HomeMy WebLinkAboutDrainage Reports - 11/15/2014' October 29, 2014 INTERWEST C O N S U L T I N G G R O U P
P
' Mr. Wes Lamarque ' City of Ft. Collins ove¢jPlar°;
City of Fort Collins roved By
' Storm Water Utility
700 Wood Street
Fort Collins, CO 80522
Re: Woodward Technology Center Headquarters Building —Minor Amendment
' ICG Project No. 1064-108-01
Dear Wes,
Please accept the following letter on behalf of Woodward, Inc. to demonstrate the site's
compliance with the previously approved Final Drainage Report Woodward Technology Center
tPhase I Improvements, as prepared by Interwest Consulting Group, dated April 14, 2014.
Woodward, Inc. is proposing to change the building configuration of the Headquarters (HQ)
' building by removing the future expansion (previously located just southeast of building).
Woodward is also proposing to change the configuration of the Headquarters parking lot and
remove the turnaround portion of the drive aisle off of Lemay and south of HQ. Finally,
' sidewalks in the area were adjusted.
' Because of these changes, basins C-7 through C-9, and C-12 through C-16 have been updated
and the flows in Storm System 1 have been modified. Please refer to the attached updated
Hydrologic spreadsheet, Drainage Plan and Street and Inlet Capacity sheets 2 and 3. The flows
in Storm System 1 have been updated in the StormCAD software. Inlet calculations and
Infiltration ponds have also been updated. Please see attachments for all updated analysis.
' Sub -basin C-7 is 2.07 acres and no longer includes the future expansion of the Headquarters
building or the turnaround located south of the building. A portion of the Headquarters parking
lot was added to this area from basin C-8. Flow from this basin will be collected in two
' infiltration ponds configured in series. Overflow of the upper pond will occur at an elevation of
4940.5 ft at the depression in the sidewalk.. Overflow of the lower pond will occur at an
elevation of 4938.5 ft. During the 10-year storm event, 0.6 cfs will overtop at a time of 180
' minutes. During the 100-year storm event, 5.6 cfs will overtop at a time of 30 minutes. Flow
will overtop to the existing pond for further water quality treatment. Basin C-7 also contains an
overflow curb cut and flow path for overland relief of basins C-5, C-6, C-12 and C-13.
1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550
TEL. 970.674.3300 • FAX. 970.674.3303
' Mr. Wes Lamarque
October 29, 2014
Page 2 of 3
Sub -basin C-8 is 0.76 acres and accepts system overflow from storm system 1 at design point c9.
This basin no longer includes infiltration pond c8. Flow will overtop the curb at an elevation of
' 4938.88 and then sheet over the walk and fire access road to the depressed area which tops at
elevation 4937.7 ft and flows to the existing pond for further water quality treatment. This
overflow path provides relief of storm system overflow from design point c9.
' Sub -basin C-9 is 1.65 acres and includes a potential future parking lot area. Flow from this
basin and overflow from design point c14 will be collected in a 10' Type R sump inlet located at
' design point c9 and be conveyed via storm system 1 to the existing pond for water quality
treatment. It is expected that about 85.5 cfs of flow from the 100-year event will overflow from
' this area and travel through the overflow path in basin C-8. Please refer to Cross -Section B-B in
the appendix for analysis of the overflow in the drive aisle.
Sub -basin C-12 is 0.77 acres and includes a portion of the parking lot of the Headquarters
building. Flow from this basin and carryover flow from design point c13 will be collected in a
10' Type R sump (4" depth) inlet located at design point c12 and be conveyed via storm system
1 to the existing pond for water quality treatment. Carryover flow from this inlet and the 100-
year overflow will travel south in the curb and gutter of the drive aisle to a curb cut at design
point c7.. It is expected that about 14.9 cfs from the 100-year event will overflow from this inlet
and travel to design point c7. _
Sub -basin C-13 is 1.49 acres and includes the Headquarters building and proposed parking lot
' adjacent to the building. Flow from this basin will be collected in a 10' Type R sump (4" depth)
inlet located at design point c13 and be conveyed via storm system 1 to the existing pond for
water quality treatment. Carryover flow from this inlet will be collected in infiltration pond c13
' and then overtop and travel south in the curb and gutter of the drive aisle design point c12.
Cross-section A -A has been- analyzed to ensure that the flow in this area will not flood the
Headquarters building. Please refer to Cross -Section A -A in the appendix for analysis of this
cross-section.
Sub -basin C-14 is 1.13 acres and includes the Loop Road drive aisle. Flow from this basin and
' carryover flow from design point c17 will be collected in a 10' Type R on -grade inlet located at
design point c14 and be conveyed via storm system 1 to the existing pond for water quality
treatment. Carryover flow from this inlet will travel south in the curb and gutter of the Loop
' Road drive aisle to design point c9.
Sub -basin C-15 is 0.87 acres and includes the parking area to the west of the Loop Road and the
' north Lemay entrance intersection. Flow from this basin will be collected in two infiltration
ponds configured in series. Overflow of the upper pond will occur at an elevation of 4940.35 ft
and the lower pond at 4940.1 ft. During the 10-year storm event, 0.5 cfs will overtop at a time of
' 120 minutes. During the 100-year storm event, 5.4 cfs will overtop at a time of 10 minutes.
Flow will travel south in the curb and gutter of Loop Road drive aisle to design point c14.
0
' Mr. Wes Lamarque
October 29, 2014
Page 3 of 3
' Sub -basin C-16 is 0.45 acres and includes the landscape area adjacent to Lincoln Avenue just
south of the north entrance. Flow from this basin and from basins C-17 through C-19 will be
collected in the redesigned infiltration pond C 16. Overflow of the pond will occur at an
elevation of 4940.3 ft. During the 10-year storm event, 1.0 cfs will overtop at a time of 180
minutes. During the 100-year storm event, 13.3 cfs will overtop at a time of 14 minutes. Flow
' will travel south in the curb and gutter of Loop Road drive aisle to design point c14.
The proposed revisions to Storm System 1 and the infiltration ponds have been designed with
' provisions for safe and efficient control of stormwater runoff in a manner that is in substantial
conformance with the previously approved Final Drainage Report. The attached calculations
indicate a negligible difference in flows to Storm System 1 when compared to the original
' design; therefore, it is evident that the proposed revisions have a minimal impact on the proposed
Storm System 1 and the previously approved design is assumed adequate. Please refer to the
' attached Street and Inlet Capacity sheets for further information.
We appreciate your time and consideration in reviewing this submittal. If you have any
' questions or comments please contact me at (970) 460-8487.
Sincerely,
' Robert Almirall, P.E.
Colorado Professional Engineer 33441
' Attachments
PA TRICKSUBO/V/S/ON L" NORMLEMAYSUBO/V/S'/ON \ ~4� HALEY, W I i ODELL BREW/NO COMPANY F/RSTFR/NG VANN'ORKS
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NOTES:
1. HOWNILOMR ON
ANDERDPLAINNSULTI GENGITION
ADDENDUM CONSULTING ENGINEERS CLOMR
ADDENDUM GATED APRIL 14. 2014.
2. SEE SHT OTS FOR.NFILTRAPON POND TYPICAL
u,
DETAIL AND GRAVEL-. ENCH MINIMUM DIMENSIONS.
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CALL UTILITY NOTIFICATION
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CENTER OF COLORADO.
DATE 10/29/14
'
I811
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DESCRIPTION
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53.2' 29.6' 54.5'
0100=22.5 CFS
DEPTH=0.43 FT
HQ HP=41.85
FF=41.75 f
FG=40.7/ ' FG=40.8
CROSS-SECTION A -A
N.T.S.
10.5'
44.4' 28.0' 52.2'
Q100=85.8 CFS
DEPTH=0.95 FT FG=39.1
FG=40.0 / TBC= 38.88
T o7. l ,TBC=38.20 . ,.
FG=38.78
FL=38.38
FL= 37.70
CROSS-SECTION B-B
N.T.S.
Q100(+33%)=12.5 CFS
DEPTH=1.15 FT
S4010F 9.18,
�gR�FS SLOPE VARIES
2' MAX 2' MAX
4:1 MAX
SOFT PAN
CROSS-SECTION C-C
N.T.S.
Q100(+33%)=4.4 CFS
DEPTH=0.78 FT
S4OpF 6.21'
�gR�FS SLOPE VARIES
1' MAX = 1' MAX
4:1 MAX 4:1 MAX
SOFT PAN
CROSS-SECTION D-D
N.T.S.
DRAINAGE SUMMARY TABLE
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CALL UTILITY NOTIFICATION
CENTER OF COLORADO
811
DATE 10/29/14
Q&U 2-BUSNESS DAYS IN ADVANCE
B60RE YOU DIG. GRADE, OR EKCAVATE
FM THE 4MKING OF UNDERGROUND
REV
No.
DATE
BY
WDABER U111JilES.
i O D DE4CRI ON
N/A
SCALEM: N/A
dBYSCALE(H):
DESIGNED BY: SB
'.
CHECKED BY: RA
-
CITY OF FORT COLLINS, COLORADO
UTILITY PLAN APPROVAL
APPROVED:
Ott EHJHEFA DAIS
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d' E" �1�•f'p
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CHECKED BY:
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CHECKED BY:
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CHECKED BY:
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CHECKED BY:
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PROJ. N0. 116410801
DRN-
9
SUMMARY
DRAINAGE SUMMARY TABLE
Dealgn
Point
Tributary
Sub4aain
Area
(ee)
C (2)
C (10)
C (100)
to (2)
(min)
to (10)
(min)
to (100)
(min)
0(2Jtot
(cfs)
O(10)W
(cta)
D(T00)tnt
(cfs)
DRAINAGE
STRUCTURE
IREMARKS
a2
A-2
1.68
0.63
0.63
0.78
9.4
9.4
8.0
2.4
4.1
11.1
type r Inlet
a3
A-3
0."
0.68
0.68
0.85
10A
10.4
9.3
0.7
1.1
3.0
r Inlet
a4
A-4
0.52
0.81
0.81
1.00
9.7
9.7
8.4
1.0
1.6
4.4
Back Porch
e5
AS
0.57
0.51
0.51
0.63
8.0
8.0
7.2
0.7
1.2
3.2
infiltration pond
a6
A-6
1.82
0.31
0.31
0.39
8.2
8.2
7.7
1.4
2.3
6.1
swdle to typec inlet
a7
A-7
1.19
0.29
0.29
0.36
10.6
10.6
10.1
0.7
1.3
3.3
$"to
88
A-8
1.18
0.67
0.67
0.83
14.6
14.6
13.5
1.5
2.5
6.7
infiltration Pond
bt
BA
12.36
0.79
0.79
0.99
13.6
13.6
7.6
19.0
32.5
104.8
Future Phases
b2
B-2
3.19
0.79
0.79
0.99
13.6
13.6
7.6
4.9
8.4
27.1
infiltration Pond
b3
B-3
1.59
0.79
0.79
0.99
5.0
5.0
5.0
3.6
6.1
15.6
infiltration Pond
c1
C-1
19.63
0.10
0.10
0.13
18.3
18.3
18.3
3.5
5.9
15.1
ex pond -
r2
C-2
1.28
0,59
0.59
0.73
10.5
10.5
9.5
1.6
2.8
7.4
conveyance wale
c3
C-3
0.62
0.25
0.25
0.31
8.4
84
8.0
0.4
0.6
1.6
Conveyance sale
c4
Cd
2.92
0.78
0.78
0.98
12A
12.6
11.3
4.6
7.9
21.1
infiltration pond
c5
C-5
0.83
0.77
0.77
0.96
5.7
5.7
5.0
1.7
3.0
7.9
infiltration Pond
c6
C-6
0.89
0.72
0.72
0.90
5.6
5.6
5.0
1.7
3.0
8.0
infiltration pond
c7-
C-7
2.07
0.49
0.49
0.62
5.0
5.0
5.0
2.9
5.0
12.7
infiltration pond
c8'
C-8
0.76
0.23
0.23
0.28
11.6
11.6
11.6
0.4
0.6
1.6
sheet to wet pond
c9'
C-9
1.65
0.56
0.56
0.69
7.5
7.5
6.6
2.3
3.9
10.3
type r inlet
c10
C-10
0.20
0.74
0.74
0.92
5.0
5.0
5.0
0.4
0.7
1.8
typerinlet
c11
C-11
0.53
0.57
0.57
0.71
L3
7.3
5.9
0.7
1.3
3.5
type r inlet
c12'
C-12
0.77
0.71
0.71
0.89
5.0
5.0
5.0
1.6
2.7
6.8
type r inlet
c13'
C-13
1.49
0.82
0.82
1,00
&0
5.0
5.0
3.5
6.0
14.9
typerinlet
c14'
C-14
1.13
0.64
0.64
0.80
10.6
10.6
8.1
1.6
2.7
7.6
type r inlet
c15'
C-15
0.87
0.55
0.55
0.69
5.0
5.0
8.9
1.4
2.3
4.9
infiltration Pond
c16'
C-16
0.45
0.34
0.34
0.42
10.3
10.3
9.2
0.3
0.6
1.5
infiltration pond
c17
C-17
0.73
0.83
0.83
1.00
5.0
5.0
5.0
1.7
3.0
7.2
type r inlet
d8
C-18
0.80
0.62
0.62
0.77
9.1
5.0
5.0
1.1
2.4
6.1
typerinlet
c19
CAB
0.53
0.64
0.64
0.80
7.2
5.6
5.0
0.9
1.6
4.2
Infiltration pond
c20
C-20
1.61
0.73
0.73
0.91
6.2
5.0
5.0
3.1
5.7
14.6
type r inlet
c21
C-21
2.15
0.20
0.20
0.24
13.7
13.7
13.7
0.8
1.4
3.6
linfiftration pond
c22
C-22
0.95
0.80
0.80
1.00
5.0
5.0
5.0
2.2
3.7
9.5
area inlet
c23
C-23
0.22
0.95
0.95
1.00
1 5.0
5.0
SO
0.6
1 1.0
2.2
trench drain
c24
C-24
1.95
0.63
0.63
0.79
6.4
6.4
5.4
3.2
5.5
14.7
infiltration pond
c25
C-25
0.56
0."
0.44
0.55
5.5
1 5.5
5.0
0.7
1.2
3.1
infiltration Pond
c26
C-26
0.71
0.94
0.94
1.00
5.0
5.0
5.0
1.9
3.2
7.0
area inlet
c27
C-27
0.18
0.95
0.95
1.00
5.0
5.0
5.0
0.5
0.8
1.8
trench drain
c28a
C-28A
0.19
0.95
0.95
1.00
5.0
5.0
5.0
0.5
0.9
1.9
root drain
c286
C-28B
0.24
0.95
0.95
1.00
5.0
5.0
5.0
0.6
1.1
2.3
roofdrain
c28c
C-28C
0.69
0.95
0.95
1.00
5.0
5.0
5.0
1.9
3.2
6.9
roof drain
c28d
C-28D
0.50
0.95
0.95
1.00
5.0
5.0
5.0
1.4
2.3
5.0
Iroofdrain
c28e
C-28E
0.11
0.95
0.95
1.00
5.0
5.0
5.0
0.3
0.5
1.1
mofdrain
c28f
C-28F
0.15
0.95
0.95
1.00
1 5.0
5.0
5.0
0.4 1
0.7
1.5
area inlet
c2
C-28G
0.36
0.95
0.95
1.00
5.0
5.0
5.0
1.0
1.7
3.6
mofdmin
c281,
G28H
0.71
0.95
0.95
1.00
5.0
5.0
5.0
1.9
3.3
7.1
roof drain
c29a
C-29A
0.62
0.95
0.95
1.00
5.1
5.1
5.0
1.6
2.8
6.2
area inlet
c29b
C-298
2.89
0.95
0.95
1.00
5.0
5.0
5.0
7.8
13.4
28.7
future mof drain
051
OS-1
1.73
0.65
0.65
0.81
5.5
5.5
5.0
3.1
5.3
14.1
Back Porch
a3
A-3+A-4
0.97
0.75
0.75
0.94
10.1
10.1
8.8
1.6
2.7
7A
type r inlet
c17
C-17+C-19
1.26
0.75
0.75
0.94
5.0
5.0
5.0
2.7
4.6
11.8
type r Inlet
06
C-16 Mry C-19
2.51
0.63
0.63
0.79
12.5
12.5
10.0
3.2
5.5
15.5
infiltration pond
Qt
C-21+A5
2.72
0.26
0.26
0.33
12.1
12.1
11.6
1.5
2.5
6.5
infiltration nd
2
A-8+ -2
4.38
.53
0.53
15.5
15.5
14.7
4.2
7.2
18.9
in filtration po
'
Basins updated for Headquarters Building Minor Amendment
Page 8
Interwest Conwl0,, Group
RUNOFF COEFFICIENTS 6 % IMPERVIOUS
LOCATION: ffw nuANmdgw"no Building
PROJECT NO: 1164.10"1
COMPUTATIONS BY: a
OATS: 1012912014
Recommended Runoff Ccaffkiems from Table RPl1 of City of Fort Collins Design Chlerle
Recommended %Impervious from Table R0. of Urban Storm Drainage Criteria Manuel
Runoff %
weffident ImPSMoua
C
Stream perking tots (asphalt): 0.95 100
Skewalks(cprcreta): 0.96 90
Roofs: 0.95 90
Growl: 0.50 40
Landscape Area& 0.05 0
ama•aaaaaao
mma•aaa®®ao
maa•a�®same
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maa•aaaoomo
cam®®aaaaao
Nonm®
nwpssaap"-=a�����m�®tea®
w"Rern"Tw
Kill
Emma=
MOM
Ebu.W
-CekLlatad C weffkMnol 6 %InWWV pus are area weighted
C•L(CI Ai)I At
Ci = runoff wefflciem for apeciTc area, At
At = areas Of soda. with runoff coefficient of Cl
n = number of different surfaces W consider
At - WWI area owr which C is applicable; ft am of ell A!
w.A'SFMROWA
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 YR
LOCATION: Woodward Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 10/3911014
2-yr storm Cf = 1.00
SUB -BASIN
DATA
INMAL/OVERLAND
TIME (d)
TRAVEL TIME/ GUTTER OR CHANNEL FLOW
(N)
to CHECK
(URBANIZED BASIN)
FINAL
to
REMARKS
DESIGN
PONIT
SUBBASIN(s)
(1)
Area
lac)
(2)
C
(3)
Leonn
(ft)
(4)
Slope
(%)
(5)
V
(min)
(a)
Length
It
(])
Slope
I%)
(a)
n
Manning
rough.
V.I.
(IVa)
(9)
0
(min)
(10)
1 tc=
ti+D
(11)
TctelL
In)
(12)
W-(V180)+10
(min)
(13)
(min)
(14)
e2
A-2
1.E8
0.03
20
2.0
3.1
530
0.50
0.010
1.4
6.22
SA
550
13.1
9.4
type r Inlet
a3
AJ
0.44
0.68
20
20
2.8
d50
0.50
0.016
1.4
7.62
104
a70
13.7
10.4
rivet
e4
A-4
0.52
0.81
20
2.0
2.0
660
0.50
Dole
1.4
7.74
9.7
coo
13.8
9.7
Back Porch
e5
AS
0.57
0.51
20
2.0
3.9
350
0.50
0.016
1.4
4.11
an
370
12.1
8.0
infiltration ond
a6
AS
1.82
0.31
20
2.0
5.2
250
0.50
0.016
1.4
2.93
6.2
270
11.5
8.2
Swale to . inbl
a7
A-7
1.19
0.29
20
20
5.4
234
0.50
0.030
0.8
5.15
10.6
254
11.4
10.5
wale
.8.
AS
1.18
0.67
20
2.0
2.9
1000
0.50
0.016
1.4
11.73
14.0
1020
15.7
14a
infiltration nd
El
B-1
12.35
0.79
300
1.0
10.0
350
1.66
0.030
1.5
3.99
14.0
050
13.5
13.8
E2
9-2
3.19
0.79
300
1.0
10.0
350
1.86
0.030
1.5
3.99
14D
050
13.5
/31
E3
B-3
1.59
0.79
20
2.0
2.1
75
0.50
0.018
1.4
0.88
29
95
10.5
5.0
c1
C-1
19.03
0.10
300
2.0
25.6
1200
1 2.00
D030
1.5
13.201
38.8
1500
18.3
18.3
ez portl wq
c2
C-2
1.28
0.59
20
2.0
3.4
456
1.00
0.030
1.1
7.08
10.5
476
12.9
10.5
cones nca seal.
.3
C-3
0.62
0.25
20
2.0
5.7
290
2.69
0.030
1.8
2.75
8A
310
11.7
0.4
cone nce sxele
C4
C-0
2.92
0.78
20
20
2.1
477
050
0.030
0.8
10A9
12.6
497
12.6
12.0
iofina80n M
c5
CS
Do
o.T/
75
1.2
6.0
130
4.02
0.020
3.2
0.157
5.7
205
11.1
5.7
infl"Non oaCi
c5
C4
O89
0.72
82
2.4
4.8
130
3.06
0020
2.8
0.77
5.0
212
11.2
5.9
infic Lion pond
C7
C-7
2.07
0A9
20
2.0
4.0
150
1.95
0.016
2.8
0.89
4.9
170
10.9
5.0
infiltration pond
ce
CS
D.76
0.23
125
24
13.6
161
2.85
0.030
1.6
1,48
16.1
286
11.0
11.11
sheet to wet pond
C9
C-9
IAS
0.5a
20
2.0
3.6
335
0.50
0.016
1.4
3.93
7.6
356
12.6
7.5
type rinlet
CID
C-10
0.20
0.74
10
2.0
1.7
76
0.71
0.016
11
0.77
2.5
88
10.5
5.0
,inlet
c11
G11
0.53
0.57
40
2.0
5.0
211
0.50
0.016
18
2.26
7.3
251
11.4
7.31"r
inlet
C12
C-12
on
0.71
20
20
2.0
180
2.22
0.016
3.0
1.00
3.8
200
11.1
So
type rinlet
03
C-13
IA9
0.02
20
2.0
i.e.174
2.47
0.016
02
0.92
2.8
19'
11.1
sn
one, rinlet
04
C-14
1.13
0.84
121
2.5
7.01
3WI
050
0016
1 A1
3.61
10.0
429
12.4
10.8
,inlet
cis
C-15
0.87
0.55
157
2.5
0.0
1't5
1.50
0.030
1.31
1.85
1.8
302
113
SO
infiltration no
CIE
C16
045
0.34
75
2.1
9A
30
Dw
0.030
0.8
0.66
10.3
105
10A
102
infHbetion pand
07
G17
0.73
0.83
113
2.2
0.0
132
o50
0.01a
1.4
1.54
1.5
2"
11A
5D
type rinlet
c18
C-18
0.60
082
119
2.0
7.8
10
0.50
0016
1A
1.231
9.1
224
11.2
9.1
npa ,inlet
C19
C-19
0s3
0.64
/9
2.2
4a
116
aw
0.030
0.8
2.601
7.2
167
10.9
7.2
infiltration pond
C20
C-20
1.61
0.73
of
1.9
44
255
1.32
0.016
2S
1.84
6.2
317
11.8
0.2
rinet
C21
1 C-21
2.15
0.20
20
2.0
an
651
1.18
0.030
1.2
9.32
15.3
671
13.7
13.7
infiltration ordl
.22
C-22
0A5
0.80
0
2.0
00
20
200
0.030
1.5
0.22
0.2
20
10.1
5.0
area inlet
.23
C-23
0.22
0.05
0
2.0
0.0
10
2.00
0030
1.S
0.11
0.1
10
IF
5.0
trench drain
C24
C-24
1A5
0.63
20
2.0
3A
150
0.50
0.030
0.8
3.30
6.4
170
1D.9
0.4
infoustcn Orondl
c25
C-25
0.50
0.44
20
2.0
4.4
50
0.50
0.030
0.8
1.10
5.5
70
10.4
5.5
infiltration to
c26
C-20
0.71
0.94
20
2.0
1.0
65
r.40
0.016
2.4
0.46
1.5
85
10.5
5.0
area inlet
c27
627
0.18
0.0
0
2.0
0.0
10
2.W
0030
1.5
0.11
0.1
10
10.1
5.0
trench drain
C28a
G28A
0.19
0.0
0
2.0
OD
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
roofdrain
c28E
C-28B
0.24
0.95
0
2.0
on
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
roof drain
c2ft
C-28C
059
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0A
10
10.1
So
roof drain
c28d
C-28D
0.50
0.95
0
2.0
0.0
10
0.50
0018
1.4
0.12
0.1
10
10.1
5.0
roof drain
C28e
G28E
0.11
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
roof drain
c2M
C-28F
0.16
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
area inlet
c2
C-28G
&W
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
roof drain
C29h
G28H
0+71
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0A
10
10.1
5.0
roof drain
.29a
C-29A
0.62
0.95
20
2.0
1.0
350
0.50
0016
1.4
4.11
5.1
370
12.1
5.1
area Inlet
.29E
C-29B
2.89
0.95
0
2.0
0.0
10
0.50
0.016
1.4
0.12
0.1
10
10.1
5.0
future roof drain
OS1
OS-t
1.73
0.115
20
2.0
3.0
300
1.00
0.016
2.0
240
5.5
320
11.8
5.5
Back Porch
a3
AJ+A4
0.97
0.75
20
2.0
2.3
650
0.50
0,016
1.4
T74
10.1
880
13.8
10.1
rinlet
c17
Gl]+C-19
1.20
075
4D
2.2
3.5
IN
to
0.016
1.4
1.38
4.9
10]
t0.9
5.0I
rinlat
c15
G1E Des C-19
2.51
0.03
119
2.0
7.5
/27
0.50
0.010
1.4
5.01
12.5
548
13.0
12.5
inf6tretl9n M
.21
C-21+A5
2.72
0.20
20
2.0
5.0
450
1.20
0.030
1.2
0.50
12.1
478
12.7
12.1
infil"Wn pmd
E2
A4+B-2
4.38
0.53
20
2.0
3.8
1000
0.50
0016
1.4
11.73
15.5
1020
15.7
15.5
iMOtretion M
EQUATIONS
tc=U+R
6 = [1.87 (1.1 - CC,) L06 I IS 1n
R = ee].
Velocity from Manning's Equation With R=01 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final It: = minimum of 0 + It and urbanized basin check
min. tc = 5 min. due to limits of OF curves
111-29-14 FOP FLOW.da
STANDARD FORM 9F•9 �
TIME OF CONCENTRATION - 10 YR
LOCATION: Woodward Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 10/19/2014
10-Pr storm CI = 1.00
SUB -BASIN
DATA
INITIM-10VERLAND
TIME
TRAVEL TIME I GUTTER OR CHANNEL FLOW
(a)
to CHECK
(URBANIZED BASIN)
FINAL
to
REMARKS
DESIGN
PONIT
SUBBASIN(a)
(1)
Ana
(ac)
(2)
O
(3)
Lockout
(it)
(4)
Slop*
(%)
(5)
0
(min)
(a)
Length
(ft)
(7)
Slope
(%)
(8)
n
Manning
tough.
V.I.
(fVa)
19)
1t
(min)
(10)
tc=
ti+tt
(11)
Total
(it)
(12)
to=(VINI-10
(min)
(13)
(min)
(14)
a2
A-2
1.68
0.63
20
2.0
3A
530
0.5
0,010
1.4
0.22
9,4
550
13.1
0.41
pe r inlet
a3
A41
o"
0.68
20
2.0
2.8
e50
0.5
0,016
1.4
7.52
10.4
070
13.7
10.4
riNet
a4
A-4
0.52
0.81
20
2.0
2.0
68o
0.5
0.010
1.4
7.74
9.1
680
13.8
9.7
Back Porch
a5
AS
0.57
0.51
20
2.0
3.9
Z150
0.5
0.018
1.4
4.11
0.0
370
12.1
8.D
Infiltration and
ee
A-6
1.82
0.31
20
2.0
5.2
250
IDS
0.018
1.4
2.93
8.2
270
11.5
8 ]
a Ia to type c inlet
a7
A-7
1.19
0.29
20
2.0
5.4
234
0.5
0.030
0.8
5.15
10.e
264
11.4
10,6
wale
a8
A-8
1.18
0.67
20
2.0
2.9
1000
0.5
0,010
1.4
11.73
14.6
1020
15.7
14.6
Infiltration pond
61
8-1
15.35
0.79
300
1.0
10.0
350
1.9
0.030
1.5
3.99
14D
650
13.6
13.6
b2
B-2
3.19
0.79
no
1.0
10.0
350
1.9
0.030
1.5
3.99
14.D
650
13A
13.6
b3
B-3
1.59
0J9
20
20
2.1
75
0.6
role
1.4
O.eB
2.9
951
10.5
5.0
ct
Ot
19A3
0.10
no
20
25.6
1200
2.0
0,030
1.5
13,20
38.8
1500
18.3
18.3
ex Dontl(we)
c2
C-2
1.28
0.50
20
2D
3.4
450
1.0
0.030
1.1
7.08
10.5
476
12A
10.6
ccnae nc* swat*
c3
CJ
0.62
0,25
20
2.0
5.7
290
2.7
0.030
1.8
2.75
8.4
310
11.7
8.4
canes race swel*
c4
G4
2.92
0.78
20
2A
2.1
477
0.5
0.030
0.8
10.49
12.6
497
12.8
12S
infiltration Ford
c5
C.5
0.83
0.n
75
1.2
5.0
130
4.0
0.020
3.2
0.67
5.7
205
11.1
5.7
inNtralion pond
ce
CL
0.89
012
82
2.4
4.8
130
3.1
0,020
2.8
0.77
5.6
212
11.2
5.6
infiltration Ord
c7
C-7
2.07
0.49
20
2.0
4.0
150
2.0
0.016
2A
0.89
4.9
170
10.9
5.0
infivation Ford
c8
C-8
0.7a
0.23
125
2.4
13.6
101
2.9
0.030
1.8
1.48
15.1
286
11.6
Iia
sheet to Wet pond
09
C-9
IA5
0.56
201
2.0
3.6
335
0.5
0,010
1,4
3,93
7.6
355
12.0
7.5
t Fe r inlet
clo
C-10
0.20
0.74
10
2.0
1.7
78
0.7
0.010
1.7
0.77
2.5
t18
10S
5.0
type r Wet
c11
G11
0.53
0.57
40
2.01
5.0
211
0.8
0.016
le
.2.26
7.3
251
11.4
7.3
ridet
c12
G12
0.77
0.71
20
2.0
2.6
180
2.2
0.010
3.0
1.00
3.6
200
11.1
5.0
type riNet
c13
C 13
t49
0.82
20
2D
1.9
174
2.5
0.010
3.2
D.921
2.8
194
11.1
5.0
r chat
c14
G14
1.13
0.64
121
2.5
7.0
308
0.5
0.01E
1.4
3011
10A
429
12.4
106
ridel
cis
C-15
0.97
0.55
157
2.5
0.0
145
1.5
0.030
1.3
1.85
1.8
302
11.7
So
lnfgtratbn pond
cte
C-le
0.45
0.34
75
2.1
ea
30
0.5
0.030
0.8
0.68
10.3
105
10.6
10.3
offlaitron pond!
c17
C-17
0.73
0.83
113
2.2
0.0
132
0.6
0,016
1.4
1.54
is
244
itA
So
tyce rinlet
c18
G18
0.50
0.62
20
2.0
3.2
105
0.5
0.016
1.4
1.23
4S
125
10.7
5.0
trpa rWet
c19
C-19
0,53
D.64
20
2.0
3.0
lie
0.6
0.030
0.8
2.60
5.6
138
10.8
5.6
id2hation corel
c20
C-20
1.61
0.73
20
2.0
2.5
255
1.3
0.016
2.3
1.84
4.3
275
11.5
5.0
t Fa f Inlet
021
C-21
2.15
0.20
20
2.0
6.0
651
1.2
0.030
1.2
9.32
15.3
671
13.7
13.7
infiltration ntl
c22
C-22
0.95
0.80
20
2.0
2.0
20
2.0
0.030
1.5
0,22
2.2
40
10.2
5.0
area Intel
c23
C-23
0.22
0.95
201
2.0
1.0
10
2.0
0.030
1.5
0.11
1.1
30
10.2
5.0
trench drain
c24
C-24
1.95
OA3
20
2.0
3.1
150
0.5
0. D30
0.8
3.30
e.4
170
10.9
6.4
infdtretlon id
c25
C-25
0.56
0.4n
20
2.0
4.4
60
0.5
0.030
0.8
1.10
5.6
70
10.4
5.5
infiltration pond
c26
C-26
0.71
0.94
20
2.0
1.0
65
1.4
0.016
2.4
0.46
1.5
85
10,5
5.0
area Idet
c27
C-27
0.18
0.95
20
2.0
1.0
10
2A
0.030
1.5
0.11
1.1
30
10.2
5A
trench drain
c2ea
C-28A
0.19
0.95
20
2.0
1.0
10
0.5
Dole
to
0.12
1.1
30
10,2
5.0
roof train
c286
6288
0.24
O.tkS
20
2.0
1.0
10
0.5
0.016
1.4
0.12
1.1
30
10.2
5,0
roof drain
c28c
C-28C
0.09
0.05
20
2.0
1.0
10
0.5
0.015
1.4
0,12
1.1
30
10.2
5.0
roof train
c28d
C-280
0.50
0.95
20
2.0
1.0
10
0.5
0.018
1A
0.12
1.1
30
10.2
6.0
roof drain
' c28e
C-28E
0.11
0.95
20
2A
1.0
10
0,5
0.018
to
0.12
1.1
30
10.2
5.0
toof drain
c28f
C-28F
0.15
0.05
20
2.0
1.0
10
0.5
0.010
1.4
0.12
1.1
SO
10.2
5.0
eraaid*1
c2
C-280
am
0.95
20
2.0
1.0
10
0.6
0.016
1.4
0,12
1.1
30
10.2
6.0
not drain
c28h
C-2811
0.71
0.95
20
2.0
1.0
10
0.5
0.015
1.4
0.12
1.1
30
10.2
So
roof drain
c29e
C-29A
0.02
0.0
-20
2.0
1.0
3501
0.5
0.016
1.4
4.11
5.1
370
12.1
5.1
area Intel
c29b
G298
2.80
0.95
20
2.0
1.0
10
0.5
0.01a
1.4
0.12
1.1
30
10.2
5.0
future roof drain
Get
0S-1
1.73
0.65
20
2.0
3.0
300
1.0
0.010
2.0
2,49
5.5
320
11.8
5.5
Back Porch
a3
AJ-Aa -
0.97
0.75
20
2.0
2.3
680
0.5
0.010
1.4
.7.74
1D.1 1
6801
13.81
10.11
rWat
a4
C-17+C-19
1.2E
0.75
20
2.0
2.3
118
0.5
0.010
1.4
1.38
3.7
131
10.8
6.0
t f inlet
cta
C-16 thm C-19
2.51
0.63
119
2.0
LS
41]
0.5
0.016
1.0
5.01
12.51
5401
13D
12.5
Infiltration pond
c21
C-21+AL
2.72
DZS
20
2.0
5.6
468
1.2
0.030
1.2
0.50
12.1
478
12.7
12.1
iditration rd
b2
A-8+B-2
4.38
0.53
20
2.0
3.8
1000
0.51
0.0181
1.41
11.731
15.51
10201
15.7
15.5
Infiltration Potd
EQUATIONS:
It: =B+d
fi (1.87(1.1-CC,)L0.5 )/S1n
a=wet.
Velocity from Manning's Equation with R=0.1 (Corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of O+It and urbanized basin check
min. tC = 5 min. due to limits of IDF curves
10.29-]4 FOP FLOW.da
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Woodward Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 10/19/1014
100-yr storm Cf = 1.25
SUB -BASIN
DATA
INITW-/OVERLAND _
TIME(t0
TRAVEL TIME I GUTTER OR CHANNEL FLOW
(N)
to CHECK
(URBANIZED SASIN)
FINAL
to
REMARKS
DESIGN
PONIT _
SUBBASIN(s)
(1)
Aroe
(a0)
(2)
C
(3)
C-Cf
Length
(n)
(4)
Slope
I%)
(5)
Ii
(min)
(6)
Length
(It)
(7)
Slope
(%)
(8)
n
Msnning
rough.
V.I.
(ftla)
(9)
9
(min)
(10)
tC=
e+8
(11)
Total
(it) -
(12)
IC=(1180)+10
(min)
(13)
(min)
(14)
a2
A-2
IA8
0.631
0.78
20
2.0
2.11
530
0.5
0.016
1.4
5.22
8.3
550
13.1
8.3
t rinlet
a3
AJ
0."
O.ee
0.85
20
2.0
1,61
660
0.5
0.016
1.4
7.62
9.3
670
13.7
9.3
type rinlet
e4
AA
0.52
0.81
1.00
20
2.0
0.7
660
0.5
0.016
1.4
7.74
8.4
680
Ise
0.4
Back Porch
e5
AS
0.57
0.51
0.63
20
2.0
3.1
Sao
0.5
0.016
1.4
4.11
7.2
370
12.1
7.2
intension poM
s0
A41
1.82
0.31
0.39
20
2.0
4.7
250
0.5
0.016
1.4
2.93
7.7
270
11.5
7.7
wale to t,,00 C Inlet
a7
A-7
1.19
0.29
0.36
20
2.0
4.9
234
0.5
0.030
0.8
5.15
10.1
254
11.4
10.1
a0
A-8
1.18
0.67
D.83
20
2.0
1.8
1000
0.5
0.016
1.4
11.73
13.5
1020
15.7
13.5
bl
8-1
12.36
0.79
0."
no
1.0
3.6
350
1.9
0.030
1.5
3,99
76
650
13.6
7.8
1:2
B-2
3,19
0.79
D.90
3Oo
1D
3.0
350
1.9
0.03o
IS
3.09
76
6501
13.6
7.6
1`3
843
1.59
0.79
0.99
20
2.0
07
75
0.5
0.010
1.4
0.88
1.6
95
10.5
5.0
Ct
C-1
19.63
0.10
0.13
300
2.01
24.9
1200
2.0
0.030
1.5
13.20
38.1
1500
18.3
18.3ea
pond (wq)
C2
C-2
.1.28
0.59
0.73
20
2.0
2.41
450
1.0
0.030
1.1
7.08
9.5
476
12.e
9.5
cone nce swill.
cd
W
0.C2
0.25
0.31
20
2.0
6,31
290
2.7
0.030
1.8
2.75
8.0
310
11.7
00
cones roe Swale
C4
04
2.92
0.78
0.98
20
2.0
081
477
0.5
0.030
0.8
10,40
11.3
497
12.8
11.3
infiltration M
C5
CS
0.83
0.77
D.9e
]5
1.2
2.1
130
4,0
0.020
32
Oar
2.7
205
11.1
5.0
infiltration pond
CO
C-0
0.89
0.72
0.90
82
2.4
2S
130
3.1
0.020
2.8
0.77
3.3
212
11.2
5.0
infiltration poM
c7
C-]
2.07
0.49
0.02
20
2.0
3.2
150
2.O
cola
2.8
0,89
4.1
170
109
5.0
Wiltrelion poM
c8
C-8
0.16
0.23
0.28
125
2.4
12.7
161
2.9
0.030
1.8
1.48
14.2
286
11.5
114
sheet to at M
C9
C-9
1.65
0.56
0.69
20
2.0
2.7
335
0,5
0.016
1.4
3.93
6.0
355
12.0
as
rinlet
010
C-10
0,20
0.74
0.92
10
2.0
0.8
78
0,7
0.010
1.7
O]7
i.6
88
10.5
5o
t rinlet
c11
G11
0.53
0.57
0.11
40
2.0
3.7
211
O.a
0.016
1.6
2.2a
5.9
261
11.4
5.9
t rlNet
c12
C-12
O.TI
0.71
0.89
20
2.0
1.4
180
2.2
0.016
3.0
1.00
2.4
200
11.1
5.0
rinlet
c13
C-13
1A9
0.82
1.00
20
2.0
0.7
174
2.5
0,010
3.2
0.92
to
too
11.1
5.0
t rinlet
c14
C-14
1.13
0."
0.00
121
2.5
4.5
308
0.5
0.01e
1.4
381
8.1
429
12.4
8.1
rlNat
c15
C-15
0.87
0.55
0.69
15]
2.5
7.0
145
1.5
0.030
1.3
1.85
8.9
302
11.7
as
infiltration poM
C16
C-I6
OA5
0.34
OA2
75
2.1
8.5
30
0.5
0,030
0.a
0.66
9.2
105
10.6
9.2
infiltration pond
c17
C-17
0.73
0.83
1.00
113
2.2
1.5
132
0.5
0.018
1.4
1.54
3.1
2"
11.4
5.0
rinlet
C18
C-18
O.BO
0.62
0.77
20
2.0
2.2
105
0.5
0.016
1.4
1.23
3.4
125
10.7
5.0
type rinlet
c19
C-19
0.53
OAa
0.80
20
2.0
2.0
118
0.5
0.030
0.8
Zen
4.6
138
10.8
SO
infiltration pond
120
C-20
1.61
O73
o.91
20
2.0
1.3
266
1.3
0.016
2.3
1.84
3.1
275
11.5
5.0
rinlet
c21
C-21
2.15
0,20
0.24
20
2.0
5.7
651
1.2
0,030
1.2
9.32
15.0
871
13.7
- 13.7
iri nelion nd
c22
C-22
0.0
0.80
1.00
20
2.0
0.7
20
2.0
0.030
1.5
0.22
0.9
40
10.2
5.0
area inlet
c23
C-23
0.22
0.95
1.00
20
2.0
0.7
10
2.O
0.030
1.5
Omit
0.8
30
10.2
SO
trench drain
c24
C-24
1.95
063
0.79
20
2.0
2.1
150
0.5
0.030
0,8
3.30
5.4
170
10.9
5.4
infiltration pond
c25
C-25
0.56
044
0.55
20
2.0
3.6
50
0.5
0.030
0.8
1.10
4.7
70
10.4
SO
infiltration poM
c26
C-26
0.71
0.94
1.00
20
2.0
0.7
05
1A
0.016
2.4
0.46
1.1
85
10.5
5.0
area inlet
c27
C-27
0.18
0.0
1.00
20
2.0
0.7
10
2.0
0,030
1.5
0.11
0.8
30
10.2
5.0
Vench drain
c2Ba
C-28A
0.19
0.0
TOF
20
2.0
0.7
10
OS
0.010
1.4
0.12
0.8
30
10.2
5.0
roof drain
c28b
O28B
0.24
0.0
1.00
20
2.0
07
10
OS
0.016
1.4
0.12
0.8
30
10.2
5.0
roof drain
c28c
P28C
0.69
0.0
1.OD
20
2.0
O.]
10
0.5
0.016
1.4
0.12
0.8
30
10.2
5.0
roof tlrain
C28d
C 9nD
0.50
0.0
1.00
20
2.0
0.7
10
0.5
0.016
1.4
0.12
0.8
n
10.2
5.0
roof drain
C28e
C-28E
0.11
0.95
1.00
20
2.0
0.7
10
0.5
0.016
1.4
0.12
0.8
30
10.2
5.0
roof drain
c281
C-26F
0.15
0.95
1.00
10
2.0
0.7
10
0.5
o.Ole
1.4
0.12
0.8
30
10.2
5.0
area Inlet
cng
C-28G
on
0.oS
1.00
20
2.0
0.7
10
0.5
0.016
1.4
0.12
0.8
30
10.2
5.0
roof drain
028h
G28H
0.71
0.95
1.00
20
2O
0+71
10
O.S.0.018
to
0.12
O.B.30
10.2
5.0
roof drain
c29a
C-2M
0.62
0.95
1.00
20
2.0
0.7
35o
0.5
0.010
1 d
4.11
4.8
370
12.1
5.0
ens inlet
onto
C-298 -
2.89
0.95
1.00
20
2.0
0.7
10
0.5
Dole
1.4
0.12
0.8
301
10.2
6.0
rune roof drain
Get
CS-1
1.73
O.es
D.81
20
2.0
1.9
300
1.0
0.016
2.0
2.49
4.4
320
11,81
5.0
Back Porch
83
A-3+A-4
0.97
0.75
0.94
20
2.0
1.1
BBo
0.6
0.01e
1.4
7.74
8.8
580
13.8
8.8
type rinlet
a4
C-17+C-19
1.26
0.75
0.94
20
3.0
1.0
11a
0.5
0.016
1.4
1.35
2.4
la0
108
5.0
rinlet
c16
L-ID Ovu C-19
2.51
0.63
0.79
110
2.0
5.0
427
0.5
0.016
1.4
5.01
100
548
13.0
10.0
Infiltration pond
c21
-C-21+Ad
1 2.7;
0.26
own
20
2.0
5.11
458
1.2
0.030
1.2
0.50
11.6
478
12.7
11.6
infinnown pond
b2
A-0+&2
4.381
0.53
0.60
20
2.0
29
1000
0.5
0.016
1.4
11.73
14.7
1020
15.7
14.7
irdetranon poM
I
IF
EQUATIONS
tC=b+O
ti=[1.87(1.1-CC,)Lga]IS 1n
It =will.
Velocity from Manning's Equation Wth R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tic = minimum of 0+It and urbanized basin Check
min. tic = 5 min. due to limits of OF curves
10-29-14 FDP FLOWxIs
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Stom)
LOCATION: Woodward Headquarters Budding
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 101-19/1014
2 yr storm, Cf = 1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Paid
Tnbubry
sulbeeln
A
(ec)
C Cf
tc
(min)
1
(vJhr)
O (2)
(din)
fmm
Design
Pairs
O (2)
(din)
O(2)ot
We)
a2
A-2 1
1.68
0.63
9.4
2.28
2.4
24
type r slat
a3
A41
044
0.68
10.4
2.19
0.7
01
t ,slat
a4
4
0.52
0.81
97
2.25
1.0
1D
Back Parch
a5
0.57
0.51
8.0
2.42
0.7
07
innbatian Park]
a6
la
1.82
0,31
8.2
2.40
1.4
1A
swabb cslat
a7
7
1.19
0.29
MIS
2,18
0.7
0.7
swab
a8
1.18
0.67
146
1.89
1.5
15
lafDmlon Mb1
PA-B
1
12.36
0.79
13.6
1.95
19.0
19.0
Fmme Phew.
b2
2
3.19
0.79
13.6
1.95
4.9
4.9b3
41
- 1.59
079
5.0
2.85
3.6
3.6
ct
1
1963,
0,10
18.3
1.69
3.5
3.5
ex nd wP
c2
C-2
128
059
10.5
2.18
1 8
1.8
mme . swele
c3
C41
0.62
025
8.4
2.38
0.4
0.4
mme nce swala
c0
C4
2.92
0.78
12.6
2.02
4.6
4.6
InOamticn oM
c5
C-5
0,83
0.77
5.7
270
1.7
1.7
linfdratica mM
c6
C-8
0.89
072
5.6
1 271
17
1.7
linfannian wM
c7
C-7
2.07
049
5.0
1 2.85
1 2.9
2.9
inglvatisn PoM
c8
OA
0.76
'0.23
11.6
1 2.09
0.4
0.4
sheet to wet M
c9
C-9
1.65
0.56
7.5
1 2.47
2.3
2.3
t ,inlet
c10
C-10
-0.20
074
5.0
1 2.85
0.4
04
type rWe1
c11
C-11
0.W
0.57
7.3
1 2.50
07
0.1
t ,inlet
02
C-12
0.77
9.71
5.0
1 2.85
1.6
1.6
t ,inlet
c13
C-13
1.49
0.82
5.0
1 2.85
3s
3.5
I ,inlet
c14
C44
1 1.13
0.64
10.6
1 2.18
1.6
1.6
t ,Inlet
c15
C-15
1 0.87
0.55
5.0
1 2.85
14
1.4
Infdretion porel
c16
C-16
0.45
0.34
10s
2.20
0.3
0.3
infvatlan pcM
c17
C-17
073
083
5.0
285
1.7
1Y
type rinlet
c18
C-19
0.80
0.62
9.1
2.31
1.1
1.1
time r inlet
c19
C-19
0.53
0.64
72
251
0.9
1
1
0,9
inf8ration M
c20
C-20
1.61
073
8.2
2.63
3.1
1
1
3.1
type r slat
c21
C-21
2.15
020
13.7
1.94
0.8
1
0,8
snlraticn poM
c22
C-22
0.95
0.80
5.0
2,85
22
22
area inlet
c23
C-23
DM
0.95
5.0
2W
0.6
DB
traxh drain
c24
C-24
1.95
0.63
6,4
2.61
3.2
32
417Netbn M
c25
C-25
0.56
0.44
BE
273
0.7
0.7
sntretsn MM
c26
C-26
071
0.94
5.0
2.85
1.9
L9
ems slat
c27
C-27
0.18
0.95
5.0
1 2.85
0.5
0.5
tranch drain
ass
C-2M
0.19
0.95
5.0
1 2.85
0.5
0.5
I.fdcain
c28b
C-28B
024
0.95
5.0
1 2.85
0.6
06
mofdmin
c28c
C48C
0.59
0.95
5.0
1 2.85
1.9
1.9
..(drain
c28d
C-280
0.50
0.95
5.0
1 2.85
14
14
mofd.h
c281
CASE
0.11
0.95
5.0
1 2.85
0.3
0.3
mofdmin
clef
C-28F
-0.15
0.0
5.p
1 2.85
0.4
1
1
04
ame slat
aeg
C-28G
0.36
0.95
5.0
1 2.85
1.0
1
1
1.0
mofdmin
ash
C-28H
0.71
0.95
1 5.0
1 2.0
1.9
1
1.9
mofdraln
c29e
C-29A
082
0.95
1 5.1
1 2.78
1.6
1
1.6
ama slat
c29b
C-298
2,89
0.95
1 5.0
1 2.0
7.8
1
7.8
forum mof dmin
Os1
OS-1
1.73
0.65
BE
2.73
3.1
3.1
Bark Pi -an
a3
A4+A-4
0.97
0.75
10.1
2.22
1.8
1.6
, Wet
c17
C-17,C-19
1.26
075
5.0
2.85
27
27
t r slat
c18
C-160vu C-19
2.51
0.63
125
2.02
3.2
3.2
iMiBretbn poor
c21
C41+A-5
2.72
0.26
12.1
2.06
1.5
1.5
ird9lmtun M
b2
A4+B-2
4.38
0.53
15.5
1.83
4.2
4.2
linfiluation POM
O=QCiA
O = peak discharge (cfs)
- C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4116/99 #VALUE!
A= drainage area (acres) 1=24.2211 pa tef""
10-29-J4 FOP FLOW Aa
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Woodward Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 10/2911014
10 N storm, Cf = 1.00
DIRECT RUNOFF
CARRYOVER
TOTAL
RENLARKS
De.gn
P.W
TdbMq
Bub-bazwl
A
(.0
CCf.
to
(min)
1
(MVhT)
000)
(da)
fnm
D..gn
Poim
c(10)
(d.)
c(torat
(dal
a2
A-2
1.68
0.63
94
3.90
4.1
4.1
rinlat
a3
A-3
0.44
0.08 1
10.4
1 3.74
1.1
1.1
t rinlet
a4
Ad
0.52
0.81 1
9.7
1 3.85
1.6
1.6
Back Porch
a5
A-5
0.57
0.51 1
8.0
1 4.13
1.2
1.2
bdAraw. Fora
a8
A41
1.82
0.31 1
8.2
4.10
2.3
2.3
swab to c inlet
a]
A-7
1.19
0.29
10.6
3.72
1.3
1.3
swab
a8
AA
1.18
0.67
14.6
3.22
2.5
2.5
infftrawb m
bt
8-1
12.36
0.79
13.6
3.M
-32.5
32.5
Future Plaeas
b2
B-2
3.19
0.79
138
T33
8.4
8.4
b3
B41
159
0.79
5.0
4.87
6.1
6.1
ct
C-1
1963.
0.10
18.3
2.88
5.9
5.9
az Forto wq
a
C-2
1.28
0.59
10.5
373
2.8
2.8
mma ma swab
c3
C4I
0.62
0.25
6.4
4.06
BB
0.6
coma race swab
r4
C<
1 2.92
078
12.8
1 3.45
7.9
7.9
krr6lrabon pond
c5
CS
0.83
0.77
5,7
1 4.62
3.0
3.0
Iwift.w. po,kI
c6
C46
0.89
0.72
5.6
1 4.64
3.0
3,0
in6hrtticn 9md
c7
C-7
2.07
0.49
5.0
1 4.87
so
1
1
5.0
bdaraboo pmd
c8
C.8
0.76
0.23
11.6
1 ass
0.6
0.0
sheet W wet Prk!
c9
C-9
1.65
0.55
7.5
1 4.M
3.9
3.9
t rinlet
.10
C-10
0.20
0.74
5.0
1 4.87
07
07
ty,e rinlet
c11
C-11
0.53
0.57
7.3
1 4.27
1.3
1.3
t e r inlet
02
C-12
0.77
0.71
so
1 4.87
2.7
2.7
rm3et
03
C-13
1,49
082
5.0
1 4.87
6.D
6.0
rmlet
04
C-14
1.13
0.64
10.8
1 3.72
27
27
typ, rinlet
.15
C-15
0.67
0,55
5.0
1 4.87
2.3
2.3
'ad0lralbnPoral
c16
C-18
0.45
0.34
10.3
1 3.76
0.6
06
in8braton Foal
c17
C-17
0.73
083
5.0
1 4.67
3.0
3.0
Itce rmlet
c18
C-18
0.80
0.62
5.0
1 4.87
2.4
2.0
t,,a rinlet
c19
C-19
0.53
0.64
5.6
1 463
1.6
1.6
iMJlmtion PoW
c20
C-20
1.61
0.73
5.0
1 4.87
5.7
5.7
r inlet
al
C-21
2.15
0.20
13.1
1 332
1.4
14
in0tlmton om
c22
C-22
0.95
0.80
5.0
1 4.87
3.7
3.7
art. inlet
as
C-23
0.22
0.95
5.0
1 487
1.0
1.0
bvrx,hdrtm
c24
C44
1.95
0.63
6.4
1 4.45
5.5
5.5
infitration rd
as
C-25
am
0."
5.5
1 4.66
1.2
1.2
afixraWn wnd
c26-
C-26
071
0.94
5.0
1 4.87
3.2
3.2
ama inlet
c27
C-P
0.18
0.95
5.0
1 4.87
0.8
DA
lnnchdrein
c28e
C-28A
0.19
0.95
5.0
1 4.87
0.9
0.9
fdrain
r28b
C-28B
0.24
0.95
5.0
1 4.87
1.1
1.1
not drain
am
C-28C
0.69
0.95
5.0
4.07
3.2
3.2
r94fdrtin
am
C-281)
0.50
0.95
5.0
4.07
2.3
23
nofdnin
c28a
C-28E
0.11
0.95
5.0
4.57
0.5
0.5
nofdrtm
c28f
C-28F
-0.15
0.95
5.0
4.67
0.7
1
1
0.7
eras Inlat
a3g
C-280
0.36
0.95
5.0
4.87
1.7
17
mot drain
ash
C48H
0.71
0.95
5.0
4.87
3.3
3.3
roof dram
aIk,
C-29A
0.62
0.95
5A
4.76
2.8
2.8
erta Inlet
allb
C-298
2.89
0.95
5.0
4.37
13.4
13A
M. roof drain
0
O81
0B-1
1.73
0.65
55
4.67
5.3
5.3
Back Porch
a3
A-3+AA
0.97
0.75
AI
3.79
27
21
t rmlet
a4
C-17� 19
1.28
075
5.0
4.87
4.6
4B
rinlet
c16
C-16t C-19
2.51
0.03
12.5
3.46
5.5
5.5
'v46lrmbon Ford
c21
C-21+A5
272
0.26
12.1
3.51
2.5
2.5
inflttrttion poM
b2
A-a+B-2
4.38
0.53
15.5
3.13
7.2
1
7.2
'adabellon rol
0=C CiA
0 = peak discharge (cfs)
C = runoff coefficient
Cr = frequency adjustment factor
i = rainfall intensity (inthr) from City of Fort Collins IDF curve (4/16199)
A= drainage area (acres) i- 41.44r(10+ te)'n'4
10-29-J4 FOP FLOVVd
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Woodward Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: ES
DATE: 10292014
100 yr storm, Cf = 1.25
DIRECT RUNOFF
CARRYOVER
TOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
CCf
tc
(min)
1
(INhr)
0(100)
(of-)
from
Design
Point
0(100)
(cfs)
O(loo)bt
(cf.)
a2
A-2
1.68
0.78
8o
8.45
11.1
11.1
typer inlet
a3
A-3
0.44
0.85
9.3
8.00
3o
3.0
type r Inlet
a4
A4
0.52
1.00
8.4
8.30
4.4
4.4
Back Porch
a5 I
A-5
0.57
0.63
7.2
8.76
3.2
3.2
infiltration pond
a6
A-6
1.82
0.39
7.7
8.58
6.1
6.1
$wale to type c Inlet
o7
A4
1.19
0.36
10.1
7.74
3.3
3.3
$wale
a8
A-8
1.18
0.83
13.5
6.83
6.1
6.7
infiltration pond
bl
B-1
12.36
0.99
7.6
8.59
104.8
104.8
Future Phases
b2
B-2
3.19
0.99
7.6
8.59
27.1
27.1
b3
B-3
1.59
0.99
5.0
9.95
15.6
15.6
cl
CA
19.63
- 0.13
18.3
5.88
15.1
15.1
es pond wq)
Q
C-2
1.28
0.73
9.5
7.92
7.4
7.4
cone once awale
c3
C-3
0.62
0.31
8.0
8.45
1.6
1.6
conveyance swele
o4
C4
2.92
0.98
11.3
7.39
21.1
21.1
infiltration pond
c5
C-5
0.83
0.96
5.0
9.95
7.9
7.9
infiltration pond
c6
C-6
0.89
0.90
5.0
9.95
8.0
8.0
infiltration pond
c7
C-7
2.07
0.62
6.0
9.95
12.7
12.7
infiltration pond
c8
CA
0.76
0.28
11.6
7.31
1.6
1.6
sheet to wet pond
c9
C-9
1.65
0.69
6.6
9.00
10.3
10.3
type r inlet
c10
C-10
0.20
0.92
5.0
995
1.8
1.8
type r inlet
c11
C-11
0.53
0.71
5.9
9.31
3.5
3.5
typer inlet
02
C-12
0.77
0.89
5.0
9.95
6.8
6.8
type, inlet
03
C-13
1.49
1.00
5.0
9.95
14.9
14.9
type r Inlet
c14
C-14
1.13
0.80
8.1
8.40
7.6
7.6
type r inlet
c15
C-15
0.87
0.69
8.9
8.13
4.9
4.9
infiltration pond
c16
C-16
0.45
0.42
9.2
8.02
1.5
1.5
infiltration pond
c17
C-17
0.73
1.00
5.0
9.95
7.2
T2
a r inlet
c18
C-16
0.80
0.77-
5.0
9.95
6.1
6.1
type r Inlet
c19
C-19
0.53
0.80
5.0
9.95
4.2
4.2
infiltration Pond
C20
C-20
1.61
0.91
5.0
9.95
14.6
14.6
type r inlet
e21
C-21
2.15
0.24
13.7
6.78
3.6
3.6
infiltration pond
c22
C-22
0.95
1.00
5.0
9.95
9.5
95
area inlet
c23
C-23
022
1.00
5.0
9.95
2.2
2.2
trench drain
c24
C-24
1.95
0.79
5.4
9.58
14.7
14.7
infiltration pond
025
C-25
0.56
0.55
5.0
9.95
3.1
3.1
infiltrallon pond
c26
C-26
0.71
1.00
5.0
9.95
7.0
TO
area inlet
c27
C-27
0.18
1.00
5.0
1 9.95
1.8
1.8
trench drain
c28a
C-28A
0.19
1.00
5.0
9.95
1.9
1.9
mat drain
c28b
C-28B
0.24
1.00
5.0
9.95
2.3
2.3
roofdraln
c28c
C-28C
0.69
1.00
5.0
9.95
6.9
6.9
roofdrein
c28d
C-28D
0.50
1.00
5.0
9.95
5.0
5.0
mofdraln
c28e
C-28E
0.11
1.00
5.0
9.95
1.1
1.1
roofdmin
c281'
C-28F
0.15
1.00
5.0
9.95
1.5
1.5
arse in at
c28g
C-28G
0.36
1.00
5.0
9.95
3.6
3.6
roof drain
c28h
C-28H
0l1
1.00
5.0
ass
7.1
7.1
mof drain
c29e
C-29A
0.62
1.00
5.0
9.95
6.2
6.2
area inlet
c29b
C-29B
2.89
1.00
5.0
9.95
28.7
1
28.7
future roof drain
Osi
OS-1
1.73
0.81
5.0
9.95
14.1
14.1
Back Porch
93
A-3-A4
0.97
0.94
8.8
8.15
7.4
7.4
type r Inlet
a4
C-17•C-19
1.26
0.94
5.0
9.95
11.8
11.8
type r inlet
cis
C-16 thm C-19
2.51
0.79
10.0
7.78
15.5
15.5
infiltration pond
n21
G21•A5
2.72
0.33
11.6
7.29
6.5
6.5
infiltration pond
b2
A47•B-2
4.38
0.66
14.7
6.57
18.9
18.9
infiltration pond
O=C.LA
O = peak discharge(cfs)
C = runoff coefficient
i = rainfall intensity (irVhr) from City of Fort Collins OF curve (4/16199)
A = drainage area (acres) 1= 84.6821(to- tc)ann
10-29;14 FDP FLOW.As
10.00
9.00
6.00
t 7.00
b
m
6.00
i=
i
5.00
w
= 4.00
J
J
Q
LL
z 3.00
Q
K
2.00
1.00
0.00
0.00
RAINFALL INTENSITY -DURATION -FREQUENCY CURVE
10.00 20.00 30.00 40.00 50.00 60.00
STORM DURATION (minutes)
- 2-Year Storm - - - 10-Year Stonn -100-Year Storm
Figure RA-16 City of Fort Collins Rainfall Intensity -Duration -Frequency Curves
(13) Section 5.0 is deleted in its entirety.
(14) Section 6.0 is deleted in its entirety.
(15) Section 7.0 is deleted in its entirety.
(16) Section 7.1 is deleted in its entirety.
(17) Section 7.2 is deleted in its entirety.
(18) Section 7.3 is deleted in its entirety.
(19) Section 8.0 is deleted in its entirety.
(20) Table RA-1 is deleted in its entirety.
36
INFILTRATION FACILITY SUMMARY
LOCATION:
Woodward Technology Center
PROJECT NO:
1164-108-00
COMPUTATIONS BY:
SMB
DATE:
10/29/2014
Percolation Rate per Earth Engineering
Consultants: 5 minlinch = 12 inch/hr •0.50 = 6 inch/hr
Rate used for calculations = 6 inch/hr
Infiltration Pond
Area (ac)
Q10(cfs)
Q100 (cfs)
Pond Vol.
(ft3)
l0-yr
Qoverflow
Max (cfs)
100-yr
Qoverflow
Max (cfs)
Infiltration
Area (ft2)•
Infiltration
Rate (cfs)
C-7
2.07
5.0
12.7
10134
0.6
5.6
845
0.12
C-13
1.49
6.0
14.9
878
6.0
14.8
73
0.01
C-15
0.87
2.3
4.9
3429
0.3
4.0
286
0.04
C-16
2.51
5.5
15.5
11565
1.0
13.3
964
0.14
' Infiltration area based on 24-hr drain time of pond volume
Total Storage/Required Drain Time/Perc Rate=Infiltration Area
INFILTRATION FACILITY GRAVEL TRENCH SUMMARY
LOCATION: Woodward Technology Center - Headquarters Building
PROJECT NO: 1164-108-01
COMPUTATIONS BY: SMB
DATE: 10/29/2014
Percolation Rate per Earth Engineering Consultants: 5 min/inch = 12 inch/hr *0.50 = 6 inch/hr
Rate used for calculations = 6 inch/hr
rNRii.TR ATION PnND GRAVFT TRENCH DIMENSIONS
rave
Trench
Infiltration
Finish
Approx.
Required
Dimension
Area
Gravel
Grade of
Elevation
Vol of
Infiltration
Infiltration
(width x
Provided
Trench
Infiltration
Infiltration
of Sand /
Gravel
Pond #
Area (fit 2)*
length)
(ft2)
Depth (1)
Rate (cfs)
Pond
Gravel Soil
(CY)
C7
845
8' x 110'
880
4.0
0.12
4937
4933
130
C13
73
3' x 30'
90
5.0
0.01
4938
4933
17
C15
286
4' x 75'
300
6.0
0.04
4939
4933
67
C16
964
11' x 90'
990
4.0
0.14
4937
4933
147
* Infiltration area based on 24-hr drain time of pond volume
1) Final depth to be determined in the field to reach well draining Sand and Gravel soil
rNIKNO
(L BM
NOM' DIAVEL IPEIIDI SXNL BE YASIItD COOT Ne 4 COURSE AODIEGTE
INFILTRATION POND
TYPICAL SECTION
•CAI.•:1^. Nr
WKGERRIVERROCKC08M
TOM PLACED IFIRRWTT NRY
ALONG OLESIOE EWE OF
COBBLESSWNE5
MEDIUM RIVER
ROCK COX
SMLLL RIVER
ROCK COBBL
0
V HN BUTT m 'VAX"
IWEBAY AID
vARIEs ARIES�
aRe aT
AT 2t mm �y
N!T
12'
DOBBIE RL`N0KPM
SEE DETAR. HEREON V(AOY DEPTH
RIVER BOOK CDBBLE
' NM-ADIEN momw
(YBM 140N
APPROSID EGUAL)
GRAY TREH
INFILTRATION POND FOREBAY
TYPICAL SECTION
N.T.x
NOTES:
1. REFER TO LANDSCAPE PUNS FOR LOCATION OF COBBLE SWALE.
2. MEANDER EWES OF COBBLE SWALE PER UNOSCME PUNS,
3. PLACE WEED BARRIER FABNC(MIRAFI I40NORAPPROVEDEOUPIION
FIMSHED GRADE PRIOR TO PLACING COBBLES
COBBLE SWALE DETAIL
i N.TA
VARIES SEE PLAN
BOULDER$ PER PLANI
— 4-41- RIVER ROCK (30%j
FLOW CHANNEL VARIES
I IXI��F�
�O_S�r� �• �i���I��.
K
`T-`•t `T L- 1(A
ED FARM
•
it `t 4t `t - t: �Y ` `T �t:LT �T �Y LY.` •T �Y
. Y.R
.I.�.�.�.�.i.I.��L.�•�•A1.I
•T't=t
•I ���
4T `T `T=t �T �T �T tT LT �Y `Y �T �T �T`NON
.= COMPACTED TOPSOIL
-
ICOBBLE
SWALE TYPICAL SEC'nON
PARKING LOT
CURB CUT
BOULDERS PER
BOULDER PUN, TYP.
10'.14' RIVER ROCK (15%) -
4'-R' RIVER ROCK (30%)
.I- RIVER ROCK (55%(
l�4'
MIN
{{
FLOW CHANNEL VARIES
IF a
_
SEE PLAN
�?
B SET COBBLE IN MORTAR
0
t/w
1 I, , NON COMPACTED TOP SOIL
III I) 6' CONCRETE
COMPACTED SUBGRADE
PER SOILS REPORT O L0
B 4'X 4' WELDED WIRE MESH
m —
REINFORCEMENT I,_ Z Ir DO Imo
c — W O N
SECTION AA FACING CURB CUT LL D Q U co
wm a pZ0
NOTE: 6 i F
1. THIS DETAIL REFLECTS THE DESIGN INTENT FOR THE COBBLE RUNDOWNS w D UI -1 m
FROM CURB CUR IN THE PARKING LOT DOWN TO THE INFILTRATION PONDS. O O LLl
2. CONCRETE SHALL EXTEND FROM THE CURB CUT DOWN TO THE BOTTOM OF SWALE, D. O U Z
3. CAULK JOINT BETWEEN CONCRETE AND CURB CUT. ; O K m
4. BOULDERS AND COBBLE TO BE SET IN INTEGRAL COLOR MORTAR OVER REINFORCED CONCRETE. O O D.
5. MORTAR SHOULD NOT EMEND ABOVE THE COBBLE. ^ LL
6. COMPLETELY CONCEAL CONCRETE WITH COBBLE. CONCRETE SHALL NOT BE V151BLE.
A 7. SEE THE GRADING PUN FOR MINIMUM LENGTHS OF COBBLE RUNDOWN FROM
PARKING LOT CURB CUTS.
SET COBBLE IN MORTAR av
r FLOW LINE \ F-
- WEED BARRIER FABRIC
-III—III— (-4 MIRAFI 140N OR APPROVED EQUAL
—1 1�_ I _ NON COMPACTED
BIO-SWALE SOIL
6' THICK REINFORCED CONCRETE. SLOPE TO DRAIN
A COMPACTED SUBGRADE
PER SOILS REPORT
SECTION B-B AT DOWN SPOUT LOCATIONS
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
811
r.,, 2-av1Ess DAYS N ADVANCE
BEFORE Ya DG WAK OR OICAVATE
FOE THE YARKNO DF LNOERO w
1mE0[B UDUlE3.
W Z J
U�
J
w J m.
G Z IX
S W O
U
ry .7
it v U)
3� o
p= U
O
O
3
DATE 10/29/14
R,!V DATE I BY
BCALEDO: N/A
SCALEM: N/A
DBEIGNED BY: SB
CHECKED BY: PA
CITY OF FORT COWN& COLORADO
UTILITY PLAN APPROVAL
IDD REcfy,A
APPROVED:
Off OgIFFR DAIS
CHECKED BY:
wzm A u .o owl "m
CHECKED BY:
�fWAL t`
s1aRL1KATa uTurr WK
CHECKED BY: DAIK
CHECKED By. an
CHECKED BY:
wR
PROJ.NO.118 10801
LDT.4
',,
r
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
Spill E/ev-
Pond C7 - Stage/Storage
Woodward Technology Center
1164-108-00
smb
10/27/2014
V=1/3d(A+B+sgrt(A'B))
where V = volume between contours, ft3.
d = depth between contours, ft
A = surface area of contour
Stage
(Elev)
Surface
Area
(Ft^2)
Incremental
Storage
(ft)
Total
Storage
(ft)
4936.0
. 0
0
0
4937.0
3859
1286
1286
4938.0
15061
8847
10134
01-22-14 Pond-C7.xls
VOLUME CALCULATIONS - Pond C7
Rational Volumetric (FAA) Method
10-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/27/2014
Equations: Area trib. to pond =
Developed flow = Qo = CIA C (10) =
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall
10-vr storm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
5
4.87
4.9
1482
10
3.80
3.9
2314
11
3.66
3.7
2448
12
3.52
3.6
2573
20
2.75 _
2.8
3349
30
2.19
2.2
3994
40
1.83
1.9
4457
50
1.58
1.6
4817
60
1.40
1.4
5112
70
1.26
1.3
5362
78
1.17
1.2
5537
79
1.16
1.2
5558
80
1.15
1.2
5578
90
1.05
1.1
5770
100
0.98
1.0
5942
110
0.91
0.9
6098
120
0.85
0.9
6241
130
0.81
0.8
6373
140
0.76
0.8
6496
150
0.72
0.7
6611
160
0.69
1 0.7
1 6719
170
0.66
0.7
6821
r77180
0.63
0.6
6917
Provided Storage Volume: 10134 ft3
Overflow: 0.6 cfs
2.07
acre
0.49
1.0
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-C7.xls,FAA-10yr
VOLUME CALCULATIONS - Pond C7
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/29/2014
Equations: Area trib. to pond =
Developed flow = Qo = CIA C (100) =
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (3.67) rainfall
1 nn-vr atnrm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
5
9.95
12.8
3831
7
8.84
11.3
4766
8
1 8.45
10.8
5204
9
8.09
10.4
5607
10
7.77
10.0
5980
17
6.11
7.8
8003
18
5.94
7.6
8231
19
5.77
7.4
8449
20
5.62
7.2
8656
30
4.47
5.6
10080
40
3.74
4.8
11520
50
3.23
4.2
12451
60
2.86
3.7
13213
70
2.57
3.3
13858
80
2.34
3.0
14417
90
2.15
2.8
14912
100
1.99
2.6
15357
110
1.86
2.4
15760
120
1.75
2.2
16129
130
1.65
2.1
16471
140
1.56
2.0
16788
150
1.48
1.9
17085
160
1.41
1.8
17364
170
1.35
1.7
17627
180
' 1.29
1.7
17876
Provided Storage Volume:. 10134 ft3
Overflow: 5.6 cfs
2.07
acre
0.62
1.3
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-C7.xis, FAA- 1 00yr
LOCATION:
PROJECT NO:
COMPUTATIONS BY:
DATE:
Pond C13 - Stage/Storage
Woodward Technology Center
1164-108-00
smb.
10/28/2014
V. = 1/3 d (A + B + sgrt(A*B))
1 where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Spill E/ev-
Stage
(Elev)
Surface
Area
(Ft"2)
Incremental
Storage
(ft3)
ITotal
Storage
(ft)
4938.0
0
0
0
4939.0
347
116
116
4940.0
1275
762
878
01-22-14 Pond-C13.xls
VOLUME CALCULATIONS - Pond C13
Rational Volumetric (FAA) Method
10-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/28/2014
Equations: Area trib. to pond =
Developed flow = Qo = CIA C,(10) =
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall
1 n-vr storm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi.
(ft)
5
4.87
6.0 '
1785
10
3.80
4.6
2787
11
3.66
4.5
2949
12
3.52
4.3
3100
20
2.75
3.4
4034
30
2.19
2.7
4811
40
1.83
2.2
5369
50
1.58
1.9
5803
60
1.40
1.7
6158
70
1.26
1.5
6459
78
1.17
1.4
6670
79
1.16
1.4
6695
80
1.15
1.4
6720
90
1.05
1.3
6950
100
0.98
1.2
7158
110
0.91
1.1
7346
120
0.85
1.0
7518
130
0.81
1.0
7677
140
0.76
0.9
7825
150
0.72
0.9
7963
160
0.69
0.8
8093
170
0.66
0.8
8216
180
0.63
0.8
8332
Provided Storage Volume: 878 ft'
Overflow: 6.0 cfs
1.49
acre
0.82
1.2
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-Cl 3.xIs,FAA-10yr
VOLUME CALCULATIONS - Pond C13
Rational Volumetric (FAA) Method
- . 100-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: ES
DATE: 10/28/2014
Equations: Area trib. to pond = 1.49
Developed flow = Qp = CIA C (100) = 1.00
Vol. In = Vi = T C I A = T Qo Developed C A = 1.5
Vol. Out = Vo =K QPo T . ' Release rate, QPo = 0.00
storage = S = Vi - Vo K = 0.8
Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall
100-vr storm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
5
9.95
14.8
4448
7
8.84
13.2
5533
8
8.45
12.6
6041
9
8.09
12.1
6510
10
7.77
11.6
6943
17
6.11
9.1
9291
18
5.94
8.8
9556
19
5.77
8.6
9809
20
5.62
8.4
10050
30
4.47
6.7
11984
40
3.74
5.6
13374
50
3.23
4.8
14455
60
2.86
4.3
15340
70
2.57
3.8
16088
80
2.34
3.5
16738
90
2.15
3.2
17313
100
1.99
3.0
17829
110
1.86
2.8
18297
120
1.75
2.6
18726
130
1.65
2.5
19122
140
1.56
2.3
19491
150
1.48
2.2
19835
160
1.41
2.1
20159
170
1.35
2.0
20464
180
1.29
1.9
20754
Provided Storage Volume: 878 ft3
Overflow: 14.8 cfs
acre
acre
cfs .
(from fig 2.1)
01-22-14 Pond-C13.xIs,FAA-100yr
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
Spill Elev-
Pond C15 - Stage/Storage
Woodward Technology Center
1164-108-00
smb
10/27/2014
V=1/3d(A+B+sgrt(A'B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Stage
(Elev)
Surface
Area
(Ft^2)
Incremental
Storage
(ft3)
Total
Storage
(ft3)
4938.1
0
0
0
4939.0
606
176
176
4940.0
3154
1715
1890
4940.5
3000
1538
3429
01-22-14 Pond-C15.xls
VOLUME CALCULATIONS - Pond C15
Rational Volumetric (FAA) Method
10-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/29/2014
Equations: Area trib. to pond =
Developed flow = QD = CIA C (100) =
Vol. In = Vi = T C I A = T QD Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S-= Vi - Vo K =
Rainfall intensity from City of Fort Collins OF Curve with (1.71 ") rainfall
10-vr storm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
5
4.87
2.3
699
10
3.80
1.8
1091
11
3.66
1.7
1155
12
3.52
1.7
1214
20
2.75 -
1.3
1580
30
2.19
1.0
1884
40
1.83
0.9
2103
50
1.58
0.8
2273
53
1.52
0.7
2317
54
1.50
0.7
2331
55
1.49
0.7
2345
60
1.40
0.7
2412
70
1.26
0.6
2529
78
1.17
0.6
2612
79
1.16
0.6
2622
80
1.15
0.5
2632
90
1.05
0.5
2722
100
0.98
0.5
2803
110
0.91
0.4
2877
120
-0.85
0.4.
2944
130
0.81
0.4
3007
140
0.76
0.4
3065
150
0.72
0.3
3119
160
0.69
0.3
3170
170
0.66
0.3
3218
180
0.63
0.3
3263
Provided Storage Volume: 3429 ft3
Overflow: 0.3 cfs
0.87
acre
0.55
0.5
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-C15.xIs,FAA-10yr
VOLUME CALCULATIONS - Pond C15
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/29/2014
Equations: Area trib. to pond =
Developed flow = Qp = CIA C (100) =
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (3.67) rainfall
100-vr storm
Storm
Duration, T
(min)
Rainfall
Intensity, I
(inlhr)
Qo
(cfs)
Vol. In
Vi
(ft)
5
9.95
6.0
1792
7
8.84
5.3
2229
7.5
8.64
5.2
2334
8
8.45
5.1
2434
10
7.77
4.7
2797
14.
6.72
4.0
3386
18
5.94
3.6
3850
19
5.77
3.5
3952
20
5.62
3.4
4049
30
4.47
2.7
4828
40
3.74
2.2
5388
50
3.23
1.9
5824
60
2.86
1.7
6180
70
2.57
1.5
6482
80
2.34
1.4
6744
90
2.15
1.3
6975
100
1.99
1.2
7183
110
1.86
1.1
7372
120
1.75
1.0
7544
130
1.65
1.0
7704
140
1.56
0.9
7852
150
1.48
0.9
7991
160
1.41
0.8
8122
170
1.35
0.8
8245
180
1.29
0.8
8361
Provided Storage Volume: 3429 ft3
Overflow: 4.0 cfs
0.87
acre
0.69
0.6
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-Cl 5.xis,FAA-100yr
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
Spill Elev-
Pond C16 - Stage/Storage
Woodward Technology Center
1164-108-00
smb
10/27/2014
V = 1 /3 d (A + B + sgrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Stage
(Elev)
Surface
Area
(Ft^2)
Incremental
Storage
(ft)
Total
Storage
(ft)
4935.8
0
0
0
4936.0
11
1
1
4937.0
541
210
210
4938.0
2200
1277
1487
4939.0
3318
2740
4227
4940.0
7000
5046
9273
4940.3
8300
2292
11565
01-22-14 Pond-C16.xls
VOLUME CALCULATIONS - Pond C16
Rational Volumetric (FAA) Method
10-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/27/2014
Equations: Area trib. to pond =
Developed flow = Qo = CIA C (10)
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall
10-vrstnrm .
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qp
(cfs)
-
Vol. In
VI
(ft)
5
4.87
7.7
2310
10
3.80
6.0
3607
20,
2.75
4.4
5221
30
2.19
3.5
6226
40
1.83
2.9
6948
50
1.58
2.5
7510
53
1.52
2.4
7657-
54
1.50
2.4
7704
55
1.49
2.3
7751
60
1.40
2.2
7970
70
1.26
2.0
8359
78
1.17
1.8
8633
79
1.16
1.8
8665
80
1.15
1.8
8697
90
-1.05
1.7
8996
100
0.98
1.5
9264
110 _
0.91
1.4
9507
120
0.85
1.4
9730
130
0.81
1.3
9936
140 1
0.76
1.2
10127.
150
0.72
1.1
10307
160
0.69
1.1
10475
170
0.66
1.0
10634
180
0.63
1.0
10784
Provided Storage Volume: 11565 ft3
Overflow: 1.0 cfs
2.51
acre
0.63
1.6
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-C16.xls,FAA-10yr
VOLUME CALCULATIONS - Pond C16
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Woodward Technology Center
PROJECT NO: 1164-108-00
COMPUTATIONS BY: SMB
DATE: 10/27/2014
Equations: Area trib. to pond =
Developed flow = Qo = CIA C (100) =
Vol. In = Vi = T C I A = T Qo Developed C A =
Vol. Out = Vo =K QPo T Release rate, QPo =
storage = S = Vi - Vo K =
Rainfall intensity from City of Fort Collins IDF Curve with (3.67) rainfall
100-vr stnrm
Storm
Duration, T
(min)
Rainfall
Intensity,]
(in/hr)
Qo
(cfs)_
Vol. In
Vi
(ft)
5
9.95
19.7
5919
10
7.77
15.4
9240
14
6.72
13.3
11185
20
5.62
11.1
13374
25
4.97
9.9
14784
26
4.86
9.6
15034
27
4.75
9.4
15274
30
4.47
8.9
15949
40
3.74
7.4
17798
50
3.23
6.4
19237
60
2.86
5.7
20414
70
2.57
5.1
21411
80
2.34
4.6
22275
90
2.15
4.3
23040
100
1.99
4.0
23726
110
1.86
3.7
24349
120
1.75
3.5
24920
130
1.65
3.3
25448
140
1.56
3.1
25938
150
1.48
2.9
26397
160
1.41
2.8
26827
170
1.35
2.7
27234
180
1.29
2.6
27619
Provided Storage Volume: 11565 ft3
Overflow: 13.3 cfs
2.51
acre
0.79
2.0
acre
0.00
cfs
0.8
(from fig 2.1)
01-22-14 Pond-C16.xIs,FAA-100yr
Project Name:
N
Date:
With:
I I �zl
- ------ - --------
—T
T
-LL
Z-L-
4
C-
4
f J-
TI-l!
le
L
01
-4-4-
LQ
S!-
-N'E> T
T J
AA 1
ID
-7--T-- F CA
se
1218 W. ASH, STE C - WINDSOR, COLORADO 80550
TEL.970.674.3300 - FAX.970.674.3303
IProject Name:
Cl
Date:— —By: With:
717
A
_J
f-T
t
41
;L
'77T
-7-
-7—
a
-10
17�
L
7-
1 215 W. ASH, STE C - WINDSOR, COLORADO 80550
TEL.970.674.3300 - FAX.970.674.3303
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD
Project: Link-N-Greens
Inlet ID: OVERLANDII I' C9
FLOWI ul STREET N I I FLOW OVERLAND I I
Show Details
ROADWAY CENTERLINE
Design Flow: ONLY it already etennmed ihrougho er me ods: Minor Storm
Major Storm
(local Peak Bow for In of street OR gmss-lined channel): *Deno-, 3.9
10.3
Cfs
• If you enter values in Row 14, skip the rest Of this sheet and proceed to sheet O-Allow or Area Inlet.
eogrephic machination; nter data In me blue ces :
Subcatchmenl Area
Acres
- Percent Imperviousness
%
Site TYpc Fbws Developed For: - NRCS Soil Type =1
IA. B. C, or D
OS@IsUbarr Qiotet lrfe5
Slope (ff/B)
Length (1q
QSiteis NaHYbat Ogres iriets in a Medan Overland Flow=
" Channel Flow=
ama norm on: nerei = , s. Minor Storm
Major Storm
' Design Storm ReturnPeriod T, =
years
- Return Period One,Hour Precipitation, P,=
inches
C1=1 i
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a Calculated value), Cs
Bypass (Carry -Over) Flow from upstream Subcatchments, OB
Total Design Peak Flow, O
Worksheet Protected
IN THIS SECTION
IN THE SECTIONS
i � fi 5/Jck .!
J Lp
'A jyaow
;
,"^
0,0
Inlet C9.xlsm, O-Peak 10/2812014. 6:44 AM
Project:
Inlet ID:
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II
(Based on Regulated Criteria for Maximum Alln ahle Fin. ne..•h .nit e.. Al
1 S�� T Tµ� Tcrs°wx
try _ Tx Crow
Tdl--
Qw ox/
H L
er Geometry (Enter detain the blue cells)
_
mum Allowable Width for Spread Behindl urb I
TBACx = 12.0 ft
Slope Behind Curb (leave blank for no conveyance credit behind curb)
- SBACx = 0.020 flit
zing's Roughness Behind Curb
nBACx = 0.016
it of Curb at Gutter Flow Line
Hcuas =
6.00
inches ,
me from Curb Face to Street Crown
TCROWN =
28.0
It
it Width
W =
1.00
it
t Transverse Slope
Sx =
0.020
ft/ft
r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
Sw =
0.083
Wit
t Longitudinal Slope - Enter 0 for sump condition
So-
0.000
ft/ft
ring's Roughness for Street Section
STREET =
0.016
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
2 STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
R STORM Allowable Capacity is based on Depth Criterion Q,B.. =I SUMP I sump cfs
storm max, allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
Intel C9.xlsm, Q-Allow 10/28/2014, 6:44 AM
INLET IN A SUMP OR SAG LOCATION
project = Link-N-Greens
Inlet ID = C9
.r--Lo (C)
H-Curb
H-Vert
Wo
W
WP
L. (G)
of Inlet
I Depression (additional to continuous gutter depression'a' from',-AlloW)
her of Unit Inlets (Grate or Curb Opening)
;r Depth at Flowline (outside of local depression)
e Information
IN of a Unit Gate
h of a Unit Gate
Opening Ratio for a Grate (typical values 0.15-0.90)
Bing Factor for a Single Gate (typical value 0.50 - 0,70)
a Weir Coefficient (typical value 2.15 - 3.60)
e Orifice Coefficient (typical value 0.60 - 0.80)
, Opening Information
th of a Unit Cum Opening
it or Vertical Cum Opening in Inches
it of Cum Onfice Throat In Inches
of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
ling Factor for a Single Cum Opaning (typical value 0.10)
Opening Weir Coefficient (typical value 2.3.3.6)
Openng Orifice CoeOident (typical value 0.60 - 0.70)
II Inlet Interception Capacity (assumes clogged condition)
NING: Inlet Capacity less than 0 Peak for MAJOR Storm
Inlet Type
ai�
No
Ponding Depth
L,(G)
W.
C,(G)
C. (G)
C,(G)
L.(C):
H.:
Ham:
Theta
W, `
C,(Ciz
C.(C)=
C,(C)=
Q.
COOT Type R Curb Opening
3.00
2
4.6
2..00 inches
7.5 inches
MAJOR
u•a. eet
1 t =. feet
N/A
N/A
N/A
A
N/A
N/A
N/A
Hi=.
N/A
a r
MAJOR
0G feet
inches
GG inches
I'.an degrees
n0 feet
5.00
6.00
6.00
63.40
1.00
0.10
0.10
3.60
O
0.67
4.G7
MINOR
6.3
4.2
C�
�L
-Z,3 , �c
S SkAA
,Dh/7i ir��J
gym,^
Lross
Inlet C9.xlsm, Inlet In Sump
10/28/2014, 6:44 AM
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD
Project: Woodward Phase One
Inlet ID: C12
OVERLAND IVuISIDE ' p
I( FLOW I I I'I STREET II I OVERLAND
FLOW I I
1Y Show Details
— — — — ` ROADWAY CENTERLINE
Design ow: ONLYI already determined through other methods: Mint
pocel peak flow for lQ of sorest OR gress-Ilned channel):-DKnown cl
Suhcatchment Area- Acres
Percent Imperviousness= %
r Site Type: r Flcaxs Developed For. _ NRCS Soil Type =1 JA, B, C. or D
OSimisUbw I()Seeet Wtls
Slope (0/ft) Len th (fl)
05Ris Ni»11be, ()km Inlets in a Meiw Overland Flow=
Channel Flow =
n on: nerei i = r r ♦ e Minor Storm Major Storm
Design Storm Rehm Period,T, = EEE�years -
Return Period One -Hour Precipitation, Pr= Inches
Ct=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value). Cs =
Bypass (Carty -Over) Flow from upstream Subcatchments, 4 u 3.8 18.0 cis
Total Design Peak Flow, O -1 6.6 1 24.8 cfs
Worksheel Protected
IN THIS SECTION
IN THE SECTIONS
Inlet C12.ksm, O-Peak
10/292014, 10:41 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project: Woodward Phase One
Inlet ID: C12
I g -Vr
T• T T -I
encx Tx
Sife61
CClown
yH�dS,a
Maximum Allowable Width for Spread Behind Curb
T.Acx =
14.3 it
'
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)
SBACK _
0.020
ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)
rsncx =
0.020
Height of Curb at Gutter Flow Line
Hcuae =
6.00 inches
'
Distance from Curb Face to Street Crown
TOROWN =
30.0
ft
Gutter Width
Transverse Slope C3 El
W =
Sx =
' 1.00
0.020
it
Wit
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
Sw =
0.083
Wit
'
Street Longitudinal Slope - Enter 0 for sump condition
So =
0.000
ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)
rsrn u =
0.016
Minor Storm
Major Storm
'
Max. Allowable Spread for Minor 8 Major Storm
Twx =
16.0
30.0 itMax.
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
cl , =
4.0
4.0 inches
Allow Flow Depth at Street Crown (leave blank for no)
check = yes
'
MINOR STORM Allowable Capacity is based on Depth Criterion
Mirror Storm
Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion
Qm. = SUMP I SUMP cis
Minor storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
'
Major storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
' Inlet C12.xlsm, Cl-Allow 10/2912014, 10:41 AM
n
INLET IN A SUMP OR SAG LOCATION
Project = Woodward Phase One
Inlet 10 = C12
.�---Lo (C)-,�
H-Curb H-Ven
Wo
WP
W
Lo(G)
I of Inlet
Inlet Type'
d Depression (additional to continuous guaer depression'a' from'O-AIIOW)
am:
loan of Unit Inlets (Grate or Curb Opening)
No:
N Depth at Flowline (outside of 10CM depression)
Ponding Depth:
e lnforniatlon
Ilh of a Unit Grate
L. (G):
h of a Unit Grate
We:
Opening Ratio for a Grate (typical values 0.15-0.90)
A�
ging Factor for a Single Grate (typical value 0.50 - 0.70)
Cn (G):
B Weir Ccealdent (typical value 2.15 - 3.60)
C. (G):
B Onfice Coefficient (typical value 0.60 - 0.80)
C. (G) :
I Opening Information
th of a Unit Curb Opening ,
Le (C):
III of Vertical Curb Opening in Inches
H„n :
ht of Curb Orifice Throat In Inches,
H. =
B of Throat (see USDCM Figure ST-5)
Theta =
Width for Depression Pan (typically the gutter width of 2 feet)
Wr
)Ing Factor for a Single Curt Opening (typical value 0.10)
Ch (C)
Opening Weir Coefficient (typical value 2.3-3.6)
C. (C)
Opening Orifice Coefficient (typical value 0.60. 0.70)
C. (C)
it Inlet Interception Capacity (assumes clogged condition)
�.
NING: Inlet Capacity less than O Peak for Minor and Malor Storms
Os.. xrvwe..=
MINOR MAJOR
CDOT Type R Curb Opening
3.00 3.00 Inches
2 2
4.0 4.0 inch"
MINOR MAJOR UOv. uw
N/A NfA feet
N/A NIA feet
N/A NIA
N/A N/A
N/A NIA
N/A N/A
5.00
5.00
6.00
6.00
6.00
600
63.40
63.40
2.00
2.00
0.10
0.10
3.60
3,60
0.67
0.67
MINOR
4.5
6.5
Bet
xhes
fiches
agrees
Bet
Inlet C12.xlsm, Inlet In Sump 10129/2014. 10:41 AM
Project: Woodward Phase One
Inlet ID: rOVERLANryury C13
SIDE
FLOW D I II STREET FLOW OVERLAND I I I
J.Y Show Details
ROADWAY CENTERLINE
resign ow: 15RET if already aelfenlia ifirougHo er me Mirx
floral peek flow for In of sueel OR gunwilm d channel): 'Oa.e.a
If You enter values in Row 14_akin ther. M Tie ehmr ewe.... ... a t..w.. e% a a.....-..____.
Subcatohlnem Area=
Percent Imperviousness=
Site Type; Ir Foes Developed yr; NRCS Soil Type -1
r p S e.sUbal I Q treet Wei
Slope(flft) Length(ft)
QSteisNrs ban QArea lrlets in a Medw Ovenand Flow=
Channel Flow =
Acres
%
IA. B, C, or D
n on: Tens Inc I = , r+
Design Storm Return Period, T, =
Rehm Period One -Hour Precipitation, P, =
C,=
C'=
Cs=
User -Defined Storm Rung Coefficient (leave this blank to accept a calculated value), C =
User -Defined Syr. Rung Cceficlent (leave this blank to accept a calculated value), Cs =
Bypass (Carty -Over) Flow from upstream Subcatchments, Os =
Total Design Peak Flow, O =
Minor Storm Major Storm
rears
inches
da
-
2.3
7.6
6.9 22.5
n
Worksheet Protected
IN THIS SECTION
IN THE SECTIONS
I% Vt nr_f A
Inlet C13.xlsm, O-Peak
10/2712014, 10:54 AM
Project:
Inlet ID:
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
n�d
te_V
7. T�T— TxyHs+
a do
mum Allowable Width for Spread Behind Curb
Slope Behind
Curb (leave
blank for no conveyance credit behind curb)
Roughness Behind Curb (typically between 0.012 and 0.020)
I of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 Nft)
Longitudinal Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Misr & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no) -
T,: =
14.3
it
Sexcx =
0.020
ft/ft
nBACK =
0.016
Hcum =
6.00
inches
TCROWN =
30.0
ft
W =
1.00
ft
-
Sx =
0.020
ft/ft
SW =
0.083
ft/ft
So =
0.000
ft/ft
nsTRM -
0.016
Mirror Storm
Major Storm
Tm- =
16.0
30.0
ft
dmA -
4.0
4.0
Inches
❑
❑
check = yes
t STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
R STORM Allowable Capacity is based on Depth Criterion Q, =J SUMP I SUMP cfs
storm max. allowable capacity GOOD greater than flow given on sheet'Q-Peak'
storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
Inlet C13.xlsm, Q-Allow 10/27/2014, 10:54 AM
INLET IN A SUMP OR SAG LOCATION
Project = Woodward Phase One
Inlet ID = C13
{—Lo(C)-------
H-Curb H-Vert
We
WP
W
Lo(G)
Warning
gn Information IlnpW)
of Inlet
Inlet Type'
I Depreasion (additional to continuous gutter depresslon'a' from'O-Allow')
a.
bar of Unit Inlets (Grate or Curb Opening)
No
.v Depth at Flowline (outside of local depression) _
Pending Dept
a Information '
t of a Und Grate
L, (G)
t of a Unit Grate
W.
Opening Ratio for a Grate (typical values 0.15-0.90)
)Ing Factor for a Single Grate (typical value 0.50 - 0.70)
C, (G)
! Weir Coefficient (typical value 2.15 -160)
C. (G):
I Onfice Coefficient (typical value 0.60 - 0.80)
C. (G)
Opening Information '
th of a Unit Curt Opening
L, (C)
it of Vertical Curb Opening in Inches
H,,,.
it of Curt Orifice Throat in Inches
H":
! of Throat (see USDCM Figure ST-5)
Theta
Width for Depression Pan (typically the gutter width of 2 feet)
W,
)iflg Factor for a Single Curb Opening (typical value 0.10)
C! (C)
Opening Weir Coefficient (typical value 2.3-3.6)
C. (C)
Opening Odf!ce Coefficient (typical value 0.60 - 0.70)
C. (C)
11 Inlet Interception Capacity (assumes clogged condition)
KING: Inlet Capacity less Nan O Peak for Minor and Major Storms
Ovrixvrouexo'
laming 1: Dimension entered is not a typical dimension for inlet type specified.
MINOR MAJOR
COOT Type R Curb Opening
3.00
300
2
2
4.0
4.0
MINOR MAJOR
N/A N/F
N/A
NIA
N/A
A
N/A
N/A
N/A
(A
N/A
r11A
5.00
500
6.00
6 00
6.00
boo
63.40
6340
2.00
200
0.10
0.10
3.60
3.00
0.67
0.67
MINOR
nches
n Ma
❑ D+mide Depths
eat
set
eel
xhes
tches
agrees
set
I,
Inlet C13.xlsm, Inlet In Sump 1012712014, 10:54 AM
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD
Project: Woodward Phase One
Inlet ID: C14
ROADWAY CENTERLINE
Design low: ONLY if already etermined through other methods: Minor Storm M
(local peak flow for In of street OR grass -lined channel): 'Osaawn= 2.7
Worksheet Protected-
l� Show Details )
ajar Storm -�_
17.6 Off FILL IN THIS SECTION
OR...
FILL IN THE SECTIONS
Subcatcnment Area Acres
Percent Imperviousness = %
r sx Type: Flows Developed yr. NRCS Soil Type
O51leis Lrbal �ostreet tne5 Slope(fd(t) Length(%) .
QLre iS Nm-Uba, QAim Inets in a Medal Ow:nand Flow =
Channel Flow =
Tra Misr Storm 12 jorstorm
Design Storm Return Period. T, = years
Reft n Pen.. One -Hour Pr.p,.., P, = Inches
User -Dented Storm Ruroff CoeRdent(leave this blank to accept a cal -fated value), C =
User -Defined Syr. Ruing Coefficient (leave INS blank to accept a calculated value), Cs_
Bypass m (Carry -Over) Flow from upstream Subcatchmes, Oy = 0.0 15.5 cfs
Total Design Peak Flow, D = 2.7 37.1 eta
Inlet C74.xlsm, O-Peak 10/29/2014, 10:49 AM
II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II
Mt ... A nn Ronula}oA Crifcrta fnr Maximum Allnuwahln Fln. nnnfh .nA Qn vn
Project: Woodward Phase One
Inlet ID: C14
— Tarnwa
T, TwT
Ts —
ar Geometry (Enter data in the blue cells)
rum Allowable Width for Spread Behindl urb I
Slope Behind Curb (leave blank for no conveyance credit behind curb)
flng's Roughness Behind Curb (typically between 0.012 and 0.020)
it of Curb at Gutter Flow Line
me from Curb Face to Street Crown
r Width
t Transverse Slope
r Cross Slope (typically 2 inches over 24 inches or 0.083 Wit)
t Longitudinal Slope - Ender 0 for sump condition
ring's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
TBACK = 0.0 Ift
SBACK = 0.020 ft/ft
HACK = 0.020
Hcu,, = 6.00 inches
TCRowN = 28.0 it
W = 1.00 ft
Sx = 0.020 ft/ft
Sw = 0.083 ft/ft
So = 0.005 ft/ft
nsrReer = 0.016
Minor Storm Major Storm
Tmm = 16.0 28.0 ft
dnnn - 6.0 6.0 Inches
check = yes
2 STORM Allowable Capacity is based on Spread Criterion _ Minor Storm Major Storm
R STORM Allowable STORM Allowable Capacity based on Depth Criterion on Depth Criterion Q, =1 6.1 1 13.8 cis
storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
ING: MAJOR STORM max. allowable capacity is less than flow given on sheet'Q-Peak'
Inlet C14.xlsm, Q-Allow 10/29/2014, 10:49 AM
INLET ON A CONTINUOUS GRADE
Project: Woodward Phase One
Inlet ID: C14
�--Lo (C)—�
H-Curb H-Vert
We
W
rr Lo (G)
"'•• ••"^•""� "� •
Type of Inlet
Local Deprasaion(additional to continuous gutter depreaMon'e'fmm'O-AIIoW)
Total Number of Unite In the Inlet (Grate or Curb Opening)
Length of a Single Unit Inlet (Grew or Curb Opening)
Width of a Unit Grata (cannot be greater than W from O-Allow)
Clogging Factor far a Single Unit Grate (typical min. value = 0.5)
Clogging Factor for a Single Unit Curb Opening (typical min. value= 0.1)
- Type =
aLoc,.
No =
L, =
W. =
CrG =
CrC =
MINOR MAJOR
linch.
B
N
I COOT Type R Curb Opening
3.0
3.0
2
2
5.00
5.00
N/A
I4/5,
N/A
N/A
0.10
0.10
treat N droulia: WARNING: 0 -ALLOWABLE Q FOR MAJOR STORM
ttrial Inlet Interception Capacity -
otal Inlet Carry -Over Flow (Bow bypassing inlet)
Capture Pocentapa = OJIL a
0=
Oa
MINOR
2A___
'� 0.3
MAJOR
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Bentley StormCAD V8i (SELECTseries 3)
Phase One East (10-29-14)-stsw- Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.841
10/28/2014 - 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
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With:
Project
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TEL.970.674.3300 - FAX.970.674.3303
Worksheet for HQ Frontage @ A -A Q 100 Depth
Project Description
,
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Input Data
'
:
Channel Slope 0.00500
ft/ft
Discharge: 22.50
ft3/s
OptOnS - 4v r
Current Roughness Weighted Meth( Improvedl-otters
Open Channel Weighted Roughnes: Improvedl-otters
Closed Channel Weighted Roughne Hortons
Results
Roughness Coefficient: 0.026
Water Surface Elevation: 41.13
ft
Elevation Range: 40.78 to 41.85 ft
'
Flow Area: 14.57
ft'
Wetted Perimeter: 63.38
ft
Top Width: 63.37
ft
Normal Depth: 0.35
ft
Critical Depth: 0.26
ft
'
Critical Slope: 0.01699
ft/ft
Velocity: 1.54
ft/s
Velocity Head: 0.04
ft ,
'
Specific Energy: 0.38
ft
Froude Number: 0.57
Flow Type: Subcritical
(0+00.00, (0+77.17, 0.013
41.75) 40.85)
.( .. ( 0 030':
3'.L_:<.. st:,:
Worksheet for HQ Frontage @ A -A Q 100 Depth
'S1aUon Eleva4ori i
0+00.00
41.75
0+25.00 ` �
-41.75-�
`JJ40.85
0+77.17
1+06.73, , .
.. '40.78 ��':' :
Cross Section for HQ Frontage @ A -A Q 100 Depth
,Protect Descnption
Flow Element:
Irregular Section
Friction Method:
Manning Formula
Solve For:
Normal Depth
Section Data F
,s
Roughness Coefficient
0.026
Channel Slope:
0.00500
ft/ft
Normal. Depth:
0.35
It
Elevation Range:
40.78 to 41.85 ft
Discharge:
22.50
W/s
0.359
—63.37 ft --�
Worksheet for Loop Road @ B-B Q100 Depth
Pro)ect 4
_. �.0 '$. _oJ.w.. �,.__
�
Flow Element:
Irregular Section
' Friction Method:
Manning Formula
Solve For:
Normal Depth
Input Data.Js
,
Channel Slope:
0.00506 ft/ft
Discharge:
85.80 ft /s
Options
71,
Current Roughness Weighted Methc
Improvedl_otters
' Open Channel Weighted Roughnes:
Improvedl-otters
Closed Channel Weighted Roughne
Hortons
Results
'
Roughness Coefficient:
0.016
Water Surface Elevation:
38.65 ft
Elevation Range:
37.70 to 40.00 ft
'
Flow Area:
22.71 ft'
Wetted Perimeter:
54.62 ft
Top Width:
53.84 ft
Normal Depth:
Critical Depth:
Critical Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Flow Type:
0.95
0.95
0.00527
3.78
0.22
1.17
1.03
Supercritical
ft
ft
ft/ft
ft/s
ft
ft
(0+00.0, 40.00) (0+54.9, 38.38) 0.030 .
'(0+54 9 3838) (0+82 9 38.20) 0.013
(0+82.9, 38.20) (1+35.1, 39.10) 0.030
Worksheet for Loop Road @ B-B 0100 Depth
Station
` E164a4ori
x
0+00.0
40.00
0+44 4
' - �u 38.78
0+54.9
38.88
0+54.9
. ,; ` 38.38.
_. _37.70.. _
0+82.9.
�0+82.9
`-t: 38.20.`
1+35.1
39.10'
Cross Section for Loop Road @ B-B Q100 Depth
Protect Description
.LLLi:3.k � ._��e3':€a>» .. .4. St�A A... a_a _ ), .i:...Y_..f.. asY�eci•�.;a
Flow Element:m
Irregular Section
Friction Method:
Manning Formula
Solve For:
Normal Depth
;Section Data
y,
Roughness Coefficient:
0.016N
Channel Slope:
0.00500
ft/ft
Normal Depth:
0.95
ft
Elevation Range:
37.70 to 40.00 ft
Discharge:
85.80
ft'/s
T
0.95 ft
1
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(REC. NO. 94091198)
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