HomeMy WebLinkAboutDrainage Reports - 07/17/2006Pit0P=TT OF
City of Ft. Collins oproved Plans
Approved By - --N-=
Date 7-/ 2 -c L-
Addendum to Drainage and Erosion Control
Report for
Harmony School Shops-41h Filing
u..,.... --A r ...
J
J R ENGINEERING
Addendum to Drainage and Erosion Control
Report for
Harmony School Shops-4"' Filing
Prepared for:
CFM Realty
209 S. 19" St., Suite 500
Omaha, NE 68102 .
Prepared by:
JR Engineering
2620 E. Prospect Road, Suite 190
Fort Collins, CO 80525
July 7, 2006
t
' July 7, 2006
' J•R ENGINEERING
A Westrian Company
Mr. Basil Hamdan
t City of Fort Collins
Stormwater Utility
700 Wood Street
tFort Collins, CO 80521
RE: Addendum to Drainage and Erosion Control Report For Harmony School Shops — 4' Filing
' Dear Basil:
' We are pleased to submit to you for your approval this proposed addendum to Drainage and
Erosion Control Report for Harmony School Shops — 4' Filing. This addendum covers the storm
system revisions to Lots 7 and 6 of the Harmony School Shops 4`h Filing. All computations
' within this report have been completed in compliance with the City of Fort Collins Storm
Drainage Design Criteria.
' We greatly appreciate your time and consideration in reviewing this addendum. Please call if
you have any questions.
' Sincerely,
1
F
Prepared by,
Erika Schneider
Project Engineer
Attachments
Reviewed y,
/ect
Sparone, P.E.
anager .
' 2620 Fast Prospea Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970-491-9984 • w jrengineering.wm
I
LOCATION
' The proposed improvement consists of revising the storm system that runs from an area inlet located
at the southeast comer of Lot 6 north to the detention pond and is for the purpose of providing storm
' water relief for Lots 7 and 6. Attached is the proposed drainage plan showing the revisions to Lots 7
and 6.
' PROJECT
' Drainage for Lots 7 and 6 of the 4' Filing was addressed in the "Drainage and Erosion Control
Report, Harmony'School Shops 0 Filing, Fort Collins, Colorado, revised October 3, 2003." The
only basin affected by the Lot 7 and 6 revisions is sub -basin 112.
' The purpose of this addendum is to provide storm water relief to the future development of Lots 7
and 6 that lie in the southeast corner of the Harmony School Shops 4t' Filing. The area of Lots 7 and
' 6 continues to be defined as sub -basin 112 for analysis in this addendum. The revision to Lots 7 and
6 includes a reduction in paved area and increase in landscape and roof areas causing the percent
imperviousness of sub -basin 112 to decrease from 73% to 70%. Therefore, from this analysis, there
' is a 0.4 cfs decrease in runoff during the 10-yr storm event and a 1.4 cfs decrease in the 100-year
storm event for sub -basin 112. Rational Method calculations for this sub -basin are included as an
attachment.
' In addition, the proposed storm system design has been slightly modified with this addendum. Per
the client's request, the storm system located on the east side of the subject site was "upsized" to
' potentially accommodate stormwater runoff generated by future improvements that may be
constructed on the parcel located east of Lot 6. The pipe upsizing has been proposed to provide an
alternative drainage option for the adjacent property. It should be noted that the inlet at DPI is
' flooding at an elevation of 4959.51'. The future storm design of the adjacent property should
account for this overflow in their storm design. Also note, further analysis regarding existing
detention pond capacity and water quality will be the responsibility of the off -site property owner
and is not a part of this addendum. Storm system design should be reanalyzed upon completion of
the drainage analysis of the adjacent property.
' The proposed connection point for the off --site flow is manhole J-1 of the original design. The
revised design adds a type-16 grated inlet at J-1 and the down stream pipe sizes have been increased
to accommodate approximately 31 cfs of additional flow from the off -site, future development. Due
' to the increased pipe sizes, the inlet located at DP 12 was increased from a single, to a double type
16 grated inlet. The StormCad and inlet sizing calculations are included as an attachment.
' The proposed revisions for this site are in conformance with the drainage design as outlined in the
final drainage report.
I
CONCLUSIONS
' The proposed revisions have been designed with provisions for safe and efficient control of
stormwater runoff in a manner that will not adversely affect the downstream detention system. Due
to the fact that the attached calculations indicate a reduction in the 100-yr discharge to the
' aforementioned detention system when compared to the original report, it is evident that the
proposed revisions will have a positive impact on the proposed, stormwater management system.
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RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Timberline Village --revised Harmony School Shops 41h Filing
PROJECT NO: 39347.00--revised 39347.05
COMPUTATIONS BY: A. Kauffman --revised Erika Schneider
DATE: 5/14/2003--revised 0312212006
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt),
Sidewalks (concrete).
Roofs
Lawns (flat <2%, sandy soil).
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.10
0
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.ft)
ROOF
AREA
(sq.ft)
PAVED
AREA
(sq.ft)
SIDEWALK
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
101
3.34
145,470
28,135
78,674
13,568
25,093
0.80
80
102
1.43
62,268
4,190
32,062
6,317
19,699
0.68
67
103
1.95
84,971
0
1 48,142
5,243
31,585
0.63
63
104
0.78
33,817
0
26,548
3,377
3,892
0.85
88
105
0.27
11,888
0
8,724
Z258
906
0.89
92
106
1.15
50,208
7,782
22,354
9,559
10,512
0.77 -
- 7T__
107
0.19
8,465
0
3,852
819
3,794
0.57
55
108
3.15
137,043
4,511
93,821
8,061
30,650
0.76
77
109
0.67
29,136
0
23,700
Z861
2,576
0.87
91
110
0.30
13,207
0
8,196
4,255
756
0.90
93
ill
0.80
34,791
0
21,686
477
12,627
0.64
64
112
2.52
109,959
21,443
44,875
11,707
31,934
0.70
69
113
1.88
82,008
47,762
27,826
0
6,420
0.88
86
114
0.06
Z424
1,090
1,334
0
0
0.95
96
Equations
- Calculated C coefficients & % Impervious are area weighted
C=£(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
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JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Timberline Village --revised Harmony School Shops 41h Filing
PROJECT NO: 3934 7. 00--revised 3934 7. 05
COMPUTATIONS BY: A. Kauffman --revised Erika Schneider
DATE: 511412003--revised 0312212006
2 yr storm, Cf = 1.00
DIRECT RUNOFF
CARRYOVER
ITOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (2)
(cfs)
from
Design
Point
Q (2)
(Cfs)
Q(2)tot
(cis)
1
101
3.34
0.80
7.5
2.48
6.7
6.7
2
102
1.43
0.68
6.8
2.56
2.5
2.5
3
103
1.95
0.63
13.1
1.99
2.5
2.5
4
104
0.78
0.85
1 5.0
2.85
1.9
1.9
5
105
- 0.27
0.89
5.0
2.85
0.7
1
0.7
6
106
1.15
0.77
7.8
2.44
2.2
2.2
7
107
0.19
0.57
5.0
2.85
0.3
0.3
8
108
3.15
0.76
13.9
1.93
4.6
4.6
9
109
0.67
0.87
5.0
2.85
1.7
1.7
10
110
0.30
0.90
5.0
2.85
0.8
0.8
11
111
0.80
0.64
12.6
2.02
1.0
1.0
12
112
2.52
0.70
7.8
2.44
6.3
4.3
13
113
1.88
0.88
7.0
2.53
4.2
4.2
14
114
1 0.06
0.95
5.0
2.85
1 0.2
0.2
Q=CICiA
39347.05FLOW.xls
Q = peak discharge (cfs)
C = runoff coefficient
Cr = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (acres) I c 24.221 / (10+ tC) 0.71
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Timberline Village --revised Harmony School Shops 4th Filing
PROJECT NO: 3934 7. 00--revised 39347.05
COMPUTATIONS BY: A. Kauffman --revised Erika Schneider
DATE: 5/14/2003--revised 0312212006
10 yr storm, Cf = 1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (10)
(cfs)
from
Design
Point
Q (10)
(cfs)
Q(10)tot
(cfs)
1
101
3.34
0.80
7.5
.4.23
11.4
11.4
2
102
1.43
0.68
6.8
4.37
4.3
4.3
3
103
1.95
0.63
1 13.1
3.39
4.2
4.2
4
104
0.78
0.85
5.0
4.87
3.2
3.2
5
105
0.27
0.89
5.0
4.87
1.2
1.2
6
106
1.15
0.77
7.8
4.17
3.7
3.7
7
107
0.19
0.57
5.0
4.87
0.5
0.5
8
108
3.15
0.76
13.9
3.30
7.9
7.9
9
109
0.67
0.87
5.0
4.87
2.8
2.8
10
116
0.30
1 0.90
5.0
4.87
1.3
1.3
11
ill
0.80
0.64
12.6
3.45
1.8
1.8
12
112
2.52
0.70
7.8
4.17
7.4
7.4
13
113
1.88
0.88
7.0
4.32
7.2
7.2
14
114
0.06
0.95
5.0
4.87
0.3
0.3
Q=CrCIA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / (10+ te)0 7974
il:Rit1111.9aINPMMM
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Timberline Village --revised Harmony School Shops 41h Filing
PROJECT NO: 39347.00--revised 39347.05
COMPUTATIONS BY: A. Kauffman --revised Erika Schneider
DATE: 511412003--revised 0312212006
100 yr storm, Cf = 1.25
DIRECT RUNOFF
CARRY OVER
TOTAL
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
from
Design
Point
Q (100)
(cfs)
Q(100)tot
(cfs)
1
101
3.34
1.00
5.0
9.95
33.2
33.2
2
102
1.43
0.85
5.0
9.95
12.1
12.1
3
103
1.95
0.79
11.5
7.34
11.3
2
7.9
19.2
4
104
0.78
1.00
5.0
9.95
7.7
3
15.0
22.7
5
105
0.27
1.00
5.0
9.95
2.7
4,10
37.9
40.6
6
106
1.15
0.97
6.5
9.04
10.1
1
21.9
31.9
7
107
0.19
0.71
5.0
9.95
1.4
5,6
67.6
69.0
8
108
3.15
0.95
13.0
6.95
20.8
20.8
9
109
0.67
1.00
5.0
9.95
6.7
8
12.9
19.5
10
110
0.30
1.00
5.0
9.95
3.0
9
16.7
19.7
11
111
0.80
0.80
12.6
7.06
4.5
4.5
12
112
2.52
0.88
5.9
9.35
20.7
20.7
13
113
1.88
1.00
5.0
9.95
18.7
12
13.3
32.1
14
114
0.06
1.00
5.0
9.95
0.6
0.6
Q = C iA Q = peak discharge (cfs) C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
39347.05FLOW.xls
A = drainage area (acres)
i = 84.682 / (10+ tc) y"
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