HomeMy WebLinkAboutCITY OF FORT COLLINS UTILITY SERVICE CENTER 5TH FILING PDP - 16 90C - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTI
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FINAL, DRAINAGE AND EROSION
CONTROL STUDY FOR
FORT COLLINS UTILITY CENTER
FIFTH FILING
FORT COLLINS, COLORADO
MARCH 1997
THE
SEAR -BROWN
GROUP
Standards in Excellence
11
Wood Street, Elm Street, and the existing Service Center parking lot and
the Colorado and Southern Railroad/Burlington Northern Railroad. Basin
6 is comprised of the existing Service Center parking. Basin 7 is the
Service Center storage yard.
The 100 year historic storm flow from Basins 1 and 3 (359 cfs) is far in
excess of the capacity of Elm street. therefore, the design along the
northern side of Elm Street has sought to let as much of the flow pass into
the adjacent swale as quickly as possible. The water level at the deepest
point in Elm street is calculated as 4995.03 which is 1.54 feet above the
flow line (refer to the street capacity calculation section of the Appendix.
It is not possible to tilt the road to the north due to a shallow fiber optics
line located in the street section.
In the proposed condition, runoff from Basins 1, 3, 4, 5 and a portion of
the runoff from Basin 6 flows into the area behind the existing wooden box
culvert. The flows then pass around the west end of the embankment.
These flows then flow east along the north side of the railroad embankment
contained in a channel formed by the railway embankment on one side and
CDOT Type 4 concrete barriers on the other and then to the storage yard.
These barriers are used to provide a temporary drainage path until such
time as the entire site is built out and the railroad embankment removed.
The storm flows then sheet flow northeast toward the northeast comer of
the storage yard where they are guided to the east, away from the adjacent
pond, by a retaining wall. Flows the pass to a low lying area in the Cache
LaPoudre River floodplain. The drawing .100 year Storm Inundation.
Proposed Condition, shows the area of inundation in the proposed condition
and also the flood path across storage yard and to the Cache La Poudre
River during the 100 Year Storm. This show that the 100 Year water
surface level is lower during the proposed condition than during the existing
1 condition. This is because the grading around the northwest end of the
railroad berm has been lowered to release more flow. Please refer to 1QQ
Year Storm Inundation- Existing Condition. Both of the previously
mentioned drawings are located at the back of the Appendix.
11
1 5
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'�2RENT
DATE: 08-27-1996
FILE DATE: AUGUST
tRENT
TIME: 15:17:15
FILE NAME:: WEIR
PERFORMANCE CURVE FOR
CULVERT # 1
- 1 ( 1.916667!BY 1..166667
) RCPE
DIS-
HEAD- INLET
OUTLET
CHARGE
WATER CONTROL
CONTROL
FLOW
NORMAL
CRITICAL OUTLET
TAILWATER
FLOW
ELEV. DEPTH
DEPTH
TYPE
DEPTH
DEPTH VEL.:DEPTH
VEL. DEPTH
(cfs)
(ft) (ft)
(ft)
<F4>
(ft)
(ft) (fps) (ft)
(fps) (ft)
0
4990..93 0.00
0.00
0-NF
0.00
0.00 0.00 0_00
0.00 -0.49
2
4991.49 0.56
0.56
1-S2n
0.33
0.42 4.57 0.33
0.83 -0.37
4
4991.83 0.90
0.90
1-S2n
0.47
0.62 5.62 0_48
1-09 -0.31
5
4991.96 1.03
1.03
1-S2n
0.54
0.71 5.98 0.54
1.19 -0.2-9
8
4992-34 1.41
1.41
5-S2n
0.73
0.91 6.77 0_74
1..42 -0.22
10
4992..68 1.75
1.75
5-S2n
6.85
1..00 7.22 0.85
1-55 -0.19
12
4993.11 2.18
2.18
5-S2n
1.02
1.09 7.30 1.02
1..65 -0.15
14
4993.62 2.69
2.58
6-FFn
1.17
1.17 7.87 1.11
1-.75 -6.12
15
4993.79 2.86
2.76
6-FFn
1.17
1..17 8.20 1.11
1..84 -0.09
15
499.3_86 2.93
2.83
6-FFn
1.17
1-17 8.34 1..11
1_.92 -0.06
15
4993.92 2.99
2.89
6-FFn
1.17
1.-11 8.44 1.17
2.00 -0.03
E1. inlet face
invert
4990.93
ft
El. outlet invert
4990.31 ft
El. inlet throat invert
0.00 ft
El. inlet crest
0.00 ft
r
SITE DATA ***** CULVERT
INLET STATION (FT)
INLET ELEVATION (FT)
OUTLET STATION (FT)
OUTLET ELEVATION (FT)
NUMBER OF BARRELS
SLOPE (V-FT/H-FT)
INVERT
CULVERT LENGTH ALONG SLOPE (FT)
CULVERT DATA SUMMARY
BARREL SHAPE
BARREL SPAN
BARREL RISE
BARREL MATERIAL
BARREL MANNING'S N
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
0.00
4990.93
62.00
4990.31
1
0.0100
62.00
ELLIPTICAL
1.92 FT
1.17 FT
CONCRETE
0.012
CONVENTIONAL
GROOVED END PROJECTING
NONE
5}
t"RRENT DATE: 08-27-1996
ARENT TIME: 15:17:15
FILE DATE: AUGUST
FILE NAME: WEIR
3
************************** TAILWATER
****** REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH (FT)
20.00
SIDE SLOPE H/V (X:1)
4.0
CHANNEL SLOPE V/H (FT/FT)
0.007
MANNING'S N (.01-0.1)
0.035
CHANNEL INVERT ELEVATION (FT)
4989.82
CULVERT NO-1 OUTLET INVERT ELEVATION
4990.31 FT
UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
\*******
FLOW W.S.E. FROUDE DEPTH
VEL.
SHEAR
(CFS) (FT) NUMBER (FT)
(FPS)
(PSF)
0.00 4989.82 0.000 0.00
0.00
0.00
2.00 4989.94 0.431 0.1.2
0.83
0.05
4.00 4990.00 0.458 0.18
1.09
0.08
5.00 4990.02 0.466 0.20
1.19
0.09
8.00 4990.09 0.485 0.27
1.42
0.12.
10.00 4990.13 0.493 0.31
1.55
0.13
12.00 4990.16 0.500 0.34
1.65
0.15
14.00 4990.19 0.506 0.37
1.75
0.16
16.00 4990.22 0.511 0.40
1.84
0.18
18.00 4990.25 0.515 0.43
1.92
0.19
20.00 4990.28 0.519 0.46
2.00
0.20
************************* ROADWAY OVERTOPPING
DATA **************************
ROADWAY SURFACE
PAVED
EMBANKMENT TOP WIDTH (FT)
30.00
**** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
1 0.00 4994..61
2 21.00 4993.69
3 31.00 4993.69
4 80.00 4995.29
11
PIPE CAPACITY 18" PROFILE C
Worksheet for Circular Channel
Project Description_
Project File
c:lhaestadlfmw1189039.fm2
Worksheet
bypass pipe
Flow Element
Circular Channel
Method
Manning's Formula
Solve For _ _ _.
_Full Flow Capacity_
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Diameter 18.00 in
Results
Depth
1.50
ft
Discharge
7.43
cfs
Flow Area
1.77
ft2
Wetted Perimeter
4.71
ft
Top Width
0.00
ft
Critical Depth
1.06
it
Percent Full
100.00
Critical Slope
0.007032 iVft
Velocity
4.20
ft/s
Velocity Head
0.27
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
7.99
cis
Full Flow Capacity
7.43
cis
Full Flow Slope
0.005000 ft/ft
03113l97 Fja~ter v5.13
�j 05:51:35 AM Haestad Methods,. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
EM
PIPE CAPACITY 21" PROFILE A
Worksheet for Circular Channel
Project Description
Project File
c:lhaestadlfmw11890391m2
Worksheet
bypass pipe
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005100 ft/ft
Diameter 21.00 in
Results_
Depth
1.75
ft
Discharge
11:32
cfs
Flow Area
2.41
ft2
Wetted Perimeter
5,50
It
Top Width
0.00
It
Critical Depth
1.25
ft
Percent Full
100.00
Crfical Slope
0.006850 ft(ft
Velocity
4.70
ft/s
Velocity Head
0.34
ft
Specific Energy
FULL
ft
Froude Number
FULL
Mabmum Discharge
12..17
cfs
Full Flow Capacity
11.32
cfs
Full Flow Slope
0.005100 ft(ft
03/13/97 FbwMaster v5.13
06:13:36 AM Haestad Methwds,. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page of 1
--------------------------------------------------------- - - - - -- ----- g�
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR.. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO:AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------------------------------------------------------------
SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.._..............................
N DATE 03-13-1997 AT TIME 08:.22:04
�*** PROJECT TITLE: FORT COLLINS UTILITY CENTER
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 4
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 20.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 45.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.25
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE M =
0.99
STREET
CROSS SLOPE
(%) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
1.50
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
29.50
GUTTER FLOW DEPTH
(ft) =
0.71
FLOW VELOCITY ON STREET
(fps)=
4.98
FLOW CROSS SECTION AREA
(sq ft)=
8.83
GRATE CLOGGING FACTOR
(%)=
50.00
CURB OPENNING CLOGGING
FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 47.74
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
BY DENVER UDFCD.METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cf's)=
CARRY-OVER FLOW (cfs)=
44.00
42.96
1.045�11°ee-
44.00
42.96
1.04
SWALE DESIGN
u
�3
CROSS SECTION A5
Cross Section for Trapezoidal Channel
Project Description
Project File
cAhaestad\fmw1189039.fm2
Worksheet
Flow Element
DEPTH OF CHANNEL AT SECTION'S A
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.035
Channel Slope
0.010000
ft(ft
Depth
2.33
ft
Left Side Slope
5.000000
H : V
Right Side Slope
5.000000
H : V
Bottom Width
22.00
ft
i.
Discharge
477.00
cfs
U
t
2.33 ft
1
22.00 ft V
H 1
NTS
03/13/97
FlowMaster v5.13
06:24:23 AM Haestad Methods, Inc. 37 Brookuk Road Waterbury, CT 06708 (2D3) 755-1666 Page 1 of 1
CROSS SECTION A5
Worksheet for Trapezoidal Channel
Project Description
Project File
cAhaestad\fmw\189039.fm2
Worksheet
DEPTH OF CHANNEL AT SECTION 5 a
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input- Data
Mannings Coefficient
0.035
Channel Slope
0.010000
fvft
Left Side Slope
5.000000
H : V
Right Side Slope
5.000000
H : V
Bottom Width
22.00
ft
Discharge.
_ 477.00-- _
cfs
Results
Depth
2.33
ft
Flow Area
78.45
ftz
Wetted Perimeter
45.77
ft
Top Width
45.31
ft
Critical Depth
2-.07
ft
Critical Slope
0.015554 ft/ft
Velocity
6.08
ft/s
Velocity Head
0.57
ft
Specific Energy
2.91
ft
Froude Number
0.81
Flow is subcritical..
-
i
03/13/97 Flo vMaster v5.13
06:24:07 AM Haestad Methods, Inc.. 37 Brookside Road Waterbury, CT 06708 (203);755-1666 Page 1 of 1
9¢
CROSS SECTION 135
Cross Section for Trapezoidal Channel
Project Description
Project File c4\haestad\fmw\189039.fm2
Worksheet DEPTH OF CHANNEL AT SECTION B
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channe -Depth. _
Section Data
- - - ---
Mannings Coefficient
0.035
Channel Slope
0.007700 ft/ft
Depth
2.45 ft
Left Side Slope
7.000000 H : V
Right Side Slope
7.000000 H a V
Bottom Width
20.00 ft
Discharge
477.00.- cfs
2.45 ft
NMI1
20.00 ft V ts,
H 1
NTS
03/13/97 FkwNaster v5.13
' 66:22:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1s
CROSS SECTION B5
Worksheet for Trapezoidal Channel
Project Description
Project File
c.:lhaestad\fr6w\1 ti9039 fm2
Worksheet
DEPTH OF CHANNEL AT SECTION B
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
Channel Slope
0.007700
ft(ft
Left Side Slope
7.000000
H : V
Right Side Slope
7.000000
H : V
Bottom Width
20.00
ft
Discharge
477.00
cfs
Results
Depth
2.45
ft
Flow Area
91.10
ft2
Wetted Perimeter
54.67
ft
Top Width
54.32
ft
Critical Depth
2.04
ft
Critical Slope
0.015928 f fft
Velocity
5.24
fvs
Velocity Head
0.43
It
Specific Energy
2.88
ft
Froude Number
0.71
Flow is subcritical.
03M3/97 Flosrtuaster v5.13
' 06:22:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
V.
CJA
STORM WATER QUALITY
A. General Concept
The water quality of storm water runoff must be addressed on all final design
utility plans. The City of Fort Collins Light and Power Parking Lot is
anticipated to be constructed during the summer of I,997. Therefore, we have
sought to find various Best Management Practices for the treatment of
stormwater runoff. The runoff will enter a grass lined swale and then be
informally detained behind the wooden box culvert. In the future a detention
area is planned when the railroad embankment is removed.
All construction activities must comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity.
However, since this site is more than 5 acres, a Colorado Department of
Health NPDES Permit will be required for this project.
EROSION CONTROL
A. General Concept
The Fort Collins Utility Service Center 5th Filing, lies within the Moderate
Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps.
The potential exists for silt movement off the site and into the existing storm
drainage system during construction.
Per the City of Fort Collins Erosion Control Reference Manual for
Construction Sites and related calculations in the appendix, the erosion
control performance standard for the subject site during construction is 79.8%
and 93.9% after construction. The erosion control plan gives a performance
standard of 80.00% during construction and 100% after construction. An
erosion control escrow amount of $6029.00 has been calculated for this site.
B. Specific Details
To control silt movement caused by stormwater runoff gravel mulch and a
straw bale dam at the entrance of the wooden culvert is recommended to
prevent clogging of the culvert. If construction is completed quickly enough
and the asphalt surface is placed with in 30 days of overlot construction then
the gravel mulch may not be required. To control vehicles tracking mud from
the site, tracking pads shall be set up at the two main entrancelexit points.
After the asphalt in Elm Street is complete then gravel inlet filters should be
placed until all construction and landscaping is complete.
WR
RBD, Inc., Engineering Consultants
JAM
13-Mar-97
Project: Fort Collins Utility Service Center
For. The City of Fort Collins
Project No.: 183-039
This sheet calculates the controlling condition for the area inlets
Design Point: 3
Neenah grate inlet R-3900, or approved equal:
Weir equation: Orifice equation:
Qw= C L H"1.5 Qo = C A (2gH)"0.5
C = 3.0 C = 0.6
L = 4.00 ft A = 1.64 ft2
(50% clogged)
Q.
0.70 7.03
0.80 8.59
0.90 10,25
1.00 12.00
13-Mar-97
Concrete barrier bypass channel
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmw\189039.fm2
Worksheet
Bypass Ditch
Flow Element
Irregular Channel
Method
Manning's Formula
Salve For
Water Elevation
Section Data
Wtd. Mannings Coefficient
0.033
Channel Slope
0.005000 fHft
Water Surface Elevation
91.03 ft
Discharge___
242.00 cfs
w
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
04I25197
04MA 8 PM
FlowMaster v5.13
Haestad Meltwds, Irrc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Concrete Barrier Bypass Channel
Worksheet for Irregular Channel
Project Description
Project File
cAhaestadlfmW1189039.fm2
Worksheet
Bypass Ditch
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water levation
Input Data
1
Channel Slope
0.005000 fu t.
Elevation range: 89.00 ft to
92.00 fL
Station (ft) Elevation (ft)
Start Station
1
0.00
92.00
0.00
12.00
89.00
27.00
27.00
89.00
35.00
89.00
35.00
91.67
Discharge
242.00
cfs
Results
Wtd. Mannings Coefficient
0.03.3
Water Surface Elevation
91.03
ft
FI6W Area
54.95
ftz
Wetted Perimeter
33.40
ft
Top Width
31.12
ft
Height
2.03
ft
Critical Depth
90.45
ft
Critical Slope
0.015163
ftfft
Velocity
4.40
ft/s
Velocity Head
0.30
ft
Specific Energy
91.33
ft
Froude Number
0.58
Flow is subcritical.
I
I
End Station
27.00
35.00
Roughness
0.060
0.016
04MG7 FlowMaster v5.13
04:34:02 PM Haestad Methods, inc. 37 Brookside Road Waterbury, CT 66708 (203) 755.1666 Page 1 of 1
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EROSION CONTROL DESIGN
r
1
�g
RBD, Inc.
RAINFALL PERFORMANCE STANDARD EVALUATION
1 #183-039
PROJECT: FORT COLLINS UTILITY SERVICE CENTER PARKING STANDARD FORMA
CALCULATED BY: JAM DATE: 03/1.3197
Developed
Erodibilty
Asb
Lsb
Ssb
Lb
186
PS
--S.ubbasin.
Zone
ac
ft .
%
ft
°k
5
moderate
7.45
600
1.70
Total
7.45
600
1.7
79.8
I a fGhA,I NIGIINLZ►`
f Lb = sum(AiLi)/sum(Ai) = 7.45 x 600 / 7.45
600 ft
Sb = sum(AiSi)/sum(Ai) = 7.45 x 1.70 / 7.45
1.7 %
' PS (during construction) = 79.8
PS (after construction) = 79.8/0.85 =
(from Table 8A)
93.9
RBD, Inc.
E.FFECTNEN.ESS CALCULATIONS
Total Site as one phase
TED BY:
mber Method
3 Bare Soil - Rough Irregular Surface
4 Sediment/Basin Trap
6 Gravel Finer
9 Asphalt/Concrete Pavement
16 Established Grass Ground Cover- 70%
19 Established Grass Ground Cover -100%
20 Sod Grass
21 Temporary Vegetation
23 Hydraulic Mulch @ 2 tons/acre
38 Gravel Mulch
43 Hay or Straw Dry Mulch (21-25% slope)
MAJOR
BASIN
PS
%
AREA -
ac
SITE
79.8
7.45
QUO DIA0111d MRGM
BASIN CONDITION I (ac)
/alue I Value
1 0.9
1 0.5
1 0.8
0.01 1
0.04 1
0.02 1
0.01 1
0.45 1
0.1 1
0.05 1
0.14 1
5 PERVIOUS AREA DISTURBED 2.92 21 1.31 2.92 Temporary Vegetation
5 HARD AREA 3.16 38 0.16 3.16 Gravel Mulch
5 UNDISTURBED AREA 1.37 19 0.03 1.37 Established Grass Ground Carver -100%
19 0.00 0.00 Established Grass Ground Cover -100%
9 0.00 0.00 Asphaft/ConcretePavement
Cnet = [0.45 x 0.02+. +0.13 x 0.011 / 38.85
020
Pnet = [0.45 x 1.00 +.+ 0.13 x 1.00] / 38.35
0.80
EFF = (1-C'P)100 = (1:-0.20*0.80)100
= 83.91
> 79.8 (PS)
RBD, Inc. ! w
EFFECTIVENESS CALCULATIONS
Total Site
#183-039
PROJECT. FORT COLLINS UTILITY SERVICE CENT -STANDARD FORM B -
GALCULATED BY-. JAM DATE: _. - 03/13/97
Erosion Control - -
C=Facto
P=Facto
-,Comment
Number Method
Value
Value
9 AsphalNConcrete Pavement
0.01--
1
Paved and constructed-
16 Established Grass Ground Cover - 70%
0.04
1
reestablished open areas
19 Established Grass Ground Cover -100%
0.02
1
Areas not disturbed during const
20 sod Grass
0.01
1
newly sodded
MAJOR
PS
AEA
BASIN-
° - _ - _
- _ __Jac)
SITE
93.9
7.45
SUB
BASIN
AREA
Practice C ` A P ` A Remarks
BASIN
CONDITION _
ac
AFTER CONSTRUCTION
5
PERVIOUS AREA DISTURBED
2.92
16 0.12 2.92 Established Grass Ground Cover-70%
5
HARD AREA
3.16
9 0.03 3.16 Asphalt/Concrete Pavement
5
UNDISTURBED AREA
1.37
.2o 0.01 1.37 Sod Grass
19 0.00 0.00 Established Grass Ground Cover -100%
9 0.00 0.00 Asphatt Concrete Pavement
Cnet = [0.45 x 0.02+. +0..13 x 0.021 / 38.85
- 0.02
Pnet = [0.45 x 1.00 +.+ 0.13 x 1.001 / 38.35
= 1.00
EFF = (1-C`P)100 = (1-0.02.1.00)100
97.83
> 93.9 (PS)
RBD, I=
1 o/
EROSION CONTROL CONSTRUCTION SEQUENCE
PHASE 1 Construction
Indicate by use of a bar fine or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR 1 1997
WIND EROSION CONTROL
SOH Roughing
Perimeter Berner
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Fi ters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Gravel Mulch
Asphafuconcrete Paving
Other
VEGETATIVE:
Permanent Seed Planting(Channeo
Permanent Seed Planting(Site)
Mulching/Sealant
Temporary Seed Planting
Sod Iratallation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY.
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
1
/oZ
RBD, Inc.
i
EROSION CONTROL COST ESTIMATE
PROJE CT:
FORT COLLINS UTILITY SERVICE CEN
#183-039
PREPA RED BY:
JAM
DATE:
03/13/97
CITY RESEEDING COST
_._Unit
- Total--
- - -
Method-.
_
_ QuantiUnit
Cost _
Cost.
Notes
_
Reseed/mulch
6.07564 ac
$650
$3,949
See Note 1.
Subtotal
$3,949
Contingency
50%
$1,975
Total
$5;924
EROSION CONTROL MEASURES
Unit
Total
Number Method
-Quantity .__-Unit
Cost_
Cost
Notes
38 Gravel Mulch
3.1584_7 ac
$200
$632
21 Temporary Vegetation
2.91717 ea
$750
$2,188
6 Gravel Filter
2 ea
$300
$600
5 Straw Bale Barrier
2 ea
$300
$600
Subtotal
$4,020
Contingency
50%
$2,010
Total
__ _ _$6 029
Total Secuq
$6 029-
Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ae=$500/ac.
I
03
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' CHARTS, TABLES AND FIGURES
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1
11
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I
VII. CONCLUSIONS
A.
B.
C.
D.
Compliance with Standards
All computations that have been completed within this report are in
compliance with the City of Fort Collins Erosion Control Reference
Manual for Construction Sites and the Storm Drainage Design Criteria
Manual.
Drainage Concept
This site has the difficult problem of passing 359 cfs of historic offshe
flows through its site and then ensure that no increase in pondmg levels
occur due to improvements. Also that downstream offsite impacts are
mitigated due to the increase in run off. This Plan adequately provides for
the transmission of the 100-year event runoff from the portion of the Old
Town Basin tributary to the Light and Power Service Center through areas
between the Service Center and to the Cache La Poudre River. Runoff
from Basins 1, 3, 4, 5 and 6 flows into the ponding area behind the
existing wooden box culvert in Basin 5. They then flow around the west
end of the embankment and east along the north side of the railroad
embankment, contained within a temporary channel to the storage .yard.
The storm flows then sheet flows northeast toward the northeast corner of
the storage yard where they are guided to the east, away from the adjacent
pond, by a retaining wall: Flows then pass to a low lying area in the Cache
LaPoudre River tloodplain
Stormwater Quality Concept
Storm flows from the parking lot are treated by a grass lined swale and the
informal detention behind the existing wooden box culvert.
Being less than 5.0 acres, it is not required that this site submit a formal
NPDES permit:
Erosion Control Concept
Per the City of Fort Collins Erosion Control Reference Manual for
Construction sites, this project will meet or exceed the recommended
performance standard calculated. All measures taken to control erosion
7
DRAINAGE CRITERIA MANUAL
RUNOFF 1674
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-on
.2 .3 .5 1 1 2 3 5 _ 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
$ MOST FREQUENTLY OCCURRINVUNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55. USDA, SCSJan. 1975.
5 -1-84 '
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
DRCOG
No Text
106
INTERPOLATED VALUES FOR 100 YEAR INTENSITIES
Tc Value
5.00 9.0
S.10 9.0
5.20 8.9
5.30 8.9
5.40 8.9
5.50 8.8
5.60 8.8
5.70 8.7
5.80 8.7
5.90 8.7
6.00 8.6
6.10 8.6
6.20 8.6
6.30 8.5
6.40 8.5
6.50 8:5
6.60 8.4
6.70 8.4
6.80 8.4
6.90 8.3
7.00 8.3
7.10 8.2
7.20 8.2
7.30 8.2
7.40 8.1
7.50 8.1
7.60 8.1
7.70 8.0
7.80 8.0
7.90 8.0
8.60 7.9
8.10 7.9
8.20 7.8 j
8.30 7.8
8.40 7.8
8..50 7.7
8.60 7.7
8.70 7.7
8.80 7.6
8.90 7.6
9.00 7.6
9.10 1.5
9.20 7.5
9.30 7.5
9.40 7.4
9.50 7.4
9.60 7.3
9.70 7.3
9.80 7.3
9.90 7.2
20.00 7.2
b '-)-
Table 86 C-Factors and P-Factors for Evaluating EFF Values.
Treatment CFactor P-Factor
BARE SOIL
Packed and smooth ........................................ 1.00 1.00
Freshlydisked.:...................................................................... 1.00 0.90
Rough irregular surface .;.::,;:.;..;..,.:.:,...:::..::.......................... 1.00 6.96
SEDIMENT BASIN/TRAP..... ......... ........ ............... 1.00 0.50rn
............................
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80
SILT FENCE BARRIER .................................................... :....... .:...... 1.00 0.50
ASPHALT/CONCRETE PAVEMENT.... ,.: :.:.. ......... 0.01 1.00
ESTABLISHED DRY LAND (NATIVE) GRASS :..'...:.:..:............ See Fig. 8-A 1.00
SODGRASS..................:.................................::...:.:..:..::,::........... 0.01 1.00
TEMPORARY VEGETATION/COVER CROPS .:..s ...:.:.........:............. 0.4512' 1.00
HYDRAULIC MULCH @ 2 TONS/ACRE .>.;.;,;.::............................... 0.1061 1.00
SOIL SEALANT ...... ..... .............:............................0.01-0.6014 1.00
EROSION CONTROL MATS/BLANKETS............................................ 0.10 1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
1 /4" to 1 1 /2" and applied at a rate of at least 135 tons/acre.............. 0.05 1.00
HAY OR STRAW DRY MULCH
After Planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) an. d adequately anchor,
tack or crimp material into the soil.
Slone
L%)
1
to
05:.:
:.::....:.::.................;,.,.:::.......,..:................ ........0.06
1.00
w
to
11
to
15:..:...:
.....................................................................0.07
1.00
16
to
20......
....:.:.. ... ::,....:....:...................0.11
1.00
21
to
25
:.....................................................................:...,:.
, .
1.00
25
to
33......
...:. ........................................................
0.17
1.00
>33..................................:... :. ..... ......:..0.20
1.00
NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation.
(1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required.
(1) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
MARCH 1991 84 DESIGN CRITERIA
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11
I
Tabie.8-6 C-Factors and P-Factors for Evaluating EFF Values (continued from previous page).
Treatment C-Factor
P-Factor
CONTOUR FURROWED SURFACE
Must be maintained throughout the construction period, otherwise P-Factor = 1.00.
Maximum
length refers to the down slope length.
Basin Maximum
Slope Length
(%) (feet)
1 to 2 400..............................:.......:::.......:.:;......................1.00
0.60
0.50
3 to 5 300............................................................:...:.:...:..:1.00
6 to 8 200..... :..:... :.... ..:..:.::.:.............................................1.00
......
0:50
0.60
9 to 12 120.................. ...,:::. .. ...:::;.........1.00
0.70
13 to 16 80:....:....:.:,.....;:...::,:.............................................1.00
17 to 20 60................................................ .;. ::.:...:........1.00
0.80
>20 50.....:......:...........:.................................................1.00
0.90
TERRACING
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic
methods, otherwise P-Factor = 1.00.
Basin
Slope (%
1
to
2... :........... ..:.::........ :................................................. :..:.
1.00
0.12
3
to
8
1.00
0.10
................................................... :...... ..:..;_...:.....,............
9
to
12 ...... :.:..:. .
13
to
16...... ......... _... ............. ....... ................
1.00
0.14
17
to
20.:.::...::::............................................................:.:..:..:.:.1.00
0.16
> 20 ........................... ......... ..;:: ..............................
1.00
0.18
NOTE Use of other C-Factor or P-Factor values reported in this table must be substar6wed by doamnernacon.
MARCH 1931 8.7 DESIGN CRITERIA
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8.4 DESIGN
-
MARCH 1991
CRITERIA
must be left in place and maintained until the project is stabilized with
pavement or permanent vegetation.
REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins; Colorado, May 1984, revised January 1991.
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VICINITY MAPS
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36
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ar�k''It
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Sulxta
PROJECT SITE I
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='T%�'I 'soiz-� i. _- sg{r`" -ci r:�MARTI ;y i --r
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VICINITY MAP
SCALE: 1" = 2000'
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SWMM MODELING
I
40
DRAINAGE CRITERIA MANUAL
RUNOFF
50
-j:-to:7 40
el
w 30
a
0
10
X
TEST AREA LOCATIONS
0 ARAPAHOE COUNTY O
❑ . LITTLEION
00
000000
a
LOW DENSITY
IVEDIUM
DENSITY
C 1 2 4 5
HOUSING DENSITY - UNrrs PER ACRE
FIGURE 2-1. RESIDENTIAL HOUSING DENSITY
VS.
IMPERVIOUS AREA
I$ D.V.
5-1-8 4
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
5'
SWMM MODEL
100 YEAR STORM
EXISTING CONDITION
E�
FINAL DRAINAGE AND EROSION
CONTROL STUDY
FOR THE
FORT COLLINS UTILITY
SERVICE CENTER
P.U.D. 5TH FILING
FORT COLLINS, COLORADO
April 28, 1997
Prepared for:
Vaught*Frye Architects
and
The City of Fort Collins
Prepared by:
The Sear -Brown Group
Formerly RBD Inc.
209 South Meldrum
Fort Collins, Colorado 80521
(970) 482-5922
RBD Job No. 108-039
Ar
WENT JOP NO.
RM.0 'e�J'CALCULATION'S FOR 77 0'
PROJECT CALCULATION'S
Engineering Consultants "DE BY DATE CKEcao By— ol.-rE SHEET —OF
A 4fisixian AfTht Srw-im-n Group
16 19
i1,
r MN =lu
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Z-A
Crr- ZJI�SSI 7V0.2=h
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DRAINAGE CRITERIA MANUAL
RUNOFF
50
00
uj 30
cl:
0
.20
w
CL
10
0
IIZZI AREA LOCATIONS
I
0 ARN HOE COUNTY
0. LITTLEION
0
01
/13
LOW DENSITY
MEDIUM
DENSITY
2 % 4 5
HOUSING DENSITY - UNrrs PER ACRE
FIGURE_ 2-1. RESIDENTIAL HOUSING DE SITY
Vs.
IMPERVIOUS AREA
5-1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
E
r c ; 020112S3.DAT
2 1 1 2
3 4
WATERSHED . 0
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
R80, INC. (DWB) %/ FILE=020112S3.DAT // 28 OCT 96
1 300 0 0 1. 1 2.
25 5.
0;60 0.96 1.44 1.6B 3.00 5.04 9.00 3.72 2.16 1.56
1.20 0.84 0.60 0648 0.36 0.36 0.24 0.24 0.24 0.24
0.24 1.24 0.12 1,12 0,00
* -2 .016 .250 0.1 0.5 0.5 0.5 .0018
* Shields/Vine/Cherry/Wood basin #1
1 1 1 838248.11 38. .014
* Shields/Vine%Cherry/Wood basin #2
1 3 3 471827.08 36. :017
• Elm/Wood/Loomis basin
1 4 4 308617.71 38. .016
* Future parking lot basin
1 5 5 888 7.48 11.0 .02
* Existing L&P parking basin (from Preliminary Overall Drainage Plan)
1 6 6 504 1.91 95. Ai5
* Existing L&P yard basin
1 7 7 138412.71 99. .02.
* Basin draining to existing 30" ADS and 24" RCP's along north property line
1 17 18 1384 4:80 99. .02
*
0
0
*
West Elm Street channel
1 9 0 4 0.5
120.0.
0.010
25.
25.
0.016
0.5
50.
um
6.010
20.
20.
0.016
10.
r,..
ple & Wood Streets channel
3 9 0 4 0.5
1650.
0.011
25.
25.
0.016
0.5
50.
1650.
0.011
20.
20.
0.016
id.
* Grant Street channel
4 16 0 4
0.5
450. 0.010
25.
25.
0.016
0.5
56.
450. 6.010
20.
20.
0.016
10.
* East. Elm Street channel
9 10 0 4 0.5
450* 0,009
21,
21,
0.016
0.5
50.
450. 0.009
20.
20.
0.016
id.
* NODE: sump along Elm Street
10 11 0 3 1.
1. 0.001
0.
0.
0.013
1.
* Future parking lot channel
5 11 0 4 2.
340. 0.016
50.
50.
0.016
6.5
t
340. 0.016
20.
20.
0.016
id.
Detention po50.
nd north * Detention poof Elm Street
11 15 17 2 0.1
500. 0.005
0.
0.
0.013
0.1
0.0 0.0 0,0
1.18 12.87 2.91
4.73
14.69
0.04
5.48
8.24
16.33
6.31
6.08
10.78
19.77
6.71 27.07 7.37
41.15
8.06
65.24
8.77
102.50
0.52 164.17 10AO
246.97
11.11
349.93
11.96
468.80
12.84 619.08
Surface flow along north side
of railroad berm
�* 15 7 0 1 3.
500. 0.010
50.
4.
0.035
5.
• Parking lot outflow channel
6 14 0 4 10.
200. 0.007
3.
3.
0.016
0.5
so.
200. 0.067
20.
20.
0.035
10.
�* Runoff from parking lot split
between detention pond and storage yard
5 14 7 4 3 1.
1. 0.001
0.
0.
0.013
1.
0.0 0.0 10.7
7.1
20.7
13.8
33.0
22.0
* Yard -surface flow
7 70 0 1 20.
730. 0.020
50.
50.
0.016
5.
Detention pond at northeast corner of storage yard
70 16 4 2 0.1
500. 0.001
0.
0.
0.013
1.
0.0 M 0.31
102.9
1.90
1554.4
4.99
4981.4
* Existing 301, ADS and 24" RCP's along north property line (Use extra diameter)
11
18
16 0 2
5.0
975.
0.009
0.
0. 0.013 5.0
)E: At
Northeast corner of
storage
yard
16
19 0 3
1.0
1.0
0.010
0.
0. 0.013 3.0
Overflow
channel into
open grassland
to the
northeast
of Utility Center
I*
19
0 1
3.0
4.
0.010
B.
S. 0.060 5.0
0
4 5
7 10
11 13
ENDPR06RAM
i
r
i
�1
<o
FILE: 020112SIOU'r
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL VERSION PC.1
DEVELOPED BY
UPDATED BY
TAPE OR DISK ASSIGNMENTS
JIN(1) JIN(2) JIN(3)
2 1 0
,. JOUT(1) JOUT(2) JOUT(3)
1 2 0
NSCRAT(1)
3
WATERSHED PROGRAM CALLED
ENTRY MADE TO RUNOFF MODEL ♦k
METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
JIN(4) JIN(5) JIN(6) JIN(7) JIN(8_) JIN(9) JINGO)
0 0 0 0 0 0 0
JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10)
0 0 0 0 0 0 0
NSCRAT(2) NSCRATO) NSCRAT(4) NSCRAT(5)
4 0 0 0
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR
EVENT
ARID,
INC. (DWB) // FILE=02053.DAT // 28 OCT 96
112
NUMBER OF TIME STEPS 300
INTEGRATION TIME INTERVAL (MINUTES) 1.00
2.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
.60 .96 1.44 1.68 3.60 5.04 9.00
3.72 2.16
1_56
1.20 .84 .60 .48 .36 .36 .24
.24 .24
.24
%
.24 .24 .12 _12 .00
i
`
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR
EVENT
RID, INC. (DWB) // FILE=02011253.DAT // 28 OCT 96
JIEA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR
SURFACE STORAGE(IN)
INFILTRATION RATE(IN/HR) GAGE
NUMBER OR MANHOLE (FT) CAC) IMPERV. (FT/FT) IMPERV. PERV.
IMPERV. PERV.
MAXIMUM MINIMUM DECAY RATE NO
0
.0 .0
.0
.0300
.016
.250
.100
.500
.50
.50
.00180
-
1
8382A 48.1
38.0
.0140
.016
.250
_100
.5DO
.50
.50
.60180
1
3
3
4718.0 27.1
38.0
.6170
.016
.250
.100
.500
.50
.50
.00180
1
4
4
3086.0 17.7
38.0
0160
.014
.250
.100
.500
.50
.50
.00180
1
5
5
888.0 7.5
11.0
.0200
.016
25O
.100
.500
.50
.50
.00180
1
6
6
504..0 1.9
95.0
.0150
.016
.250
_100
.500
.50
.50
.00180
1
7
7
138 .0 12.7
00.0
MOD
.016
.250
.100
.500
.50
.50
.00180
1
17
TOTAL
18
NUMBER OF
1384.0 4.8
SUBCATCHMENTS,
00.0
7
Am
.016
.250
.100
.500
.50
_50
.00180
1
TOTAL
TRIBUTARY
AREA (ACRES),
119.80
�ICITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 06
*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 119.800
TOTAL RAINFALL (INCHES) 2.890
TOTAL INFILTRATION (INCHES) .461
TOTAL WATERSHED OUTFLOW (INCHES) 2.116
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) 313
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .600
i OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD, INC. COW // FILE=020112S3.DAT %/ 28 OCT 96
_ WIDTH INVERT
SIDE SLOPES OVERRANK/SURCHARGE
GUTTER
GUTTER
NDP
RIP
OR DIAN
LENGTH
SLOPE
HORIZ TO VERT
MANNING
DEPTH
JK
NUMBER
CONNECTION
(FT)
(FT)
(FT/FT)
L
R
N
(FT)
1
9
0
4
CHANNEL
.5
1200.
.0100
25.0
25.0
.016
30
0
OVERFLOW
50.0
1200.
.0100
20.0
20.0
.016
10.00
3
9
0
4
CHANNEL
.5
1650.
.0110
25.0
25.0
.016
.50
0
OVERFLOW
50.0
1650.
.0110
20.0
'20.0
.016
10.00
4
10
0
4
CHANNEL
.5
450.
.0100
25.0
25.0
.016
.50
0
OVERFLOW
50.0
450.
.0100
20.0
20.0
.016
10.00
9
10
0
4
CHANNEL
.5
450.
..OD90
25.0
25.0
.016
.50
0
OVERFLOW
50.0
450.
.0090
20.0
20.0
.016
10.00
10
11
0
3
1.0
1.
.0010
.0
.0
.013
1.00
0
5
11
0
4
CHANNEL
2.0
340...0160
50.0
50.6
.016
.50
0
OVERFLOW
56.0
340.
.0160
20.0
20.0 -
.016
10.00
11
15
17
2
PIPE
.1
500.
.0050
.0
.0
.013
.10
0
RESERVOIR
STORAGE IN
ACRE-FEET VS SPILLWAY OUTFLOW
:0
.0
.0 47
.0
8.2
,3
10.8
1.2
12.9
2.9 14.7
5.5
16.3
6.1 10.6
6.7
27.1
7.4
41..1
8:1
65.2
&.8 102.5
9.5
164.2
10.3 247.0
11.1
349.9
12.0
468.8
12.8
619.1
15
7
0
1
CHANNEL
3.0
500.
.0100
50.0
4.0
5.00
0
6
14
0
4
CHANNEL
10.0
200.
.0070
3.0
3.0
.035
.016
.50
0
OVERFLOW
50.0
200.
.0070
20.0
20.0
.035
10.00
14
7
4
3
1.0
1.
.0010
.0
.0
.013
1.00
5
DIVERSION
TO GUTTER
NUMBER 5 - TOTAL 0 VS DIVERTED
0 IN CFS
.6
.0
10.7 7.1
20.7
13.8
33.0
22.0
7
70
0
1
CHANNEL
20.0
730.
.6200
50.0
50.0
.016
5.00
0
"1
16
4
2
PIPE
.1
500.
.0010
.0
.0
.013
1.00
0
RESERVOIR
STORAGE IN
ACRE-FEET VS SPILLWAY OUTFLOW
0
.0
.3 102.9
1.9
1554.4
5.0
4981.4
18
16
0
2
PIPE
5.0
975.
.0090
.0
.0
.013
5..0.0
0
16 19 0 3 1.0 1.. .0100
9 0 0 1 CHANNEL 3.0 4. 0100
ruTAL NUMBER OF GUTTERS/PIPES, 15
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER
TRIBUTARY GUTTER/PIPE
1
0 0 0 0 0
0
0
0
0
0
3
0 0 0 0 0
0
0
0
0
0
4
0 0 0 0 0
0
0
0
0
0
5
0 0 0 0 0
0
0
0
0
0
6
0 0 0 0 0
0
0
0
0
0
7
15 14 0 0 0
0
0
0
0
0
9
1 3 0 0 0
0
0
0
0
0
10
4 9 0 0 0
0
0
0
0
0
11
10 5 0 0 0
0
0
0
0
0
_.
14
6 D 0 0 0
0
0
0
0
0
15
11 0 0 0 0
0
0
0
0
0
16
70 18 0 0 0
0
0
0
0
0
18
0 0 0 0 0
0
0
0
0
0
19
16 0 0 0 0
0
0
0
0
0
70
7 0 0 0 0
o
0
0
0
0
ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES
THROUGH DIVERSION
FROM GUTTER
TIME
STEP UNLESS GUTTER CARDS ARE MODIFIED
TO REVERSE DIVERSION.
m
12,
.0 0 .013 3.00 0
8.6 8.0 060 5.00 0
TRIBUTARY SUBAREA
D.A.(AC)
1
0 0
0
0
0
0
0
0
0 48:1
3
0 0
0
0
0
0
0
0
0 27.1
4
0 0
0
0
0
0
0
0
0 17.7
5
0 0
0
0
0
0
0
0
0 7.5
6
0 0
0
0
0
0
0
0
0 1.9
7
0 0
0
0
0
0
0
0
0 115.0
0
0 0
0
0
0
0
0
0
0 t.2
0
0 0
0
0
0
0
0
0
0 92.0
0
0 0
0
0
0
0
0
0
0 100.4
0
0 0
0
0
0
0
0
0
0 1.9
0
0 0
0
0
0
0
0
0
0 100.4
0
0 0
0
6
0
0
0
0
0 110.8
17
0 0
0
0
0
0
0
0
0 4.8
0
0 0
0
0
0
0
0
0
0 119.8
0
0 0
0
0
0
0
0
0
0 115.0
9 TO GUTTER
5 COMP
THROUGH DIVERSION WILL LAG ONE
' OF FORT COLLINS LIGHT & POWER, SERVICE CENTER; DOWNTOWN BASIN, 100-YR EVENT
INC. (DWB) /% FILE=020112S3.DAT // 28 OCT 96
It HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW;
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER
TIME(HR/MIN) 7 10 11 13
0 21.
0 26.
0 31.
0 36.
41.
0 46.
.00
.00( )
.00
.00( )
.12
.61( )
.5.80
.10( )
19.38
.19( )
39.39
.27( )
70.96
.36( )
115.05
.46( )
77.34
58.2.3
.00
-DO( )
.01
.00( )
.78
.00( )
15.68
.00( )
38.40
-Do( )
72.54
.Do( )
145.13
.00( )
343.45
_00( )
314.78
00( )
25137
.60
.Do( )
.00
00( )
.92
.00( )
6.58
.02(S)
9.47
J 7(S)
1124
.50(S)
12.89
1.20(S)
14.70
2.92(S)
16.22
5.30(S)
37.70
.00
00( )
.00
.00( )
.00
.00( )
.00
.00( )
AD
.00( )
woo
.00( )
.00
.00( )
.00
.00( )
.00
.00( )
.00
13
.33( ) .00( ) 7.21(S) .00C )
73.55 201.34 85.80 .00
.37( ) .00( ) 8.45(S) .00( )
113.93 162.98 196.31 .00
.46( ) .00( ) 9.06(S) .00(
143.51 129.53 139.23 .00
.51( ) .60( ) 9.22(S) .00( )
147.07 102.38 132.46 .00
.51( ) .00( ) 9.13(5) .00( )
135.93 82.10 117.79 00
.50( ) .00( ) 8.96(S) .00( )
119.51 65.44 101.62 .00
.47( ) .00( ) 8.75(S) .00( )
104.80 52.98 90.16 .00
.44( ) .00( ) 8.53(S) .00( )
92.08 43.41 78.72 .00
.41( ) .00( ) 8.32(S) .00( )
80.39 35.16 67.79 .00
.38( ) 00( ) 8.11(S) .00( )
70.26 29.83 60.23 .00
.36( ) _00( ) 7.92(S) .00( )
62.84 25.57 53.93 .00
34( ) .00( ) 7.74(S) .00( )
56.53 22.60 48.10 .00
.32( ) .00( ) 7.57(S) .00( )
50.84 20.51 42.94 .00
.31( ) .00( ) 7.42(S) .00( )
45.52 17.83 39.38 .00
.29( ) AN ) 7.29(S) _00( )
41.62 15.26 36.51 .00
.28( ) 00( ) 7.15(S) OO( )
38.02 12.51 33.65 . .00
.26( ) .00( ) 7.02(S) 00( )
34.70 10.04 30.77 .00
:25( ) .00( ) 6.8B(S) .00( )
31.59 8.17 27.97 .00
.24( ) .00( ) 6.75(S) 00( )
28.79 6.78 26.10 .00
.23( ) 00( ) 6.63(S) .00( )
26.77 5.73 24.65 .00
.22( ) .00( ) 6.56(S) .00( )
25.14 4.90 23.23 .66
.21( ) .00( ) 6.38(S) 00( )
23.65 4.24 21.86 .00
.21( ) AN ) 6.26(S) 00( )
22.24 3.40 20.54 .00
.20( ) .00( ) 6.15(S) .60( )
20.91 3.24 19.53 .00
.19( ) .00( ) 6.04(S) .00( )
19.92 2.85 18.91 .00
.19( ) .00( ) 5.9-US) .00( )
19.18 2.51 18.30 .00
.18( ) .00( ) 5.82(S) .00( )
18.53 2.22 17.70 .00
18( ) .00( ) 5.72(S) .00( )
17.91 1.97 17.12 .00
.18( ) .00( ) 5.62(S) .00( )
17.31 1.75 16.54 .66
.17( ) .00( ) 5.52(S) .00( )
16.77 1.55 16.30 .00
.17( ) .00( ) 5.42(S) .00( )
16.47 1.37 16.23 .00
.17() .00( ) 5.32(S) .00( )
16.34 1.21 16.17 00
.17( ) .00( ) 5.22(S) .00( )
16.25 1.07 16.10 .00
.17( ) .00( ) 5.12(S) .00( )
16.17 .95 16.04 .00
.17( ) .00( ) 5.01(S) .0.0( )
16.10 83 15.97 .00
.17( ) .60( ) 4.91(S) .00( )
e
if
1+
3
46.
16.03
.73
15;91
.00
.17( )
.00( )
4.81(S)
.00( )
3
51.
15.96
.64
15:84
.00
.17( )
.00( )
4.70(S)
.00( )
3
56.
15.89
.56
15.78
.17( )
_00( )
4.60(S)
;OO
60( )
4
1.
15.82
.48
15.71
.00
.17( )
.00( )
4.50(S)
.00( )
4
6.
15.75
.42
15.64
.00
17( )
.00( )
4.39(S)
.00( )
4
11.
15.69
.36
15.58
.00
.17( )
00( )
4.29(S)
.00( )
4
16.
15.62
.31
15.51
:00
.17( )
.00( )
4.19(S)
.00( )
4
21.
15.55
.26
15.44
.00
AR )
.00( )
4.08(S)
.00( )
4
26.
15.48
.22
15.38
.00
:16( )
.00( )
3.98(S)
.00( )
4
31.
15.41
.18
15.31
:00
.16( )
00( )
3.87(S)
00( )
4
36.
15_35
.15
15.25
.00
:16( )
.00( )
3.77(S)
.00( )
4
41_:
15.28
.12
15.18
.00
a
16( )
00( )
3.67(S)
.00( ')
4
46.
15.21
.10
15.11
.00
.16( )
.00( )
3.56(S)
.00( )
4
51.
15.14
.08
15.05
.00
.16( )
.00( )
3.46(S)
.00( )
4
56:
15.08
.07
14.98
.00
THE
FOLLOWING
16( )
CONVEYANCE
:00( )
ELEMENTS HAVE
3:36(S)
NUMERICAL
.00(
STABILITY
PROBLEMS THAT
LEAD TO HYDRAULIC
OSCILLLATIONS
DURING THE
SIMULATION.
11
19
70
a
CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RED, INC. (DWB) it FILE=020112S3.DAT li 28 OCT 96
*;+ PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ♦*"
CONVEYANCE
PEAK
STAGE
STORAGE
TIME
ELEMENT
(CFS)
(FT)
(AC -FT)
(HR/M1N)
1
194.1
.9
0 36.
3
92:9
.7
0 38.
4
80.6
.7
0 35.
.5
26.8
.4
0 36.
6
16.9
.4
0 35.
7
148.1
.5
1 4:
9
277.4
1.0
0 37.
10
349.9
(DIRECT
FLOW)
0 37.
11
139.2
.1
9.2
1 1.
14
16.9
(DIRECT
FLOW)
0 35.
15
137,3
1:2
1 4.
16
151.5
(DIRECT
FLOW)
1 5.
18
41.5
1.4
0 35.
19
151.6
2.4
1 5.
70
147.9
.1
.4
1 5.
tr, -CROGRAM PROGRAM CALLED
i5
CLIENT I ��- V V JOB NO. 1 Sa ' Ca;�
T3D
wC. PROJECT.-_.G__._l: CALCULATIONS FOR wEp ��D DLO\V -
Engineering Consultants MADE BY_DATE CMECKEDBY_DATE SHEET OF
A division of The Sw.Bro n Group
G3: rl
'
*- -- - S - - t i + _
.
1 - 32,0�
3- 40& 3L7- _ -=3:>4.
c SSS
THE SEAR —BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
' FORMERLY RBD, INC.
209 SOUTH MELDRUM
FORT COLLI INS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
April 28, 1997
Mr. Basil Harridan
City of Fort Collins
Utility Services Stormwater
235 Mathews Street
Fort Collins, Colorado 80522
1
1
1
1
1
I
1
1
n
1
RE: Final Drainage and Erosion Control Study for the Fort Collins Utility Service
Center, P.U.D. , 5th filing
Dear Basil:
We are pleased to submit to you, for your review and approval, this Final Drainage and
Erosion Control Study for the Fort Collins Utility Service Center, P.U.D., 5th filing. All
computations within this report have been completed in compliance with the City of Fort
Collins Storm Drainage Design Criteria.
To date, there are no variances being requested for this project.
We appreciate your time and consideration in reviewing this submittal. Please call if you
have any questions.
Respectfully,
RBD Inc. Engineering Consultants
by:
en -Morley, P.E.
Engineer
Reviewed by:
Kevin W. Gingery, P.E.
Water Resources Project Manager
cc: Mr. Jack Gianola City of Fort Collins Facilities
Mr. John Renhowe Vaught*Frye Architects
NEW YORK • PENNSYLVANIA
COLORADO•UTAH
'
STANDARDS IN EXCELLENCE
EQUAL OPPORTUNITY EMPLOYER
r
I
I /
A
0
Detention Pond Rating Curves
(Existing Condition)
/(0
RBD, Inc., Engineering Consultants
at
/9L
FORT COLLINS UTILITY CENTER 183-039
Detention Pond 11 Rating Curve_ Existing Condition 06-Nov-96
Elev
ft)
Area
(ft2)
Area
(ac
Storage
ac-ft
Cumulative
Storage
ac-ft
Outflow
cfs
4986.2
0
0.00
0.00
0.00
-
4987.0
34
MID
0.00
0.00
4.73
4988.0
4,800
0.11
0.04
0.04
814
4989.0
21,254
0.49
0.27
0.31
10.78
4990.0
57,662
1.32
0.86
1.18
12.87
4991.0
96,771
2.22
1.74
2.91
14.69
4992.0
129,603
2.98
2.56
5.48
16.33
4992.2
135,732
3.12
0.60
6.08
19.77
4992.4
141,861
3.26
0.63
6.71
27.07
4992.6
147,989
3.40
0.66
7.37
41.15
4992.8
154,118
3.54
0.69
8.06
65.24
4993.0
160,247
3.68
0.71
8.77
102.50
4993.2
167,851
3.85
0.75
9.52
164.1.7
4993.4
115,456
4.03
0.78
10.30
246.97
4993.6
183,060
4.20
0.81
11.11
349.93
4993.8
190,664
4.38
0.85
11.96
468.80
4994.0
198,268 1
4.551
0.881
12.841
619.08
100 year WSEL(9.2) ac-ft = 4993.12
V=1 /3d(A+B+(AB)^.5
MNov-96
RBD, Inc., Engineering Consultants
H 7�
FORT COLLINS UTILITY CENTER
Historic Event
JOB NO. 183-039 16-Sep-96
POND
WATER
SURFACE
(elev)
STORAGE
VOLUME
(ac. ft.)
30" x 12"
WBC
(cfs)
ae17(page
WEIR #1
(SE end)
(cfs)
23(page
WEIR #2
(P. Lot)
(cfs)
27
TOTAL
OUTFLOW
(cfs)
11
4986.16
0.00
0.00
-
-
11
4987.00
0.00
4:73
-
-
4.73
11
4988.00
0.04
8.24
-
8.24
11
4989.00
0.31
10.78
-
-
10.78
11
41990.00
1.18
12.87
-
-
12.87
11
4991.00
2.91
14.69
-
-
14.69
11
4992.00
5.48
16.33
-
0.00
16.33
11
4992.20
6.08
16.63
-
3.14
19.77
11
4992.40
6.71
16.93
-
10.14
27.07
11
4992-.60
7.37
17.22
-
23.93
41.15
11
4992.80
8.06
17.52
-
47.72
65.24
11
4993.00
8.77
17.82
0.00
84.68
102.50
11
4993.20
9.52
18.19
8.55
137.43
164.17
11
4993.40
10.30
18.66
25.35
202.96
246.97
11
4993.60
11.11
19.13
48.70
282.10
349.93
11
4993.80
11.96
19.60
73.63
375.57
468.80
11 1
4994.00
1 12.84 -1
20.071
114.991
484.02
619.08
9
16-Sep-96
RBD, Inc., Engineering Consultants
FORT COLLINS UTILITY CENTER 183-039
Detention Pond 70 Rating Curve 06-Nov-96
Cumulative
Elev
Area
Area
Storage
Storage
Outflow
ft)
(ft2)
(ac
ac-ft
ac-ft
cfs
4974.5
0
0.00
0.00
0.00
0.00
4976.0
7,074
0.16
0.03
0.03
0.00
4976.0
181519
0.43
0.28
0.31
102.90
4977.0
35,074
0.81
0.60
0.91
599.30
4978.0
52,741
1.21
0.99
1.90
1554.40
4979.0
67,667
1.55
1.36
3.26
3020.80
4980.0
84593
1.94
1.73
4.991
4981.40
100 year WSEL( 0.4) ac ft = 4916.15
V=1 /3d(A+B+(AB)^:5
06-Nov-96
Existing Wooden Box Culvert
(Stage vs. Discharge)
I
la
21
1
CURRENT DATE: 09-10-1996 FILE -DATE: 08.09:1996
r" RRENT TIME: 14:26:21 Flrr raar C TBETi
0�3Tt�-`C Z
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.0
�I U I--___--SITE-DATA----------I-----CULVERT-SHAPE, MATERIAL, -INLET ------------I
L
V
INLET
OUTLET
CULVERT
ELEV.
ELEV.
LENGTH.
(FT)
(FT)
(FT)
4986.16
-----------------
4985.91
33.61
BARRELS
SHAPE SPAN RISE' MANNING INLET
MATERIAL (FT) (FT) n ---_-TYPE---
1 RC3 2.50 0.80 .025 CONVENTIONAL
"C �V?o�lcA BQ�GOLT/Ee�
SUMMARY OF CULVERT FLOWS (CFS)
FILE: OUTLETI
DATE:
08-09-1996
ELEV (FT) TOTAL
1
2
3
4
5
6
ROADWAY ITR
4986.16 0
0
0
0
0
0
0
0 1
4986.65 2
2
0
0
0
0
0
0 1
986.92 4
4
0
0
0
0
0
0 1
4987.03 5
5
0
0
0
0
0
0 1
4987.91 8
8
0
0
0
0
0
0 1
'
4988.65 10
4989.55 12
10
12
0
0
0
0
0
0
0
_ 0
0
0
0 1
0 1
4990.59 14
14
0
0
0
0
0
0 1
4991,78 16
16
0
0
0
0
0
0 1
4993.12 18
18
0
0
0
0
0
.0 1
4993.97 20
19
0
0
0
0
0
0 30
4994.00 19
19
0
0
0
0
0 OVERTOPPING
SUMMARY OF ITERATIVE
SOLUTION
ERRORS
FILE:
OUTLETI
DATE:
08-09-1996
HEAD
HEAD
TOTAL
FLOW
°s FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4986.16
0.00
0
0
0.00
4986.65
0.00
2
0
0.00
4986.92
0.00
4
0
0.00
4987.03
0.00
5
0
0.00
4987.91
0.00
8
0
0.00
4988.65
0.00
10
0
0.00
4989.55
0.00
12
0
0.00
4990.59
0.00
14
0
0.00
4991.78
0.00
16
0
0.00
4993.12
0.00
18
0
0.00
4993.97
-0.01
20
1
5.23
<1> TOLERANCE (FT) =
0.010
<2>
TOLERANCE M)
= 1.000
V.RENT DATE: 09-10-1996 FILE DATE.: 08-09-1996
.:RENT TIME: 14:26:21 FILE NAME: OUTLETI
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2.5 BY .8 ) RCB
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL.. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) . (fps) (ft) (fps) (ft)
0 4986.16 0.00 0.00 0-NF 0.00 0.00 0.00 0..00 0.00 -0.06
2 4986.65 6.46 0.49 3-Mlt 0.36 0.27 2.05 0.39 1.45 0.39
4 4986..9.2 0.72 0.76 3-Mlt 0.58 0.43 2.76 0.58 1..77 0.58
5 4987.03 0.85 0.81 3-M2t 0.67 0.50 3.03 0.66 1.88 0.66
8 4987.91 1.26 1.15 4-FFt 0.80 0.68 4.00 0.80 2.13 0.88
10 4988.6.5 1.63 2.49 4-FFt 0.80 0.7.9 5.00 0.80 2.26 1.00
12 4989.55 2.08 3.39 4-FFt 0.80 0.80 6.00 0.80 2.37 1.13
14 4990.59 2.64 4.43 4-FFt 0.80 0.80 7.00 0.80 2-.47 1.26
16 4991.78 3.32 5.62 4-FFt 0.80 0.60 8.00 0.80 2.55 1.40
18 4993.12 4.10 6.96 4-FFt 0.80 0.80 9.00 0.80 2.63 1.56
19 4993.97 4.50 7.81 4-FFt 0.80 0.80 9.48 0.80 2.70 1.79
> El. inlet face invert 4986.1.6 ft El. outlet invert 4985.91 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
�** SITE DATA ***** CULVERT INVERT **************
. INLET STATION (FT) 0.00
INLET ELEVATION (FT)
4986.16
OUTLET STATION (FT)
33.61
OUTLET ELEVATION (FT)
4985.91 --
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
CULVERT LENGTH ALONG SLOPE (FT)
0.0074
33.61
***** CULVERT DATA SUMMARY
BARREL SHAPE BOX
BARREL SPAN 2.50 FT
BARREL RISE 0.80 FT
BARREL MATERIAL; eeifeRerrz -
BARREL MANNING'S N 0.025
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE (90-45 DEG.)
INLET DEPRESSION NONE
U-3RENT DATE: 09-10=1996
-.RENT TIME: 14:26:21
FILE DATE: 08-09-1996
FILE NAME: OUTLETI
TAILWATER
TAILWATER RATING CURVE
FLOW(CFS)
W.S.E.(FT)
DEPTH (FT)
0
4985.85
-0.06
2
4
4986.30
4986.4.9
0.39
0.58
5
4986.57
0.66
8
4986.7.9
0.88
.10
4986.91
1.00
12
4981.04
1_13
14
4981.17
1..26
(�
16
4987.31
1.40
■
18
4987.47
1.56
20
4967.70
1.79
012rfllti ZQ rQ+.7NEr-lt7"U�J ZEZ
i�IL\`iSaTGP_. W' 1J71 i10!Jf�. .- -
************************* ROADWAY OVERTOPPING DATA **************************
ROADWAY SURFACE GRAVEL
8NlBANI�lENT TOP WIDTH (FT) 50.00
CREST LENGTH (FT) 200.00
OVERTOPPING CREST ELEVATION (FT) 49.94.00._
24
Table
Rating Table for Circular Channel
-Project Description _
Project File c:1haestacAfmvAfcutctr.fq12
Worksheet 24 INCH CMP RATING CURVE �EttiM. CF Zv7E1J BOX -
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Constant Data
Mannings Coefficient 0.024
Channel Slope 0.022000 ft/ft
Diameter 24.00 in
Increment
2.00
Rating Table
Depth Discharge Velocity
(ft) - (cfs)- 0110 ._ - . _.
0.10
0.09
1.49
0.20
0.38
2.32
0.30
0.88
299
0.40
1.59
3.56
0.50
2.49
4.05
0.60
3.%
4.49
0.70
4.78
4.88
0.80
6.12
5.22
0.90
7.57
5.52
1.00
9.09
5.79
1.10
10.64
6.01
1.20
12.21
6.20
1.30
13.75
6.36
1.40
15.22
6.48
1.50
16.57
6.56
1.60
17.76
6.59
1 70
18.73
6.58
1.80
19.37
6.50
1.90
19.53
6.33
2.00
18.17
5.79
09140l96 Flo vMaster v5.13
02:05:33 PM Haestad Methods, Ino. 37 Brookside Road Waterbury, CT 06708 (203) 755-16M Page 1 of
U
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PAGE
I.
GENERAL LOCATION AND DESCRIPTION 1
A. Location I
B. Description of Property 1
II..
DRAINAGE BASINS I
A. Major Basin Description 1
B. Sub -basin Description 2
C. SWMM Model 2
D. HEC-2 Model 3
III.
DRAINAGE DESIGN CRITERIA 3
A. Regulations 3
B. Development Criteria Reference and Constraints 3
C. Hydrological Criteria 3
D. Hydraulic Criteria 4
E. Variances from Criteria 4
IV.
DRAINAGE FACILITY DESIGN 4
A. General Concept 4
B. Specific Details 4
V..
STORM WATER QUALITY 5
A: General Concept 5
VI.
EROSION CONTROL 5
A. General Concept 5
B. Specific Details 6
VII.
CONCLUSIONS 6
k Compliance with Standards 6
B. Drainage Concept 6
C. Stormwater Quality Concept 7
D. Erosion Control Concept 7
REFERENCES 7
1
VICINITY MAPS
3
SWMM MODEL
4
HEC-2 MODEL
58
STREET CAPACITY
74
1?4
Weir 4.1 at Southeast End of Ponding Area
(Stage vs. Discharge)
A
2,kj�
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
WEIR #1 AT SOUTHEAST END OF SITE iA1
I:s �
WEIR COEF.
2.500
STA ELEV*
32.0 93.00
37.0 93.00
37.0 93.60
37.4 93.60
37.4 93.00
41.4 93.00
41.4 93.60
41.8 93.60
41.8 93.00
49.8 93.00
49.8 93.60
50.2 93.60
50.2 93.00
54.2 93.00
54.2 93.60
54,6 93.60
54.6 93.00
70.0 93.00
74.0 94.00
80.0 95.00
ELEVATION
DISCHARGE
(feet)
(ds)
93.00
0.00
93.20
8.55
93.40
25.35
93.60
48:70
93.80
.78:63
94.00
114.99
94.20
159.80
715
94.40
210.53
94.60
267.10
94.80
329.45
95.00
397.56
* Station and elevation information were taken from an existing HASP file/survey.
These values represent the engineer's best juddgement regarding the geometry of
the weir area in question.
B
No Text
3
Weir #2 at Northwest Corner of Ponding Area
(Stage vs-. Discharge)
A
JW
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
WEIR COEF.
2.400 ----� _
STA ELEV
0.0
95.00
21.0
94.00
06.0
93.00
145.0
92.30
157.0
92.:80
170.0
92.00
183.0
92.00
190.0
93.00
194.0
94.00
198.0
95.00
ELEVATION DISCHARGE' -
(feet)
(ds)
9200
0.00
92.20
3.14
92.40
10.14
92.60
23.93
92.80
47.72
93.00
84.68
93.20
137.43
93.40
202.96
93.60
282.10
93.80
375.57
94.00
484.0.2
94.20
613.77
94.40
75697
94.60
913.12
94.80
1081.86
95.00
1262.91
D
r-
O
c)
c� 3
.. N 4
�F-vo�o
tj
W
w > —
190
_y r
1
1
t \
1 `
6
33
SWMM MODEL
100 YEAR STORM AND 2 YEAR STORM
PROPOSED CONDITION
9
1 CLIENT J
\�^- � :.l � _''—Y� —JOB NO `^� • �•'•79
INC. PROJECT �.� S.`7.1,. �\'"• `�-''�' CALCULATIONS FOR=\-.�.kS.% _>'
' Engineering Consultants MADE BY DATES �� CHECKED BY -DATE SHEET OF
A dmsm of ne scar.Brovn Group
— ------ :.. Ib i9
17*
i47 70
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7.
15
so."1 !. 9 lt3 -
C.— 3 I
3 i _ ,
` ?k : t�Gzi'Sa�S?�ct����?�,� •�`�-�Sl�.t.� b�.pP=Lir:S—'TO�.SPC['�bT....:
' coo.%:cr-i. ep s!J. -7, or--s�� i
C`i'J
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1
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2 1 1 2
3 4
YATERSHED 0
CITY OF FORT COLLINS LIGHT & POYER SERVICE CENTER, DOYHTOYN BASIN, 2-YR EVENT
RBD, INC:, (JAM) // FILE=020112Si.DAT // 10 roar 97
1 300 0 0 1. 1 2. 1
25 5.
0.12 0.36 0.48 0.60 0.84 1.80 3.24 1.08 0.84 0.48
0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12
0.;12 0.12 0.12 0.12 0.00
*
-2 .016 .250 0.1 0.5 0.5 0.5 .0018
* Shields/Vine/Cherry/Wood basin #1
1 1 1 838248.11 38. .014
* Shields/Vine/Cherry/Wood basin #2
1 3 3 471827.08 38. .017
* Elm/Wood/Loomis basin
1 4 4 308617.71 38. .016
* Future parking lot basin
1 5 5 888 7.48 51. .02
* Existing L&P parking basin (from Preliminary Overall Drainage Plan)
1 6 6 504 1.91 95. .015
* Existing L&P yard basin
1 7 7 138412.71 99. .02
* Basin draining to existing 30" ADS and 24" RCP's along north property Line
1 17 18 1384 4.80 99. .62
0
0
* West Elm Street channel
1 9 0 4 0.5
1200.
0.010
25.
25.
0.016
0.5
50.
1200.
0.010
20.
20.
0.016
10.
Maple & Wood Streets channel
3 9 0 4 0.5
1650.
0.011
25.
25.
0.016
0.5
56.
1656.
0.011
26.
k.
0.016
10.
* Grant Street channel
4 10 0 4 0.5 450. 0.010 25. 25. 0.016 0.5
so. 450. 0.010 20. 20. 0.016 10.
' East Elm Street channel
9 10 0 4 0.5 450. 0.009 25. 25. 0..016 0.5
50. 450. 0.000 20. 20. 0.016 10.
* NODE: sump along Elm Street
10 11 0'3 1. 1. 0.001 0. 0. 0.013 1.
* Future parking lot channel
5 11 0 4 2. 340. 0.016 50. 50. 0.016 0.5
56. 340. 6.616 20. 20. 0.616 10.
* Detention pond north of Elm Street
11 15 17 2 0.1 500. 0.005 0. 0. 0.013 0.1
0.0 0.0 0.0 4.73 0.04 8.24 0.31 10.78
1.18 12.87 2.01 14.69 5.48 42.11 6.08 67.81
6.71 102.82 7.37 146.95 8.06 260.64 8.77 265.77
9.52 350.85 10.30 454.97 11.11 570.14 11.96 686.90
12.84 820.08
* Jersey barrier oveflow channel along north side of railroad berm
15 7 0 1 30. 506. MOW 0.1 4. 0.033 5.
• Parking lot outflow channel
6 14 0 4 10. 200. 0.007 3. 3. 0.016 0.5
50. 200. 0.007 20. 20. 0.035 10.
* Runoff from parking lot split between detention pond and storage yard
5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1.
0.0 0.0 70.7 7.1 20.7 13.8 33.0 22.0
• Yard surface flow
7 70 0 1 20. 730. 0.020 50. 50. 0.016 5.
* Detention pond at northeast corner of storage yard
70 16 4 2 0.1 500. 0.001 0. 0. 0.013 1.
0.0 0.0 0.31 102.9 1.90 1554.4 4.99 4981.4
* Existing 30" ADS and 24n RCP's along north property Line (Use extra diameter)
18 16 0 2 5.0 975. 0.004 0. 0. 0.613 '5'. 0
• NODE: At Northeast corner of storage yard
16 19 0 3 1.0 1.0 0.010 0. 0. 0.613 3.0
1
I
DESIGN OF STORM SEWERS AND CULVERTS 82
SWALE DESIGN 92
EROSION CONTROL DESIGN 97
CHARTS; TABLES AND FIGURES 103
1
I
I
I
1
1
J
1
I
I
0
* Overflow channel into open grassland to the northeast of Utility Center
19 0 1 3.0 4. 0.010 8. 8. 6.060 5.0
0
4 5
7 10 11 13
EMDPROGRAM
I
r7
u
1
I
I
I
I
I
I
SVVMM output Me 020112SLOUT:
March 11,1997
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
' DEVELOPED BY METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UPDATED BY
n
11
IWATERSHED PROGRAM CALLED
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION; CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1085, JULY 1985)
*** ENTRY MADE TO RUNOFF MODEL ***
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT
Rib, INC. tilk) // FILE=020112Si.DAT // 10 mar 97
NUMBER OF TIME STEPS 300
INTEGRATION TIME INTERVAL (MINUTES) 1.00
.Z.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
25 RAINFALL STEPS, THE TIME INTERVAL IS MO MINUTES
...R RAINOAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
.12 .36 .48 .60 .84 1.80 3.24 1.08
36 .36 .36 .24 .24 .24 _24 .12
.12 .12 .12. .12 .00
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT
RBD, INC. (PEC) // FILE=020112Si.DAT // 10 mar 97
84
12
SUBAREA GUTTER
WIDTH
AREA
PERCENT
SLOPE
RESISTANCE FACTOR
SURFACE STORAGE(IN)
NUMBER
OR MANHOLE (FT)
(AC)
IMPERV.
(FT/FT)
IMPERV.
PERV.
IMPERV.
PERV.
-2
6
.0
.0
.0
.6300
.016
.256
.100
.500
1
1
8382.0
48.1
38.0
_0140
.016
.250
.100
.500
3
3
4718.0
27.1
38.0
.0170
.016
.250
.100
.500
4
4
3086.0
17.7
38.0
.0160
.016
.250
.100
A00
5
5
888.E
7.5
51.0
.0200
.016
.250
.100
.500
6
6
504.0
1.9
95.0
.0150
.016
.250
100
.100
7
7
1384.0
12.7
99.0
.0200
.016
.250
.100
.500
17
18
1384.0
4.8
99.0
.0200
.016
.250
.100
.500
TOTAL
NUMBER OF
SUBCATCHNENTS,
7
TOTAL
TRIBUTARY
AREA (ACRES),
119.80
CITY OF FORT COLLINS LIGHT
& POWER SERVICE
CENTER, DOWNTOWN BASIN,
2-YR
EVENT
RID, INC.
(PEC)
// FILE=020112Si.DAT // 10
mar 97
t CONTINUITY CHECK. FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 119.800
TOTAL RAINFALL (INCHES) 1.060
.48
.12
INFILTRATION RATE(IN/HR) GAGE
MAXIMUM MINIMUM DECAY RATE NO
.50
.50
.00180
.50
.50
.00180 1
.50
.50
.0018D 1
.50
.50
.60166 1
.50
.50
.00180 1
.50
.50
.00180 1
.50
.5.0
.00180 1
.56
50
.00180 1
ITOTAL INFILTRATION (INCHES) .352
mlo
TOTAL WATERSHED OUTFLOW (INCHES) .467
TOTAL SURFACE STORAGE AT ENO OF STROM (INCHES) .241
AROR IN CONTINUITY, PERCENTAGE OF RAINFALL .601
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN,
RBD, INC. (PEC) // FILE=020112Si.DAT %/ 10 mar 97
WIDTH
GUTTER GUTTER HOP NP OR DIAM
NUMBER CONNECTION (FT)
2-YR EVENT
INVERT SIDE SLOPES OVERBANK/SURCHARGE
LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK
(FT) (FT/FT) L R N (FT)
1
9 0
4
CHANNEL
.5
1200.
.0100
25.0
25.0
.016
.50
0
OVERFLOW
50.0
1200.
.010.0
20.0
20.0
.016
10.00
3
9 0
4
CHANNEL
.5
1650.
.0110
25.0
25.0
.016
AD
0
OVERFLOW
50.0
1650.
0110
20.0
20.0
.016
10.00
4
10 0
4
CHANNEL
.5
450.
.0100
25.6
25.0
,016
.50
0
OVERFLOW
50.0
450.
.0100
20.0
20.0
.016
10.00
9
10 0
4
CHANNEL
.5
450.
.0090
25.0
25.0
.016
.50
0
OVERFLOW
50.0
450.
.0090
20.0
20.0
.016
10.00
10
11 0
3
1..0
1.
.0010
.0
.0
.013
1.00
0
5
11 0
4
CHANNEL
2.0
346.
.0160
50.6
50.0
.016
.50
0
OVERFLOW
50.0
346.
.0160
20.6
20.6
.014
10.00
11
15 17
2
PIPE
.1
500.
.0050
.0
.0
.013
.10
0
RESERVOIR,
STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0
.0
.0 4.7
.0
8.2
.3
10.8
1.2
12.9
2.9
14.7
5.5
9.5
42.1
350.9
6.1 67.8
10.3 455.0
6.7
11.1
102.8
ODD
7.4
12.0
146.9
686.9
6.1
12.8
20066
146.1
8.8 265.8
15
7 0
1
CHANNEL
30.0
500.
.0059
.1
4.0
.033
5.00
0
6
14 0
4
CHANNEL
10.0
200.
.0070
3.0
3.0
.016
.50
0
OVERFLOW
50.0
200.
.0070
20.0
20.0
.035
10.00
14
7 4
3
1..0
7.
.0010
.0
.0
,013
1.00
5
DIVERSION
TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED
0 1N
CPS
.0
.0
10.7 7.1
20.7
13.8
33.0
22.0
7
70 0
1
CHANNEL
20.0
730.
.0200
50.0
50.0
.016
5.00
0
70
16 4
2
PIPE
.1
50.0..
.0010
.0
.0
..013
1.00
0
RESERVOIR
STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0
.0
.3 102.9
1.9
1554.4
5.0 4981.4
18
16 0
2
PIPE
5.0
975.
.0090
.0
.0
.013
5.00
0
16
19 0
3
1.0
1.
.0100
.0
.0
.013
3.00
0
19
0 0
1
CHANNEL
3.0
4.
.0100
8.0
8.0
.060
5.00
0
TOTAL
NUMBER
OF GUTTERS/PIPES,
15
CITY
OF FORT
COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN,
2-YR EVENT
RBD,
INC. (PEC) // FILE=020112Si.DAT
// 10 mar 97
OF SUBCATCHMENTS AND GUTTERS/PIPES
ARRANGEMENT
GUTTER_
TRIBUTARY GUTTER/PIPE
TRIBUTARY SUBAREA
D.A.(AC)
1
O 0 0
0
0
0 0 0
0 0
1 0
O
0 0
0 0
0
0
0
48.1
3
O 0 0
0
0
0 0 0
0 0
3 0
0
0 0
0 0
0
0
0
27.1
4
0 0 0
0
0
0 0 0
0 0
4 0
0
0 0
0 0
0
6
6
17.7
5
0 0 0
0
0
0 0 0
0 0
5 0
O
6 0
0 0
0
0
0
7.5
6
0 0 0
0
0
0 0 0
6 0
6 6
0
0 0
0 0
0
0
0
1.9
7
15 14 0
0
0
0 0 0
0 6
7 0
0
0 0
0 0
0
0
0
115.0
9
1 3 0
0
6
O 0 0
0 0
0 0
0
0 0
0 0
0
0
0
75.2
10
4 9 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
0
0
92.9
11
10 5 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
6
6
166.4
14
6 0 0
0
0
0 0 0
0 0
0 0
0
0 O
0 6
0
0
0
1.9
15
11 0 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
0
0
100.4
16
70 18 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
0
0
119.8
18
0 0 0
0
0
0 0 6
0 0
17 0
0
0 0
0 0
0
0
0
4.8
19
16 0 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
0
0
119.8
76
7 0 0
0
0
0 0 0
0 0
0 0
0
0 0
0 0
0
0
0
115.0
ORDER
OF TREE STRUCTURE (NGUT
VALUE)
DECREASES THROUGH
DIVERSION FROM GUTTER
9 TO
GUTTER
5 COMP
THROUGH
DIVERSION WILL
LAG ONE
TIME STEP UNLESS GUTTER CARDS ARE MODIFIED
TO REVERSE DIVERSION.
NONCONVERGENCE IN GUTTER DURING TIME
STEP
222 AT CONVEYANCE ELEMENT 11
h
39
RPITBOY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT
INC. (PEtj // FILE=020112Si.DAT // 10 mar 97
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE _INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT FOR DETENTION DAN. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(6) DENOTES STORAGE IN AC -FT FOR SUROHARGED GUTTER
IN) 7 10 11 13
.00 .00 .00 .00
00( ) .00( ) 00( ) 00( )
.00 .00 .00 .00
.00( ) .00( ) .00( ) .00( )
.00 .01 .00 .00
.00( ) .00( ) .00( ) .00( )
.00 .03 .03 .00
.00( ) .00( ) .60( ) .00( )
.13 .79 1.04 .00
.01( ) .00( ) .00( ) .00( )
2.82 8.61 5." AD
.06( ) .00( ) .01(S) .60( )
15.31 34.30 9.04 .00
.16( ) .00( ) .12(S) .00( )
36.76 69.55 11.21 .00
.26( ) .00( ) 49(S) 00( )
32.56 62.47 12.32 .00
24( ) .00( ) .95(S) .00( )
27:54 47.61 12.98 .00
.22( ) .00( ) 1.28(S) .00( )
23.54 33.79 13.21 .00
.21( ) .00( ) 1.50(S) .00( )
20.93 23.55 13.35 .00
.19( ) .00( ) 1.63(S) .00( )
19.60 17.51 13:41 00
.19( ) .00( ) 1.69(S) .00( )
18.93 15.02 13.44 .00
.18( ) .00( ) 1.72(S) .00(. )
18.08 12.77 13.46 .00
.18( ) .00( ) 1.74(S) .00( )
17.48 10.96 13.46 A
.18( ) .00( ) 1.73(S) .00( )
17.13 9.86 13.45 .00
I7( ) .00( ) 172(S) .00( )
16.89 9.22 13.43 .60
.17( ) .00( ) 1.70(S) .00( )
16.31 8.00 13.40 .00
.17( ) .00( ) 1.68(S) .00( )
15.82 6.69 13.36 .00
.17( ) .00( ) 1.64(S) 00( )
15.49 5.76 13.32 .00
.16( ) .00( ) 1.60(S) 00( )
15.26 5.17 13.27 .00
.16( ) .00( ) 1.55(S) .00( )
15.09 4.81 13.21 .00
Au ) .60 ) 1.50(S) .00( )
14.96 4.59 13.15 .00
.16( ) .00( ) 1.44(S) _00( )
14.84 4.44 13.10 .00
.16( ) .00( ) 1.39(S) .00( )
14.41 3.77 13.03 .00
.16( ) .00( ) 1.33(S) .00( )
14.00 2.88 12.97 .00
.16( ) .00( ) 1.27(S) .00( )
13.60 2.13 12.89 .00
.15( ) .00( ) 1.20(S) .00( )
13.44 1.58 12.74 .00
.15( )
.00(
)
1.12(S)
.00(
2
26.
13.18
1.19
1255
.00
.15( )
_00(
)
1.05(S)
:00(
2
31.
12.93
.91
12.37
.00
.15( )
.00(
)
.97(S)
.00(
2
36.
12.66
.71
12.18
.00
.15( )
.00(
)
89(S)
:00(
2
41..
12.45
.56
11.99
.00
15( )
.00(
)
.81(S)
.00(
2
46.
12.23
.45
11.80
.00
.14( )
00(
)
.73(S)
.00(
2
51.
12.01
.36
11.62
00
.14( )
.00(
)
.66(S)
.00(
2
56.
11.80
.30
11.43
.00
.14( )
.00(
)
.58(S)
.00(
3
1.
11.60
.25
11.25
.00
.14( )
.00(
)
.50(S)
.00(
3
6.
11.41
.21
11.07
.00
.14( )
_00(
)
.43(S)
.00(
3
11.
11.21
.17
10.89
.00
.14( )
.00(
)
.35(S)
.00(
3
16.
11.01
.15
10.51
.00
.14( )
.60(
)
.28(S)
.60(
3
21.
10.63
.13
9.86
00
3
26.
.13( )
10.09
.00(
_11
)
_21(S)
9.25
.00(
.00
.13( )
.00(
)
.15(S)
.00(
3
31.
9.51
.10
8.67
.00
:13( )
00(
)
09(S)
.00(
3
36.
8.93
.08
7.27
00
.12( )
.00(
)
.63(S)
.00(
3
41.
7.28
.07
.00
.00
.11( )
.00(
)
.00( )
.00(
3
46.
4.12
:68( )
.07
00(
)
.03
.00( )
.00
.00(
3
51.
2:33
.06
.11
.00
.06( )
_00(
)
.00( )
.00(
3
56.
1.43
.05
.01
.00
.04( )
.00(
)
.00( )
.00(
1:
.95
.015
.1.0
-00
.03( )
.00(
)
.00( )
.00(
4
6.
.61
.04
.01
.00
.03( )
.00(
)
DO( )
.00(
4
11.
.50
.04
.08
.00
.02( )
.00(
)
.00( )
.00(
4
16.
:39
.04
.01
:00
.02( )
.00(
)
.00( )
.00(
4
21.
.31
.03
.07
.00
.02( )
.00(
)
.00.( )
.00(
4
26.
.25
.03
.01
.00
:02( )
DO(
)
.00( )
.00(
4
31.
31
.03
.06
.00
.01( )
.00(
)
.DO( )
.00(
4
36.
.18
.02
.01
.00
.01( )
.00(
)
.00( )
.00(
4
4L
.15
.02
.05
400
.01( )
.00(
)
.00( )
.00(
4
46.
.13
.02
.01
.00
.O1( )
.00(
)
.00( )
.00(
4
51.
.12
.02
.04
.00
.01( )
.00(02
:)
.00( )
:00(
4
56.
.11
.
.01
:00
.01( )
.00(
)
00( )
.00(
THE
FOLLOWING CONVEYANCE
ELEMENTS
HAVE NUMERICAL
STABILITY
OSCILLLATIONS
PROBLEMS THAT
DURING THE
LEAD TO HYDRAULIC
SIMULATION.
11
19
70
CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT
P6D; INC. (PEC) %/ FILE=020112Si.DAT // 10 mar 97
I*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
4-e)
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT
(CFS)
(FT)
(AC -FT)
(HR/MIN)
1
3
21.
21.0
.G
.5
0
0
36.
36.
4
10.8
.5
0
35.
5
13.6
3
0
36.
6
5.3
.2
0
35.
7
37.1
.3
0
37.
9
56.8
.6
0
38.
10
71.4
(DIRECT
FLOW)
0
37.
11
13.5
.1
1.7
1
73.
14
5.3
(DIRECT
FLOW)
0
35.
15
13.5
.3
1
16.
16
43.8
(DIRECT
FLOW)
0
38.
18
13.2
.8
0
35.
19
43.8
1.4
0
70
34.4
.1
.1
0
40.
40.
�I ENDPROGRAN PROGRAM CALLED
Ll
I
L
0
i
f/
0
I
¢ z.
1- - : 020112S4.DAT
2 1 1 2
3 4
WATERSHED 0
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER,
DOWNTOWN BASIN, 10MR_EVENT-
ROD, INC. (PEC) // FILE=020112S4.DAT // 29.00T 96
1 300 0 0 1. 1 2.
1
25 5.
0.60 0.96 1." 1.68 3.00 5.04 9.00 3.72 2.16 1.56
1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24
0.24 0,24 0.12 0.12 0.00
* -2 .016 .250 0.1
0.5 0.5 0.5 .0018
* Shields/Vine/Cherry/Wood basin #1
1 1 1 838248A1 38. .014
* Shields/Vine/Cherry/Wood basin#2
1 3 3 471827.08 38. .017
* ELMfWood/Loomis basin
1 4 4 308617.71, 38. .016
Future parking lot basin
�* 1 5 5 888 7.48 51. .02
* Existing L&P parking basin (from Preliminary Overall Drainage Plan)
1 6 6 504 1.91 95. .615
* Existing L&P yard basin
1 7 7 138412.71 99. .02
* Basin draining to existing.30" ADS and 240 RCP's
along north property line
1 17 18 1384 4.80 99. .02
0
0
* West Elm Street channel
1 9 0 4 0.5
1200.
0.010
25..
25:
0.016
0.5
50.
1zoo.
0.010
20.
2b.
6.016
io.
* .dpL* & Wood Streets channel
3 9 0 4 0.5
1650.
0.011
25.
25.
0.016
0.5
50.
1650.
0.011
20.
20.
0.016
10.
�* Grant Street channel
4 10 0 4 0.5 450. 0.010 8.. 25,4 0.016 0 3
50. 450. 0.010 N. 20. 0.016 10.
* East Elm Street charnel
9 10 0 4 0.5 450. O.OD9 21, 25. 0.016 0.5
50. 450. 0.009 20. 20. 0.016 10.
' NODE: sure along ELM Street
10 11 0 3 1. 1. 0.001 0. 0. 0.013 1.
* Future parking lot channel
5 11 0 4 2. 340. 0.016 50. 50. 0.616 0.5
50. 340. 0.016 20. 20. 0.016 10.
* Detention pond ,north of Elm Street
11 15 17 2 0.1 500. 0.005 6. 0. 0.013 0.1
0.0 0.0 0.0 4,73 0,04 8.24 6.31 10.78
1.18 12.87 2.91 14.69 5.48 42.11 6.08 67.81
6.71. 102.82 7.37 14&95 8.06 200.64 8.77 265.77
9.52 350.85 10.30 4$4.97 11.11 570.14 11.96 666.90
12A4 820.08
�* Jersey barrier oveflow channel along north side of railroad berm
15 7 0 1 30. 500. 0.0059 0.1 4. 0.033 5.
• Parking lot outflow channel
6 14 0 4 10. 200. 0.007 3. 3. 0.016 0
50. 200. 0.007 20. 20. 0.5
.035 10.
Runoff from parking lot split between detention pond and storage yard
5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1.
0.0 0.0 10.7 7.1 20.7 13.8 33.0 22.0
* Yard surface flow
7 70 0 1 20. 730. 0.020 50. 50. 0.016 5.
Detention pond at northeast cornier of storage yard
70 16 4 2 0.1 500. 0.061 0. 0. 0.013 1.
0.0 6.0 031 162.9 1.90 1554.4 4.99 4081.4
* Existing 3011 ADS and 2411 RCP's along north property line (Use extra diameter)
4-3
t18
16 0 2
5.0
975.
0.009
0.
0. 0.013 5.0
E: At
Northeast
corner of
storage
yard
16
19 0 3
1.0
1.0
0.010
0.
0. OA13 3u0
Overflow
channel into open grassland
to the
northeast
of Utility Center
�*
19
0 1
3.0
4.
0.010
8..
8. 0.060 5.0
0
4 5
7 10
11 13
ENDPROGRAM
11
I
I
H
I
I
1
I
E
I
ma
I
FILE: 020112S4.OUT
ENVIRONMENTAL PROTECTION AGENCY STORM WATER MANAGEMENT MODEL - VERSION PC.1
DEVELOPED BY METCALF + EDDY, INC..
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UPDATED BY
TAPE OR DISK ASSIGNMENTS
JIN(1) JIN(2) JIN(3)
2 1 0
JOUTO ) JOUT(2) JOUT(3)
1 2 0
NSCRAT(1)
3
WATERSHED PROGRAM CALLED
i*** ENTRY MADE TO RUNOFF MODEL *"
UNIVERSITY OF FLORIDA (DUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO)
0 0 0 0 0 0 0
JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10)
0 0 0 0 0 0 0
NSCRAT(2) NSCRATO) NSCRAT(4) NSCRAT(5)
4 0 0 0
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
Rib, INC. (PEG) // FILE=020112S4,DAT /% 29 OCT 96
NUMBER OF TIME STEPS 300
INTEGRATION TINE INTERVAL (MINUTES) 1.00
2.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
FOR RAINGAGE 'NUMBER i RAINFALL HISTORY IN INCHES PER HOUR
.60 .96 1.44 1.68 3.00 5.04 9.00 3.72
1.20 .84 .60 .48 .36 .36 .24 .24
.24 .24 .12 .12 .00
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD, INC. (PEC) // FILE=020112S4.DAT // 29 OCT 96
ISuSAREA GUTTER WIDTH
2.16 1.56
.24 .24
AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE
I
¢5
-4BER OR MANHOLE (FT) (AC) IMPERV
2 0 .0 .0 .0
1 1 8382.0 48.1 38.0
3 3 4718.0 27.1 38.0
4 4 3686.6 17.7 38.0
5 5 BB8.0 7.5 51.0
6 6 5D4.0 1.9 95.0
7 7 1384.0 12.7 99.0
17 18 1384.0 4.8 99.0
TOTAL NUMBER OF SLBCATCHMENTS, 7
TOTAL TRIBUTARY AREA (ACRES), 119.80
(FT/FT)
IMPERV.
PERV.
IMPERV.
PE RV.
MAXIMUM MINIMUM
DECAY RATE
NO
.0366
.016
.250
.100
.500
.50
.50
.00180
.0140
.016
.250
.100
.500
.50
.50
.00180
1
.0170
.016
.250
.100
.500
.50
.50
.00180
1
.0160
.016
.250
.100
.500
.50
.50
.60160
1
.6200
.016
.250
.100
.500
.50
.50
.00180
1
.0150
.016
.250
.100
.500
.50
.50
.00180
1
.0260
.016
.25O
.100
.500
.k
AD
.00180
1
.0200
.016
.250
.100
.560
.50
.50
.00180
1
CITY OF FORT COLLINS LIGHT & POWER SERVICE. CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD; INC. (PEC) // FILE=020112S4.DAT // 29 OCT 96
,t
CONTINUITY CHECK FOR SUBCATCNMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 119.1800
TOTAL. RAINFALL (INCHES) 2.890
TOTAL INFILTRATION (INCHES) ."0
TOTAL WATERSHED OUTFLOW (INCHES) 2.149
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .301
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
l
CITY OF
FORT COLLINS LIGHT & POWER SERVICE
CENTER, DOWNTOWN
BASIN,
100-YR EVENT
RBD, INC. (PEC) //
FILE=020112S4.DAT //
29 OCT 96
WIDTH
INVERT
SIDE SLOPES
OVERBANK/SURCHARGE
GUTTER
GUTTER
NO
NP
OR DIAM
LENGTH
SLOPE
HORIZ
TO VERT
MANNING
DEPTH
JK
NUMBER
CONNECTION
(FT)
(FT)
(FT/FT)
L
R
N
(FT)
1
9
0
4
CHANNEL
.5
1200.
.0100
25.0
25.0
016
.50
0
OVERFLOW
50.0
1206.
0100
20.0
20.0
.016
10.00
3
9
0
4
_
CHANNEL
.5
1650.
0110
25.0
25.0
.016
.50
0
OVERFLOW
50.0
1650.
.0110
20.0
20.0
.016
10.00
4
10
0
4
CHANNEL
.5
450.
.0100
25.0
25.0
.016
.50
0
OVERFLOW
50.0
450.
01
.00
20.0
20.0
.016
10.00
9
10
6
4
CHANNEL
.5
450.
.0090
25.0
25.0
.016
.50
0
OVERFLOW
50.0
450.
.0090
20.0
20.0
.016
10.00
10
11
0
3
1.0
1.
.0010
.0
.0
.613
1.60
0
5
11
0
4
CHANNEL
2.0
340.
.0160
50.0
50.6
.016
.50
0
OVERFLOW
50.0
340.
.6160
20.0
20.0
.616
10.00
11
15
17
2
PIPE
.1
500.
.0050
.0
.0
.013
.10
0
RESERVOIR
STORAGE IN
ACRE-FEET VS.SPILLWAY OUTFLOW
.0
.0
.0 4.7
.0
8.2
.3
10.8
1,.2
12..9
2.0 14.7
5.5
42.1
6.1 67.8
6.7
102.8
7..4
146.0
8.1
206.6
6.6 265.8
9.5
350.9
10.3 455.0
11.1
570.1
12.0
686.0
12.8
820.1
15
7
0
1
CHANNEL
30.6
500.
.6659
.1
4.0
.033
5.00
0
6
14
0
4
CHANNEL
10.0
260.
.6670
3.0
3.0
.016
.50
0
OVERFLOW
50.0
200.
.6070
20.0
20.0
.035
10.00
14
7
4
3
1.0
1.
.0010
.0
.0
.013
1.00
5
DIVERSION
TO GUTTER
NUMBER 5 - TOTAL 0 VS DIVERTED
0
IN CFS
.0
.0
10.7 7.1
20.7
13.8
33.0
22.0
70
0
1
CHANNEL
20.0
730.
0200
50.0
50.0
.016
5.00
0
16
4
2
PIPE
.1
500.
.0010
.0
.0
.013
1.00
0
RESERVOIR
STORAGE IN
ACRE-FEET VS SPILLWAY OUTFLOW
.0
.0
.3 102.9
1.0
1554.4
5.0
4981.4
iI
I
FINAL DRAINAGE AND EROSION CONTROL STUDY
FOR THE FORT COLLINS UTILITY SERVICE CENTER, P.U.D.
5TH FILING
' L GENERAL LOCATION AND DESCRIPTION
A. Location
This 7.5 acre site is located at the northeast corner of Elm and Wood Street
' in the City of Fort Collins. It is bounded on the South by Ehn Street, on
the west by Wood Street, on the northeast by the Colorado and Southern
Railroad embankment and on the north by the existing Fort Collins Utility
Service Center.
' The site location can also be described as situated in the Northwest Quarter,
Section 11, Township 7 North, Range 69 West of the 6th P.M.., City of
Fort Collins, I arimer County, Colorado. The site location can be seen on
' page 2 of the Appendix.
B. Description of Property
rThe Fort Collins Utility Service Center, P.U.D., 5th filing site in located
south of the existing Utility Service Center. The site generally slopes from
east to west at approximately 1.7%. It is presently covered with native
grasses.
The site itself is a 7.5 acre trapezoidal shaped piece of land that will
become an integral part of the Fort Collins Utility Service Center master
Plan. It was formerly a construction yard for a pipe manufacturer. This
report will refer to the 7.5 acre portion of land as onsite and all other areas
as offsite. When flows pass offshe to the north they will be flowing onto
property owned by the City of Fort Collins but will offsite to this particular
piece of property.
II. DRAINAGE BASINS
A. Major Basin Description
' The proposed development lies within the Old Town Basin, and adjacent
to the West Vine Basin. Off site flow generally enter the site from the
south and west. These flows then pass through a wooden box culvert or
around the railroad embankment and then northeast.
11
48
16 0
2
PIPE
5.0
975.
6
19 0
3
1.0
1.
.0090
.0100
.0
.0
0
.0
.013
.013
5.00
3.06
0
0
19
0 0
1
CHANNEL
3.0
4.
.0100
8.0
8.0
.060
5.00
0
TOTAL NUMBER
OF GUTTERS/PIPES, 15
CITY OF FORT COLLINS LIGHT & POWER SERVICE
R&D, INC. (PEC) // FILE=020112S4.DAT %/ 29
CENTER, DOWNTOWN
OCT 96
BASIN,
100-YR EVENT
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER
TRIBUTARY GUTTER/PIPE
TRIBUTARY SUBAREA
D.A.(AC)
1
0 0 0 0
0
0
0
0 0
0
1
0
0
0
0
0
0
0
0
0
48.1
3
0 0 0 0
0
0
0
0 0
0
3
0
0
0
0
0
6
6
0
0
Z7A
4
0 0 0 0
0
0
0
0 0
0
4
0
0
0
0
0
6
0
O.
0
17.7
5
0 0 0 0
0
0
0
0 0
0
5
0
0
0
0
0
0
0
0
0
7.5
6
0 0 0 0
0
0
0
0 0
0
6
0
0
0
0
0
0
0
0
0
1.9
7
15 14 0 0
0
0
0
0 0
0,
7
0
0
0
0
0
0
0
0
0
115.0
9
1 3 0 0
6
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
M 2
10
4 9 0 0
0
0
0
0 0
0
0
0
0
U
0
0
0
6
0
0
92,9
11
10 5 0 0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
106.4
14
6 0 0 0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
1.9
15
11 0 0 0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
100.4
16
70 18 0 0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
119.8
18
0 0 0 6
6
0
0
0 0
0
17
0
0
0
0
0
0
0
0
0
4:.8
19
16 0 0 0
0
0
0
0 0
0
0
0
0
0
6
0
6
6
0
0
119.8
70
7 0 0 0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
115.0
ORDER OF TREE
STRUCTURE (NGUT VALUE)
DECREASES
THROUGH
DIVERSION FROM GUTTER
9
TO GUTTER
5
COMP
THROUGH
DIVERSION WILL LAG ONE
TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE
DIVERSION.
( OF FORT COLLINS LIGHT & POWER SERVICE: CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD; INC.. (PEC) // FILE=020112S4.DAT // 29 OCT 96
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER
TIME(HR/MIN)
7
10
11
13
0
1c
.00
.00
.00
.00
.00(
) 00( )
.00( )
.00( )
0
6.
00
.01
.00
.00
.00(
) .00( )
.00( )
.00( )
0
11.
.12
.78
1.05
.00
.01(
) .00( .)
00( )
00( )
0
16:
5.40
15.68
7:08
.00
0
21,
.69(
18.61
) 00( )
38.46
.63(S)
9.74
00( )
.60
.18(
) .00( )
.20(S)
.00( )
0
26.
39.09
72.54
11.42
.00
.27(
) 00( )
_57(S)
00( )
0
31.
71.06
145.13
13.06
.00
36(
) .00( )
1.35(S)
.00( )
36.
115.40
343.45
18.12
.66
.46(
) .00( )
3.23(S)
00( )
J
41.
87.68
314.78
47.15
.60
_40(
) _00( )
5.60(S)
00( )
.I
114.69 251.37 128.93 .00
.46( ) .00( ) 7.10(S) .00( )
174.48 201.34 173.64 .00
.56( ) .00( ) 7.71(S) .00C )
197.66 162.98 182.04 .00
.59( ) .00C ) 7.82(S) .00( )
191.86 129.53 171.10 .00
.58C ) .90( ) 7.68(S) .00( )
172.00. 102.38 150.94 .00
.55( ) .00( ) 7.420) DO( )
150.60 82.10 130.81 00
52( ) .00( ) 7.13(S) .00( )
1.29.55 65.44 111.36 .00
.48( ) .00( ) 684(S) .00( )
110.50 52.98 94.75 .00
_45( ) .00( ) 6.56(S) 00( )
94.61 43.41 80.02 .00
.42( ) .00( ) 6.32(S) .00( )
80.96 3.5.16 66.42 .00
.39( ) :00( ) 6M(S) .00( )
69.83 29:83 59.66 .00
_36C ) .00( ) 5.89(S) 00( )
61.28 25.57 52.08 00
.34C ) .00( ) 5.71(S) .00C )
53.98 22.60 45.40 .00
AU ) .00C ) 5.56(S) .00( )
47.86 20.51 41.51 .00
.30( ) .00( ) 5.42(S) 00( )
44.29 17.83 40.05 .66
.29( ) .00( ) 5.29(S) .00( )
42.12 15:26 38.48 .00
.is( ) .00( ) 5-A4(S) .00( )
39.66 12.51 36:82 .00
.27( ) .00( ) 4.98(S) .00( )
37.71 10.04 35.07 .00
.26( ) .00( ) 4.82(S) .00( )
35.67 8.17 33.27 .00
.26( ) .00C ) 4.65(S) .00( )
33.70 6.78 31.47 .00
.25( ) .00( ) 4.48(S) :00( )
31.80 5.73 29.72 .66
.24C ) .00( ) 4.32(S) .00( )
29.98 4.90 28.01 .00
.23( ) .00( ) 4.16CS) .00( )
28.24 4.24 2637 400
.23( ) 00( ) 4.00(S) 00( )
26.58 3.69 24.80 .00
.22C ) .00( ) 3.86(S) .00C )
25.00 3.24 23.30 .00
.21( ) .00( ) 3.72(S) .00( )
23.50 2.85 21.88 .00
.21C ) _00( ) 3.58(S) .00( )
22.08 2.51 20.53 .00
.20( ) .00( ) 3.46(S) .00C )
20.74 2.22 19.25 .06
.19( ) .00( ) 3.340) .00C )
19.47 1.97 18.05 .00
.19( ) .00( ) 3.22(S) .00C )
18.27 1.75 16.91 .00
18( ) 00( ) 3.12_(S) .00( )
17.14 1.55 15.83 .00
.17( ) 00( ) 3.02(S) 00( )
16.07 1.31 14.82 .00
.17( ) .00( ) 2.920) .00( )
15.20 1.21 14.61 .00
.16( ) .00( ) 2.83(S) .00( )
14.80 1.07 14.52 .00
.16( ) 00( ) 2.74(S) .00( )
14.162 .95 14.42 .00
.16( ) 00C ) 2.65CS) .00( )
14.49 .83 14.32 .00
u
.16( ) .00( ) 2.55(S)
46. 14.39 .73 14.22
.16( ) 00( ) 2.46(S)
3 51. 14.28 .64 14.13
.16( ) .00( ) 2.37(S)
3 56. 14.16 36 14.03
_10 ) .00( ) L28(5)
4 1. 14.08 .48 13.93
.16( ) 00( ) 2.18(S)
4 6. 13.98 .42. 13.83
.16( ) 00( ) 2.09(S)
4 11. 13.88 .36 13.74
..16( ) .00( ) 2.00(S)
4 16. 13.78 .31 13.64
.15( ) .00( ) 1.91(S)
4 21. 13.60 .26 13.54
.15( ) .00( ) 1.62(S)
4 26. 13.59 .22 13.45
.15( ) .60 ) 1.720)
4 31. 13.49 ..18 13.35
.15( ) .00( ) 1.63(S)
4 36. 13.39 .15 13.26
.15( ) .00( ) 1.54(S)
4 41. 13.30 .12 13.16
.15( ) .00( ) 1.45(S)
4 46. 13.20 .10 13.07
.15( ) .00( ) 1.36(S)
4 51. 13.11 .08 12.97
.15( ) .00( ) 1.27(S)
4 56. 1301 .07 12.88
.15( ) .00( ) 1.19(S)
THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL
STABILITY PROBLEMS THAT LEAD TO HYDRAULIC
OSCILLLATIONS DURING THE SIMULATION.
19 70
.00( )
.00
.00( )
.00
.00( )
.00
.00( )
.00
.00( )
.00
.00( )
.00
.60( )
_00
.00( )
.00
.00( )
.0 . b
.bo( )
.00
.00( )
.00
.00( )
.00
.00( )
.00
.60( )
00
.00( )
.00
.00( )
CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT
RBD, INC. (PEC) // FILE=020112S4.DAT // 29 OCT 96
" PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
CONVEYANCE
PEAK
STAGE
STORAGE
TIME
ELEMENT
(CFS)
(FT)
(AC -FT)
(HR/MIN)
1
194.1
.9
0 36.
3
92.9
.7
0 38.
4
80.6
.7
0 35.
5
51.2
.5
0 35.
6
16.9
.4
0 35.
7
106.6
ti
0 57.
9
277.4
1.0
0 37.
10
349.9
(DIRECT
FLOW)
0 37.
11
182.3
_1
7.8
0 55.
14
16.9
(DIRECT
FLOW)
0 35.
15
181.4
1.4
0 57.
16
263.3
(DIRECT
FLOW_)
0 57.
18
19
41.5
203.3
1.4
2.7
0 35.
0 57.
70
197.7
.1
.4
0 58.
I
'ROGRAM PROGRAM CALLED
u
I
I
Detention Pond Rating Curves
Condition)
I
11
0
I
RBD, Inc., Engineering Consultants
FORT COLL-INS UTILITY CENTER 183-039
Detention Pond 11 Rating Curve Interim Condition 06-Nov-96
Elev
ft_
Area
ft2
Area
ac
Storage
aft .
Cumulative
Storage
(ae-ft)
Outflow
(Cfs j
4986:2
0
0.00
0.00
0.00
-
4987.0
34
0.00
0.00
0.00
4.73
4988.0
4,800
0.11
0.04
0.04
8.24
4989.0
21,254
0.49
0.27
0.31
10.78
4990.0
57,662
1.32
0.86
1.18
12.87
4991..0
96,771
2.22
1.74
2.91
14.69
4992.0
129,603
2.98
2.56
5.48
42.11
4992.2
135,732
3.12
0.60
6.08
67.81
4992.4
141,861
3.26
0.63
6.71
102.82
4992.6
147,989
3.40
0.66
7.37
146.95
4992.8
154,118
3.54
0.69
8.06
200.64
4993.0
160,241
3.68
0.71
8.71
265.42
4993.2
167,851
3.85
0.75
9.52
350.85
4993.4
175,455
4.03
0.78
10.30
454.97
4993.6
183,060
4.20
0.81
11.11
570.14
4993.8
190,664
4.38
0.85
11.96
686.90
4994.0
198,268 1
4.55
0.88
12.841
820.08
100 year WSEL(9.2) aa-ft = 4992.73
'I
V=1 /3d(A+B+(AB)^.5
50
u
06-Nov-96
S%
RBD, Inc., Engineering Consultants
FORT COLLINS UTILITY CENTER
Historic Event
JOB_ NO. 183-039 06-Nov-96
POND
WATER
SURFACE
(elev)
STORAGE
VOLUME
(ac. ft.)
30" x 12"
WBC
(cfs)
(page(page(page
WEIR #1
(SE end)
(cfs)
WEIR #2
(P. Lot)
(cfs)
TOTAL
OUTFLOW
(cfs)
11
4986.16
0.00
0.00
-
-
11
4987.00
0.00
4.73
-
-
4.73
11
4988.00
0.04
8.24
-
-
8.24
11
4989.00
0.31
10.78
-
-
10.78
11
49.90.00
1.18
12.87
-
-
12.87
11
4991.00
2.91
14.69
-
-
14.69
11
4992.00
5.48
16.33
-
25.78
42.11
11
4992.20
6.08
16.63
-
51.18
67.81
11
49.92.40
6.71
16.93
-
85.89
102.82
11
4992.60
7.37
17.22
-
129.73
146.95
11
4992.80
8.06 ,
17.52
-
183.12
200.64
11
4993.00
.8.77
17.82
0.00
247.60
265.42
11
4993.20
9.52
18.19
8.55
324.11
350.85
11
4993.40
10.30
18.66
25.35
410.97
454.97
11
4993.60
11.11
19.13
48.70
502.32
570.14
11
4993.80
11.96
19.60
73.63
593.67
686.90
11 1
4994-00 .1
12.84
1 20.071
114.991
685.021
820.08
06-Nov-96
RBD, Inc., Engineering Consultants
5-z
FORT COLLINS UTILITY CENTER 183-M9
Detention Pond_70 Rating Curve 06-Nov-96
Cumulative
Elev
Area
Area
Storage
Storage
Outflow
ft
ft2
ac
ac-ft
ac-ft
cfs
4974:5
0
0.00
0.00
0.00
0.00
4975,0
71074
0.16
0.03
0.03
0.00
4976..0
18,519
0.43
0.28
0.31
102.90
4977.0
35,074
0.81
0.60
0.91
599.30
4978.0
52,141
1.21
0.99
1.90
1554.40
4979.0
67,667
1.65
1.36.
3.26
3020.80
4980.01
84,593
1 1.941
133
_ _ _ _ _ _4.99
_ _ 4901,.40
100 year WSEL( 0.4) ac-ft= 4976.15
V=1 /3d(A+B+(AB)^.5
06-Nov-96
Existing Wooden Box Culvert
(Stage vs. Discharge)
,5NWF 571 Vq
Weir #1 at Southeast End of Ponding Area
(Stage vs. Discharge)
sw A} 2� v�7It�
N
S4
u
9
c
WeiWX at Northwest Corner, of Ponding Area
(Stage vs. Discharge)
I
B. Sub -basin Description
Please refer to the enclosed drainage Basin Maps: Runoff from Basins 1,
3, 4, 5 and 6 is routed via curb and gutter, open channel to a ungraded
' informal detention facility located on the eastern portion of the site adjacent
to the northern boundary of Elm Street.
L�
Off -site storm flows generally come from the south and west. The majority
of the off -site flows come from basins 1 and 3 and enter the site at the
intersection of Wood and Elm Street (Design Point 1). Offsite flows also
enter the Site from Basin 4 at the intersection of Elm and Grant Street
' (Design Point 4). A portion of the flows from Basin 6 will also enter the
site from the north and west.
' On -site Flows
' Historically onsite storm flows have drained to a 30" by 12" wooden box
culvert under the Colorado and Southern railroad embankment. This
culvert then discharges to a 24" diameter CMP which takes flow off -site
' underneath the storage yard and discharges to an existing ditch along the
eastern boundary of the storage yard, During Major Storms when the
capacity of the box culvert is exceeded storm flows would pond on site and
' flow around the western end of the railroad embankment and flow off -site
to north and east. A SWMM model was generated to calculate the extent
of the ponding.
C. SWMM MODEL
1 SWMM models for the 2 year and 100 year storm events within the portion
of the Old town Basin occupied by the City of Fort Collins Light and
Power Service Center were developed. The SWMM Models were
developed to assess the effect of the proposed development on the existing
storm drainage conditions.
Two SWMM models were generated: One for the existing condition and
another for the proposed interim condition. The SWMM model for the
existing condition has been reviewed by the City of Fort Collins and is
accepted as the benchmark by which to judge the effect of the
improvements of the proposed condition. The SWMM model for the
proposed condition includes the next phase of improvements to the site, the
existing Service Center and the upstream tributary neighborhood areas
1 2
1
S�
i
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
WEIR #2 (BASED ON INTERIM GRADING)
WEIR COEF.
2.800
STA ELEV
0.0 94:93
9.0 94.60
23.0 93.00
66.0 92.00
95.0 91.50
107.0 91.50
113.0 92.00
117.0 93.66
121.0 94.00
126.0 95.00
ELEVATION
DISCHARGE
(feet)
---------
(Cfs)
---------
91.50
0.00
91.70
4.24
91.90
15.51
92.10
36.05
92.30
66:31
92.50
105.47
92.70
153.98
92.90
212.26
93.10
282.93
93.30
365:29
93.50
456.64
9370
556.78
93.90
665.54
94.10
783.69
94:30
911.04
94.50
1046.66
94.70
1190.46
94.90
1342.45
WATER ELECTRIC
i SERVICE VAULT
I 42" TO TOP
OFWCITY
� I
0
'� >
� -
T TOP
.:.:._--.... ,........� _ 1z: -w -14" STEEL ' W TER
{ r-
TRAt SFORMER __-_ I L ---- ---- -
22" TO TOP BUILDING „C
'-' OF GAS
ETER
' GPI; .. _ �--•-:_
J ..
_ 4
I
I tr
g,,' :♦ /i
i •:, 90 GREASE
•"• SEDJ1�°
1-p WELLkzzz �. !
1
�A r l �N
I.
` �9?
' c53 ``
..........
�� � / { end - ��';_..--- ----- •-----•--=----
............ -
• � odoe r•oca y --
I
I
1
1
1
I
1
1
1
j
1
1
HEC-2 MODELING
0
1
n
kOSS HEC-2 for AutoCAD version 2.0
PROJECT TITLE : FORT COLLINS UTILITY_ CENTER
PROJECT NUMBER : 183-039
BOSS HEC-2
for AutoCAD (tm)
Copyright (C)
1-994 BOSS International
All Rights Reserved
Version
: 2.0
Serial Number
: 22331
Licensed
to RBD Engineering
ROGRAM ORIGIN :
---------------
PAGE 1
3/07/1997
BOSS HEC-2 for AutoCAD is an enhanced version of the U.S. Army Corps of
Engineers Hydrologic Engineering Center HEC-2 program for water -surface
profile computations. Program based upon the September 1990 version,
updated on August 1991.
i
DISCLAIMER :
'I ----------
BOSS HEC-2 for AutoCAD is a complex program which requires engineering
�expertise to use correctly. BOSS International assumes absolutely no
= responsibility for the correct use of this program. All results obtained
should be carefully examined by an experienced professional engineer to
determine if they are reasonable and accurate.
Although BOSS International has endeavored to make BOSS HEC-2 for AutoCAD
error free, the program is not and cannot be certified as infallible.
Therefore, BOSS International makes no warranty, either implicit or
explicit, as to the correct performance or accuracy of this software.
In no event shall BOSS International be liable to anyone for special,
collateral, incidental, or consequential damages in connection with or
arising out of purchase or use of this software. The sole and exclusive
liability to BOSS International, regardless of the form of action, shall
not exceed the purchase price of this software.
ROJECT DESCRIPTION
----------- -_----- -----
PROJECT TITLE
PROJECT NUMBER
DESCRIPTION
ENGINEER
DATE OF RUN
TIME OF RUN
: FORT COLLINS UTILITY CENTER
: 183-039
: EXISTING CONDITION
PEC
3/07/1997
5:18 am
I
BOSS HEC-2 for AutoCAD version 2.0
PROJECT TITLE c FORT COLLINS UTILITY CENTER
PROJECT NUMBER 183-039
I Ga
PAGE 2
3/07/1997
Ti 1.83-039
T2 FORT COLLINS UTILITY CENTER
EXISTING CONDITION
IT3
JOB PARAMETERS
--------------
Jl ICHECK INQ NINV IDIR STRT
METRIC HVINS Q
-10 2
139.2
J2 NPROF IPLOT PRFVS XSECV XSECH
FN ALLDC IBW
-1 -1
-6
RICTION LOSS EQUATION OPTION (J6) :
-----------------------------------
J6 IHLEQ ICOPY SUBDIV STRTDS
FI
0
MOST DOWNSTREAM
DETENTION POND 70
STORAGE YARD
NORTHEAST PARKING LOT CORNER
STORAGE YARD WITH PALLETTES
STORAGE YARD
STORAGE YARD WITH PALLETTES
STORAGE YARD
STORAGE YARD
STORAGE YARD
RAILROAD BERM ON RIGHT CHANNEL BANK
WEIR SECTION
RMILE
STATUS: Analyzing profile 1.
STATUS: Friction loss equation index (IHLEQ) = 1. Therefore friction
loss (HL) is calculated as a function of the profile type, which
can vary from reach to reach. See documentation for further
details.
Contraction Coefficient (CCHV) 0.100
Expansion Coefficient (CEHV) 0.300
STATUS: Analyzing cross-section reach 1.000.
G/
BOSS HEC-2 for AutoCAD version 2.0 PAGE 3
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-0.39 3/07/19.97
' STATUS: (3280) For cross-section 1.00, ends have been extended
vertically 0.35 feet in order to calculate the hydraulic
cross-section properties.
STATUS: (3470) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL) 21.24
Right Encroachment Station (ft, STENCR) 266.54.
Encroachment Method (TYPE) 1
Width or Percent Target 245.300
Left Encroachment Elevation (ft, ELENCL) 4979.90
Right Encroachment Elevation (ft, ELENCR) 4980.41
I
I
I
I
I
I
L
1
BOSS HEC-2 for AutoCAD version 2.0 PAGE 4
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 3/07/1997
MOST DOWNSTREAM
'DETENTION POND 70
Cross Left Channel Right Flow Water Critical Known
'Section Overbank Manning Overbank Depth Surface W. S. W. S.
Number Manning n Manning Elevation Elevation Elevation
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
(ft) (ft MSL) (ft MSL) (ft MSL)
------------------- -- ------ ---------------'--------------------
-Energy Left Channel Right Energy Weighted Friction Other
Gradient Overbank Length Overbank Gradient Velocity Energy Energy
Length Length Elevation Head Loss Loss
'SLOPE XLOBL XLCH X_LOBR EG HV HL OLOSS
(ft/ft) (ft) (ft) (ft) (ft MSL) (ft) (ft) (ft)
------------------
Cummul- Left Channel Right Bridge Left Right Number of
ative Overbank Area Overbank Deck Bank Bank Balance
Volume Area Area Area Elevation Elevation Trials
OL ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
(acre-ft) (sq ft) (sq ft) (sq ft) (sq ft) (ft MSL) (ft MSL)
----------- --------- ------ --------------- --------- --------- _
�tal Left Channel Right Computed Left Right Number of
.�ow Overbank Flow Overbank. W. S. W. S. W. S. Crit Dpth
Flow Plow Top Width Station Station Trials
Q QLOB QCH QROB TOPWD SSTA ENDST IDC
(cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft)
--------------------------- -- --------------
Flow Left. Channel Right Length Cummul. Minimum Number of
travel Overbank Mean Overbank Weighted Surface C- S. Other
ime Velocity Velocity Velocity Manning n Area Elevation Trials
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
'(hrs) (ft/s) (ft/s) (ft/s) (acres,) (.ft MSL)
------------------------------------------------------- --- ---------
1.000 0.000 0.016 0.016 2-.00 4976.35 0.00 4975.00
0.000226 0 0 0 4976.37 0.02 0.00 0.00
0.00 0 118 21 0.00 .4976.57 4975.80 0
139 0 124 14 24.5.3 21.27 266.54 0
0.00 0.00 1.05 0..68 0.000 0.0 4974.35 0
STATUS: Analyzing cross-section reach 2.000.
STATUS: (3265) Divided flow..
1 WARNING: (7185) Critical depth has been crossed, therefore critical
depth has been assumed for the current cross-section.
WARNING: (3720) Critical depth has been assumed.
1
G3
BOSS HEC-2 for AutoCAD version 2.0 PAGE 5
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 3/07/1997
'STORAGE YARD
SECNO XNL
XNCH
XNR DEPTH CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR EG HV
HL
GLOSS
OL ALOE
ACH
AROB CORAR LTBNK
RTBNK
ITRIAL
Q
QLOB
QCH
QROB TOPWD SSTA
ENDST
IDC
TIME VLOB
------------------
VCH------
VROB WTN------ TWA
---_-- -- -_-----_-
ELMIN
---------
ICONT
----
2.000
0.000
0.016 0.000 0.51 4977.21
4977.21
0.00
0.006204
83
83 87 4977.35 0.14
0.52
-0.21
0.18
0
46 0 0.00 4979.75
4977.80
7
139
0
13.9 0 173.7 111.13
3.94.83
14
0.01
0.00
3.02 0.00 0.000 0.4
4976.70
0
STATUS:
Analyzing
cross-section reach 2.500.
STATUS:
(326`5) Divided
flow.
WARNING:
(3685) 20
trials attempted in balancing assumed water surface
elevation
(WSEL) and computed water surface elevation
(CWSEL).
WARNING:
(3693) It
is probable that critical depth has been crossed.
WARNING.:
(3720) Critical
depth has been assumed.
2.500
0.000
0.020 0.016 1.09 4978.09
4978.09
0.00
0.010356
41
36 46 4978.27 0.18
0.37
-0.06
0.22
0
41 0 0.00 4980.60
4978.00
20
139
0
13.9 0 137.8 321.95
467.25
23
0.01
0.00
3.39 1.22 0.000 0.5
4977.00
0
STATUS:
Analyzing
cross-section reach 3.000.
WARNING:
(7185) Critical
depth has been crossed, therefore critical
depth has
been assumed for the current cross-section.
'
WARNING:
(3720) Critical
depth has been assumed.
3.000
0.000
0.020 0,000 0.49 4978.69
4978.69
0.00
'
0.008146
42
43 44 4978.86 0.18
0.36
0.04
0.26
0
41 0 0.00 4981.00
4978.79
5
139
0
139 0 116.9 302.29
419.22
11
0.01
0.00
3.36 0.00 0.000 0.7
4978.20
0
STATUS:
Analyzing
cross-section reach 4.000.
STATUS:
(3265) Divided flow.
WARNING:
(7185) Critical depth has been crossed, therefore critical
depth has
been assumed for the current cross-section.
I
BOSS HEC-2 for AutoCAD version 2.0
PROJECT TITLE :FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039
WARNING: (3720) Critical depth has been assumed.
4-
PAGE 6
3/07/1997
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
,SLOPE XLOBL XLCH XLOB.R EG HV HL OLOSS
OL ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
Q QLOB QCH QROB TOPWD SSTA ENDST IDC
TIME - VLOB----- VCH------ VROB---_- WTN------ TWA ELMIN ICONT
-------- ---- --------------------
4.000 0.000 0.020 0.000 0.63 4980..83 4980.83 0.00
0.009427 101 98 106 4981.00 0.17 0.93 -0.06
0.35 0 42 0 0.00 4983.30 4982.02 4
13.9 0 139 0 133.4 205.85 342.62 11
0.02 0.00 3.28 0.00 0.000 0.9 4980.20 0
STATUS: Analyzing cross-section reach 5.00.0.
rSTATUS: (3265) Divided flow.
WARNING: (7185) Critical depth has been crossed, therefore critical
depth has been assumed for the current cross-section.
I WARNING: (3720) Critical depth has been assumed.
5.000 0.000 0.020 0.000 0.53 4982.60 4982.60 0.00
0.009090 98 99 141 4982.74 0.14 0.90 0.02
0.45
0
46
0
0.00 4983.24 4984.36
7
139
0
139
0
167.7 111.80 287.5.9
12
0.03
0.00
2.99
0.00
0.000 1.3 4982.01
0
STATUS:
Analyzing
cross-section reach
6.000.
STATUS:
(3265)
Divided flow.
WARNING:
(7185)
Critical
depth has
been crossed, therefore critical
depth
has been assumed for
the current cross-section.
'
WARNING:
(37.20)
Critical
depth has
been assumed.
6.000
0.000
0.016
0.000
0.57 4.984.57 4984.57
0.00
1
0.006282
100
97
139
4984.70 0.13 0.61
0.11
0.56
0
48
0
0.00 4985.00 4985.70
6
139
0
139
0
196.8 102.28 304.2.0
8
0.04
0.00
2.88
0.00
0.000 1.7 4984.00
0
STATUS:
Analyzing cross-section
reach 7.000.
WARNING:
(7185)
Critical
depth has
been crossed, therefore critical
depth
has been
assumed for the current cross-section.
WARNING:
(3720)
Critical
depth has
been assumed.
Ii
BOSS HEC-.2 for AutoCAD version 2.0 PAGE 7
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 3/07/1997
' SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
GLOSS
ALOE
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
,VOLQ
QLOB
QCH
QROB
TOPWD
SSTA
ENDST
IDC
TIME
VLOB
VCH
VROB
WTN
TWA
ELMIN
ICONT
---------
---------
---------
---------
---------
---------
---------
---------
7.000
0.000
0.016
0.000
0.46
4987.;66
4987.66
0.00
0.005808
115
169
207
4987.81
0.15
0.98
0.04
0.74
0
45
0
0.00
4989:00
4989.51
5
13.9
0
139
0
155.9
210.37
366.23
17
0.06
0.00
3.09
6.00
0.000
2.4
4987.20
0
STATUS:
Analyzing cross-section reach 7.500.
STATUS:
(3280) For, cross-section 7.50, ends have been extended
vertically 1.04 feet in order to calculate the hydraulic
cross-section properties.
WARNING:
(7185) Critical depth has been crossed, therefore critical
depth has been assumed for the current cross-section.
WARNING:
(3720) Critical depth has been assumed.
follows:
STATUS:
(3470) Encroachment computation information
Left Encroachment Station (ft, STENCL) 120.42
Right Encroachment Station (ft, STENCR) 377.47
Encroachment Method (TYPE) 1
Width or Percent Target 257_050
Left Encroachment Elevation (ft, ELENCL) 5001_87
Right Encroachment Elevation (ft, ELENCR) 4999_91
7.500 0.016 0.035 0.000 1.04 4989.04 4989.04 0.00
0.004228 95 137 129 4989.21 0.16 0.49 0.08
0.86 42 0 0 0.00 4989.00 4994.00 6
' 139 138 0 0 135.0 201.83 336.86 22
0.07 3.24 0.34 0.00 0.000 2.8 4988.00 0
STATUS: Analyzing cross-section reach 8.000.
STATUS: (3470) Encroachment computation information follows:
Left Encroachment Station (ft; STENCL) 188.31
Right Encroachment Station (ft, STENCR) 324.18
Encroachment Method (TYPE) 1
Width or Percent. Target 135.870
Left Encroachment Elevation (ft, ELENCL) 5000.87
Right Encroachment Elevation (ft, ELENCR); 4995.01
I
No existing SWMM model was available to update for this area:
D. HEC-2 MODEL
A HEC-2 computer model was generated in order to assess the effect of the
storm runoff predicted by the SWMM model for the proposed condition.
This was done using BOSS HEC-2.
In order to assess the effect of the items kept in the storage yard a computer
surface was generated with palates included as shown on the BBC -2
drawings, see drawings for both the existing and proposed condition in the
pockets at the back of this report.
M. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for
the subject site.
B. Development Criteria Reference and Constraints
The site is subject to large off -site storm flows which pass through the site
and create a large ponded area behind the railroad embankment and then
flow around the west end of the embankment. The storm drainage then
flows to the north and east through the site. Due to the magnitude of these
flows they must be kept away from areas where damage can occur to future
buildings. Also, the flows must be kept from flowing off -.site north into the
adjacent pond and guided to the east at the northeast corner of the storage
yard (Design Point 7).
C. Hydrological Criteria
The SWMM model was used to determine surface runoff for the project
site. the 2-year and 100-year storm event criteria, obtained by the City of
1 Fort Collins was used in calculating runoff values. These calculations and
criteria are included in the Appendix of this report.
1 3
1
BOSS HEC-2 for AutoCAD version 2.0 PAGE 8
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER 183-039 3/07/1997
ISECNO XNL XNCH XNR DEPTH CWSEL i CRIWS WSELK
SLOPE XLOBL XLCH XLOBR EG HV HL OLOSS
VOL ALOE ACH AROB CORAR LTBNK I RTBNK ITRIAL
QLOB QCH QROB TOPWD SSTA ENDST IDC
IME VLOB VCH VROB WTN TWA ELMIN ICONT
----------------------------------
8.000 0.000 0.035 0.000 2.49 4989.:49 0.00 0.00
0.003043 91 139 126 4989.62 0.13 0.41 0.00
0.98 0 48 0 0.00 4990.00 4994.00 2
139 0 139 0 34.4 270.64 305.06 0
0.08 0.00 2.89 0.00 0.000 3.0 4987.00 0
STATUS: Analyzing cross-section reach 8.500.
STATUS: (3280) For cross-section 8.50, ends have been extended
vertically 2.41 feet in order to calculate the hydraulic
cross-section properties.
WARNING: (3685) 20 trials attempted in balancing assumed water surface
elevation (WSEL) and computed water surface elevation (CWSEL)
WARNING: (3693) It is probable that critical depth has been crossed.
WARNING: (3720) Critical depth has been assumed.
STATUS:
(3410) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL)
90.97
Right Encroachment Station (ft, STENCR)
288.38
Encroachment Method (TYPE)
1
Width or Percent Target
197.410
Left Encroachment Elevation (ft, ELENCL)
5003.82
Right Encroachment Elevation (ft, ELENCR)
5020.96
8.500
0.016 0.035 0.000 2.60 4990.60 4990.60
0.00
0.009431
68 77 75 4990,.88 0.29 0.71
-0.19
1.05
13 19 0 0.00 4990.00 4995.00
20
139
62 77 0 62.3 202.76 265.07
9
0.08
4.71 3.94 0.00 0.000 3.1 4988.00
0
STATUS:
Analyzing cross-section reach 9.000.
WARNING:
(7185) Critical depth has been crossed, therefore critical
depth has been. assumed for the current cross-section.
WARNING:
(3720) Critical depth has been assumed::
BOSS HEC-2 for AutoCAD version 2.0 PAGE 9
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 j 3/07/1997
,SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV i
HL
OL_OSS
-VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
I2
QLOB
QCH
QROB
TOPWD
SSTA
ENDST
IDC
TIME
VLOB
VCH
VROB
WTN
TWA
ELMIN
ICONT
9.000
0.016
0.035
0.000
1.45
499086
4990.86
0.00
0.005869
30
19
22
4991.13
0.�27
0.15
0.04
1.07
22
13
0
0.00
4990.00
4992.99
2
139
102
36
0
70.0
179;86
249.87
11
0.08
4.57
2.75
0.00
0.000
3.1
4989.41
0
STATUS: Analyzing cross-section reach 10.000.
WARNING:. (718.5) Critical depth has been crossed, therefore critical
depth has been assumed for the current cross-section.
WARNING: (3720) Critical depth has been assumed.
STATUS: (3470) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL)
Right Encroachment Station (ft, STENCR)
Encroachment Method (TYPE)
Width or Percent Target
' Left Encroachment Elevation (ft, ELENCL)
Right Encroachment Elevation (ft, ELENCR)
130.78
220.49
1
-130.780
4991.85
100000.00
10,000
0.016
0.035
0.000
1.42
4991.42
4991.42
0.00
'
0.011728
43
34
32
4991.68
0.26
0.45
-0.11
1.10
5
28
0
0.00
4991.00
4991.80
2
139
19
119
0
63.9
146.85
210.72
8
'
0.09
3.40
4.20
0.00
0.000
3.2
4990.00
0
STATUS:
Analyzing
cross-section
reach
11.000.
WARNING:
(3685) 20
trials
attempted
in balancing
assumed water
surface
elevation
(WSEL)
and computed
water
surface elevation
(CWSEL).
WARNING:
(3693) It
is probable that
critical
depth has
been crossed.
WARNING:
(3720) Critical
depth has
been assumed.
11.000
0.016
0..016
0.000
1.03
4992.33
4992.33
0.00
0.004168
49
23
16
4992.66
0.33
0.10
0.07
'
1_12
139
0
1
29
137
0
0
0.00
48.4
4992.00
129.85
4993.10
178.23
20
19
0.09
1.82
4.63
0.00
0.000
3.2
4991.30
0
1
STATUS:
Analyzing
cross-section reach
12.000.
I &8
.BOSS HEC-2 for AutoCAD version 2.0 PAGE 10
PROJECT TITLE : FORT COLLINS UTILITY- CENTER
PROJECT NUMBER : 183-03.9 3/07/1997
'
WARNING:
(3685) 20
trials attempted in balancing assumed water
surface
elevation
(WSEL) and computed water surface elevation
(CWSEL)
WARNING:
(3693) It
is probable that critical depth has been crossed.
WARNING:
(372.0) Critical
depth has been assumed.
ISECNO
XNL
XNCH
XNR DEPTH CWSEL CRIWS
WSELK
SLOPE XLOBL
XLCH
XLOBR EG HV HL
OLOSS
VOL ALOB
ACH
AROB CORAR LTBNK RTBNK
ITRIAL
QLOB
QCH
QROB TOPWD SSTA ENDST
IDC
IME VLOB
VCH
VROB WTN TWA ELM.IN
ICONT
---------
---------
---------
------------------------------------
---------
12.000
0.016
0.016 0.035 1.03 4992.62 4992.62
0.00
0.003638
47
18 13 4992.90 0.28 0.08
0.01
1.14
8
25 0 0.00 4992.00 4992.30
20
139
23
115 0 64.4 133.86 198.24
5
0.09
2.85
4.46 0.75 0.000 3.2 4991.59
0
STATUS:
Analyzing
cross-section reach 13.000.
WARNING:
(3685) 20
trials attempted in balancing assumed water
surface
'
elevation
(WSEL) and computed water surface elevation
(CWSEL)
WARNING:
(3693) It
is probable that critical depth has been crossed.
WARNING:
(3720) Critical
depth has been assumed.
13.000
0.016
0.016 0.035 0.97 4992.76 4.992,76
0.00
0.003517
23
15 12 4993.02 0.26 0.06
0.00
1.15
11
22 2 0.00 4992.12 4992.29
2.0
139
34
100 3 71.2 128.26 199.44
11
0.09
2.93
4.50 1.68 0.000 3.3 4991.79
0
STATUS:
Analyzing
cross-section reach 14.000.
STATUS:
(3265) Divided flow.
WARNING:
(3685) 20
trials attempted in balancing assumed water
surface
elevation
(WSEL) and computed water surface elevation
(CWSEL)
WARNING:
(3693) It
is probable that critical depth has been crossed.
WARNING:
(3720) Critical depth has been assumed.
it
� G9
BOSS HEC-2 for AutoCAD Version 2.0 PAGE 11
PROJECT TITLE FORT COLLINS UTILITY CENTER
PROJECT NUMBER 183-039 3/07/1997
,SECNO XNNL XNCH XNR DEPTH CWSEL CRIWS WSELK
-ELOPE XLOBL XLCH XLOBR EG HV HL OLOSS
VOL ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL.
,Q QLOB QCH QROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
--------- -- ----------- --- -----------------------------------------
14.000 0.016 0.016 0.035 1.76 4993.!28 4993.28 0.00
0.004021 30 21 8 4993.58 0.f30 0.09 0.01
' 1_17 1 30 0 0.00 4993.�17 4993.00 20
139 2 136 0 68.0 52.56 207.28 17
0.09 1.36 4.43 0.72 0.000 3.3 4991.52 0
(SPECIAL- - -
NOTE :
®---------- -
An asterisk (*) to the left of the cross-section number indicates a special
note is present in the SUMMARY OF WARNING AND STATUS MESSAGES section.
`SUMMARY PRINTOUT TABLE 150 :FORT COLLINS UTILITY CENTER
------=-------------------- EXISTING CONDITION
183-039
Cross- Channel Top of Max.. Low Minimum Discharge Computed Critical
Section Reach Roadway Chord C. S. Flow W. S. W. S.
1 Number Length Elevation Elevation Elevation Elevation Elevatio
(ft) (ft MSL) (ft MSL) (ft MSL) (cfs) (ft MSL) (ft MSL).
SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS
---- ------------------------------------------------- --- ------
0.0
2.000 83.12 0.00 0.00 4976.70 139.20 4977.21 4977.2
* 2.500 36.13 0.00 0.00 4977.00 139.20 4978.09 4978.0
t3.000 43.81 0.00 0.00 4978.20 139.20 4978.69 4978.6
* 4.000 98.78 0.00 0.00 4980.20 139.20 4980.83 4986.8
t5.000 99.35 0.00 0.00 4982.07 139.20 4982.60 4982.6
6.000 97.89 0.00 0.00 4984..00 139.20 4984.57 4984.5
* 7.000 169.20 0.00 0.00 4987.20 139.20 4987.66 4987.6
e* 7.500 137.68 0.00 0.00 4988.00 139.20 4989.04 4989.0
I
BOSS HEC-2 for AutoCAD version 2.0
�O
PAGE 12
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 3/07/1997
Cross- Channel Top of Max. Low Minimum Discharge Computed Critical
Section Reach Roadway Chord C. S. Flow W. S. W. S.
Number Length Elevation Elevation Elevation Elevation Elevatio
(ft) (ft MSL) (ft MSL) (ft MSL) (cfs) (ft MSL) (ft MSL)
SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS
-----------------------------------------------------------------------
8.000 139.52 0.00 0.00 4987.00 13'9.20 4989.49 0.0
�* 8.500 77.26 0.00 0.00 4988.00 139.20 4990.60 4990.6
* 9.000 19.17 0.00 0.00 4989.41 139.20 4990.86 4990.8
�* 10.000 34.08 0.00 0.00 4990.00 139.20 4991.42 4991.4
■* 11.000 23.04 0.00 0.00 4991.30 139.20 4992.33 4992.3
'* 12.000 18.28 0.00 0.00 4991.59 139.20 4992.62 4992.6
�* 13.000 15.63 0_00 0.00 4991.79 139.20 4992.76 4992.7
* 14.000 21.64 0.00 0.00 4991.52 139.20 4993.28 4993.2
VV24ARY PRINTOUT TABLE 150 FORT COLLINS UTILITY CENTER
---------------------------- EXISTING CONDITION
183-039
Cross- Discharge Computed W.S. Elev W.S. Elev W.S. Elev Water Channel
Section Flow W. S. Diff per Diff per Diff per Surface Reach
Number Elevation Profile Section Know/Comp Top Width Length
(cfs) (ft MSL) (ft) (ft) (ft) (ft) (ft)
SECNO Q CWSEL DIFKWP DIFWWX DIFKWS TOPWID XLCH
--------------------- -----==----------------- --- - - --------------
1.000 139.20 4976.35 0.00 0.00 1.35 245.27 0.0
,* 2.000 139.20 4977.21 0.00 0.86 0.00 173.70 83.1
* 2.500 139.20 4978.09 0.00 0.88 0.00 137.77 36.1
3.000 139.20 4978.69 0.00 0.60 0.00 116.92 43.8
4.000 139.20 4980.83 0.00 2.14 0.00 133.40 98.7
* 5.000 139.20 4982.60 0.00 1.77 0.00 167.75 99.3
6.000 139.20 4984.57 0.00 1.97 0_00 196.76 97.8
-71
BOSS HEC-2
for AutoCAD version 2.0
PAGE 13
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039
3/07/1997
Cross=
Discharge
Computed W.S. Elev
W.S. Elev
W.S. Elev
Water
Channel
Section
Flow
W. S. Diff per
Diff per
Diff per
Surface
Reach
Number
Elevation Profile
Section
Know/Comp
Top Width
Length
(cfs)
(ft MSL) (ft)
(ft)
(ft) I
(ft)
(ft)
SECNO
---------
Q
---------
CWSEL DIFWSP
------------------
DIFWSX
---------
DIFKWS
---------
TOPWID
---------
XLCH
--------
�*
7.000
139.20
4987.66 0.00
3.09
0.00
155.86
169.2
'*
7.500
139.20
4989.04 0.00
1.38
0_00
135.03
137.6
8.000
139.20
4989.49 0.00
0.45
0.00
34.43
139-5
'*
8.500
139.20
4990.60 0.00
1.11
0.00
62..31
71-2
*
9.000
139.20
4990.86 0.00
0.27
0.00
70.01
19.1
'*
10.000
139.20
4991.42 0.00
0.55
0_00
63.81
34.0
*
11.000
139.20
4992.33 0.00
0.92
0_00
48.38
23.0
�*
12.000
139.20
4992.62 0.00
0.29
0.00
64.38
18.2
13.000
139.20
4992.76 0.00
0.14
0.00
71.18
15.6
*
14.000
139.20
4993.28 0.00
0.52
0.00
67.96
21.6
iSUMMARY OF
----------------------------------------
WARNING AND STATUS MESSAGES
Section
2, profile
1, critical depth assumed.
Section
2, profile
1, minimum specific
energy.
tSection
2.5, profile 1, critical depth
assumed.
Section
2.5, profile 1, probable minimum specific energy.
Section
2.5, profile 1, 20 trials attempted to balance. water surface
elevation.
1
depth
Section
3, profile
1, critical assumed.
Section
3, profile
1, minimum. specific
energy.
Section
4, profile
1, critical depth assumed.
Section
4, profile
1, minimum specific
energy.
Section
5, profile
1, critical depth assumed.
I �1Z
BOSS HEC-2 for AutoCAD version 2_0 PAGE 14
PROJECT TITLE FORT COLLINS UTILITY CENTER
PROJECT NUMBER 183-039 3/07/1997
Section 5, profile 1, minimum specific energy.
Section 6, profile 1, critical depth assumed.
Section 6, profile 1, minimum specific energy.
i
Section 7, profile 1, critical depth assumed.
Section 7, profile 1, minimum specific energy.
Section 7.5, profile 1, critical depth assumed.
Section 7.5, profile 1, minimum specific energy.
Section 8.5, profile 1, critical depth assumed.
Section 8.5, profile 1, probable minimum specific energy.
Section 8.5, profile 1, 20 trials attempted to balance water surface
elevation.
Section 9, profile 1, critical depth assumed.
Section 9, profile 1, minimum specific energy.
Section 10, profile 1, critical depth assumed.
Section 10, profile 1, minimum specific energy.
Section 11, profile 1, critical depth assumed.
Section 11, profile 1, probable minimum specific energy..
Section 11, profile 1, 20 trials attempted to balance water surface
elevation.
Section 1.2, profile 1, critical depth assumed.
Section 12, profile 1, probable minimum specific energy.
Section 12, profile 1, 20 trials attempted to balance water surface
elevation.
Section 13, profile 1, critical depth assumed.
Section 13, profile 1, probable minimum specific energy.
Section 13, profiled, 20 trials attempted to balance water surface
elevation.
Section 14, profile 1, critical depth assumed.
BOSS HEC-2 for Au_toCAD version 2.0 PAGE 15
PROJECT TITLE : FORT COLLINS UTILITY CENTER
PROJECT NUMBER : 183-039 3/07/1997
I
Section 14, profile 1, probable minimum specific energy.
Section 14, profile 1., 20 trials attempted to balance water surface
elevation..
36 Warning and status message(s) generated
I
mEND OF OUTPUT
i]
J
I
1
1
i
1
1
i
i
t
i
1
i
F
1
STREET CAPACITY
1
�?S
2 YEAR FLOW DEPTH
Cross Section for Irregular Channel
_ Project,Description
Project File
c:lhaestadlfmw\18903.9.fm2
Worksheet
ELM STREET
Flow Element
Irregular Channel
Method
Manniing's Formula
Solve.For
Water Elevation
Section Data _
Wtd. Mannings Coefficient 0.016
Channel Slope
0.01.0000 fvft
Water Surface Elevation 100.48 ft
Discharge
44.00 cfs
r
1
r
1
r
1
� 1
v
r
r
ca
ca
m 1
W
r
r
r
r
03/13197
02.01:55 PM
1
100.0' 1r 1 - -
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0
Station (ft)
FkwhAaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
FJ
D. hydraulic Criteria
All hydraulic calculations within this report have been prepared in
accordance with the City of Fort Collins Drainage Criteria and are also
included in the Appendix. A BEC-2 computer model was generated to
determine the extent of the flooding through the Fort Collins Utility Center
Site.
E. Variances from Criteria
No variances are being sought for the proposed project site.
IV. DRAINAGE FACILITY -DESIGN
A. General Concept
Runoff from the portion of the Old town Basin tributary to the Light and
Power Service Center, the runoff from the new Light and Power Parking
Lot and a portion of the runoff from the parking area in Basin 6 flow to
the south and then east toward the existing wooden box culvert. Because
of the size of the upstream catchment a great deal of storm water is
generated. The storm water then ponds behind the railroad embankment.
Flows then pass around the west end of the embanlonent. These flows then
flow east along the north side of the railroad embankment and then to the
storage yard. In order to protect a proposed vehicle maintenance building
from being inundated these flows(369 cfs), are constrained by traffic
CDOT Type 4 concrete barriers to contain and guide the flows to the
storage yard and around the proposed building. The storm flows then sheet
flow northeast toward the northeast corner of the storage yard where they
are guided to the east, away from the adjacent pond, by a retaining wall.
Flows the pass to a low lying area in the Cache La Poudre River 100 year
floodplain. These excess flows the travel in low lying area eastward until
they enter the Cache La Poudre River near College Avenue.
B. Specific Details
The City of Fort Collins Light and Power Service Center on -site and off -
site catchments are divided into 6 sub -basins: 1, 3, 4, 5, 6 and 7. Basin 1
is roughly bounded by the West Vine Basin, Maple Street, Shields Street,
West Street, Sycamore Street Wood Street. and Vine Drive. Basin 3 is
bounded Shields Street, Maple Street, Wood Street, Sycamore Street, and
West Street. Basin 4 is roughly bounded by Wood Street, Cherry Street,
Grant Avenue, Loomis Avenue, and Elm Street. Basin 5 is Bounded by
4
-?6
ELM STREET 2 YEAR FLOW DEPTH
Worksheet for Irregular Channel
Project Description
Project File
cAhaestaditvAll 89039.fm2
Worksheet
ELM; STREET
Flow Element
Irregular Channel
Method
Mapping's Formula
Solve For
Water Elevation
Input Data - - -
-
Channel Slope 0.010006 f0ft
Elevation range: 100.00 ft to 100.70 ft.
Station (ft) Elevation (ft)
0.00 100.70
Start Station
0.00
10.00 100.50
10.00
10.60 100.00
50.00
30.00 100.40
50.00 100.00
50.00 100.50
60.00 100.70
Discharge 44.00 cfs
Results
Wtd.. Mannings Coefficient
0.016
Water Surface Elevation
100.48
ft
Flow Area
11.23
ft2
Wetted Perimeter
40.07
ft
Top Width
40.00
ft
Height
0.48
ft
Critical Depth
100.54
ft
Critical Slope
0.010725 ft/ft
Velocity
3.92
ftfs
Velocity Head
0.24
ft
Specific Energy
100.72
ft
Froude Number
1.30
Flow is supercritical.
End Station
10.00
50.00
60.00
Roughness
0.060
0.016
0.060
03/13/97 FbwMaster v5.13
02.02:39 PM Haestad Me&tods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1
CLIENT JOB No. i S3. Dac)
RWINC. PROJECT CALCULATIONS FOR i-A ,Z
Engineering Consultants MADEB'/ PC DAtEC)2"-O�'CHECKED BY - DATE �SHEET - OF
A division cf:M Se -&Own GmW
IN K 1 -0
+
01
M
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
FORT COLLINS UTILITY CENTER ELM STREET WEIR TO NORTH
WEIR COEF.
2.700
STA ELEV
0.0
97.00
0.0
96.60
196.9
94.84
216.9
94.79
244.9
94.06
264.9
93.66
282.5
93.99
414.0
94.92.
414.0
97.00
ELEVATION DISCHARGE
(feet) (efs)
93.66
0.00
93.86
1.76
94.06
10.41
94.26
33.04
94.46
73.26
94.66
134.66
94.86
221.49
95.06
350.46
95.26
513.46
95.46
706.22
95.66
928.88
95.86
1181.83
96.06
1465.58
96.26
1180.70
96.46
2127.82
96.66
2514.86
96.86
2948.41
RWINC.
Engineering Consultants
A division of The SiraiBmirn Group
we--),e Q
c.
Rewd-&M-61
WENT
JOB NO.
PROJECT 7 CALCULATIONS FOR
MAPEBY—:71 %\OATE.L�CHECKED BY —DATE
SHEET
I_
F,pvt57-t
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
FORT COLLINS UTILITY CENTER ELM STREET WEIR GOING EAST
WEIR COEF.
2.700
STA ELEV
0.0
97.00
0.0
95.09
11.0
94.92
11.0
94.42
31.0
94.82
51.0
94.42
51.0
94.92
61.0
95.09
61.0
97.00
ELEVATION DISCHARGE
(feet) (ds)
94.42
0.00
94.62
1.71
94.82
9.66
95.02
27.69
95.22
55.84
95.42
92.43
95.62
13534
95.82
183.68
96.02
236.88
96.22
294.51
96.42
356.24
96.62
421.83
96.82
491.05
9
RBD, Inc,
file:elmweir
FORT COLLINS UTILITY SERVICE CENTER
ELM STREET WEIR CALCULATION
This calculation aproximates the flow leaving the
western
catchment of elm street under a weir condition to
the north and east.
North Elm St
East Elm St
Weir
Weir
Elevation Discharge
Elevation Discharge
(cls)
(cfs)
94 8
94
0
94.1 15
94.1
0
94.2 26
94.2
0
94.3 41
94.3
0
94.4 61
94.4
0
94.5 86
94.5
1
94.6 116
94.6
2
94.7 152
94.7
5
94.8 195
94.8
9
94.9 247
94.9
17
95 312
95
26
95.1 383
96.1
39
95.2 465
95.2
53
95.3 513
95.3
70
95.4 513
95.4
89
95.5 513
95.5
110
Water Surface Elevation at 359 cfs =
Elm St.
Combined
Discharge
(cfs)
8
15
26
41
61
86
118
157
204
264
338
422
518
584
602
623
95.03 feet
MAO
DESIGN OF STORM SEWERS
AND
CULVERTS
E
3
UDINLET: INLET HYDARULICS AND SIZINGi
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------.-----
1SER:&EVIN GINGERY-RDB INC FT. COLLINS COLORADO..........�....................
ON DATE 03-13-1997 AT TIME 05:35:46
** PROJECT TITLE: FORT COLLINS UTILITY CENTER
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 1.50
HEIGHT OF CURB OPENING (in) 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft) 2.00
SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (Cfs)= 3.75
BY FAA HEC-12 METHOD.: DESIGN FLOW (cfs)= 56.00
FLOW INTERCEPTED (Cfs)= 3.00
CARRY-OVER FLOW (cfs)= 53.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 56.00
FLOW INTERCEPTED (Cfs)= 3.00
CARRY-OVER FLOW (Cfs)= 53.00
g4
----------------------
------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER.
-------------SUPPORTED BY METRO :DENVER CITIES/COUNTIES AND UD&FCD
----------=------------------------------------------ --
SER:KEVIN GINGERY-RDB INC FT COLLINS COLORADO ..............................
ON DATE 03-13-1997 AT TIME 05:36:47
PROJECT TITLE: FORT COLLINS UTI_LITY CENTER
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 4.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
0
Cl
11
to flow depth.
(cfs)=
56.00
(cfs)=
8.00
(cfs) =
48.00
(cfs)=
56.00
(cfs) =
8.00
(cfs) =
48.00
I x z " vA
1
lbJRRERENT DATE: 08-27-1996
FILE DATE.: AUGUST
TTRNT
TIME: 15:17:15
FILE NAME.: WEIR
FHWA#CULVERT*ANALYSIS
**************************
HY-8, VERSION 4.0
********#*************#*#*
C
SITE DATA
CULVERT
INLET
U
-- ------------------------
-SHAPE, -MATERIAL,
-- ----------
---------------------
L
INLET OUTLET
CULVERT
BARRELS
V
ELEV. ELEV..
LENGTH
SHAPE SPAN
RISE' MANNING INLET
#
(FT) (FT)
(FT)
MATERIAL (FT)
(FT) n TYPE
1
--------------------------
4990.93 4990.31
62.00
-----------------------------------------------
1 RCPE 1.92
1.17 .012 CONVENTIONAL
2
3
6
SUMMARY OF CULVERT FLOWS (CFS) FILE: WEIR
DATE: AUGUST
ELEV (FT) TOTAL
1 2 3 4
.5 6 ROADWAY ITR
4990.93 0
0 0 0 0
0 0 0 1
4991*49 2
199183 4
2 0 0 0
4 0 0 0
0 0 0 1
0 0 0 1
4991.96 5
5 0 0 0
0 0 0 1
4992.34 8
8 0 0 0
0 0 0 i
4992.68 10
10 0 0 0
0 0 0 1
4993.11 12
12 0 0 0
0 0 0 i
4993.62 1
14 0 0 0
0 0 0 1
4993.80 16
4993.87 18
0 0 0
0 0 0
0 0 1 15
0 0 3 10
4993.92 20
\15
0 0 0
0 0 5 9
4993.69 140
0 0
0 0 OVERTOPPING
� Z �iT M C�GrFa.�. t V� `.. G`tt" L:C "iG G •�, .. p � •^, e'...�'�� 1 � Z
SUMMARY OF ITERATIVE
SOLUTION ERRORS FILE: WEIR
DATE: AUGUST
HEAD
HEAD TOTAL
FLOW FLOW
ELEV(FT)
ERROR(FT) FLOW(CFS)
ERROR(CFS) ERROR
4990.93
0.00 0
0 0.00
4991.49
0.00 2
0 0.00
4991.83
0.00 4
0 0.00
4991.96
0.00 5
0 0.00
4992.34
0.00 8
0 0.00
4992.68
0.00 10
0 0.00
4993.11
0.00 12
0 0.00
4993.62
0.00 14
0 0.00
_
4993.80
-0.00 16
0 0.86
4993.87
4993.92
-0.00 18
-0.00 20
0 0.82
0 0.69
<1> TOLERANCE (FT)
0.010 <2> TOLERANCE M) = 1.000