HomeMy WebLinkAboutDrainage Reports - 02/08/2001fFinal Appmved Report
OF'
FINAL DRAINAGE REPORT
FOR
REGISTRY RIDGE P.U.D.,
SECOND FILING
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Submitted to:
CITY OF FORT COLLINS
November 6, 2000
FINAL DRAINAGE REPORT
FOR
REGISTRY RIDGE P.U.D.,
SECOND FILING
Submitted to:
CITY OF FORT COLLINS
November 6, 2000
November 6, 2000
Mr. Basil Hamden
' City of Fort Collins
Stormwater Utility Department
P.O. Box 580
Fort Collins, CO 80522-0580
Re: Registry Ridge P. U.D., Second Filing
' Project No. 0890-001
iDear Mr. Hamden:
We are pleased to submit this Final Drainage Report for the Registry Ridge P.U.D.,
Second Filing. The report includes our evaluation of the proposed storm runoff
interception and conveyance facilities, and erosion control plan. This report was
prepared based on current City of Fort Collins criteria and we believe it meets the
' requirements for a final submittal. This submittal includes revisions based on the City's
previous comments.
' We look forward to your review and comments and will gladly answer any questions you
may have.
' Sincerely,
TST, INC. CONSULTING ENGINEERS
' Eric M. Fuhrman, P.E. David B. Lindsay, P.E.
10O_RE �S
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TST, INC. 748 Whalers Way - Building D
Consulting Engineers Fort Collins, Co 80525
(970)226-0557
Metro (303) 595-9103
Fax (970) 226-0204
Email info@tstinc.com
www.tstinc.com
TABLE OF CONTENTS
1.0 Introduction
Page
1.1 Scope and Purpose...............................................................................................1
1.2 Project Location and Description.........................................................................1
1.3 Previous Studies...................................................................................................1
2.0 Historic Conditions.........................................................................................................3
3.0 Developed Conditions Plan............................................................................................
4
3.1 Design Criteria.....................................................................................................4
3.2 Drainage Plan Development.................................................................................
5
3.2.1 Street Capacity.........................................................................................
9
3.2.2 Inlet Design..............................................................................................
9
3.2.3 Storm Sewer Design.................................................................................9
3.2.4 Swale Design..........................................................................................13
3.3 Erosion Control.................................................................................................13
Figures
Figure1 - Vicinity Map.............................................................................. .............................. 2
Tables
' Table 1 - Hydrologic Calculations Worksheet......................................................................... 6&7
Table 2 - Summary of Attenuated Runoff.................................................................................... 8
Table 3 - Summary of Street Capacity Analysis ................................................. :....................... 10
' Table 4 - Summary of Inlet Analysis and Design........................................................................11
Table 5 - Summary of Storm Sewer Design...............................................................................12
Technical Appendices
Appendix A - Rational Method Analysis
Appendix B - Street Capacity Analysis
Appendix C - Inlet Analysis and Design
Appendix D - Storm Sewer Design
Appendix E - Swale Design
Appendix F - Erosion Control
Appendix G - Registry Ridge P.U.D. First Filing Information
Sheets
Drainage & Erosion Control Plan
le
Introduction
1.1 Scope and Purpose
' This report presents the results of a final drainage evaluation for the Registry Ridge P.U.D.,
Second Filing. A hydrologic analysis of the proposed development plan was completed to
determine the location and magnitude of the storm runoff. The hydrologic data was then used to
' evaluate conveyance facilities.
1.2 Proiect Location and Description
The Registry Ridge P.U.D., Second Filing is a proposed multi -family residential and commercial
site. This site is located in Section 15, Township 6 North, Range 68 West of the 6`s Principal
' Meridian, Larimer County, Colorado. The site is bounded on the north, west and south by
Registry Ridge P.U.D. First Filing (Truxtun Dr., Nimitz Dr., and Bon Homme Richard Dr.), and
on the east by Shields St. A vicinity map illustrating the project location is provided in Figure 1.
' The Registry Ridge P.U.D., Second. Filing consists of approximately 14.66 acres. The
development will consist of approximately 21 townhouse buildings, a convenience store, a retail
' store, and a daycare. The townhouses will be two story buildings with basements and attached
garages. All streets, with the exception of Enterprise Dr. are private and will be privately
maintained.
' 1.3 Previous Studies
' The "Final Drainage Report for Registry Ridge P.U.D. First Filing" (Northern Engineering
Services, Inc., July 24, 1998) was reviewed prior to the preparation of this report. Pertinent
information from this report was utilized and has been included in Appendix F.
1
TST, Inc. 1 September 5, 2000
' 0890-001
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0890-001
VICINITY MAP
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January 18, 2000
2.0
Historic Conditions
Most of the runoff from the site currently sheet flows from the northwest to southeast with an
average slope of 1% and discharges into Storm Line 32 from Registry Ridge P.U.D. First Filing
(First Filing) at the southeast corner of the site. Some runoff discharges directly onto the
surrounding streets and is collected at existing inlets on Storm Lines 10 & 32 of First Filing. In
addition, runoff from First Filing Storm Line 26 is discharged into a swale that crosses the center
of the site and discharges in Storm Line 32.
TST, Inc.
0890-001
3
September 5, 2000
e
1 10
Developed Conditions Plan
3.1 Design Criteria
' The drainage system presented in this report has been developed in accordance with the criteria
established by the City of Fort Collins Storm Drainage Design Criteria and Construction
' Standards Manual (SDDC) dated May 1984 and revised in January 1997. Where applicable,
design guidelines and information were also obtained from the Denver Regional Council of
Government Urban Storm Drainage Criteria Manual (USDCM). The drainage system also meets
' conditions as presented in the Final Drainage Report for Registry Ridge P.U.D. First Filing (First
Filing).
Developed condition hydrology was evaluated based on the 2-year and 100-year storm
frequencies as dictated by Table 3-1 of the SDDC manual. Detention for the site has been
accounted for in detention ponds in First Filing, therefore, no onsite detention is proposed.
' Because of the limited size of the subbasins on the site, the Rational Method was selected to
calculate runoff. The Rational Method utilizes the SDDC manual equation:
Q = CC fIA
where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency coefficient, I is
the rainfall intensity in inches per hour, and A is the total area of the basin in acres. The runoff
' coefficient, C, was calculated from Table 3-3 of the SDDC manual based on the proposed
developed condition land use. A composite runoff coefficient was calculated for each sub -basin
based on the percentage of impervious surface (C = 0.95) and pervious surface (C = 0.25). Cr
' was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year
storm and 1.25 for the 100-year storm. The appropriate rainfall intensity was obtained from the
Intensity Formula for Registry Ridge P.U.D. determined by Northern Engineering Services and
presented in the First Filing report. To obtain the rainfall intensity, the time of concentration had
to be determined. The following equation was utilized to determine the time of concentration:
' tc = t; + tt
where t, is the time of concentration in minutes, t; is the initial or overland flow time in minutes,
' and t, is the travel time in the gutter in minutes. The initial or overland flow time was calculated
with the SDDC manual equation:
tt, = [1.87(l.1 - CCf)I,0.5)/(S)0.33
TST, Inc. 4 September 5, 2000
' 0890-001
I
I
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average basin slope in percent, C is the composite runoff coefficient for the area of overland
flow (different from the composite runoff coefficient for the entire basin and used to match the
methodology of the First Filing report), and CF is the storm frequency coefficient. The formula
limits the product of CC, to 1.0 and when the product exceeds this value 1.0 is used in its place.
Gutter (or channel) travel times were determined by utilizing Figure 3-3 for the flow velocity
' within the conveyance element. The travel time was then determined by dividing the gutter flow
length by the velocity. This procedure for computing time of concentration allows for overland
flow as well as travel time for runoff collected in streets, gutters, channels, or ditches. After the
' peak runoff was calculated, attenuated runoff was calculated. This was done by combining all
contributing areas upstream of a given design point. The time of concentration for the design
point was taken as the greatest time of all the contributing subbasins and adding in pipe travel
' time if necessary.
' 3.2 Drainage Plan Development
The proposed drainage plan consists of a combination of overland flow and gutter flow. The
runoff will sheet flow across landscaped yards, common areas and parking lots, then concentrate
at proposed streets or swales. Gutter flow in streets will be collected at low points via curb inlets
or curb openings and then conveyed via a storm sewer system to the water quality ponds of First
' Filing. Subbasins were delineated based on the proposed grading. Final grading and basin
delineation is shown on the Drainage & Erosion Control Plan sheets, which can be found in the
back of this report.
' All subbasins are proposed to discharge from the site undetained. The runoff from the site was
compared to the runoff assumed in the Final Drainage Report for Registry Ridge P.U.D. First
Filing, and was found to be in compliance with that report. Basin delineation used in this report
matches that of the First Filing report to aid in comparisons.
Basin 403 contains the majority of the site and drains to the south. This basin also includes the
offsite area to the west of the site that discharges onto the site via First Filing Storm Line 26.
Storm drainage from this basin will be collected via storm sewer and routed to First Filing Storm
' Line 32.
Basin 402 contains the northeast portion of the site and discharges to the north. Storm drainage
' from this basin will be collected via storm sewer and routed to First Filing Storm Line 10.
The results of the Rational Method Hydrologic Analysis can be found in Table 1 with the
' methodology of calculations shown in Appendix A. Table 2 shows the results of the runoff
attenuation described previously.
TST, Inc. 5 September 5, 2000
' 0890-001
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' 3.2.1 Street Capacity
Street encroachment criteria for the public streets was taken from Table 4-1 (minor storm) and
Table 4-2 (major storm) of the SDDC. 100-yr. flow depths in. The same general criteria was
used for the private streets within the multi -family tract with a notable exception; the private
streets have a valley pan section and the allowable flow depth is determined by the elevation of
attached garages which is the same for both the minor and major storms. All of the public and
private streets meet these requirements and will function below the allowable capacities. The
results of the Street Capacity Analysis can be found in Table 3 with supporting calculations
presented in Appendix B.
' 3.2.2 Inlet Design
Area inlets, curb inlets, and curb openings were used to collect 100-yr. runoff from low points.
Design Points 6 & 8 utilize curb openings to convey the storm runoff to adjacent swales. Ponding
depths were limited to prevent inundation of structures. The openings will convey the 2-yr runoff
without overtopping the curb, with the 100-yr overtopping the curb but runoff still being directed
to the appropriate swales without inundating any buildings.
An area inlet was designed for Design Point 7. This inlet was sized according to Figure 5-3"of the
SDDC manual and is sized to convey the 100-yr runoff.
' CDOT Type "R" curb inlets were selected at Design Points 2, 4, 5, 12, & .13. These inlets are
connected to storm sewer systems that convey the runoff to First Filing Storm Lines 10 & 32.
' The results of the Inlet Analysis and Design can be found in Table 4 with supporting calculations
presented in Appendix C.
' 3.2.3 Storm Sewer Design
Storm Sewer Lines ST-1, ST-IA, and ST-1B were designed with UDSEWER to convey the 100-
yr. runoff in Basin 403. ST-1 connects to First Filing Storm Line 32 at the downstream end, and
Storm Line 26 at the upstrearn. The water surface at the downstream end of STA was
determined from the First Filing Report. Line ST-IA contains an online stormcepter capable of
intercepting a minimum of 150 gallons of spilt gasoline. The entire system, existing and proposed,
was modeled to assure no negative impacts on the existing system. Information was obtained
from the First Filing report for this purpose. The pipes were sized such that the hydraulic grade
remains below the flow line of the proposed inlets.
Line ST-2 was also analyzed with UDSEWER. It discharges runoff from Basin 402 and connects
to First Filing Storm Line 10 at the existing inlet. The 100-yr water surface was determined from
the First Filing report.
' The results of the Storm Sewer Design can be found in Table 5 with supporting UDSEWER and
HY-8 results presented in Appendix D.
TST, Inc. 9 November 6, 2000
0890-001
M
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TABLE 5. SUMMARY OF STORM SEWER DESIGN
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TST, INC.
CONSULTING
ENGINEERS
12
11/6/00
890001_hyd.xis
3.2.4 Swale Design
The drainage swale from Design Point 6 conveys water from Subbasin 1D to the street in
Subbasin 1C. The drainage swale in Subbasin lE conveys water from the Subbasin IF curb
opening to the area inlet at Design Point 7. These swales have been designed to function as a
mowed grass swale with a concrete trickle pan.
In addition, several swales with cobble trickle pans direct flow around buildings and discharge
into the street via curb openings. The multi -family tract is relatively flat and the common areas
typically are over irrigated. To prevent saturation of soils in the swales and at other locations
cobble trickle pans are proposed. These pans will consist of 2" to 4" cobble overlaying a
concrete valley pan. We have used this method of installing nuisance channels successfully in
the past and believe they function adequately in this case as well. These swales and the
associated pipes under the sidewalks were not evaluated as part of this report because they are
intended to only provide small storm and nuisance protection. Runoff from larger storms will
obviously utilize these conveyances as well but will act more as sheet flow once these facilities
are inundated.
The results of the swale analysis can be found with supporting calculations in Appendix E.
' 3.3 Erosion Control
During construction. sediment will be contained on site with silt fence around the site.
Additional measures will be used in the basins by installing gravel filters over all of the inlets
and curb openings. The site will be reseeded and mulched in areas not being paved to provide
soil stabilization until build out. It is anticipated that once the buildings are completed an
irrigation system will be installed and the common areas sodded. If there is to be a delay of
more than 30 days in the construction of the buildings, the disturbed areas will be reseeded and
' mulched. Erosion of soils in the onsite channels and swales are not a concern. Velocities are
very low due to the flat slopes, so low in fact that cobble trickle pans were necessary to prevent
constantly saturated soils.
As this project was completed under the LDGS system of the City of Fort Collins, water quality
measures are not required. In addition, this project develops an area that was included in the
"Final Drainage Report for Registry Ridge P.U.D. First Filing" by Northern Engineering (also
under LDGS) and was accounted for in the main detention ponds. Because of this, no onsite
detention was required. The water quality benefits that are provided include those discussed
above during construction, and grass swales in the detention ponds between the storm sewer
outlets and the concrete pans in the bottom. The grass swales will allow sediments to be trapped
prior to release from the pond during minor storms.
TST, Inc. 13. September 5, 2000
0890-001
APPENDIX A
RATIONAL METHOD ANALYSIS
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DRAINAGE CRITERIA MANUAL
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VELOCITY IN FEET PER SECOND
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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
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''SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads,1965)
4-4
DESIGN CRITERIA
APPENDIX C
INLET ANALYSIS AND DESIGN
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APPENDIX D
' STORM SEWER DESIGN
F
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TABLE 5. SUMMARY OF STORM SEWER DESIGN
DESIGN
PIPE
aiii
FROM
TO
FLOW
DIAMETER`
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INLET 2A
INLET 2A
INLET 2B
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STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USERTST Inc Consulting Engineers ............................................
ON DATA 11-03-2000 AT TIME 15:36:20 VERSION=07-17-1995
' *** PROJECT TITLE :Registry Ridge Filing 2 - ST-1
*** SUMMARY OF HYDRAULICS AT MANHOLES
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
-------------------------------------------------------------------------------
1.00
0.00
0.00
0.00
70.07
5064.60
5063.47
OK EO VA-�L'
2.00
260.28
568.01
0.27
70.07
5069.00
5067.37
OK
3.00
246.51
568.38
0.27
66.33
5069.00
5068.15
OK
4.00
232.74
671.15
0.24
55.07
5071.10
5069.04
OK
45.00
26.59
308.41
0.43
11.44
5070.75
5069.43
OK
5.00
25.65
294.09
0.45
11.44
5070.00
5069.57
OK
6.00
12.82
115.89
0.89
11.44
5070.00
5069.62
OK
7.00
205.20
651.56
0.24
49.68
5072.00
5069.25
OK
8.00
51.30
308.72
0.43
22.05
5071.15
5070.34
OK
9.00
12.82
44.63
1.72
22.05
5071.15
5070.42
OK
10.00
25.65
186.25
0.63
16.14
5071.15
5070.50
OK
11.00
12.82
71.25
1.26
16.14
5071.15
5070.60
OK
12.00
141.07
802.87
0.21
29.05
5072.40
5070.77
OK
13.00
128.25
710.04
0.23
29.05
5073.00
5071.92
OK
14.00
115.42
619.71
0.25
29.05
5073.30
5072.40
OK
15.00
102.60
532.08
0.28
29.05
5074.00
5072.73
OK
16.00
25.65
266.72
0.48
12.32
5073.40
5073.34
OK
17.00
12.82
104.57
0.96
12.32
5073.41
5073.41
OK
18.00
64.13
591.54
0.26
16.73
5074.00
5073.02
OK
19.00
51.30
442.87
0.33
16.73
5076.00
5073.66
OK
20.00
38.47
304.06
0.43
16.73
5078.00
5073.98
OK Exisrl�Ov
21.00
25.65
177.49
0.65
16.73
5076.80
5074.78
OK
22.00
12.82
213.74
0.57
7.28
5077.81
5076.45
OK
OK MEANS WATER
ELEVATION
IS LOWER
THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM .,
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
-------------------------------------------------------------------------------
12.00
2.00
1.00
ROUND
36.75
42.00
36.00
0.00
23.00
3.00
2.00
ROUND
41.40
42.00
36.00
0.00
34.00
4.00
3.00
ROUND
35.84
36.00
42.00
0.00
445.00
45.00
4.00
ROUND
19.21
21.00
24.00
0.00
455.00
5.00
45.00
ROUND
19.21
21.00
24.00
0.00
56.00
6.00
5.00
ROUND
19.21
21.00
24.00
0.00
47.00
7.00
4.00
ROUND
34.49
36.00
36.00
0.00
78.00
8.00
7.00
ROUND
27.07
30.00
30.00
0.00
89.00
9.00
8.00
ROUND
27.07
30.00
30.00
0.00
810.00
10.00
8.00
ROUND
24.08
27.00
24.00
0.00
1011.00
11.00
10.00
ROUND
24.08
27.00
24.00
0.00
712.00
12.00
7.00
ROUND
28.20
30.00
30.00
0.00
S`
1213.00
13.00 12.00
ROUND
28.20
30.00
30.00
0.00
'
1314.00
14.00 13.00 ARCH
30.02
33.00
29.00
45.00
1415.00
15.00 14.00
ROUND
30.02
33.00
30.00
0.00
1516.00
16.00 15.00
ROUND
20.44
21.00
24.00
0.00
1617.00
17.00 16.00
ROUND
21.76
24.00
24.00
0.00
1518.00
18.00 15.00
ROUND
19.31
21.00
24.00
0.00
1819.00
19.00 18.00
ROUND
19.31
21.00
24.00
0.00
1920.00
20.00 19.01
ROUND
19.31
21.00
24.01
0.00
2021.00
21.00 20.00
ROUND
22.10
24.00
24.00
0.00.
2122.00
22.00 21.00
ROUND
15.87
18.00
15.00
0.00
DIMENSION
UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION
UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER
WAS DETERMINED
BY SEWER
HYDRAULIC
CAPACITY.
SUGGESTED
DIAMETER WAS DETERMINED BY COMMERCIALLY
AVAILABLE
SIZE.
FOR A NEW
SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
'
EXISITNG SIZE
WAS USED
-------------------------------------------------------------------------------
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
'
-------------------------------------------------------------------------------
12.0
70.1 66.5 3.00
9.91
2.63
10.67
9.91 0.00
V-OK
23.0
66.3 45.8 3.00
9.38
2.58
10.25
9.38 0.00
V-OK
34.0
55.1 84.3 2.06
9.34
2.32
8.14
5.72 1.26
V-OK
445.0
11.4 20.8 1,.-06
6.77
1.21
5.76
3.64 1.30
V-OK
'
455.0
11.4 20.8 1.06
6.77
1.21
5.76
3.64 1.30
V-OK
56.0
11.4 20.8 1.06
6.77
1.21
5.76
3.64 1.30
V-OK
47.0
49.7 55.9 2.20
8.93
2.29
8.56
7.03 1.09
V-OK
78.0
22.0 29.1 1:63
6.52
1.59
6.68
4.49 0.96
V-OK
'
89.0
22.0 29.1 1.63
6.52
1.59
6.68
4.49 0.96
V-OK
810.0
16.1 16.0 2.00
5.14
1.42
6.79
5.14 0.00
V-OK
1011.0
16.1 16.0 2.00
5.14
1.42
6.79
5.14 0.00
V-OK
712.0
29.0 34.4 1.76
7.85
1.84
7.51
5.92 1.09
V-OK
1213.0
29.0 34.4 1.76
7.85
1.84
7.51
5.92 1.09
V-OK
1314.0
29.0 50.9 1.67
7.04
1.73
6.73
3.89 1.07
V-OK
1415.0
29.0 29.1 2.05
6.75
1.84
7.51
5.92 0.80
V-OK
1516.0
12.3 19.0 1.17
6.42
1.26
5.92
3.92 1.15
V-OK
1617.0
12.3 16.0 1.31
5.63
1.26
5.92
3.92 0.92
V-OK
1518.0
16.7 30.0 1.07
9.80
1.48
6.73
5.33 1.87
V-OK
1819.0
16.7 30.0 1.07
9.80
1.48
6.73
5.33 1.87
V-OK
'
1920.0
16.7 30.0 1.07
9.80
1.48
6.73
5.33 1.87
V-OK
2021.0
16.7 20.9 1.35
7.40
1.48
6.73
5.33 1.19
V-OK
2122.0
7.3 6.3 1.25
5.93
1.07
6.52
5.93 0.00
V-OK
FROUDE NUMBER=O INDICATES THAT A.PRESSURED
FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM UPSTREAM
DNSTREAM
% (FT)
(FT)
(FT)
(FT)
----------------------------------------------------------------------
12.00
0.99 5064.04
5061.03
1.96
0.57
NO
23.00
0.47 5064.50
5064.25
1.50
1.75
OK
34.00
0.50 5065.18
5064.70
2.42
0.80
NO
445.00
0.60 1011,31
5161,21
4.37
3.82
OK
455.00
0.60 5065.52
5065.48
2.48
4.27
OK
56.00
0.60 5065.47
5065.46
2.53
2.54
OK
47.00
0.50 5065.57
5065.18
3.43
2.92
OK
78.00
0.50 5066.64
5065.67
2.01
3.83
OK
89.00
0.50 5066.64
5066.64
2.01
2.01
OK
810.00
0.50 5066.97
5066.74
2.18
2.41
OK
1011.00
0.50
5066.98
5066.98
2.17
2.17
OK
712.00
0.50
5066.55
5065.57
3.35
3.93
OK
1213.00
0.50
5067.49
5066.65
3.01
3.25
OK
1314.00
0.50
5067.96
5067.49
2.92
3.09
OK
1415.00
0.50
5068.56
5067.96
2.94
2.84
OK
1516.00
0.50
5068.81
5068.66
2.59
3.34
OK
1617.00
0.50
5068.82
5068.81
2.59
2.58
OK
1118.00
1.25
5069,01
5061,16
2.92
3.44
OK
1819.00
1.25
5071.05
5069.07
2.95
2.93
OK
1920.00
1.25
5071.89
5071.24
4.11
2.76
OK
2021.00
0.85
5073.30
5072.83
1.50
3.17
OK
2122.00
0.94
5074.80
5073.86
1.76
1.69
OK
'
OK MEANS BURIED DEPTH IS
GREATER
THAN REQUIRED SOIL
COVER OF
1 FEET
'
*** SUMMARY OF HYDRAULIC
-------------------------------------------------------------------------------
GRADIENT
LINE ALONG SEWERS
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
12.00
304.08
304.08
5067.04
5064.03
5067.37
5063.47
PRSS'ED
'
23.00
52.60
52.60
5067.50
5067.25
5068.15
5067.37
PRSS'ED
34.00
95.41
0.00
5068.68
5068.20
5069.04
5068.15
JUMP
445.00
16.66
16.66
5067.38
5067.28
5069.43
5069.04
PRSS'ED
455.00
6.67
6.67
5167*12
5067.48
5061,57
5069.43
PRSS'ED
56.00
1.00
1.00
5067.47
5067.46
5069.62
5069.57
PRSS'ED
47.00
77.37
77.37
5068.57
5068.18
5069.25
5069.04
PRSS'ED
78.00
193.13
193.13
5069.14
5068.17
5070.34
5069.25
PRSS'ED
89.00
1..00
1.00
5069.14
5069.14
5070.42
5070.34
PRSS'ED
'
810.00
45.34
45.34
5068.97
5068.74
5070.50
5070.34
PRSS'ED
1011.00
1.00
1.00
5068.98
5068.98
5070.60
5070.50
PRSS'ED
712.00
195.75
195.75
5069.05
5068.07
5070.77
5069.25
PRSS'ED
1213.00
168.58
168.58
5069.99
5069.15
5071.92
5070.77
PRSS'ED
1314.00
93.84
93.84
5070.38
5069.91
5072.40
5071.92
PRSS'ED
1415.00
119.33
119.33
5071.06
5070.46
5072.73
5072.40
PRSS'ED
1516.00
30.00
30.00
5070.81
5070.66
5073.34
5072.73
PRSS'ED
1617.00
1.00
1.00
5070.82
5070.81
5073.41
5073.34
PRSS'ED
'
1518.00
41.76
41.76
5071.08
5070.56
5073.02
5072.73
PRSS'ED
1819.00
158.02
158.02
5073.05
5071.07
5073.66
5073.02
PRSS'ED
1920,00
11.84
51.84
5073,19
5073.24
5073,18
5073,66
PRSS'ED
'
2021.00
54.84
0.00
5075.30
5074.83
5074.78
5073.98
JUMP
2122.00
99.98
99.98
5076.05
5075.11
5076.45
5074.78
PRSS'ED
'
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE
HYDRAULIC
JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY
OF ENERGY GRADIENT
LINE ALONG
SEWERS
UPST MANHOLE
SEWER
JUNCTURE
LOSSES
DOWNST
MANHOLE
SEWER MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL
LATERAL MANHOLE
ENERGY
ID NO ID
NO. ELEV FT
FT
K COEF LOSS FT K
COEF LOSS
FT ID
FT
12.0
2.00 5068.89
5.42
0.88
0.00
0.00 0.00 1.00
5063.47
23.0
3.00 5069.52
0.52
0.08
0.11
0.00 0.00
2.00
5068.89
34.0
4.00 5069.54
0.01
0.05
0.03
0.00 0.00
3.01
5069,52
'
445.0 45.00
5069.63
0.03
0.28
0.06
0.00 0.00
4.00
5069.54
455.0
5.00 5069.78
0.01
0.64
0.13
0.00 0.00
45.00
5069.63
56.0
6.00 5069.83
0.00
0.25
0.05
0.00 0.00
5.00
5069.78
17.0
78.0
7.00 1171,01
8.00 5070.66
0.31
0.55
0.01
0.28
0.04
0.09
0.50 0.13
0.00 0.00
4.00
7.00
1169,51
5070.01
89.0
9.00 5070.74
0.00
0.25
0.08
0.00 0.00
8.00
5070.66
�< Apr ,
•
��
��� F
,
� �oSS 4
�
L��
�o-� to`44
810.0
10.00
5070.91
0.23
0.05
0.02
0.00
0.00
8.00
8070.66
1
1011.0
11.00
5071.01
0.00
0.25
0.10
0.00
0.00
10.00
5070.91
712.0
12.00
5071.32
0.70
0.05
0.03
0.35
0.58
7.00
5070.01
1213.0
13.00
5072.47
0.60
1.01
0.55
0.00
0.00
12.00
5071.32
1314.0
14.00
2. 4
0.15
0.08
0.02
0.00
0.00
13.00
5072.47
1415.0
15.00
5073.28
0.60
0.08
0.04
0.00
0.00
14.00
5072.64
1516.0
16.00
5073.58
0.06
1.01
0.24
0.00
0.00
15.00
5073.28
1617.0
17.00
5073.61
0.00
0.25
0.06
0.00
0.00
16.00
5073,11
1
1518.0
18.00
5073.46
0.16
0.05
0.02
0.00
0.00
15.00
5073.28
1819.0
19.00
5074.10
0.62
0.05
0.02
0.00
0.00
18.00
5073.46
1920.0
20.00
5074.43
0.20
0.28
0.12
0.00
0.00
19.00
5074.10
'
2021.0
2122.0
21.00
22.00
5075.48
5076.99
0.93
1.26
0.28
0.46
0.12
0.25
0.00
0.00
0.00
0.00
20.00
21.00
5074.43
5075.48
S�
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
1 LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL 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.
1 A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1
1
1
1
1
i
1
1
1
i
No Text
I
err- z-
I
I
1
I
I
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
-------------Metro -Denver -Cities/Counties -&-UDFCD- Pool _Fund -Study
-------------
USER:TST Inc Consulting Engineers ............................. ... .. .
ON DATA 05-26-2000 AT TIME 14:21:40 VERSION=07-17-1995
*** PROJECT TITLE :Registry Ridge Filing 2 - ST-2
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
-------------------------------------------------------------------------------
MINUTES
INCH/HR
CFS
FEET
FEET
1.00
0.00
0.00
0.00
67.99
5066.00
5065.03
OK
2.00
92.61
151.29
0.73
67.99
5066.82
5065.66
OK
3.00
14.71
96.05
1.02
15.02
5073.62
5073.50
OK `15-rIP6
4.00
0.94
5.00
6.50
6.14
5076.27
5075.02
OK 170"
5.00
64.13
260.89
0.49
31.32
5066.82
5066.81
OK �L
6.00
51.30
478.23
0.31
15.77
5068.75
5068.11
OK
7.00
12.83
73.68
1.23
15.77
5068.75
5068.21
OK
8.00
25.65
423.97
0.34
8.65
5068.75
5068.49
OK
9.00
12.82
169.67
0.67
8.65
5068.75
5068.55
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
------NOTE:
-----------------------------------------------------------------------
THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
------------------------------------------------------------------------------
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
12.00
2.00
1.00
ROUND
41.78
42.00
36.00
0.00
23.00
3.00
2.00
ROUND
18.25
21.00
18.00
0.00
34.00
4.00
3.00
ROUND
12.24
15.00
15.00
0.00
25.00
5.00
2.00
ROUND
32.05
33.00
30.00
0.00
56.00
6.00
5.00
ROUND
22.42
24.00
24.00
0.00
67.00
7.00
6.00
ROUND
22.42
24.00
24.00
0.00
68.00
8.00
6.00
ROUND
17.90
18.00
21.00
0.00
89.00
9.00
8.00
ROUND
17.90
18.00
21.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN.INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-----------------------------------------------------------------------------
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
-----------------------------------------------------------------------------
12.0
68.0
45.8
3.00
9.62
2.60
10.43
9.62
0.00
V-OK
23.0
15.0
14.5
1.50
8.50
1.38
8.82
8.50 •
0.00
V-OK
34.0
6.1
10.6
0.68
8.96
1.00
5.84
5.00
2.13
V-OK
25.0
31.3
26.3
2.50
6.38
1.91
7.79
6.38
0.00
V-OK
56.0
15.8
19.0
1.39
6.76
1.42
6.63
5.02
1.06
V-OK
I
67.0 15.8 19.0 1.39 6.76 1.42 6.63 5.02
68.0 8.6 13.3 1.03 5.89 1.09 5.50 3.60
89.0 8.6 13.3 1.03 5.89 1.09 5.50 3.60
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
1.06 V-OK
1.12 V-OK
1.12 V-OK
----------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED _DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
%
(FT)
(FT)
-(FT)
(FT)
----------------------------------------------------------------------
12.00
0.47
5062.52
5062.40
1.30
0.60
NO
23.00
1.90
5069.80
5063.82
2.32
1.50
OK
34.00
2.68
5073.00
5070.70
2.02
1.67
OK
25.00
0.41
5062.86
5062.64
1.46
1.68
OK
56.00
0.70
5064.47
5063.09
2.28
1.73
OK
67.00
0.70
5064.48
5064.47
2.27
2.28
OK
68.00
0.70
5064.89
5064.57
2.11
2.43
OK
89.00
0.70
5064.90
5064.89
2.10
2.11
OK
OK MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL
COVER OF
1 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
SEWER
SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
12.00
25.56
25.56
5065.52
5065.40
5065.66
. 5065.03
PRSS'ED
23.00
314.94
314.94
5071.30
5065.32
5073.50
5065.66
PRSS'ED
34.00
85.81
85.81
5074.25
5071.95
5075.02
5073.50
PRSS'ED
25.00
53.00
53.00
5065.36
5065.14
5066.81
5065.66
PRSS'ED
56.00
197.39
197.39
5066.47
5065.09
5068.11
5066.81
PRSS'ED
67.00
1.00
1.00
5066.48
5066.47
5068.21
5068.11
PRSS'ED
68.00
45.34
45.34
5066.64
5066.32
5068.49
5068.11
PRSS'ED
89.00
1.00
1.00
5066.65
5066.64
5068.55
5068.49
PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
U PST
MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST MANHOLE
SEWER MANHOLE
ENERGY
FRCTION BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
'
ID NO
ID NO.
ELEV FT
FTKCOEF
- -- -
LOSS FT K COEF LOSS FT
----
ID
------
FT
-
12.0
2.00
5067.10
2.07 0.25
0.00 0.00
0.00
1.00
5065.03
23.0
3.00
5074.62
6.40 1.00
1.12 0.00
0.00
2.00
5067.10
34.0
4.00
5075.41
0.77 0.05
0.02 0.00
0.00
3.00
5074.62
25.0
5.00
5067.44
0.31 0.05
0.03 0.00
0.00
2.00
5067.10
56.0
6.00
5068.50
0.95 0.28
0.11 0.00
0.00
5.00
5067.44
67.0
7.00
5068.61
0.00 0.25
0.10 0.00
0.00
6.00
5068.50
68.0
8.00
5068.69
0.13 0.28
0.06 0.00
0.00
6.00
5068.50
89.0
9.00
5068.75
0.00 0.25
0.05 0.00
0.00
8.00
5068.69.
BEND LOSS
=BEND K* FLOWING FULL VHEAD
IN SEWER.
'
LATERAL
LOSS= OUTFLOW
FULL VHEAD-JCT
LOSS K*INFLOW FULL
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.
i
1
i
1
1
1
1
1
1
1
i
1
1
1
APPENDIX E
SWALE DESIGN
I
1
11
1
1
1
11
Registry Ridge P.U.D., Second Filing
Swale from DP6
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
.SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
2.680000 CFS
2.000000 FT
1.700000E-02 FT/FT
4.000000
6.000000E-02
4.683273E-01 FT
1.477262 FPS
3.156929E-01 FT
5.746619 FT
4.633373E-01
5.022141E-01 FT
9.020000 CFS
2.00.0000 FT
1.700000E-02 FT/FT
4.000000
6.000000E-02
8.319334E-01 FT
2.034671 FPS
5.121791E-01 FT
8.655467 FT
5.010203E-01
8.962173E-01 FT
12.000000 CFS
2.000000 FT
1.700000E-02 FT/FT
4.000000
6.000000E-02
9.466958E-01 FT
2.190106 FPS
5.723245E-01 FT
9.573566 FT
5.101714E-01
1.021177 FT
fi too sR
I �
i
t
Registry Ridge P.U.D., Second Filing
Swale In Subbasin lE
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
3.690000 CFS
2.000000 FT
6.000000E-03 FT/FT
4.000000
6.000000E-02
7.004006E-01 FT
1.097078 FPS
4.423768E-01 FT
7.603205 FT
2.906788E-01
7.190897E-01 FT
12.320000 CFS
2.000000 FT
6.000000E-03 FT/FT
4.000000
6.000000E-02
1.206186 FT
1.496689 FPS
7.065979E-01 FT
11.649490 FT
3.137743E-01
1.240970 FT
16.390000 CFS
2.000000 FT
6.000000E-03 FT/FT
4.000000
6.000000E-02
1.365187 FT
1.609301 FPS
7.881865E-01 FT
12.921490 FT
3.194441E-01
1.405402 FT
J
r
Registry Ridge P.U.D., Second Filing
Swale from DP8
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =_
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
2.670000 CFS
2.000000 FT
3.000000E-02 FT/FT
3.000000
6.000000E-02
4.260219E-01 FT
1.911279 FPS
3.066132E-01 FT
4.556131 FT
6.082762E-01
4.827453E-01 FT
8.990000 C F S CQ
2.000000 FT
3.000000E-02 FT/FT
3.000000
6.000000E-02.
7.793987E-01 FT
2.658631 FPS
5.064769E-01 FT
6.676393 FT
6.583402E-01
8.891553E-01 FT
1-4.
0
s
,I
j 3
11. 960000 CFS --�,ox 1,33
2.000000 FT
3.000000E-02 FT/FT
3.000000
6.000000E-02
8.923294E-01 FT
2.865472 FPS
5.675613E-01 FT
7.353976 FT
6.702887E-01
1.019828 FT
1
APPENDIX F
EROSION CONTROL
1
1
1
1
1
1
1
1
1
1
' MARCH 1991
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: Q 079Y lei 44L> STANDARD FORM A
COMPLETED BY: emn= DATE:
DEVELOPED
SUBBA§IN
ERODIBILITY
ZONE
Asb
(ac)
Lsb
(ft)
Ssb
($)
Lb
(feet)
Sb
($)
PS
M
f}
•/10p@7P,472F
3,03
/Soy
O,90
/,05
Z30
Z.o
/, Z/
3yD
6.5 -
2, S 3
38c
0.5
•
D,SZ
Zo6
0.9
50Z
0, 4pZ
0•85
uo
0.70
3.77
/vb
Fj
#to De-RA71F
Z•y7
700
O.5
11313
/00
/. v
ly
7-90
/, Z
79,1
B-14 DESIGN CRITERIA
I
1
C
Ul
I
EFFECTIVENESS CALCULATIONS
PROJECT: ,t &,STAY R106E y.v.DSE�oN,7 STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
��etv/Mrtil_�14
SoD &ZA55 D,o1 1.00
MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(AC)
CALCULATIONS
/4
1 (
%o3u
3.03
36%/Sow, �`l`� Pi-veD, /Uv� GRAl��� sic 2,,bo%fir
p- Fi�rrDR= ,ga
/A-
105
%O0/. PA -✓el> IW bxAd6L CITE l�
C- FACTS =tzzc•A+ =,os
p-rakcTe e _ ,Bo
.
loaf /os • PHe-D, too'- G.eAVFL c-iZi -c
C-fA-c't R ,,`i
p- FAcr02='So
PF -- 9i6. 8 •k-
/G
Z , 53
Soy S�D1 5o Yo PA•vs, I a> Newcz �=7 art
EFF` /G•0 �� w•
(SA++tE .A 5 I A)
EFFQ 9�%
/6
/17/0
65-X 4�D, 3�'/• pkvc, ,ow'/. G(LAvEc
F.4 LT9n v 1p�
EFF= �t �ozG$°)7Kr4�_ qg,y%
/F
p,�$
2y9'• S°D/ 7(s"/. pA�ef /ooy. 4RA-vCe- r=,�artZ
C-F.4cTvfz = [.Z'-I
p - r+c Yaft :.8
MARCH 1991 9-15 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: ���D�,� p� p� s��o,,;� STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
• �9�g.�� F�� /. vo d. SD
/ oo O.SA
vrn2c� O, o/ / o0
/00
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
-/OZD
3.71
YG / Soo, syye Pie; /oo •
yaZL
Z,N7
y8�/ Sao, SZ ye nAd�� !vu / s/cT Fc'A-,ee
`A
153
-ICAG7ta2 =�vf
P- rA-c 7r4z =,,cj90
MARCH 1991
B-15
DESIGN CRITERIA
' Z TST, INC.
['.nnsulting Engineers
n
OPINION OF COST
Client: US Homes
Project: Registry Ridge P.U.D., Second Filing
Job No. 0890-001
Date:1-18-00
By: E.M.F.
No.
Item
Quantity
Units
Unit Cost
Total
Comments
1 EROSION CONTROL (Developer)
Reseed/Mulch
6.611
AC.
I $650.00
1, $4,296.50
Gravel Inlet Filters
1 61
EA
$250.00
1 $1,500.00
Silt Fence
1 32001
L.F.
I S3.00
I $9,600.00
Erosion Control Subtotal
150% Subtotal
SIS,396.SO
S23,094.75
2 EROSION CONTROL (City)
Reseed/Mulch 14.661
AC.
1 $615.00
1 $9,015.90
Erosion Control Subtotal
ISO% Subtotal
$9,015.90
S13,S23.8S
EROSION CONTROL ESCROW AMOUNT
S23,094.7S
This is an Opinion of Cost and supplied only as a guide. TST.is not responsible for fluctuation in costs of material, labor
or unforeseen contigencies.
Page I of 1
11
TABLE 5-3. CONSTRUCTION SEQUENCE FOR CONSTRUCTION
PROJECT: REGISTRY RIDGE P.U.D., SECOND FILING STANDARD FORM C
SEQUENCE FOR: 2000 COMPLETED BY: EMF DATE: JAN 18, 2000
Indicate by use of bar line 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.
MONTH
1
2
3
4
5
6
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temp. Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY: CONTRACTOR
VEGETATION/MULCHING CONTRACTOR: TO BE DECIDED BY BID
DATE SUBMITTED: 1/18/00 APPROVED BY CITY OF FORT COLLINS ON
l
I
L
I
1
1
1
APPENDIX G
FIRST FILING INFORMATION
V 411�1L-VV 117Y7H IMUI-Lnern tngineering 9/U 221 4159 P.01
Postdt• Fax Note 7671
D81e I /IZ Ip�
pages► I
To C,— G /�'rn .+�'-M^�..1
Frorn An • l�oN*J a..+•7 `T
CoMept
Co.
Phone A
Phone A Z Z i_ 4/5 0✓
Faxt ZZL _ oZo�{
Fax
Final Drainage Report
for
Registry Ridge P.U.D. First Filing
Fort Collins, Colorado
July 24, 1998
Volume 1
Prepared for:
U.S. Home Corporation
Colorado Division
6000 S. Greenwood Plaza BIva.
Suite 200
Englewood, Colorado 80111
Prepared by:
hhxalem 6S8I,nO e.I*n-
Fan Collin. Colorado &WgI
Phow (970JM4150
Project Number: 9615.03
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