HomeMy WebLinkAboutDrainage Reports - 07/06/1988Final Drainage Report
for the
Charter Hospital of Fort Collins
Revised
July 6, 1988
TDINC
Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
303/226.4955
June 20, 1989
Ms. Susan Hayes
City of Fort Collins
Storm Water Utility
P.O. Box 580
Fort Collins, CO 80522
Re: Addendum to "Final Drainage Report
For the Charter Hospital of Fort
Collins", Revised July 6, 1988
Dear Ms. Hayes:
The purpose of this letter is to document some minor grading
revisions to the detention pond at the southeast corner of the
Charter Hospital site. The purpose for these revisions is to
accommodate the existing grading and landscaping while still
achieving the required levels of detention.
The attached calculations and sketches show the required changes.
Basically, the berm at the southeast corner will be raised
approximately 0.6'to elevation 47.6 and the water surface
elevation will be raised 0.6' to an elevation of 46.6. This
new elevation will give a design storage of 0.96 ac-ft versus a
required storage of 0.89 ac-fit.
The outlet structure will also be slightly modified to still
control the 10 and 100 year release rates. The orifice size for
the 10 year storm will decrease from 8" to 7.3" and for the 100
year storm will decrease from 11" to 10.8".
The temporary street detention pond will be constructed to the
original design.
If you have any questions please contact us.
Ted A. Borstad
enc: Calculations and sketch
cc: Perl Tinio, Nobles and Associates
Other Offices: Vail, Colorado 303/476-6340 • Colorado Springs, Colorado (719) 598-4107
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1
FINAL DRAINAGE REPORT
FOR
CHARTER HOSPITAL OF FORT COLLINS
'
PREPARED FOR:
CHARTER MEDICAL CORPORATION
577 MULBERRY STREET
P.O. BOX 209
MACON, GA 31298
PREPARED BY:
' RBD, INC. ENGINEERING CONSULTANTS
2900 SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO 80525
E
Ll
1
1
INDEX
INTRODUCTION 1
LOCATION
DESCRIPTION
SITE DESIGN 2
CONCLUSIONS 2
REFERENCES 4
APPENDIX
VICINITY MAP
Al
10 YEAR STORM DETENTION VOLUMES
A2
(PROPOSED SITE)
100 YEAR STORM DETENTION VOLUMES
A3
(PROPOSED SITE)
100 YEAR STORM DUEL RELEASE RATE
A4
DETENTION VOLUMES (PROPOSED SITE)
100 YEAR STORM (0.2 cfs/acre)
A5
DETENTION VOLUMES
(TEMPORARY STREET DETENTION POND)
POND VOLUME
A6
POND OUTLET STRUCTURE
A7
100 YEAR DEVELOPED
A8
(SUB -BASIN CALCULATIONS)
CONCRETE PIPE OUTLET CONTROL
A9
(UNDER DRIVE ENTRANCE)
NORTH POND VOLUME CHECK
A10
GRADING AND DRAINAGE PLAN
POCKET
' INTRODUCTION
' LOCATION
The proposed Charter Hospital of Fort Collins will be located in
' the Northwest corner of the Northeast corner of Section 5,
Township 6 North, Range 69 West of the 6th Principal Meridian in
Fort Collins, Colorado. More specifically this site is just
South of Harmony Road and about 1/3 mile west of County Road 9.
This 11.8+ acre site is within McClelland's Basin and is located
as part of sub -basin 216 from the McClellands Basin Master
Drainage Plan, by Greenhorn and O'Mara. This sub -basin, accord-
ing to the SWMM Model within the above report, is to drain into
gutter number 36 which drains into gutter number 32 and finally
' into McClellands Basin drainageway. More detailed drainage pond
locations and criteria for this site can be found in the Master
Drainage Study for Wild Wood Farm, by RBD, Inc., June 1988.
DESCRIPTION
The property for this site is currently irrigated farm land.
Three concrete irrigation ditches or laterals exist within this
site, two in a west -east flow direction and one flowing both
north and south from a highpoint about 185' south of the north
property line, see plan in pocket. The most northerly ditch, the
Spring Canyon Ditch, is by far the largest with its function
mainly to transport flows through this site. The other two
laterals service this area for irrigation water. This water,
' after spilling from the laterals flows in a southeast direction.
Charter Medical Corporation is developing this site into a health
care facility consisting of one building, parking lots and large
grassed areas (see plan in pocket). One of the irrigation
laterals will be relocated, as shown on the above mentioned plan,
' to avoid conflict with a parking area. The flows from this
developed site will continue in the same general direction as
historic except that they will be intercepted by a detention pond
and released at a specified release rate that will be explained
in more detail later in this report. The pond will be located at
the southeast corner of this property. A second pond will be
constructed for a small section of collector street that is on
' the east side of this site. This pond will be temporary until
full buildout of the Wild Wood Farm area which would create a
permanent street detention facility. This permanent pond is ex-
plained in the Master Drainage Study for Wild Wood Farm by RBD,
Inc. Engineering Consultants submitted to the City concurrent
with this report. Two small areas flow undetained into the
Spring Canyon Ditch. These areas are Basins "F" and "G" which
' are included in the Appendix calculations on Page A8. Histori-
cally these Basin areas drained into the same ditch.
i-7
' According to criteria set forth in the above mentioned Master
Drainage Study for Wild Wood Farm, a dual release rate is
required by the City of 0.2 cfs/acre for a 10 year storm and 0.5
' cfs/acre for a 100 year storm. The calculations for the 10 year,
100 year and 100 year dual release rate are shown in the
Appendix. The on -site 10 year storm calculations show that a
' 20,100 cu. ft. pond is required and that a 37,500 cu. ft. pond is
required for a 100 year storm. The pond outlet structure, shown
on page A7, was designed according to the pond volume graph on
page A6. Ultimately this pond will discharge into the curb and
' gutter of Corbett Drive at the south end of the property. The
pond north of the driveway is an extension of the pond at the
southeast corner and does not have a controlled release.
' The temporary street detention pond was designed for a maximum
release rate of 0.2 cfs/acre during a 100 year storm. The lower
' release rate eliminates the need for a dual release rate struc-
ture and allow ease of construction. The volume difference is
0.025 acre-feet between the 0.5 cfs/acre and 0.2 cfs/acre, as
shown by on the calculations in the Appendix. Both ponds release
at existing grade and therefore continue to flow in the same
general direction as historic flows.
' Onsite pipes and inlets were designed according to the flows
determined in the sub -basins shown on the plan in pocket. The
calculations conform to City specification and are located in
' appendix, pages A8-A10.
The drainage analysis has been based upon the future building,
parking areas and pool being impervious.
' CONCLUSIONS
1. An on -site detention pond is to be constructed with a
dual
'
release rate of 0.2 cfs/acre for the 10 year storm and
0.5
cfs/acre for the 100 year storm. This dual release
rate
produces a 10 year pond storage of 20.100 cu. ft. and a
100-
'
year pond storage of 37.500 cu. ft.
2. The temporary street detention pond is designed for
a
release rate of 0.2 cfs/acre during a 100 year storm.
The
difference in volume, for this small section,of street,
be-
'
tween the 0.2 cfs/acre and 0.5 cfs/acre release rate is
very
minor.
'
3. All onsite pipes and inlets are designed according to
specification.
City
2
I
The construction of drainage facilities designed in this report
will satisfy City Storm Drainage specification and allow
stormwater to pass through this site in a safe and controlled
manner_
Sincerely,
RBD, Inc.
1
Ted A. Borstad, P.E.
'
Project Manager
'
Brian Cole, P.E.
Project Engineer
3
REFERENCES.
1. City of Fort Collins Storm Drainage Design Criteria and Con-
struction Standards by City of Fort Collins, May, 1984.
2. Master Drainage Study for Wild Wood Farm, by RBD Inc. En-
gineering Consultants, June 1988, (Not approved at time of
this report).
3. McClellands Basin Master Drainage Plan, by Greenhorn and
O'Mara Inc., June 20, 1986.
4. Urban Storm Drainage Criteria Manual, Volume 2, Section 5,
by Wright -McLaughlin Engineers; Denver, Colorado, March
1969.
4
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VICINITY MAP
�� ������ ��D�
w�m YEAR ��N���mm�u
MAqS DIAGRAM METHOD
for
DETENTION V�LUnES
PROJECT: CHARTER HOSPITAL OF FORT COLLINS
COMMENTS: 10 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) =
RATIONAL EQUATION: Q = CIA
C=
0.43
A(area) =-
TIME OF CONCENTRATION = ?
TIME CA
(min)
5
4.7386
10
4.7386
15
4.7386
20
4.7386
25
4.7386
30
4.7386
35
4.7386
40
4.73G6
45
4.73(36
50
4.7386
55
4.7386
60
4.7386
7i)
4.7386
80
4.7386
90
4.7386
100
4.7386
110
4.7386
120
4.7386
2-2
11.02
I
INFLOW
OUTFLOW
STORAGE
(in/hr)
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5.65
8031.927
660
7371.927
0.169236
4.4
12509-90
132011189.90
0.256884
3.7
15779.53
1980
13799.53
0.316793
3.25
18480.54
2640
15840.54
0.363648
2.85
20257.51
3300
16957.51
0.389290
2.6
22176.64
3960
18216.64
0.418196
2-35
23384.99
4620
18764.99
0,430784
2.2
25019.80
5280
1973q.80
0.453163
2
25588.44
5940
19648.44
O.451066
1.85
26299.23
6600
19699.23
0.452232
1.75
27365.41
7260
20105.41
0.4615564-*
1.63
27806.10
7920
19886.10
0.456522 0"E
1.44
28659.05
9240
19419.05
0.445800 zlc)/oo
1.3
29568.86
10560
19008.86
0-436383
1.2
30706.12
11880
18826.12
0.432188
1.1
31274.76
13200
18074.76
0.414939
1
31274.76
14520
16754.76
0.384636
0.9
30706.12
15840
14866.12
0.341279
� ���"����� ��0�
� m�� m��n� ��m��n�m�
MASS DIAGRAM METHOD
N� for
�
DETENTION VOLUMES
PROJECT: CHARTER HOSPITAL OF FORT COLLINS
COMMENTS- 100 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) =
RATIONAL EQUATION: Q = CIA
C = 0.54�/ A(area) =
TIME OF CONCENTRATION =
?
TIME
CA
I
INFLOW
(min)
(in/hr)
(cu ft)
~~
5
5.9508
9
16067.16
N�
10
15
5,9508
5.9508
7.3
6
26064.50
32134.32
�
n�
2O
5.9508
5.2
37132.99
25
5.9508
4.6
41060.52
30
5.9508
4.15
44452~47
N�
35
5.9508
8
47487.38
40
5.9508
3.5
49986.72
N�
45
50
5.9508
5.9508
3.25
3
52218.27
53557.2
�
55
5.9508
2.8
54985.39
60
5.9508
2.6
55699.48
N�
7j
5.9538
2.3
57484.72
�
m�
80
5.9508
2.05
58555.87
90
5.9508
1.85
59448.49
100
5.9508
1.7
60698.16
5.9508
1.55
60876.68
120
5.9508
1.45
62126.35
/pJc.
-7 -7-���
�
5.51�
11,02
OUTFLOW STORAGE
(cu ft) (cu ft} (ac ft)
1653 14414.16 0.330903
3306 22758°50 0.522463
4959 27175.32 0.623859
6612 30520.99 0.700665
8265 32795.52 0.752881
991834534.47 0,792802
11571. 35916.38 0.824526
13224 36762.72 0.843955
14877 37341.27 0.857237+-��
16530 37027.2 0.850027
18183 36802.39 0.844866 '37,500
19836 35863.48 0.823312
23142 34342.72 0.788400
26448 32107.87 0.737095
29754 29694.49 0.681691
33060 27638.16 0-634484
36366 24510.68 0.562687
39672 22454.35-0.515480
A3
��� `����� STORMDUAL RELEASE �����
m�� m���� �Nv��n�n����� �������� ���0�
MASS DIAGRAM METHOD
for
DETENTION VOLUMES
COMMENTS: 100 YEAR STORM
MAXIMUM ALLOWABLE RELEASE (CFS) =
RATIONAL EQUATION: Q = CIA
I C =
0.54
TIME OF CONCENTRATION =
2.2 efs
A(area)
m
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(min>
(in/hr)
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
5.9508'
9
16067.16
660
154�7.16
0,353699
10
5.9508
7.3
26064.50
1320
24744.50
Q.568055
15
5.9508
6
32134.32
4959
27175.32
0.623859
20
5.9508
5,2
37132.99
6612
30520.99
0.700665
25
5.9508
4.6
41060.52
8265
32795.52
0.752881
30
5.9508
4.15
44452.47
9918
34534.47
0.792802
35
5-9508
3,8
47487.38
11571
35916.38
0.824526
40
5.9508
3.5
49986.72
13224
36762.72
0.843955
45
5.9508
3.25
52218.27
14877
.857237
50
5.9508
3
53557.2
16530
37027.2
0.850027
55
5.95{)S
2.8
54985.39
18183
36802.39
0.844866
60
5.9508
2.6
55699.48
19836
35863.48
0.823312
70
5.9508
2.3
57484.72
23142
34342.72
0.788400
80
5,9508
2.O5
58555.87
26448
32107.87
0,737095
90
5.9508
1.85
59448.49
29754
29694.49
0.681691
100
5.9508
1.7
60698.16
33060
27638.16
0.634484
110
5.9508
1.55
60876.68
36366
24510.68
4.562687
120
5.9508
1.45
62126.35
39672
22454.35
0.515480
A4
��� `����Y�
m�p� n��u�om
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"�mn�wmm� x�w��w�x�~_"�v
MASS DIAGRAM
METHOD
for
DETENTIONVOLUMES
PROJECT:
WILD WOOD FARM (TEMPORARY
STREET DETENTION POND)
COMMENTS:
100 YEAR STORM
-�
MAXIMUM ALLOWABLE
RELEASE (CFS)
0.14
'+
�_c"-zc��/,Ncms
RATIONAL
EQUATION: Q =
CIA
C
1
A(area)
=0.72
'
TIME OF CONCENTRATION
=
?
Z
c�-��
� �*�Ek Ak��
w��
TIME
CA
I
INFLOW
OUTFLOW
STORAGE
(/nin>
(in/hr)
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
0.72
9
1944
42
1902
0.043663
10
0.72
7.3
3153.6
84
3069.6
0.070468
15
0.72
6
3888
126
3762
0,086363
20
0.72
5.2
4492.8
168
4324.8
0.099283
25
0.72
4.6
4968
210
4758
0.109228
30
0.72
4.15
5378.4
252
5126.4
0.117685
35
0.72
3.8
5745.6
294
5451.6
0.125151
40
0.72
3.5
6048
� 336
5712
0.131129
45
0.72
3.25
6318
378
5940
0.136363
50
0.72
3
6480
420
6060
0.139118
55
0.72
2.8
6652.8
462
6190.8
0.142121
60
0.72
2.6
6739.2
504
6235.2
0.143140
70
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