HomeMy WebLinkAboutDrainage Reports - 04/01/19951
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PROPERTY OF
FORT COU=S UTI Xr=
Final Storm Drainage Report
for
SANDCREEK MINOR SUBDIVISION
April ''1995
Stewart & Associates .
Consulting Engineers and Surveyors
103 South Meldrum Street
Fort Collins, Colorado 80521
(303)'482-9331
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Final Storm Drainage Report.
for
Sandcreek Estates Minor Subdivision
GENERAL SITE CONDITIONS
The project is located in the Northeast quadrant of Fort
Collins in the Southeast 1/4 of Section 36, Township 8 North, Range
69 West of the Sixth P.M., City of Fort Collins, County of Larimer,
State of Colorado. This positions the site on the North side of
East Willox Lane.(Willox), and North of Bramblebush Street in the
Greenbriar Village Subdivision. This location is in the Greenbriar-
Evergreen Basin Master Drainage Plan that is currently being
revised.
Project boundaries are the Larimer and Weld Canal (Canal) on
the North, Sandcreek Village 3rd on the South (the Third). East is
the proposed Greenbriar-Evergreen East (Gb-Eg East) Offsite
Detention Facility. West is undeveloped grassland. The property to
be improved would best be described as a strip of ground next to
the Canal. All storm drainage facilities have been constructed as
part of the development activity on the adjacent parcels. Thus, no
storm drainage facility construction will be a direct result of
this current development proposal. Verification of the capacity for
existing facilities will be required, however, as part of this
development report.
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Page 2
Sandcreek Estates
Final Storm Drainage Report
HYDROLOGY
Existing Conditions
Currently the site is covered with a well established growth
of rangeland grasses and weeds. Slopes are in the 2-5 percent range
and generally run down from the ditch right-of-way toward the
South. Collection of this historic runoff is in three existing
inlets that are part of adjacent developments. Additionally a small
amount of surface runoff is directed toward the proposed Gb-Eg East
facility. Surface runoff moves into one of three regional detention
facilities of which one exists and two are either under
construction or proposed. The following table will summarize
present condition.
HISTORIC BASINS AND POINTS AREAS OF DETENTION
BASIN
AREA
(ac)
POINT OF
COLLECTION
REGION FACILITY
NAME
CURRENT STATUS
HB-A
1.16
INLET E-1
GREENBRIAR WETLAND
UNDER
CONSTRUCTION
HB-B
2.02
INLET E-2
"It
HB-C
1.33
INLET E-2
"to
HB-D
0.90
INLET E-3
GREENBRIAR
EXISTING
HB-E
2.02
REGIONAL
GB-EG EAST OFFSITE
PROPOSED
HB-01
1.27
INLET E-1
GREENBRIAR WETLAND
UNDER
CONSTRUCTION
HB-02
3.61
INLET E-3
GREENBRIAR
EXISTING
The same historic points of collection will be maintained except
for the newly intensified use.
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Sandcreek Estates
Final Storm Drainage Report
DEVELOPED CONDITION
The conditions following development will change very little
' since the project area is small (six lots). Because of the limited
nature of the development, a standard runoff coefficient was used
' to determine direct runoff. This coefficient from the City of Fort
Collins Storm Drainage Design Criteria and Construction Manual
' (SDDCCM) is C = 0.50 for thitwbyp4fafiteed> rLsic1ivdevbdeVmentlutffgdd
for analysis. The following table will identify the developed basin
' constants used in the Rational Method of analysis for direct
' runoff.
DEVELOPED BASIN COMPONENTS
I
BASIN
AREA
RUNOFF "C"
TOC 2
Q 2
COMMENTS
(ac)
2-YEAR
(min)
(cfe)..
TOC 100
Q 100
SB-1
1.70
0.50
16.6
1.70
Inlet E-1 to
13.3
6.87
Greenbriar Wetlands
SB-2
1.46
13.6
1.61
Inlet E-2 to
11.0
6.39
Greenbriar Wetlands
SB-3
1.16
25.0
0.95
"
23.0
3.52
SB-4
0.39
27.2
0.30
"
25.1
1.12
SB-5
0.46
32.3
0.32
Inlet E-3 to
30.1
1.19
Greenbriar
SB-6
2.24
11.5
2.69
Surface flow to GB-EG
9.1
14.0
East
HB-01
1.27
0.20
23.8
0.43
Inlet E-1 to
22.5
1.55
Greenbriar Wetlands
HB-02
3.61
0.50
42.10
2.53
Inlet E-3 Greenbriar
1 Page 4
Sandcreek Estates
' Final Storm Drainage Report
Minor design storm flows have been added to existing adjacent land
' use runoff to ensure hydraulic capacity is available in all
existing storm drainage structures.
HYDRAULICS
There is no hydraulic design part of this project, rather a
verification of existing stormwater structure capacities. All
existing curb inlets have had sizes field checked and location
verified. In the area of the greatest point of collection, the pipe
conveyance was also confirmed. The results of this analysis by
UDSEWER are shown in the appendices and show that all offsite
' piping can handle the modest increases in flow.
' Three inlets have had their capacity confirmed and are
identified as inlets E-1, E-2 and E-3. Inlet E-1 is existing in the
North flowline of Willox between Agape Way and Redwood Streets. It
is a 4' curb opening with a sump condition available. When reviewed
' by "UDINLET" which is software approved by Urban Storm Drainage, the
' inlet has an actual capacity of 3.85 cubic feet per second (cfs).
The actual 2-year flow directed toward this inlet following
' development is 1.85 cfs which is well within the available
capacity. The 15-inch pipe exiting the inlet and flowing South has
capacity far more than the 1.85.cfs directed toward it.
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Sandcreek Estates
Final Storm Drainage Report
Inlet E-2 is on the North flowline of Willox just West of the
Bramblebush/Willox intersection. Upgrading of the original 4-foot
inlet was undertaken during improvements for Sandcreek Village III
Replat approved in 1993. Then a 12-foot inlet was constructed to
manage the new direct runoff from the intensified residential land
use. Noteworthy is that the design for that inlet showed a need for
a slightly over 10-foot long curb inlet, and as a result, a 12-foot
inlet was constructed. This has provided additional inlet capacity
that had not been used.
Prior to this development, 9.8 cfs were directed into this
inlet, with 1.2 cfs coming from the currently undeveloped project
area. Because of the intensified use on this project, 10.9 cfs of
direct runoff will now be captured by this existing 12-foot curb
inlet. Capacityis available and is the result of the nearly two -
additional feet of inlet length mentioned above allowing an ideal
capacity 14.8 cfs by UDINLET(see the appendices for details).
The final inlet of interest is identified as E-3 at the
Briarcliff/Pica intersection in the East flowline of Briarcliff. A
4-foot inlet is existing at that location which is
± 1850-feet from this project: The street slopes on Bramblebush and
the continuation to Briarcliff are low (0.4 percent). This length
and flat slope are a benefit in establishing direct runoff volumes
from the contributing basin. These result in long times of
concentration, which reduces the imposed storm intensity for the
Rational Method of analysis.
' Page 6
Sandcreek Estates
' Final Storm Drainage Report
Thus'the minor increase in flow directed to the existing 4-foot
inlet is still within the curb inlet's capacity. Only 0.46 acres of
the contributing 4.07 acre area will see an increased use. The
' remainder of the basin is already fully developed.
' The total runoff directed into this inlet, including the
offsite 3.61 acres, is 2.85 cfs in the minor storm event. In the
appendices this sumped curb inlet as been reviewed to ensure the
availability of the capacity (ideal 4.67 cfs).
' DETENTION
No onsite detention will be developed as part of the project
' being constructed at this time. Regional planning has indicated in
' the "DRAFT" Greenbriar-Evergreen Basin Master .Plan that basins in
the regional scheme are fully developed. The consequence of this is
' that all regional facilities are sized to account for this project
(see exhibits in appendices in this report).
' Three regional ponds will be collecting direct runoff from
' this six lot project area. They are Greenbriar-Evergreen East
Offsite, Greenbriar and Greenbriar Wetlands. Greenbriar is fully
developed and is located South of Willox. Greenbriar Wetlands is
currently under construction as part of the Greenbriar Village III
' improvements. The final regional facility is the project addressed
' in the aforementioned draft report. Planning on this regional
project has reached the point of establishing a proposed high water
line (hwl)in the pond.
Page 7
Sandcreek Estates
Final Storm Drainage Report
As a result of this planning, the East ± 125=feet of the project
area is being dedicated to the City of Fort Collins for the ongoing
development of this proposed regional project. Additionally, the
one house proposed to abut the pond has a finished floor 4982-feet,
while the hwl of this pond is projected to be 4974-feet.
Basins contributing to inlet E-1 flow into the Greenbriar
Wetlands Pond, as do flows from inlet E-2. Surface runoff collected
in inlet E-3 contribute to the Greenbriar pond South of Willox.
Finally, 2.24-acres of this project flow in a sheet flow toward the
Gb-Eg East Pond that is currently under development.
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Sandcreek Estates
Final Storm Drainage Report
CONCLUSIONS
The Greenbriar/Evergreen Basin has seen substantial regional
planning and construction of storm drainage facilities in the
recent past. With the area surrounding this project being almost
fully developed little in the storm drainage design has been
demanded, rather confirmation of the adequacy of existing
conveyance elements has been the thrust of this report. No concerns
have arisen because of'this investigation.
The project meets the City of Fort Collins SDDCCM.
Consequently, no risk to human safety or property has arisen during
project planning. It is for this reason we request your review and
approval of this development project. Should questions arise during
your review of this project, please feel -free too contact Alex
Evonitz or myself so we may help in your understanding.
Respectfully,
C2,,;.,�...,.�t, G• Get_
Richard A. Rutherfo , P.E. & L.S. #5028
5028
�A
EROSION CONTROL REPORT
The Sandcreek Estates Minor Subdivision falls within an area
of the City characterized by high rainfall erodibility and
moderate wind erodibility. This according to the published maps
' in the City of Fort Collins Storm Drainage Design Criteria and
Construction Manual (SDDCCM). A single catchment area will be
' analyzed including all of the 21.97 acres of onsite and.offsite
area. Performance of the design will, however, be based on the
most stringent of all four sub catchments. That value, as shown
in the appendices, is 82.1 percent.
In assuming a conservative approach to the design, all of the
' building areas are assumed to be started simultaneously presenting
a "worst case" scenario for exposure to erosion. Building envelopes
' of 150-linear feet (l.f.)times 100-1.f. area are presumed for each
of the six structures. The total area being disturbed because of
this assumption is 2.07 acres. The remaining area 4.88 acres is
' calculated as the grassland conditions that currently exist.
Existing residential development (offsite 13.24 acres) is included
as "sod grass." There is little difference between this assumption
and assigning basin components and weighting those to some average
1 value for the basin.
' Silt fencing will be placed on the Southerly boundary,
downstream, of all areas of soil disturbances. Concurrently, gravel
inlet filters will be placed at all three of the inlets mentioned
in the storm drainage report. This combination of structural
measures brings the performance of the erosion control design to a
' level of 89.2 percent, greater than the 82.1 percent required.
EROSION CONTROL COMPUTATION FOR
SANDCREEK ESTATES P.U.D.
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STEWART&ASSOCIATES 103 S. PH. 482-93 1 F X FORT
COLLINS,.CO 80521
Consulting Engineers and Surveyors
By: t� Date: Client: SS �o Sheet No. of
Project:— E_SiYt {M1po2 Spa
Subject: �11Cx--lnv,
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SILT
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CONSTRUCTION SEQUENCE
JOJ EC T: !�-ANDCv9,-Y— jAlmuy 8 STANDARD FOR11 C
QUENCE. FOR 19 q5 ONLY COMPLETED BY: * DATE: -Z�-
�dicate by use of a bar line or symbols when erosion control measures will be installed.
jor modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
1
YEAR
-MONTH-
- ----------------
RLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
'Vegetative Methods
Soil Sealant
Other
RINFALL EROSION CONTROL
'STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
'Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
'Contour Furrows
Terracing
Asphalt/Concrete Paving
Other,
Iq IN,IS.I-SIA IS
CINID1
71"]
1
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
i
. 'Temporary Seed Planting
Sod Installation
Other
Nettings/Mats/Blankets I
' I i ----- �-I------'- - -------I --- - 4- ---- ----- - I--- --- - - I--
'
')T'ICTURES: INSTALLED BY LC. _ MAINTAINED BY _C, _C
'EGETATION/MULCHING CONTRACTOR
iAl SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
ID'SF-C:1989
I
Rainfall Performance Standard Evaluation
Project: Sk ,T) QPPetL %SJR1'E3 MI SE,. Standard Form A.
By: Stewart & Associates Completed: NAle,
103 S. Meldrum
Fort Collins, Colorado 80521 Date: /21 /
Developed
Subbasin
Erodibility
Zone
Asb
acres
Lsb
feet
Ssb
%
Lb
feet
Sb
%
PS
%
N�txta
2!.93
zoo
MO
-Z
`
12,1
30o
2,0
Ih. N-S
4,01
0.1S
310
606
I O 0
Z-6 0
2 I
21.
Ae
HDI/SF—A:1989
Effectiveness Calculation
Project: Standard Form B
By: Stewart & Associates Completed: k"-
103 S. Meldruni
Fort Collins, Colorado 80521 Date: kk
--Erosion
Control
Method Method
C— Factor
Value
P — Factor
Value
Comments:
,DO
O'so
-oo
C') 13 C)
60SS
O'o k
1100
zwc- r-&VN
\,00
0,410
ZOO',R
N!E
0,DI
1�00
Major
PS
Subbasin
Area
Basin
(acres).
TOT PC L,
6—
P, qJ
j.
Asso--z— 15o XICO' 'OISTL;Iz-('�fp
`row
C)L-C>6,.
Lx(IG6)bo�) =
HDI/SF—B:1989
4,6&f,- .
cok-Y>OSWE
STE V VART&OSSOCIATES 103 S. M, FORT COLLINS, CO 80521
PH. 482-9331 -9331 FAX 482-9382
Consulting Engineers and Surveyors
By: NV,^,� Date: I I -ISC - T Client: ay7�N Sheet No. J-- of
Project: SAtjwL eeY- IS 00
Subject: �� _Ir�AC r<" n 1rJFi). t 1z' iEt i'.-Wo\_a1i
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STE V VART&ALSSOCIATES 4 103 M, FORT COLLINS, CO 80521
PH. 82-9331 -9331 FAX 482-9382
Consulting Engineers and Surveyors
By: Nu) _ Date: I I ' Z l _ t Client: 2 n; o�P f Sheet No. Z of
Project: tS.—t4rxZ I�1 woz ShZ�IV1Sla`
Subject: C{z�_rzVkr LZ : o . 107Fb Fr > 2
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STEWART&kSSOCIATES PH. 462- 331RUMF FAX 482-9380LLINS, CO 80521
Consulting Engineers and Surveyors
By: Date: 1\-ZI -94 Client: Sheet No. Of 3
Project: SRv��c�a� LSA E', M Now SUiz.
Subject: Ci` o4zt�c, f=110! i a. TisFD ro ,Z 1 20 S1L7
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PAGE 24
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Table 5.2 C-Factors and P-Factors for Evaluating EFF Values.
Treatment
C-Factor
P-Factor
BARE SOIL
Packed and smooth . . . . . . . .
. . . . 1.00
1.00
'
Freshly disked.
1.00
0.90
Rough irregular surface . . .
1.00
0.90
SEDIMENT BASIN/TRAP. . . . . . . . .
. . . . . 1.00
0.50(1)
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 Figure
1.00
'
SOD GRASS. . . . . . . . . . . .
. . . . . 0.01
1.00
TEMPORARY VEGETATION/COVER CROPS . .
. . . . . 0.45(2)
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE. . . .
. . . . . 0.10(3)
1.00
1
SOIL SEALANT . . . . . . . . . . . .
. . . 0.01-0.60(4)
1.00
EROSION CONTROL MATS/BLANKETS. . . .
. . . . . 0.10
1.00
'
G 2.AV6L
HAY OR STRAW DRY MULCH
After lanting grass seed, apply
mulch at
a rate o tons acre (minimum) and
adequately
anchor, tack or crimp material into
the soil.
Maximum
Slope ..Length
W (feet)
1 to 5 400 . . . . .
. . . . 0.06
1..00
'
6 to 10 200 . . . . .
11 to 15 150
. . . . 0.06
0.07
1.00
1.00
16 to 20 100 . . . . .
. . . . 0.11
1.00
21 to 25 75 . . . . .
. . . . 0.14
1.00
25 to 33 50
0.17
1.00
> 33 35
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 7.4
thus dry
or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used
only between March
15 and
May 15 unless irrigated.
(4) Value used must be substantiated
by documentation.
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PAGE 23
TABLE 5.1
HYDROLOGY OF THE DEVELOPED
SANDCREEK ESTATES
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PH. 482-9331 -9331 FAX 482-9382
1 Consulting Engineers and Surveyors
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STEWART&O SSOCIATES 103 S. PH. 482-93 DRF X FORT
COLLINS, CO 80521
Consulting Engineers and Surveyors
By: MU Date: 0- kA - 9 `I' Client: 1 us, r�rr y . Sheet No. Z of Z
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DRAINAGE CRITERIA 'MANUAL
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2 .3 .5 1 1 q1 2' 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
1 USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55. USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
HYDRAULIC DESIGN ELEMENTS FOR
SANDCREEK ESTATES
1 103 S. M, FORT COLLINS, CO 80521
STE V VART&SSOCIATES
PH. 482-9331 -9331 FAX 482-9382
1 Consulting Engineers and Surveyors
By:kuko- Date: lk- 16-94 Client: Quss F�* j Sheet No. of
1 Project: CZt Y- Icsm s PAIuBR 'xg au v„o
Subject: cu,2IZ' .iNLC- T �"2 �a'uM"t1�QuSH- L�I�Cvx�
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NOTES:
- Catch basins are modeled as single manholes with specified
design flows based on Rational Method spread sheets design
points.
- All design sizing'assumes a fully developed Sand Creek
- Manhole # 5 is a dummy outlet structure to simulate the
outlet piping
- All interconnecting piping is 15" at 1% slope, except as
noted
- Manhole numbering and sewer numbering corrospond to UDSEWER
Nbwf�le Ar_i-ciw,z �a-r
I
1 REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL 10-19-1992
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
' URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
*** EXECUTED BY STEWART AND ASSOCIATES (FT
ILLINS-COLORADO)............................
ON DATA 11-16-1994 AT TIME 10:34:53
* PROJECT TITLE :
Revised UDSEWER run
J* RETURN PERIOD OF FLOOD IS 2 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
1
J* SUMMARY OF HYDRAULICS AT MANHOLES
---------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
D NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
MINUTES_--INCH/HR------CFS------
FEET
------FEET
--------------------
5.00
0.00
0.00
0.00
14.40
65.50
63.50
OK
4.00
0.00
0.00
0.00
14.40
66.10
63.76
OK
3.00
0.00
0.00
0.00
13.60
66.10
64.54
OK
2.00
0.00
0.00
0.00
2.70
69.60
67.07
OK
1.00
0.00
0.00
0.00
2.70
76.70
70.67
OK
C� MEANS WATER ELEVATION
IS LOWER THAN GROUND ELEVATION
I
I
1* SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
------------------------------
SEWER MA14HOLE NUMBER
�D NUMBER UPSTREAM DNSTREAM
ID NO. ID NO.
' 40.00 4.00 5.00
30.00 3.00 4.00
20.00 2.00 3.00
------------------
EXISTING
DIA(HIGH) WIDTH
(IN) (FT) (FT)
------------------
21.00 0.00
18.00 0.00
15.00 0.00
10.00 1.00 2.00 ROUND 8.75 15.00 15.00 U. '
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
MENSION UNITS FOR BOX SEWER ARE IN FEET
QUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
R A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
ISITNG SIZE WAS USED
•--------------------------
SEWER REQUIRED SUGGESTED
SHAPE DIA(HIGH) DIA(HIGH)
(IN) (FT) (IN) (FT)
--------------------------
ROUND 20.26 21.00
ROUND 19.83 21.00
ROUND 10.30 15.00
-------------------------=-----------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE
COMMENT
ID
FLOW Q FULL
Q
DEPTH
VLCITY
DEPTH VLCITY
VLCITY NO.
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
--------------------
14.4
7----------------------------------------------------------
15.9
1.31
7.48
1.41
6.95
5.99 1.17
V-OK
'40.0
30.0
13.6
10.5
1.50
7.70
1.35
8.60
7.70 0.00
V-OK
20.0
2.7
7.4
0.52
5.55
0.67
20.49
2.20 1.56
V-OK
10.0
2.7
11.4
0.41
7.61
0.67
4.07
2.20 2.44
V-OK
OUDE NUMBER=O
INDICATES
THAT A
PRESSURED
FLOW OCCURS
--------------------------------------------------------------------
SEWER
SLOPE
INVERT
ELEVATION
BURIED
DEPTH
COMMENTS
NUMBER
UPSTREAM DNSTREAM UPSTREAM
DNSTREAM
'D
----------------------------------------------------------------------
%
(FT)
(FT)
(FT)
(FT)
' 40.00
30.00
1.00
1.00
62.35
63.00
61.55
62.64
2.00
1.60
2.20
1.96
OK
OK
20.00
1.30
66.40
63.81
1.95
1.04
OK
10.00
3.10
70.00
66.53
5.45
1.82
OK
MEANS BURIED
DEPTH
IS
GREATER
THAN REQUIRED SOIL
COVER OF
1 FEET
I
I
I
`** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
- ---------------------
SEWER
SEWER
SURCHARGED
ID NUMBER
LENGTH
LENGTH
--------------FEET
40.00
------FEET,
80.00
0.00
' 30.00 36.00 36.00
20.00 199.00 0.00
10.00 112.00 0.00
--------------------
CROWN ELEVATION
UPSTREAM
DNSTREAM
FEET
FEET
------------
64.10
63.30
64.50
64.14
67.65
65.06
71.25
67.78
----------------------------
WATER ELEVATION
FLOW
UPSTREAM
DNSTREAM
CONDITION
FEET
--FEET
------ --
63.76
----------
63.50
JUMP
64.54
63.76
PRSS'ED
67.07
64.54
JUMP
70.67
67.07
JUMP
,RSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP) SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
1
UPST MANHOLE SEWER
SEWER MANHOLE ENERGY FRCTION
ID NO ID NO. ELEV.FT FT
40.0
4.00
64.63
0.99
30.0
3.00
65.46
0.60
20.0
2.00
67.54
2.07
JUNCTURE LOSSES
DOWNST MANHOLE
BEND
BEND
LATERAL
LATERAL
MANHOLE
ENERGY
K COEF
LOSS FT
K COEF
LOSS FT
ID
FT
----------------------------------------------
0.25
0.14
0.00
0.00
5.00
63.50
0.25
0.23
0.00
0.00
4.00
64.63
0.25
0.02
0.00
0.00
3.00
65.46
' 10.0 1.00 71.56 4.00 0.25 0.02 0.00 0.00 2.00 67.54
BEND LOSS =BEND K* VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
'FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
11
cnrcroT r. �T
--------------------
. UDINLET: STREET CAPACITY ANALYSIS
' DEVELOPED BY DR: JAMES GUO, CIVIL ENG, U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD POOL FUND STUDY
------------------------------------ -----------------------------------------
ER=:Stewart and Associates -Ft Collins Colorado ..............................
DATE 11-16-1994 AT TIME 08:14:15
*** PROJECT TITLE: STREET FLOW
�* STREET GUTTER HYDRAULICS
'
GIVEN GUTTER GEOMETRIES:
LONGITUDINAL SLOPE
(%) = 0.40
CROSS SLOPE
($) = 2.00
'
DEPRESSION AT GUTTER
(inch)= 2.00
GUTTER WIDTH
(feet)= 1.50
STREET MANNINGROUGHNESS N
= 0.016
THE MAXIMUM ALLOWABLE WATER
SPREAD(ft)= 18.00
'
CURB HEIGHT
(inch)= 6.00
STREET UNDER IDEAL HYDRAULIC
STREET CAPACITY IS DICTATED
CONDITION:
BY - THE CURB HEIGHT
PEAK RUNOFF FLOW RATE
(cfs)= 6.53
FLOW CARRIED BY GUTTER
(cfs)= 1.95
'
FLOW CARRIED BY STREET
(cfs)= 4.58
WATER SPREAD ON STREET
(ft) = 16.67
GUTTER FLOW DEPTH
(in) = 6.00
'
AVERAGE FLOW VELOCITY
(fps)= 2.25
THE STREET CAPACITY REDUCTION
FACTOR= 0.80
'
STREET GUTTER -FULL CAPACITY
(cfs)= 6.53
STREET ALLOWABLE CAPACITY
(cfs)= 5.23
'
STREET UNDER ALLOWABLE HYDRAULIC
CONDITION:
PEAK RUNOFF FLOW RATE
(cfs)= 5.23
'
FLOW CARRIED BY GUTTER
FLOW CARRIED BY STREET
(cfs)= 1.73
(cfs)= 3.50
WATER SPREAD ON. STREET
(ft) = 15.22
GUTTER FLOW DEPTH
(in) = 5.65
'
AVERAGE FLOW VELOCITY
(fps)= 2.14
STREET ALLOWABLE CAPACITY=SMALLER ONE BETWEEN
'
IDEAL CAPACITY AND REDUCTION FACTOR*GUTTER-FULL CAPACITY.
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------------------------------------
ER:Stewart-and-Associates-Ft Collins Colorado... .... ......................-
ON DATE 11-16-1994 AT TIME 09:35:19 uicx
i* PROJECT TITLE: E-1 Capacity
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER:' 0
'
INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
4.00
HEIGHT OF CURB OPENING (in)=
6.00
'
INCLINED THROAT ANGLE (degree)=
45.00
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.00
Note: The sump depth is additional depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE ($) =
0.50
STREET CROSS SLOPE M =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
2.00
GUTTER WIDTH (ft) =
1.50
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
8.84
GUTTER FLOW DEPTH (ft) =
0.34
'
FLOW VELOCITY ON STREET (fps)=
1.95
FLOW CROSS SECTION AREA (sq ft)=
0.94
GRATE CLOGGING FACTOR M =
50.00
'
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
3.52
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
1.85
FLOW INTERCEPTED
(cfs)=
1.85
CARRY-OVER
FLOW (cfs)=
0.00
'
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
1.85
FLOW INTERCEPTED
(cfs)=
1.85
CARRY-OVER
FLOW (cfs)=
0.00
11
----------------------------------------------------------------------------
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
-----------------------------7-----------------------------------------
ER:Stewart and Associates -Ft Collins Colorado ..............................
DATE 11-16-1994 AT TIME 08:19:19
�*
PROJECT TITLE:. 4' Inlet Capacity
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: 10
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)=
LATERAL WIDTH OF DEPRESSION (ft)=
45.00
2.00
SUMP DEPTH (ft)=
0.00
Note: The sump depth is additional
depth to
flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.40
STREET CROSS SLOPE (fl =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
2.00
'
GUTTER WIDTH (ft) =
1.50
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
11.50
GUTTER FLOW DEPTH (ft) =
0.40
'
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION. AREA (sq ft)=
1.91
1.48
GRATE CLOGGING FACTOR M =
50.00
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
4.37
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
2.85
'
FLOW INTERCEPTED
(cfs)=
2.85
CARRY-OVER
FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=-
2.85
'
FLOW INTERCEPTED
(cfs)=
2.85
CARRY-OVER
FLOW (cfs)=
0.00
1
1
1
1
1
1
1
REFERENCED REPORTS FOR
SANDCREEK ESTATES
1
1
1
1
1
Final Storm Drainage Report
Replat of Sandcreek Village III P.U.D.
May 1993
STEWART&SSOCIATES
Consultin3 En3ineers and Surveyors
103 South: NePdAam SLwet.
Tolit Co.eein s, Co.&4ado 80527
3031482-9331
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Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: KO-E- Dale: Client: - ►Ab"IEI Sheet No. of
Project:�` 1 (� .
Subject: (7VR2R�7�P�' �xJIU-Lox U-)I rtC)
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GREENBRIAR-EVERGREEN BASIN
MASTER DRAINAGE PLAN
PREPARED FOR:
City of Fort Collins
Stormwater Utility .
235 Mathews
Fort Collins, CO 80522
PREPARED BY:
Lidstone & Anderson, Inc.
736 Whalers Way, F-200
Fort Collins, CO 80525
(LA Project No. COTST05.4)
and
TST, Inc.
748 Whalers Way, Building D
Fort Collins, CO 80525
[I
1
1
.1
Land Use and Drainage Pattern Assumptions for Developed Conditions
Without specific development plans for most areas in the Greenbriar-Evergreen drainage
it was necessary to make assumptions concerning future land use conditions in most
bbasins. These assumptions were based on current land use zoning maps provided by the City
of Fort Collins and Larimer County; they are summarized in the following paragraphs and in
--"','Table 4.1. Included in the following paragraphs are the assumptions inherent to the developed
condition hydrologic analysis which were prescribed by the City Stormwater Utility. It is noted
that drainage facilities which are referred to 'as proposed have been previously designed by others,
while the facilities which are termed conceptual were newly designed to either conceptual or
preliminary levels, as necessary, for this study.
Basin OA. The basin was assumed to be fully developed with low density residential
housing and an estimated imperviousness of 40 percent. On -site detention would not be
required for this basin; all storm runoff (up to that generated by the 100-year event)
would be conveyed to the existing Evergreen East Pond. Outflows from this pond would
enter the proposed downstream outlet channel and be conveyed across Lemay Avenue via
an existing 42-inch Permalock pipe to the Greenbriar Outfall pipe.
Basin OB. The basin was assumed to be fully developed with low density residential
housing and an estimated imperviousness of 40 percent. On -site detention would be
required for this basin. The allowable release from this basin is 12 cfs, or 0.25 cfs/acre.
The designated release point for Basin OB is the proposed channel located at the northeast
comer of the basin, directly south of the Evergreen East Pond. The detention volume
required for the basin, in order to meet the prescribed release rate, was estimated to be
8.3 acre-feet.
Basin IA. This basin was assumed to be fully developed with low and medium density
residential housing at 82 and 18 percent levels, respectively; the result being an overall
imperviousness of about 41 percent. On -site detention would not be required for this
basin; all storm runoff would be conveyed to the proposed Greenbriar Wetland Pond.
Basin 1B. The basin was assumed to remain completely pervious; the basin has been
acquired by the City for the purpose of enhancing the wetland as well as constructing the
proposed Greenbriar Wetland Pond. This pond would accept inflows from Basins 1A
through 1F and provide full retention of the runoff volume from the 100-year event;
delayed release of stored water to the Redwood Pond would be provided via an outlet
pipe (conceptual) to be located along Redwood Street.
Basin 1C. This basin was also assumed to remain completely pervious; the basin has
been developed by the City as the western portion of Greenbriar Park. On -site detention
would not be required for this basin; however, a small detention pond has been provided
near the southwest corner of the park. (The effect of this pond has been included in the
proposed condition hydrologic analysis.) All storm runoff from the basin, in the form of
18
EXHIBITS FOR
SANDCREEK ESTATES P.U.D.
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