N���� w��"
��m��v�mnm m�
1)E,4 ELOP f- c�
MASS DIAGRAM
METHOD
for
DETENTION VOLUMES
PROJECT:
WEBERG `
COMMENTS:
10 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS)
RATIONAL
EQUATION: Q
= CIA
C =
0.85
A(area)
= 1,94
TIME OF CONCENTRATION
=
? -
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min)
(in/hr)
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
1.649
5.65
2795.055
330
2465.055
0,056589
10
1.649
4°4
4353.36
660
3693.36
0.084787
15
1.649
3.7
5491°17
990
4501.17
0.103332
20
1.649
3.25
6431,1
1320
5111.1
0.117334
25
1.649
2.85
7049.475
1650
5399.475
0.123954
30
1.649
2~6
7717.32
1980
5737.32
0.131710
35
1.649
2.35
8137.815
2310
5827.815
0.133788
40
1.649
2.2
8706.72
2640
6066.72
0.139272
45
1.649
2
8904.6
2970
5934.6
0.136239
50
1.649
1.85
9151.95
3380
5851.95
0.134342
55
1.649
1.75
9522.975
3630
5892.975
.135284
60
1.649
1.63
9676.332
3960
5716.332
0.131228
70
1.649
1,44
9973.152
4620
5353.152
0.122891
80
1.649
1.3
10289.76
5280
5009.76
0.115008
90
1.649
1^2
10685.52
5940
4745.52
0.108942
100
1.649
1.1
10883.4
6600
4283.4
0.098333
110
1.649
1
10883.4
7260
3623.4
0.083181
120
1.649
0.9
10685.52
7920
2765.52
0.063487
NA'
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