HomeMy WebLinkAboutDrainage Reports - 08/31/1999Final Drainage Report
for
Registry Ridge P.U.D. First Filing
Fort Collins, Colorado
June 14, 1999
Volume 1
ENGINEERING
SEkVI(ES
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I.
9
Final Drainage Report
for
Registry Ridge P.U.D. First Filing
Fort Collins, Colorado
June 14, 1999
Volume 1
Prepared for:
U.S. Home Corporation
Colorado Division
6000 S. Greenwood Plaza Blvd.
Suite 200
Englewood, Colorado 80111
Prepared by:
S_LF3VId LS, IN('.
Northern Engineefi g Services, trio
420 S. Howes, Suhe 202
Fon Collins, GobreAo 80521
Phone: (970)221 <158
Project Number: 9615.03
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1 June 14, 1999
City of Fort Collins
Stormwater Utility
1 235 Mathews
Fort Collins, Colorado 80522
1
RE: Registry Ridge P.U.D. First Filing
1 Fort Collins, Colorado
Project Number: 9615.03
1 Dear Staff: -
Northern Engineering Services, Inc. is pleased to resubmit this Final Drainage
Report for Registry Ridge P.U.D. First Filing for your review. We have addressed the
1 comments contained on the Project Comment Sheets dated April 1, 1999.
This report was prepared in compliance with technical criteria set forth in the
1 City of Fort Collins Storm Drainage Design Criteria and Construction Standards
manual.
If you should have any questions or comments as you review this report, please
feel free to contact me at your convenience.
Sincerely;
NORTHERN
1 W,
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Mary B. Wohl
INC.
1 420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80521, (970) 221-4158, FAX (970) 221-4159
REVISION
4
COMMENT SHEET
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DATE: April 1, 1999 DEPT: Stormwater
PROJECT: Registry Ridge P.U.D
Registry Ridge PUD Comments
1.. The increase in release from Pond 303 (Lang Gulch at Trilby Road) is a concern.
Since there are no downstream drainage facilities in place, the increased flows may
cause damage. Please contact the City for further discussions regarding this concern.
RESPONSE: 7
2. As a reminder, there are still several easements that need to be submitted prior to final
approval of this project. Please send our office a copy of these easements when
completed.
RESPONSE: 1= .
3. Please include the missing general notes on the cover page (see redline plans).
RESPONSE:
4. The last section of the off -site sanitary sewer along Trilby Road appears to have a
conflict with a utility line. Please address this concern.
RESPONSE: viT-,"ter [_,,JcE-r "- cE7 J C�',4,_"�-
CHECK HERE IF YOU WISH TO RECEIVE COPIES OF REVISIONS N0 wvt
_ Plat _ Site _ Drainage Report _Other us 5
_ Utility _ Redline Utility _ Landscape
City of Fort Collins
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5. The grading along Shields Street and Trilby Road does not tie-in with the project's
proposed grading. Please.show that the later grading will tie-in with the first grading '
(i.e., if the project is built first, then show that the road improvements will tie-in with
the proposed project contours).
RESPONSE: G
6. There are several swales throughout the site that have less than 2% slope and require ,
trickle pans or subdrains (see redline plans). Please address the drainage in these
locations.. '
RESPONSE: r-,+� r� s _s c rr+� �•,� .� r ��_ L `7� !� -. c
7—al i f1 c. c_. /"�t�.�-.7 OIL 7-2- L i W. �� �ir-�..>Ii+►,z_
7. If the City will eventually maintain any of the culverts, outlets, or storm sewers,
please make a note on each pipe profile that the City should inspect the line (see ,
redline plans, sheet 52).
RESPONSE:
8. The Pond 303 rating curve for the modified developed conditions master plan model
(MDI OOFC.DAT) has changed from the developed conditions master plan model
(D]OOFC.DAT), yet there is no revised rating curve that matches in Appendix H.
Please explain why the changes were made and,show in Appendix H how the rating ,
curve was developed.
RESPONSE: Tom= S A ri JS c�� rvc o / 0 ��5 c /-i �%t7 /✓lo i�L,
N1 p +oy O - �i..�r» +�-c?a-aT /-oiZ F�-J G.� Xr��,�..�,J.4T—.- J .
9. Please provide the HY8 results that were used to develop the rating curves for both '
conditions of Pond 303 (2-48" outlets and 1-66 71-48" outlet) in Appendix H.
RESPONSE: J ,=?,. =zL
10. Please provide a SWMM revision summary for the proposed existing interim ,
conditions (PI I OOFC.DAT) at the beginning of Appendix A.
RESPONSE:
Rgstrdg9.doc
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' 11. Please use the correct flow rates for the analysis of Storm Sewer Line 26 (see page
' G23 and G24) and make any necessary changes to the profile in the plans.
RESPONSE: /,
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12. The stage/storage table for the Pond 601 spillway (page 01) does not match the
' pond's table (page H61). Also, the rating curve used in the SWMM for this spillway
(EMWEIRS.DAT) does not match the curve at the beginning of Appendix 0. Please
clarify these differences and make sure that everything matches.
J
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RESPONSE: �,�c. T-1� �-.T-,•emu —�,�� �,_v r�f t� o� = -----
Offsite Sanitary Sewer Comments
1. Please list the size, type, length, and slope of the existing culvert that will be replaced
near station 22+00. Also, please list the inverts (both in and out) of the culvert and
include a note that these inverts should be maintained when reinstalled (to prevent a
change in the floodplain).
RESPONSE: �•��
Offsite Arterial Street Improvements Comments
1. Does the irrigation company that owns the structures crossing Shields Street just
north of Scenic Drive approve of the grading on the east side of Shields? Please
provide proof of their acceptance.
RESPONSE:
2. There are several locations where grading contains 3:1 slopes, exceeding the criteria
of 4:1 slopes. Please provide a letter to go with these plans that request a variance for
these slopes. Also, in response to a previous comment about these slopes, it was
mentioned that slope stabilization would be provided. However, there does not
appear to be stabilization measures on the plans. Will this be provided? Please
address this concern.
RESPONSE:
Rgstrdg9.doc
3. Please include the location of all storm sewers in the street profiles to indicate cover.
RESPONSE:
4. The grading along Shields Street and Trilby Road does not tie-in with the project's
proposed grading. Please show that the later grading will tie-in with the first grading
(i.e., if the project is built first, then show that the road improvements will tie-in with
the proposed project contours).
RESPONSE: �aiJG-
5. There are several locations where grading is proposed outside of the right-of-way (see
redline plans). Please provide grading easements for these locations.
RESPONSE:
Floodplain Use Permit Comments
1. The floodplain use permit for the offsite sewer line within Lang Gulch does not
appear to contain the master plan BFE values that are stated in the plans. Also, there
appears to be crossings at Fossil Creek and Smith Creek that are not accounted for.
Please revise the floodplain use permit to reflect the correct BFE's and include the
other floodplains. This can be done with an attachment to the permit. If you have
any questions about the permit please contact Donnie Dustin (416-2053).
RESPONSE:
2. The information provided for the other two permits is difficult to understand. Please
contact the City concerning these permits.
RESPONSE: �-
Please refer to the redline plans and report for additional review comments.
Rgstrdg9.doc
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February 18, 1999
Mr. Basil Hamdan
Water/Wastewater - Stormwater Division
700 Wood Street
Fort Collins, CO 80522-0580
RE: Registry Ridge V Filing/Arterials/Offsite Sewer
Project easements
Basil,
Northern Engineering is resubmitting the Registry Ridge plans for the First Filing, offsite arterials, and the
offsite sewer for review. All of the comments from the last submittal have been addressed with the
exception of all on§ite and offsite easements. I have attached a copy of the list of easements that we have
identified as necessary for the completion of the project, and will be submitting these to the City for
review as we get them signed, and recorded documents will be provided to your office as we receive them.
Please call if you have any questions.
Sincerely,
Roger A Curtiss, P.E.
Project Engineer
cc: Sheri Wamhoff - City of Fort Collins
420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80521, (970) 221-4158, FAX (970) 221 4159
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TABLE OF CONTENTS
Page
INTRODUCTION
1.1 Objective...............................................................................................
1.2 Mapping and Surveying........................................................................
1.3 Site Reconnaissance.............................................................................
II. SITE LOCATION AND DESCRIPTION
2.1 Site Location......................................................................................... 1
2.2 Site Description.................................................................................... 1
2.3 Irrigation Ditches and Reservoirs.......................................................... 2
III. HISTORIC DRAINAGE BASIN
3.1 Major Basin Description....................................................................... 2
3.2 Historic Drainage Patterns.................................................................... 2
IV. DEVELOPED DRAINAGE
4.1
Developed Conditions..........................................................................
3
4.2
Design Criteria and References.............................................................
3
4.3
Hydrologic Criteria..............................................................................
3
4.4
Hydraulic Criteria.................................................................................
4
4.5
Drainage Concept.................................................................................
4
4.6
SWMM Modeling.................................................................................
6
4.7
HEC-2 Modeling...................................................................................
8
4.8
Off -Site Improvements..........................................................................
9
4.9
Construction Phasing............................................................................
10
V. EROSION CONTROL
5.1 Erosion Control Plan ............................................................................. 10
VI. CONCLUSIONS
6.1 Compliance with Standards.................................................................. 11
REFERENCES................................................................................................... 12
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VICINITY MAP SCALE: V-
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APPENDICES
Volume 1:
Appendix A: SWMM Modeling
Appendix B: Developed On -site Hydrology
Appendix C: Street Capacity
Plans:
Existing Overall Drainage Plan
Developed Overall Drainage Plan
Fossil Creek Basin SWMM Schematic
Lang Gulch HEC-2 Mapping
Volume 2:
Appendix D:
Design of Inlets
Appendix E:
Design of Swales
Appendix F:
Design of Culverts
Appendix G:
Design of Storm Sewers
Plans:
SWMM Basin Delineation using City of Fort Collins Aerial Topography
Volume 3:
Appendix H:
Detention Pond Rating Curves
Appendix I:
HEC-2 Modeling
Appendix J:
Riprap and Channel Erosion Control
Appendix K:
Erosion Control Calculations
Appendix L:
Off -Site Improvements
Appendix M:
Arterial Street Improvements
N:
Easements (REMOVED)
Appendix
Appendix O:
Design of Pond Emergency Overflow Weirs
Appendix P:
Floodplain Permit
Plans:
Pond 301 Topography
HEC-2 Cross -Sections
I
Final Drainage Report
' for
Registry Ridge P.U.D. First Filing
Fort Collins, Colorado
June 14, 1999
' I. INTRODUCTION
1.1 Objective
This report summarizes the results of a comprehensive storm drainage analysis
of both existing and proposed conditions for the Registry Ridge P.U.D. First Filing
' residential development. Specific objectives as part of this study are:
1.. To adopt the drainage concepts contained in the Fossil Creek
Drainage Basin Master Drainageway Planning Study, (Reference
1),
2. To consider the drainage schemes of all adjacent properties;
3. To perform SWMM modeling to reflect proposed developed
' conditions;
4. To consider any possible adverse effects downstream of the
' development due to developed stormwater.
1.2 Mapping and Surveying
Topography of the site was provided to Northern Engineering Services by JR
Engineering with a contour interval of one (1) foot.
' 1.3 Site Reconnaissance
A site visit was conducted on Friday June 31, 1996 by the project engineer.
' Based on the topographic mapping, existing drainage basins and land use were
confirmed as well as existing structures. The location and dimensions of existing
culverts were verified as well as their condition and flow direction.
1
II. SITE LOCATION AND DESCRIPTION
2.1 Site Location
The site is located within the East Half of Section 15, Township 6 North,
' Range 69 West of the 6th Principal Meridian in Fort Collins, Colorado. The project
is bounded by Trilby Road on the north and Shields Street.on the east. (See Vicinity
Map).
2.2 Site Description
' Registry Ridge P.U.D. First Filing ("First Filing") is approximately 116.927
,1
Final Drainage Report Northern Engineering Services, Inc.
Registry Ridge P.U.D. First Filing
' June 14,1999
acres and, has historically been furrowed agricultural land. Existing structures on the
site include a metal pole barn located in the northeast comer of the site.
2.3 Irrigation Ditches and Reservoirs
Lang Gulch traverses the south end of the Registry Ridge (adjacent to the
future Third Filing) site flowing from west to east. The City of Fort Collins ("City")
has defined the I00-year floodplain for Lang Gulch which is reflected on the
Drainage and Grading Plans. There are no existing irrigation laterals on the site.
III. HISTORIC DRAINAGE BASIN
3.1 Major Basin Description
The site is located in the Fossil Creek Drainage Basin and is included in the
report entitled Fossil Creek Drainage Basin Master Drainageway Planning Study, by
. Simons, Li &.Associates, Inc., August 1982. The SWMM model developed as part of
the Master Study has been updated by Northern Engineering to reflect proposed
developed conditions.
3.2 Historic Drainage Patterns
' The site historically drains from west to east at slopes ranging from 1.4 to
8.8%. The majority of the site is tributary to Lang Gulch (Developed Basins 403&
404, See Developed Overall Drainage Plan, Sheet 2/4). Developed Basin 401, which
is located in the northwest comer of the site adjacent to Trilby Road, drains to a
tributary of Smith Creek. This tributary joins with Smith Creek approximately 1700'
north of Trilby Road (See page A10). The confluence of Smith Creek and Lang
Gulch is located approximately 2000 feet east of South Shields Street.
Ponding presently occurs along Lang Gulch, upstream of South Shields Street,
' at C&S Railroad Crossings 3 & 4 and at Trilby Road. Ponding also occurs along the
Smith Creek tributary upstream of Trilby Road.
Off -site runoff enters the site along the west property line. Approximately
446.6 acres (Basins 1,3,4,5,133,134,135 and 137) of off -site runoff will be routed
through proposed Detention Pond 601 and to Smith Creek Tributary. Roughly
' 80.151 acres will be routed through developed Basins 403& 404 and to Lang Gulch.
There is an existing thirty-six (36) inch RCP under Trilby Road at the outlet of
proposed Detention Pond 601. This pipe will be replaced by the developer upon
development of the site due to the widening of Trilby Road. The existing culvert
under Shields Street at Lang Gulch is a sixty (60) inch RCP and the existing pipe
' Page 2
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Final Drainage Report Northern Engineering Services, Inc.
Registry Ridge P.U.D. First Filing
June 14, 1999
under Trilby Road at the outlet of proposed Off -Site Detention Pond 303 is a sixty-
six (66) inch. RCP. All pipe dimensions have been field verified by the project
engineer.
There are existing wetlands located both on and off -site adjacent to Lang
Gulch. A separate report by Riverside Technology has been submitted with the
Preliminary submittal for Registry Ridge P.U.D. and the wetlands have been
Ndelineated on the Final Drainage Plan.
IV. DEVELOPED DRAINAGE
4.1 Developed Conditions
' Planned development within Registry Ridge P.U.D. First Filing includes:
• Low and Medium Density Single Family residential homes;
• Tracts set aside for Future Multi Family, Future Commercial;
Future Daycare, Future Recreation, Future School and Parks;
• new local streets;
• and culvert crossings.
LThe downstream parcel of land, from the east side of Shield Street to the C&S
Railroad tracks, is owned by Colorado Land Source Ltd. All required off -site
easements for drainage and grading have been obtained.
4.2 Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Stonn Drainaee
Design Criteria Manual, (SDDCM) and Storm Drainage Criteria Manual by the
Urban Drainage and Flood Control District have been referenced for this Final
Drainage Study.
4.3 Hydrololdc Criteria
The Rational Method has been used to estimate peak stormwater runoff within
the developed site. The initial 2-year and major 100-year design storms have been
' used in the design of the proposed drainage system which include swales, inlets and
storm sewers. Rainfall intensity data for the Rational Method has been taken from
IDF curves and equations generated specifically for the Registry Ridge P.U.D. site by
the computer program "Watershed Modeling" by Eagle Point. Input of precipitation
amounts have been taken from the NOAA Atlas 2, Volume III - Colorado. Compared
to Figure 3-1 in the SDDCM, rainfall intensities generated for the Registry Ridge site
were approximately 15% higher than intensities given in Figure 3-1.
Page 3
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Final Drainage Report Northern Engineering services, Inc.
Registry Ridge P.U.D. First Filing
June 14, 1999
SWMM modeling has also been performed as a part of an overall hydrologic
analysis. Volume 1, Section A contains all input and output files and supporting
calculations pertaining to this analysis.
' 4.4 Hydraulic Criteria
The City of Fort Collins Storm Drainage Design Criteria has been referenced
for all hydraulic calculations. In addition, the following computer programs have
been utilized:
• The computer program "HY8" by the U.S. Department of
Transportation, Federal Highway Administration has been used to size
all culvert crossing;
` • The computer program "UDINLET" has been used to analyze inlet
1 capacities;
• The computer program "Flowmaster" has been used to analyze the
capacity of proposed swales;
The hydraulic analysis of Lang Gulch was developed through the use of the
HEC-2 computer model. Input and output files of all HEC-2 runs are included in
Volume 3, Section I.
4.5 Drainage Concept
t Detention is not a requirement within the Fossil Creek Major Drainage Basin.
The developer however, desires to incorporate both on and off -site detention facilities
into the drainage system to provide a water quality mechanism as well as negate the
possibility of further bank erosion along Lang Gulch and Smith Creek. Also,
according to the Master Plan, development would not be allowed in the floodplain.
The Registry Ridge site is divided into five (5) major drainage basins 401-405
(See Developed Overall Drainage Plan 2 of 4). The First Filing will include Basins
401- 403. Developed stormwater will be conveyed through the streets and proposed
I' on -site stormwater sewer system to swales and either an on -site or off -site detention
facility.
. Developed stormwater runoff from Basin 401 is routed to proposed Pond 601
and released to Smith Creek Tributary. The 100-year fully developed basin release
from this pond is 73.7 cfs with a storage requirement of 13.4 acre-feet and a
corresponding water surface elevation of 5067.39 (PD 100FC.OUT). According to
the interim conditions SWMM model (PI 100FC.DAT w/ the Registry Ridge
development only), Pond 601 would have had a release of 62.3 cfs with 8.9 acre-feet
of storage and a water surface elevation of 5066.70.
' Page 4
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Final Drainage Report Northern Engineering Services, Inc.
Registry Ridge P.U.D. First Filing
June 14,1999
Runoff from Basin 402 is routed initially to Pond 602 and then discharged to
offsite Pond 303 through a eighteen (18) inch storm drain. The 100-year peak
outflow from Pond 602 is 3.2 cfs with a storage of 3.6 acre-feet and water surface
elevation of 5064.78 (PI IOOFC.OUT and .PD100FC.OUT).
Runoff from Basin 403 is routed to Pond 603 which releases overland to Lang
Gulch. The 100-year release from this pond is 67.8 cfs at a storage of 8.1 acre-feet
with a corresponding water surface elevation of 5051.93 (PI 100FC.OUT). The
existing Pond 301, which has historically encroached onto the proposed Registry
Ridge site, has a water surface elevation of 5051.84, according to the master plan
(See Table 15 of master plan, Cross -Section 83).
Runoff from Basins 404 and 405 is routed undetained to Lang Gulch. These
basins are included in the Third Filing of Registry Ridge P.U.D.. Basin parameters
r, developed during the final design of the Third Filing have been incorporated into the
SWMM modeling.
' The streets adjacent to Registry Ridge P.U.D. (Shields Street on the east and
Trilby Road on the north) have been designed to arterial standards. Stormwater
runoff from these streets, out to the street centerline, has been collected and detained
in on -site detention ponds. Plans for the street design can be found in the set, Utility
Plans for Registry Ridge P.U.D. Off -Site Arterial Street Improvements by Northern
Engineering Services, Inc. The storm drainage system for the streets has been
designed as part of the First Filing. Plans and supporting calculations for the storm
drainage improvements can be found in the set Utility Plans for Registry Ridge
P.U.D. First Filing, by Northern Engineering Services, Inc. and in this report
respectively.
Pond.303 which is located offsite will not be enlarged as part of the Registry
Ridge development. The outlet pipe however, will be improved and will include a
new 48-inch RCP adjacent to the existing 66-inch RCP. The 48" RCP will be
1 completely plugged at the upstream end and is intended for future use by the City of
Fort Collins.
Under existing conditions, Pond 303 will have a maximum 100yr release of
318.7 cfs with an associated water surface elevation of 5024.09. Under interim
conditions, Pond 303 will have a maximum 100yr release of 305.2 cfs with an
associated water surface elevation of 5023.67. Master Plan calls for a 4' x 10' RCB
for the outlet of Pond 303. The existing 66-inch pipe and the new 48-inch pipe have
the same capacity as the Tx:I O' RCB.
Culvert 601 will be replaced at the City's request, due to its deteriorated
condition. Two (2) new crossings are also proposed under Shields Street. The Off-
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Registry Ridge P.U.D. First Filing
June Ii, 1999
Site Storm Sewer and Culvert 603 will both convey pond discharges from the
Registry Ridge site to the east side of Shields Street.
Existing culvert crossings under Shields Street and the Burlington Northern
Railroad along Lang Gulch are not proposed to be improved as part of the Registry
Ridge P.U.D. development.
Pond 302 will be modified by adding a berm and a 60" HDPE culvert. This is
r intended to reduce the peak discharge to downstream Pond 303. Under existing
1 conditions, Pond 302 has a 100-yr discharge of 388.0 cfs with an associated water
surface elevation of 5037.23. Under interim conditions, Pond 302 has a 100-yr
discharge of 308.2 cfs with an associated water surface elevation of 5043.60. The
existing 5'x 8' RCB under the railroad tracks will not be modified and all grading will
be done outside of the railroad right-of-way.
4.6 SWMM Modeling
The SWMM modeling revisions for the project area are based on the original
data files from the Fossil Creek Drainage Basin Master Drainageway Planning Study
("Master Plan"), prepared by Simons & Li Associates circa 1982. The Registry Ridge
tsite is located on the western most reaches of the regional master plan adjacent to
Lang Gulch and south of Smith Creek. The entire Registry Ridge P.U.D. site,
including all proposed and future filings, will be included in the revised Master Plan
1 SWMM model (File: PD 100FC.DAT). Modifications to the model will be required
as final design of each future filing is submitted and approved by the City of Fort
1 Collins.
The Master Plan hydrologic analysis by Simons and Li, was performed for two
(2) cases in the Fossil Creek watershed. Existing (EIOOFC.DAT) and developed
conditions (DIOOFC.DAT) with all storage behind existing roadways were two (2)
cases. A third case was for developed conditions without existing storage behind
roadways, to evaluate the effectiveness of detention storage behind roadways.
A . Ponding occurs at numerous points along Lang Gulch (Ponds 301, 302, 303 and
601) as can be seen from the SWMM Schematic, Sheet 3 of 4.
The model D 100FC.DAT was revised to include the most current topography
and existing hydraulic structures, and has been given the file name MD OOFC.DAT.
' This model represents fully developed conditions in the Fossil Creek Basin with the
addition of improved existing topography. A complete description of the revisions
made to this model can be found in Volume 1, Section A.
The model MD I OOFC.DAT was revised to include the proposed Registry
�,'• Ridge improvements and has been given the file name PD100FC.DAT. This model
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Registry Ridge P.U.D. First Filing
June 14,1999
also represents fully developed conditions in the Fossil Creek Basin. A complete
description of the revisions made to this model can be found on page A2 and A3.
This report contains SWMM modeling which has been revised to include the
final design of the Third Filing. SWMM basin parameters for Basins 401 thru 405
are included in a table in Appendix A (See pages A124 thru A126).
All modeling revisions meet the accepted standards required by the City of
Fort Collins Stormwater Utility and/or the applicable SDDCCS design requirements.
The UDSWMM version used for this design is the program MODSWMM developed
for Urban Storm Drainage and considered the standard for the City. In modeling the
1 off -site areas and the on -site (Registry Ridge) areas an attempt was made to match
the numbering of the off -site sub -basins as much as possible with the original Fossil
Creek SWMM. The basin parameters have been adjusted to reflect the Registry Ridge
t site.
There was also a minor discrepancy in the size of the existing culvert at the
Lang Gulch, Shields Street crossing. The Master Plan identifies this culvert as a 5.4'
RCP (see page A14) where it has been field verified by two separate sources, as a sixty
(60) inch RCP. The rating curve for Pond 301 will be revised to reflect improved
topography and will also include the sixty -inch diameter pipe.
There is a difference of approximately 25 acres between the Master Plan
models (E100FC.DAT and DI00FC.DAT) and the proposed Registry Ridge
developed conditions models. The difference seems to be in SWMM Basin 149
which appears to have been underestimated in the Master Plan model by roughly
23.7 acres. A complete description of the discrepancy in area can be found in
Appendix. A, page A5.
One of the reasons for updating the current Master Plan SWMM is to insure
that there are no downstream impacts as a result of the Registry Ridge development.
The following table compares the output from the model MD 100FC.OUT and the
model PD 100FC.OUT. The table compares storage volume, pond outflow and water
surface elevations for the 6 ponds on or adjacent to the site, both existing and
proposed.
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SWMM COMPARISON TABLE
Conveyance
Model MDIOOFC.OUT
Model PDIOOFC.OUT
Element
Pond
Storage
Discharge
Pond
Storage
Discharge
Pond
301
53.4
547.1
5051.30
43.0
481.2
5051.09
302
2.0
514.3
5040.38
17.3
465.6
5043.85
303
9.2
4 99.0
5022.81
5.5
426.7
5021.64
601
8.2
84.9
5068.13
13.4
73.7
5067.39
602
n.a.
n.a.
n.a.
3.6
3.2
5064.78
603
n.a.
n.a.
n.a.
8.4
69.3
5052.03
4.7 HEC-2 Modeling
Due to the regrading which has been proposed in Pond 301/603 and, the
change in design discharges from the revised SWMM modeling, a HEC-2 analysis will
be performed to insure that there is no increase in the base flood elevations (BFE's) in
area upstream of Shields Street (see HEC-2 Mapping, Sheet 4 of 4). The HEC-2 data
files from the Master Plan, prepared by Simons & Li Associates circa 1982, have been
used as a precursor to this analysis. Fully developed basin conditions will be analyzed
for two conditions. First, conditions prior to Registry Ridge will be analyzed using
improved topography, followed by an analysis of the conditions which include the
Registry Ridge improvements.
The model EX-LANG.HC2 represents the modified Master Plan model with
fully developed Master Plan discharges. The Master Plan model was revised in order
to replace the X5 cards with the Special Culvert (SC) cards now used in current HEC-
2 modeling. Cross -Sections 84.5and 87.5 were added by Northern Engineering,
which are related to the special culvert method. Cross -Sections 82, 83 and 84 were
modified based on aerial topographic mapping. Effective flow areas were established
at the C&S Railroad and Shield Street culvert crossings. A complete description of
revisions made to the master plan model can be found in Volume 3, Appendix I, page
I1.
The model EX-LANG.HC2 was revised to include the proposed grading of
Ponds 301, 302 and 603 and also includes the revised discharges developed in the
SWMM model PD100FC.OUT, and had been named PP-LANG.HC2. A complete
description of the revisions made to this model is also given on page I1.
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June 14, 1999
Northern Engineering Services, Inc.
The following table lists the water surface elevations for the three modified
cross sections before the re -grading (Model EX-LANG.HC2) and after (PP-
LANG.HC2).
HEC-2 X-SECTION COMPARISON
CROSS SECTION #
Model EX-LANG.HC2
(ft) MSL
Model PP-LANG.HC2
(ft) MSL
82
5052.06
5051.86
83
5051.97
5051.84
84
5051.97
5051.83
The decrease in the water surface elevation is reasonable due to the re-routing
of roughly 93 acres of runoff from upstream of Shields Street to downstream of
Shields through proposed Pond 603.
The proposed I00-year floodplain/floodway on the Registry Ridge site has been
changed due to the combination of two influential factors. The proposed cross -
sectional topography of Cross -Sections' 82- 84 and, the reduction of flows at the
upstream side of the existing sixty (60) inch pipe crossing at Shields Street both
contribute to modifications in the floodplain/floodway delineation. The final
delineation of the floodplain/floodway has been shown on Sheet 4 of 4 in this report.
4.8 Off -site Improvements
Off -site drainage improvements will include a trapezoidal Swale through the
Wilson property (See Sht. OS-1), Pond 302 improvements and the Off -Site Storm
Sewer. An easement for drainage and grading has been obtained on the Wilson
property for the proposed improvements (See Volume 3, Appendix L).
Additional proposed off -site improvements associated with the Registry Ridge
site include an off -site sanitary sewer, water relocation and arterial street
improvements.
The off -site sanitary plans, entitled Registiy Ridge Off -site Sanitary Sewer,
have been submitted to the South Fort Collins Sanitation District ("Sanitary
District") for review.
The water relocation plans will be reviewed by both the City and the Fort
Collins/Loveland Water District ("Water District") and are included in the set Final
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Registry Ridge P.U.D. First Filing
June 14, 1999
Utility Plans for Registry Ridge P.U.D. First Filing.
The off -site arterial street plans, entitled Registry Ridge P.U.D. Off -site Arterial
Street Improvements, by Northern Engineering Services, have been submitted to the
City for review. The drainage related issues associated with the arterial street
M, improvements have been addressed as part of this report. Volume 3, Section M
contains supporting calculations and references.
4.9 Construction Phasing
The First Filing will include two phases which are intended to coincide with
' proposed drainage basin boundaries and related improvements.
Phase 1 drainage improvements will include:
1.) Off -site Storm Sewer;
2.) Pond 602 and related appurtences;
3.) Pond 603 and related appurtences.
4.) Pond 302 grading and 60" culvert.
Phase 2 drainage improvements will include:
1.) Off -site Wilson property improvements;
2.) Pond 601 and related appurtences.
The phasing of all off -site improvements will be coordinated between the City
r and the Developer through the development agreement.
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EROSION CONTROL
5.1 Erosion Control Plan
Permanent riprap will be provided at the outlet of all culverts. Grass -lined
swales and detention ponds will be seeded as soon as possible upon completion in
order to minimize erosion. Recommended time of seeding will be based on
temporary/permanent vegetation specifications given on the Grading Plan.
Temporary sediment control consisting of straw bale dikes will be used in
swales until permanent vegetation is established. Gravel filters will be required at all
curb inlets and silt fencing installed adjacent to Existing Pond 301. See the Grading
Plan for additional information.
Three erosion control cost estimates have been provided for the First Filing
(See Volume 3, Appendix K, pages K-12 thru K-14. The cost estimates have been
broken out into Phase 1, Phase 2 and Off -site improvements.
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VI. CONCLUSIONS
6.1 Compliance with Standards
All drainage analyses have been performed according to the City of Fort
Collins Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage
and Flood Control District's Drainage Criteria Manual. No variances are requested as
part of the proposed First Filing development.
The necessary off -site grading and drainage easements to the west of the site,
near Pond 601 and, at the end of Reeves Drive, are being negotiated at the present
' time with the property owner.
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REFERENCES
1). Final Drainage Report for Registry Ridge P.U.D., Fort Collins, Colorado,
Northern Engineering Services, Inc., June 24, 1996.
2.) Fossil Creek Drainage Basin Master Drainageway Planning Study, City
Of Fort Collins, Simons, Li & Associates, Inc., August 1982.
3.) Storm Drainage Design Criteria and Construction Standards, City of
' Fort Collins, Colorado, May 1984.
4.) Drainage Criteria Maunal, Urban Drainage and Flood Control District,
Wright -McLaughlin Engineers, Denver, Colorado, March 1969.
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Registry Ridge P.U.D. First Filing
Inventory of Drainage Appurtenances
Inlets: 1, 3-5, 7-11, 13, 16-19, 25-28, 30, 32, 33;
Swales: 3, Overflow 4, Overflow 5, 9, 10, 14, 15, 18, 20, 22-24, 26,
32, 601, 603, Off -Site 303;
Culverts: 15, 18, 20-24, 601, 603;
Storm Sewers: 1, 3, 7, 10, 17-19, 26, 28, 32, Off -Site;
Inventory of Drainage Basins and Design Points
Basins: 401A, B, C, D, E, F, G, H;
402A, B, C, D, E, F, G, H, L, M;
403A, B, C, D, E, F, G, H, I, J, K, L, M, N, O, P, Q, R, S, T, U, V,
W, X, Y, Z, AA;
Note: Basins 403B, C, L and M are a part of the Third Filing.
Design Points: 1-5, 7-11, 13-33
Note: Design Points 14, 15 and 24 are a part of the Third Filing.
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FOR
1 REGISRTY RIDGE P. U.D.
1l
1.) EIOOFC.DAT
Existing Conditions Master Plan model from the City of Fort Collins Stormwater
' Utility Department.
2.) MEIOOFC.DAT
Modified Existing Conditions Master Plan model w/o Registry Ridge Development.
3.) DIOOFC.DAT
Developed Conditions Master Plan model from the City of Fort Collins Stormwater
Utility Department.
1 4.) MD100FC.DAT
j Modified Developed Conditions Master Plan model w/o Registry Ridge Development.
1 The proposed master plan culvert improvement (equivalent to a Tx10' RCB)at Pond
303 is in place and improved topography for Pond 303 is used..
' 5.) P7100FC.DAT
Proposed Interim Existing Conditions model w/ Registry Ridge development.
Entire Fossil Creek Basin with Existing Conditions except for Registry Ridge
development which represents developed conditions. This model was developed in
order to determine the change in water surface elevation, from existing to proposed
conditions, in Ponds' 303 and 601.
I: 6.) PD100FC.DAT
Proposed Developed Conditions model w/ Registry Ridge Development. The entire
Fossil Creek basin is fully developed and all proposed detention facilities associated
with the Registry Ridge development have been constructed. The proposed master
plan culvert improvement (equivalent to a Tx10' RCB)at Pond 303 is also
constructed.
7.) EMWEIRS.DAT
Proposed Developed Conditions model w/ Registry Ridge Development and outlets
from Ponds 601, 602 and 603 plugged.
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S
f'Z
SUMMARY OF SWMM REVISIONS
for
Registry Ridge P.U.D.
Model: El00FC.DAT (Existing Conditions Master Plan Model from the City
of Fort Collins prior to Registry Ridge Development)
This model reflects the master plan existing conditions. Revisions will be made
to this model to reflect improved topographic information.
Model: MEIOOFC.DAT (Modified Existing Conditions prior to Registry Ridge
Development)
'
This model reflects the master plan existing conditions and will be used to
establish the existing water surface elevation in Detention Pond 601. The
master plan model EIOOFC.DAT has been modified as follows:
r
1.) Modify Basins 131 and 132 due to split along Trilby Road,
2.) Modify Basin 149, increase area from 119 ac to 142.74 acres;
3.) Add Basins 4 and 5 to the model which were spilt from Basins 131 and 132,
,
4.) Add Conveyance Element 6 (CE 6) which was spilt from CE 66,
5.) Modify Conveyance Element 66 due to split,
6.) Modify Conveyance Elements 75, 76, 79 and 200 based on improved topographic
information as follows:
CE 75- from 1,180' @ 1.1% to 1,620' @ 0.68%;
CE 76- from 3,120' @ 1.92% to 5,572' @ 1.97%;
CE 79- from 4,220' @ 0.81% to 4,715' @ 0.81%;
CE 200-from 400' @ 1.1% to 541' @ 0.93%.
7.) Modify Conveyance Elements (Ponds) 301, 302 and 303 to reflect improved
'I
topographic information,
8.) Modify Conveyance Element 319 to go to CE6 rather that CE66,
9.) Add Conveyance Element 601 to simulate existing detention pond at Trilby Road.
,
Model. DIOOFC.DAT (Developed Conditions Master Plan Model from the
City of Fort Collins prior to Registry Ridge
Development)
This model reflects the master plan developed conditions. Revisions will be
made to this model to reflect improved topographic information.
Model: MDIOOFC.DAT (Modified Developed Conditions prior to Registry Ridge
Development)
This model reflects the master plan developed conditions and will be used as a
basis for comparing release rates and water surface elevations with the model
PD100FC.DAT. The master plan model D100FC.DAT has been modified as
follows:
1.) Modify Basins 131 and 132 due to split along Trilby Road,
2.) Modify Basin 149, increase area from 119 ac to 142.74 acres;
3.) Add Basins 4 and 5 to the model which were spilt from Basins 131 and 132,
4.) Add Conveyance Element 6 (CE 6) which was spilt from CE 66,
D:\Projects\REG\SWMM\SWMMTBL.TYP ,
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SUMMARY OF SWMM REVISIONS con't
for
Registry Ridge P.U.D.
5.)
Modify Conveyance Element 66 due to split,
6.)
Modify Conveyance Elements 75, 76, 79 and 200 based on improved topographic
information as follows:
CE 75- from 1,180' @ 1.1% to 1,620' @ 0.68%;
'
CE 76- from 3,120' @ 1.92% to 5,572' @ 1.97%;
CE 79- from 4,220' @ 0.81% to 4,715' @ 0.81%;
CE 200- from 400' @ 1.1 % to 541' @ 0.93%.
7.)
Modify Conveyance Elements (Ponds) 301, 302 and 303 to reflect improved
topographic information,
8.)
Modify Conveyance Element 319 to go to CE6 rather that CE66,
1
9.)
Add Conveyance Element 601 to simulate existing detention pond at Trilby Road.
Model:
PI100FC.DAT (Proposed Interim Conditions with Registry Ridge
'
P.U.D. included and the remainder of the basin
undeveloped)
These revisions reflect changes made to the model MEIOOFC.DAT. The
output from this model will''be compared with the output from the model
MEIOOFC.OUT to establish compliance with maximum allowable release rates
and water surface elevations.
1.)
Basin 4 modified from 75.2 acres to 38.3 acres;
2.)
Add Basins 1 and 2 which were split from Basin 149;
3.)
Add Basin 3 which was split from Basin 4;
'
4.)
Add Basin 6 which was split from Basin 157;
5.)
Remove Basin 149 from the model due to addition of Basins 1 and 2;
6.)
Add Basins 401- 405 to represent the developed Registry Ridge site;
'
7.)
Reduce the area and modify the width and slope of the following basins, which have
been partially replaced by developed Basins' 401- 405:
a) Basin 126 from 107 ac to 85.9 ac,
b) Basin 127 from 61 ac to 49.6 ac,
c) Basin 148 from I 1 ac to 7.3 ac,
d) Basin 156 from 73 ac to 57.7 ac,
e) Basin 157 from 84 ac to 64.9 ac,
f) Basin 200 from 6.0 ac to 8.05 ac;
g) Basin 202 from 38.0 ac to 27.1 ac;
h) Basin 205 from 48.0 ac to 41.9 ac.
8.)
Add Conveyance Element 1 for Basin 1;
9.)
Remove Conveyance Element 76;
10.)
Modified Conveyance Element 80;
11.)
Added Conveyance Element 800, split from CE80;
12.)
Added Detention Ponds (CE) 602 & 603;
13.)
Added Conveyance Elements: 501, 502, 507, 511, 512, 521, 523, 221.
14.)
Modify Conveyance Element (Pond) 301 to reflect encroachment of proposed Pond
603 into existing Pond 301.
ID:\Projeds\REG\SWMM\SWMMTBL.TYP
h
A �i-
SUMMARY OF SWMM REVISIONS, con't
for
Registry Ridge P.U.D.
Model: PDIOOFC.DAT (Proposed Developed Conditions with Registry Ridge �1
P.U.D. included)
These revisions reflect changes made to the model MD100FC.DAT. The
output from this model will be compared with the output from the model I 1 MDIOOFC.OUT to establish compliance with maximum allowable release rates J
and water surface elevations.
I.) Basin 4 modified from 75.2 acres to 38.3 acres;
2.) Add Basins 1 and 2 which were split from Basin 149;
3.) Add Basin 3 which was split from Basin 4;
4.) Add Basin 6 which was split from Basin 157;
5.) Remove Basin 149 from the model due to addition of Basins I and 2;
6.) Add Basins 401- 405 to represent the developed Registry Ridge site;
7.) Reduce the area and modify the width and slope of the following basins, which have
been partially replaced by developed Basins' 401- 405:
a) Basin 126 from 107 ac to 85.9 ac,
b) Basin 127 from 61 ac to 49.6 ac,
C) Basin 148 from I I ac to 7.3 ac,
d) Basin 156 from 73 ac to 57.7 ac,
e) Basin 157 from 84 ac to 64.9 ac,
f) Basin 200 from 6.0 ac to 8.05 ac;
g) Basin 202 from 38.0 ac to 27.1 ac;
h) Basin 205 from 48.0 ac to 41.9 ac.
8.) Add Conveyance Element 1 for Basin 1;
9.) Remove Conveyance Element 76;
10.) Modified Conveyance Element 80; I
11.) Added Conveyance Element 800, split from CE80;
12.) Added Detention Ponds (CE) 602 & 603;
13.) Added Conveyance Elements: 501, 502, 507, 511, 512, 521, 523, 221.
14.) Modify Conveyance Element (Pond) 301 to reflect encroachment of proposed Pond
603 into existing Pond 301.
Model: EMWEIR.DAT (Proposed Developed Conditions with Registry Ridge
P.U.D. included)
This model is a duplicate of the model PD I OOFC.DAT with the emergency
overflow weirs replacing the pond outlet pipe ratings curves in Ponds 601, 602
and 603 (see Volume 3, Section O).
D:\Projws\REG\S WMM\S WMMTBL.TYP `
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FIGURE I.
,4) =
PLEASENT VALLEY AND
LAKE CANAL
RE ACM.®
PL 34 q4
.j
REACH
Fossil Creek
ACH 4
J
RE CH
smill, 'Creel'
57, REACH
It
J
fig
4
>
x1a
SWONS, [i & ASSOCIATES, INC.
FORT COHNS, C010RAdo
FOSSIL CREEK MASTER DRAINAGEWAY
PLANNING STUDY
CITY OF FORT COLLINS
COLORADO WATER CONSERVATION BOARD
LARIMER COUNTY, COLORADO
MAY, 1982
jrpy I
I
I
I
'411/
south and a raised road paralleling the channel to the north. The remaining
portion of the flood plain is relatively narrow since the water flows in a
deep, well defined valley channel. Portner Reservoir lies just south of the
Fossil Creek Channel in this reach.
2.2.4 Fossil Creek, Reach 4
' The land use along this reach includes low -density residential and open
grassland used for grazing. The flood plain is narrow except at the existing .
pond behind Fossil Creek Drive. Lang Gulch flows into Fossil Creek between
Fossil Creek Drive and the C&S Railroad. Burns Tributary flows into Fossil
Creek downstream of Shields Street.
2.2.5 Fossil Creek, Reach 5
' The area along this reach of Fossil Creek is open grassland used for
grazing. The channel has relatively low banks and follows a Swale. The
' flood plain is fairly narrow.
' 2.2.6 Stanton Creek, Reach 6
The study reach for Stanton Creek is currently undeveloped. The
surrounding area is grassland that is used for grazing. The flood plain is
narrow. The channel has mostly high, vertical banks and follows a valley.
Ponding occurs upstream of County Road 32 and Lemay Avenue (county Road 13).
' 2.2.7 Lang Gulch Reach 7
The land along Lang Gulch is partly residential, but primarily used for
�. grazing. The downstream portion of the channel reach winds through bedrock
' outcroppings. The channel crosses the C&S Railroad four times. Most of the
channel has low banks and is well vegetated. The confluence of Smith Creek
and Lang Gulch is near the center of the study reach. Ponding occurs upstream
of Shields Street, of C&S Crossing 3 and 4 and of Trilby Road (County Road
34).
t
5
I
A,, 2— 1
2.2.8 Smith Creek, Reach 8
The land use along Smith Creek is predominantly grazing. One residence 1
exists near Shields Street. The channel follows a wide Swale and has low
banks. The flood plain is wide upstream of Shields Street due to ponding ,
behind the road embankment. The Trilby Lateral crosses the upstream portion
of the basin and terminates near Smith Creek. '
2.2.9 Burns Tributary, Reach 9
The land along Burns Tributary is undeveloped, with grazing activity the i
most common land use. There is some very low -density residential development
north of the tributary. The Pleasant Valley and Lake Canal discharges into 1
Burns Tributary upstream of Shields Street. The flood plain is narrow and
well defined along the valley channel. Where the water ponds upstream of 1
Shields Street, the flood plain widens.
2.3 Irrigation Ditches Reservoirs Roads and Railroads 1
The Fossil Creek drainage system is used to transport irrigation water.
Flows from Portner Reservoir enter Fossil Creek from a channel along the south '
bank upstream of Lemay Avenue (County Road 13). Flows are also diverted
across Fossil Creek towards Portner Reservoir through a pond located 1
downstream of Highway 287. Louden Ditch runs parallel with Highway 287 from
the south and of the basin for about three miles, then turns east and carries ,
its flows to Portner Reservoir. The Pleasant Valley and Lake Canal runs north
and parallel to Shields Street, and discharges into Burns Tributary at the
north bank upstream of Shields Street. '
The Trilby Lateral starts from the west bank of the Pleasant Valley and
Lake Canal about half a mile south of Harmony Road. Trilby Lateral winds '
across Burns Tributary basin, Fossil Creek basin, and Smith Creek basin. It
crosses Taft Hill Road just south of the Fossil Creek crossing at Taft Hill
Road. As development occurs upstream of existing canals, care should be taken
to ensure storm water runoff reaches natural drainages. '
Numerous ponds exist throughout the basin. For flood routing purposes
they were assumed full due to lack of storage. Major reservoirs in the study 1
area are Portner Reservoir and Robert Benson Lake. Tributary areas to these
reservoirs were assumed to be noncontributing to the Fossil Creek system.
1
1
Location
'
FOSSIL CREEK
County Road 11
Union
Pacific Railroad
Trilby Road
'
(County Road 34)-
Lemay Avenue
- (County Road 13)
Fossil Ridge Drive
Highway 287
Colorado & Southern
Railroad
'
Fossil Creek
Drive
'
Shields Street
Taft Hill Road
STANTON
CREEK
County Road 32
Lemay Avenue
(County Road 13)
LANG GULCH
Colorado & Southern
Railroad U1
Colorado a Southern
Railroad 92.
Table 9. Existing Bridge and Culvert Data. A13/
Embankment Maximum
Height Capacity
Dimensions (f t) (cfa)
2 - 6' CMP
11
660
1 - 10' CMP
52
2200
1 - 8' CMP
15
700
1 - 7' CMP
13
500
4 - 3' CMP
4
190
Triple box
16
6000
2 - 12' x 100,
1 - 15' x 10'
15' x 24'
33
6400
Concrete arch
2 - 7' x 5' box
8
560
1 - 5' CMP
13.5
260
1 - 5' CMP
16
270
1 - 3' CMP
18
110
1 - 3' CMP
12
95
1 - 5' CMP
11
240
10.6' x 17.4' 20.5 2400
Concrete arch
12' x 10' 18 1500
Concrete arch
v
Table 9, continued.
Embankment
Maximum
Height
Capacity
Location
Dimensions
(ft)
(cfs)
'
Trilby Road
1 - 5' P
13.3
260
(County Road 34)
r.-�
✓,ma,F�a� �G ,mac?
Colorado & Southern
10' x 6.5' box 11
600
Railroad i3
,
i
Colorado a Southern
8' x 5' box
11.5
480
Railroad 44
,
Shields Street
1 5.4' R
11
290
SMITH CREEK
F'�`"7
✓�L�'�r=» Go�ic�� '
'
Shields Street
2 - 6' CMP
13
700
Taft Hill Road
1 - 4' RCP
16
190
BURNS TRIBUTARY
1
Shields Street
1 - 5' CMP
13.5
26Q
Taft Hill Road
1 - 3' CMP
17
140•
,
28
Conditions. A"I rp
Table 24. Detention
Data for Embankments, 100-Year Flood - Developed
Maxi mum
Maximum
Depth of
Detention
Water
Flow Over
Embankment
Volume
Depth
Road
Height
Location (ac-ft)
If t)
(it)
If t)
Comments
FOSSIL CREEK
County Road 11
210
11
2
9
Enlarge channel
crossing.
Union Pacific RR 6
570
25
-
52
Perform stability ana-
lysis
Trilby Road (Cty.
-
18
3
15
Develop adequate deten-
Road 34)
tion
Lemay Avenue
37
15
2
13
Enlarge channel
(Ct y. Road 13)
crossing
Colo d Southern RR
19
12
-
33
Unstable wing wall at
U/S face of crossing
Fossil Creek Dr.
-
8
2
6
Increase culvert and
weir capacity
Shields Street
12
15
1
14
Taft HI 11 Road
19
10
-
22
STANTON CREEK
County Road 32
18
14
2
12
Enlarge channel
crossing
Lemay Avenue
54
13
1
12
Enlarge channel
(Cty. Road 13)
crossing
LANG GULCH
Colo 8 Southern
5
5
-
18
RR /2
Trilby Road (Cty. (i2'o•���\
9
9
2
17
Road 341 and �03 /
Cola 8 Southern
2
11
RR /3
Cola 8 Southern�
12
7
-
I1
RR /4 302 /
Shields Street
56
13
2
11
SMITH CREEK
Shields Street
40
6
-
11
Check stab)IIty of
embankments
Taft HI I I Road
53
16
BURNS TRIBUTARY
Shields Street
32
14
-
20
Check stability of
embankments
Taft HI 11 Road
47
17
IV. FLOOD PLAIN INFORMATION
The 100-year flood plains for existing and developed conditions were
delineated on the topographic maps using the results from the water -surface
profiles. The 100-year flood occurs, on the average, once in 100 years, or
has a one percent chance of occurring in any given year.
The 100-year flood is used for flood plain designation as set forth in
Colorado Statutes. The State of Colorado considers the 100-year flood to be
used in designing channels and protecting structures and dwellings for human
occupation. Also, the area inundated by the 100-year flood may be delineated
as an area of State interest as set forth in H.B. 1041 - the State's land -use
bill.
4.1 Flooded Areas
The 100-year flood plains for Fossil Creek, Stanton Creek, Lang Gulch,
Smith Creek and Burns Tributary for existing and developed conditions are
shown in Plates 76 through 104. (Plate 75 is the Index Sheet.) The dif-
ference between the flood plain elevations for existing and developed con-
ditions ranges from zero to two feet, with most differences being less than
one foot.
The flood plain along Fossil Creek ranged from about 2,000 feet in width
upstream of Trilby Road (County Road 34) to about 20 feet in the upstream
reach. The channel velocities ranged from about five feet per second (fps) to
ten. Overbank velocities ranged from one fps to four fps except where ponded
conditions created velocities less than one fps.
The flood plain along Stanton Creek ranged from about 1,000 feet, due to
the backwater from the pond at Fossil Creek and the Union Pacific Railroad, to
20 feet. Channel velocities ranged from six fps to ten fps; overbank veloci-
ties were on the order of two to four fps. Velocities in ponded areas were
less than one fps.
The flood plain along Lang Gulch was variable, with top widths ranging
from 40 feet in the downstream portion to 600 feet in ponded reaches behind
Shields Street. Channel velocities varied from three to six fps, with over -
bank velocities and velocities in ponded areas being less than three fps and
one fps, respectively.
The flood plain for Smith Creek is almost 600 feet wide upstream of
Shields Street. In general the flood plain ranges in width from 100 to 200
feet. Channel velocities are from three to six fps, with overbank velocities
between one and two fps.
Burns Tributary has a narrow flood plain with top widths varying from
about 40 feet to 200 feet upstream of Shields Street. Channel velocities
range from three to seven fps with velocities less than two fps in ponded
areas. Overbank flow was very limited in extent and velocities were generally
about one fps.
The 100-year frequency flood has been selected by the State of Colorado
as the flood event to be used for flood plain delineation and regulations.
Thus the Flooded Area plates show only the boundary of the 100-year flood
' plain. Since the base maps for the Flooded Area plates are unrectified aerial
photos or enlarged U.S. Geological Survey Quadrangle maps, the flooded area
' limits on the plates should be considered approximate. When exact limits of
flooded areas are needed, the water surface profiles and/or tabulated eleva-
tion data (Table 3) should be used in conjunction with accurate topographic
maps of the area in question.
' The area delineated on the Flooded Area plates as the 100-year flood
plain meets the requirements of H.B. 1041 as an area of state interest. Also
upon official approval of this report by the Colorado Water Conservation Board
the area outlined by the 100-year flood boundary will be designated as a flood
plain area and may be regulated accordingly by the local officials.
' 4.2 General Use of Report
' Flood elevations for 2-, 5-, 10-, 50-, 100-, and 500-year floods may be
found in two separate locations in this report. The Flood Elevation Data
Tables (Tables 10 through 19) list water surface elevations at selected
' reference points. The flood profile plates (Plates 1 through 74) show the
water surface elevations for the 10-, 50-, 100- and 500-year floods.
' The flood profiles may be used in areas where controversy arises over the
100-year flood boundary on the Flooded Area plates (Plates 76-104). Since the
Flood Profile plates give the elevations and distance or stationing from a
known point, the high water elevations can be surveyed on the ground to alle-
viate any discrepancies on the base map.
Elevation data for the City topographic mapping is documented in
' reference 26, No floodways were developed along the channels because the
flood plain is narrow and the flow is generally confined to a valley channel.
1
38
No Text
,-n�,-�i
Input File E100FC.DAT (Master Plan File from City of Fort Collins)
2
1 2
'
3
9
4
WATERSHED
0
FOSSIL
CREEK WITH ROAD STRUCTURES AND EXISTING CONDITIONS FINAL MODEL
100 YEAR 1-HOUR WITH
RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
'
180
0 0 5.0
3
1.0
1
13
5.0
1.01
1.01
1.34 1.61
2.42
6.99 4.03
2.96 1.61 1.34
'
1.34
1.08
0.00
1.08
1.08
1.34 1.61
2.42
6.99 4.03
2.96 1.61 1.34
1.34
1.08
0.00
'
1.08
1.34
1.08
1.08
1.34 1.61
0.00
2.42
6.99 4.03
2.96 1.61 1.34
-2
.013 .12 .20 .30 1.0 1.0 .00115
1
41
2111400
292
5.0225
1
58
29 5100
157
5.0471
'
78
39 3740
77
5.0500
1
109
5513880
503
20.0665
1
145
7415640
359
20.0642
1
162
83 6000
99
20.0490
'
1
164
84 8320
46
20.1429
1
165
84 8320
174
20.0455
'
1
1
166
168
1514140
86 5160
266
66
20.1562
20.3500
1
217
40 4040
84
17.0667
1
218
40 4040
33
7.0455
1
219
211 1200
46
5.0471
63
32 6000
76
5.0691
65
33 5040
78
7.0586
71
36 5240
88
9.0513
73
37 2600
57
5.0646
87
44 5880
48
5.0537
93
47 3160
55
5.0784
115
58 7320
135
25.2183
117
59 9440
143
25.2928
119
208 1840
23
5.1061
120
208 1840
51
5.0405
'
121
135
61 1980
68 5520
38
84
9.0700
25.3156
137
69 4320
91
25.2593
151
77 9260
207
5.0667
170
87 7960
151
25.2229
212
207 600
22
5.1087
213
60 2600
47
17.1061
214
60 2600
17
5.0405
29
212 2000
284
5.0275
'
30
15 1940
128
5.0217
37
1917640
713
5.0286
39
20 2820
78
5.0435
40
20 2820
66
5.0462
43
22 1820
205
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44
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20
5.0914
45
46
23 5320
23 5320
70
204
5.0543
5.0306
47
24 2640
145
5.0368
Page 1 of 7
1
A Zo
'
48
24 2640
17
5.0400
49
25 7520
166
5.0354
51
26 7360
163
5.0535
53
2714640
458
5.0319
,
55
2811720
385
6.0454
57
29 5100
84
5.1000
59
30 3700
48
5.0500
60
30 3700
31
5.0833
,
61
31 1140
6
5.0667
62
31 1140
9
5.0667
67
34 2640
83
6.0467
'
68
34 2640
12
5.0556
69
3511320
220
9.0422
75
76
38 3800
38 3800
34
28
5.0667
5.0117
'
77
39 3740
27
5.0556
79
210 2940
35
5.0263
80
210 2940
51
5.1000
81
41 4040
84
5.0334
'
83
4211420
356
5.0151
85
43 4160
75
5.0500
86
43 4160
51
5.0250
89
45 2660
35
5.1000
1
90
45 2660
39
6.0789
91
4611120
288
5.0465
94
47 3160
79
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'
95
48 3020
77
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96
48 3020
44
5.1250
97
98
49 3540
49 3540
40
103
5.0870
5.0763
'
99
50 3220
50
5.0909
100
50 3220
39
5.1000
101
51 4100
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5.1301
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52 800
34
25.0234
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52 600
16
25.0541
105
53 9000
94
25.0363
107
54 6200
70
25.0492
111
56 5600
72
25.1000
'
112
56 5600
80
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113
57 4080
45
5.0875
122
61 1980
101
5.0227
123
6211160
132
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125
63 3440
88
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126
127
63 3440
203 2340
107
61
5.0357
6.0397
t
128
203 2340
50
5.0606
129
65 4160
161
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130
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137
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131
66 5080
92
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,
132
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133
67 5540
51
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134
67 5540
105
25.0333
138
70 940
8
25.0469
'
139
70 940
11
25.0769
140
71 6400
62
25.0820
142
72 3440
71
25.0500
'
143
73 6840
81
25.0423
147
75 1180
35
5.0323
Page 2 of 7
,
"-�z
I
L
1
1
1
1
1
1
1
L
1
1
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LI
1
148
75
1180
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5.0536
149
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6240
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5.0300
153
7817480
420
5.0250
155
79
4220
79
5.0274
156
79
4220
73
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80
7240
84
5.0450
159
81
840
39
25.0193
160
81
840
6
25.0425
161
82
2220
42
25.0625
172
88
4800
117
7.0463
200
200
800
6
5.0500
201
201
1200
17
5.0349
202
202
1600
38
5.0455
203
202
1600
38
7.0811
204
64
1900
27
5.0556
205
64
1900
48
5.0385
206
204
400
31
5.0625
207
204
400
8
5.0429
208
205
1800
8
5.1250
209
205
1200
36
5.1026
210
206
1000
9
5.0650
211
206
1000
41
5.0968
215
209
3200
66
5.0667
216
209
3200
68
5.1000
220
211
1200
12
5.0667
221
212
2000
54
5.0217
222
15
1940
36
5.0484
228
228
900
17
5.0714
229
229
1120
12
5.0600
230
217
1580
31
5.0800
231
217
1580
10
5.0313
102
51
4100
80
5.1047
232
218
1060
7
5.1500
233
218
1060
20
5.0400
234
89
2800
211
5.0840
235
90
840
28.1
20.0091
236
92
1200
56.7
5.0160
237
94
3390
90.3
20.0160
238
96
3600
52.8
5.0080
239
98
1920
20.7
5.0100
240
97
1920
28.3
5.0072
241
101
2400
43.2
8.0076
242
100
2520100.6
20.0160
243
103
4200
52.5
5.1080
244
104
900
75.9
5.0088
245
102
2520
79.9
5.0160
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107
708
19.0
5.0160
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106
3288
62.1
25.0160
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3420
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25.0064
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0
0
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299
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0 20
212
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6.0 2820.
0.0014 17.0 9.0 0.035 9.00
Page 3 of 7
d
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35
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0
38
211
0
4
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11.4 100.0
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20 21 22 23 24 25 26 27 28 29 30 31 32 33
36 37 38 39 40 41 42 43 44 45 46 47 48 49
52 53 54 55 56 57 58 59 60 61 62 63 64 65
68 69 70 71 72 73 74 75 76 77 78 79 80 81
84 85 86 87 88 200 301 201 302 303 202 203 304 204
307 207 308 208 309 209 310 210 323 218 311 312 211 313
314 317 318 319 320 321 322 228 229 217 89 90 92 94
96 97 101 100 103 104 105 102 107 106 108 109 110 111
330 331 332 205 306
Page 7 of 7
1
1
FOSSIL CREEK WITH ROAD STRUCTURES AND EXISTING CONDITIONS FINAL MODEL '
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
File: E100FC.OUT
Existing Conditions Master Plan Model ,
*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CPS) (FT) (AC -FT) (HR/MIN)
13
234.8
(DIRECT FLOW)
1 0.
15
988.5
5.3
7 10.
'
19
227.4
1.7
1 20.
20
1142.6
5.1
4 55.
21
139.B
1.3
1 5.
22
1810.0
6.0
2 20.
23
337.7
4.4
1 0.
24
290.0
4.1
1 5.
25
114.7
1.2
1 0.
26
27
132.5
225.2
1.2
1.6
0 55.
1 5.
'
26
234.8
1.6
1 0.
29
1666.9
5.3
2 20.
30
510.3
2.3
1 5.
31
193.7
1.7
0 50.
32
95.9
1.3
0 45.
'
33
93.5
1.4
0 45.
34
220.0
1.6
0 55.
35
162.8
1.3
1 0.
36
109.6
1.4
0 45.
37
68.0
1.0
0 45.
,
38
1421.2
5.5
2 10.
39
430.7
3.4
1 5.
40
41
384.2
65.7
2.6
1.0
1 0.
0 55.
'
42
97.3
2.1
1 25.
43
1436.9
5.4
2 0.
44
65.7
.9
0 45.
45
1358.0
4.8
1 50.
46
206.5
1.9
0 55.
'
47
695.3
3.8
1 30.
48
450.4
2.7
1 0.
49
455.5
2.6
1 0.
50
166.8
2.0
1 0.
51
199.2
1.9
0 55.
'
52
684.5
3.3
0 45.
53
158.8
1.4
0 45.
54
134.3
1.1
0 40.
55
510.0
2.1
0 45.
56
780.2
3.0
0 45.
57
71.5
1.2
0 45.
58
306.8
2.0
0 35.
59
336.2
2.2
0 40.
60
665.1
3.5
1 50.
'
61
639.2
3.6
2 10.
62
95.9
1.2
1 0.
63
312.9
2.7
1 15.
64
334.4
1.8
2 20.
65
319.3
1.6
1 10.
'
66
151.5
1.0
1 0.
67
476.3
1.6
0 50.
68
226.5
1.4
0 35.
69
188.4
1.7
0 40.
70
306.2
2.0
0 40.
,
71
139.4
1.7
0 40•
72
117.2
1.5
0 40.
73
148.6
1.4
0 40.
74
450.4
2.0
0 45.
'
75
317.2
1.5
1 5.
76
96.2
1.4
0 55.
Page 75 of 77
,-�, 2-7
F
LI
1
1
1
1
I
I
77
173.4
2.1
0
55.
76
195.4
1.7
1
5.
79
231.1
1.4
1
10.
80
96.2
1.3
0
50.
81
1145.2
3.5
0
45.
82
74.1
1.2
0
40.
83
141.8
1.3
0
45.
84
698.3
2.4
0
45.
85
426.7
1.9
0
45.
86
182.1
1.6
0
35.
87
309.8
1.8
0
40.
88
107.9
1.2
0
45.
89
112.0
1.5
0
55.
90
27.5
1.8
0
40.
92
24.3
1.5
0
55.
94
150.3
.7
0
35.
95
143.8
1.6
0
45.
96
30.7
.7
1
0.
97
44.9
.8
1
5.
98
147.4
1.1
0
55.
100
112.2
1.9
0
35.
101
25.7
1.5
1
0.
102
119.9
2.3
0
55.
103
166.1
1.3
1
15.
104
16.1
.6
1
0.
105
42.4
1.2
0
35.
106
116.3
1.7
0
35.
107
118.6
2.8
2.7
1
45.
108
19.2
2.0
40.5
4
45.
109
130.2
4.9
1
5.
110
35.9
3.0
2.9
1
5.
111
37.1
2.1
0
35.
112
50.7
3.8
0
50.
113
19.2
1.0
1.0
15
0.
200
513.6
1.8
1
5.
201
228.0
1.3
2
35.
202
289.5
2.1
2
5.
203
497.9
2.2
1
10.
204
387.4
1.9
1
25.
205
324.2
1.9
1
30.
206
1366.0
5.0
1
40.
207
687.6
3.0
1
55.
208
683.5
3.7
1
40.
209
328.2
2.4
1
0.
210
221.7
2.3
1
0.
211
1669.6
5.8
2
5.
212
1156.9
4.7
4
55.
217
75.4
1.7
0
55.
216
271.7
2.3
1
10.
228
28.3
1.1
0
45.
229
80.6
.8
1
40.
299
993.8
(DIRECT
FLOW)
7
10.
300
1145.0
.1
264.1
4
40.
301
227.5
.1
33.4
2
35.
302
260.1
.1
7.7
2
5.
303
283.5
.1
5.9
2
15.
304
329.6
.1
20.6
2
20.
305
402.8
.1
11.0
1
20.
306
316.7
.1
9.4
1
35.
307
1363.4
.1
2.6
1
45.
308
684.7
.1
1.0
1
55.
309
682.9
.1
1.4
1
45.
310
234.3
.1
22.0
1
15.
311
272.0
.1
.1
1
10.
312
1357.5
.1
1.8
1
55.
313
1667.1
.1
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2
10.
314
994.1
.1
166.2
6
50.
317
142.2
.1
40.4
1
50.
318
206.7
.1
31.5
1
?5.
319
54.9
.1
22.6
1
50.
320
13.4
.1
2.8
1
20.
321
79.9
.1
55.7
2
0.
Page 76 of 77
,Az0,
322
50.9
.1
4.7
1
15.
` 323
212.9
.1
1.1
1
S.
330
161.1
.1
10.4
1
55.
331
169.9
.1
14.6
2
30.
332
42.5
2.1
0
35.
ENDPROGRAM PROGRAM CALLED
Page 77 of 77
I
1
1
1
1
I
I
Input File: ME100FC.DAT (Modified Existing Conditions)
2 1 1 2
3 4
WATERSHED 0
FOSSIL CREEK WITH ROAD STRUCTURES AND EXISTING CONDITIONS FINAL MODEL
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
180 0 0 5.0 3 1.0
13 5.0
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
-2 .013 .12 .20 .30 1.0 1.0
1 41 2111400 292 5.0225
1 58 29 5100 157 5.0471
78 39 3740 77 5.0500
1 109 . 5513880 503 20.0665
1 145 7415640 359 20.0642
1 162 83 6000 99 20.0490
1 164 84 8320 46 20.1429
1 165 84 8320 174 20.0455
1 166 8514840 266 20.1562
1 168 86 5160 66 20.3500
1 217 40 4040 84 17.0667
1 218 40 4040 33 7.0455
1 219 211 1200 46 5.0471
63 32 6000 76 5.0691
65 33 5040 78 7.0586
71 36 5240 88 9.0513
73 37 2600 57 5.0646
87 44 5880 48 5.0537
93 47 3160 55 5.0784
115 58 7320 135 25.2183
117 59 9440 143 25.2928
119 208 1840 23 5.1061
120 208 1840 51 5.0405
121 61 1980 38 9.0700
135 68 5520 84 25.3156
137 69 4320 91 25.2593
151 77 9280 207 5.0667
170 87 7960 151 25.2229
212 207 600 22 5.1087
213 60 2600 47 17.1061
214 60 2600 17 5.0405
29 212 2000 284 5.0275
30 15 1940 128 5.0217
37 1917640 713 5.0286
39 20 2820 78 5.0435
40 20 2820 66 5.0462
43 22 1820 205 5.0225
44 22 1820 20 5.0914
45 23 5320 70 3.0543
46 23 5320 204 5.0306
47 24 2640 145 5.0368
48 24 2640 17 5.0400
Page 1 of 8
f4 z-?
00115
1
49
25
7520
166
5.0354
51
26
7360
163
5.0535
53
2714640
458
5.0319
55
2811720
385
6.0454
57
29
5100
84
5.1000
59
30
3700
48
5.0500
60
30
3700
31
5.0833
61
31
1140
6
5.0667
62
31
1140
9
5.0667
67
34
2640
83
6.0467
68
34
2640
12
5.0556
69
3511320
220
9.0422
75
38
3800
34
5.0667
76
38
3800
28
5.0117
77
39
3740
27
5.0556
79
210
2940
35
5.0263
80
210
2940
51
5.1000.
81
41
4040
84
5.0334
83
4211420
356
5.0151
85
43
4160
75
5.0500
86
43
4160
51
5.0250
89
45
2660
35
5.1000
90
45
2660
39
6.0789
91
4611120
288
5.0465
94
47
3160
79
7.0490
95
48
3020
77
5.0500
96
48
3020
44
5.1250
97
49
3540
40
5.0870
98
49
3540
103
5.0763
99
50
3220
50
5.0909
100
50
3220
39
5.1000
101
51
4100
25
5.1301
103
52
800
34
25.0234
104
52
800
16
25.0541
105
53
9000
94
25.0363
107
54
6200
70
25.0492
ill
56
5600
72
25.1000
112
56
5600
80
25.0600
113
57
4080
45
5.0875
122
61
1980
101
5.0227
123
6211160
132
5.0248
125
63
3440
88
5.1087
126
63
3440
107
5.0357
127
203
2340
61
6.0397
128
203
2340
50
5.0606
129
65
4160
161
5.0377
130
65
4160
137
5.0294
131
66
1830
16.8
5.0710
Modified
132
66
1280
18.8
5.0338
Modified
4
6
2800
75.2
5.1530
Added
5
6
2000
29.2
5.0580
Added
133
67
5540
51
5.0909
134
67
5540
105
25.0333
138
70
940
8
25.0469
139
70
940
11
25.0769
140
71
6400
62
25.0820
142
72
3440
71
25.0500
Page 2 of 8
I
1
Cl
I
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M.
lJ
0
' 0
0
1
143
147
146
149
153
155
156
157
159
160
161
172
200
201
202
203
204
205
206
207
208
209
210
211
215
216
220
221
222
228
229
230
231
102
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
246
249
250
73 6840 61
75 1180 35
75 1180 11
7610922142.7
7817480 420
79 4220 79
79 4220 73
80 7240 84
61 840 39
81 840 6
82 2220 42
88 4800 117
200 800 6
201 1200 17
202 1600 38
202 1600 38
64 1900 27
64 1900 48
204 400 31
204 400 8
205 1800 8
205 1200 36
206 1000 9
206 1000 41
209 3200 66
209 3200 68
211 1200 12
212 2000 54
15 1940 36
228 900 17
229 1120 12
217 1580 31
217 1560 10
51 4100 60
218 1060 7
218 1060 20
89 2800 211
90 840 28.1
92 1200 56.7
94 3390 90.3
96 3600 52.8
98 1920 20.7
97 1920 28.3
101 2400 43.2
100 2520100.6
103 4200 52.5
104 900 75.9
102 2520 79.9
107 708 19.0
106 3288 62.1
110 3420 91
112 2394 72.4
105 879 25.7
25.0423
5.0323
5.0536
5.0300 Modified
5.0250
5.0274
5.0429
5.0450
25.0193
25.0425
25.0625
7.0463
5.0500
5.0349
5.0455
7.0811
5.0556
5.0385
5.0625
5.0429
5.1250
5.1026
5.0650
5.0968
5.0667
5.1000
5.0667
5.0217
5.0484
5.0714
5.0600
5.0800
5.0313
5.1047
5.1500
5.0400
5.0840
20.0091
5.0160
20.0160
5.0080
5.0100
5.0072
8.0076
20.0160
5.1080
5.0088
5.0160
5.0160
25.0160
25.0064
20.0088
23.0160
15 299 0 4 6.0 3940. 0.0013 20.0
960.0 3546. 0.0014 36.0
Page 3 of 8
4.0 0.040
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52
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0
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Page 4 of
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Page 5 of 8
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Page 6 of 8
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ENDPROGRAM
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r
FOSSIL CREEK
WITH ROAD STRUCTURES AND EXISTING
CONDITIONS FINAL MODEL
100 YEAR 1-HOUR WITH
RESOURCE CONSULTANTS RAINFALL
AND DISTRIBUTION
*-- PEAK FLOWS, STAGES AND STORAGES OF GUTTERS
AND DETENSION DAMS
CONVEYANCE
ELEMENT
PEAK
(CFS)
STAGE STORAGE
(FT) (AC -FT)
TIME
(HR/MIN)
'
6
137.1
1.0
0 55.
13
234.8
(DIRECT FLOW)
1 0.
15
1003.2
5.4
7 15.
19
227.4
1.7
1 20.
'
20
1153.0
5.2
5 0.
21
139.8
1.3
1 5.
.
22
1804.7
6.0
2 20.
23
337.7
4.4
1 0.
24
290.0
4.1
1 5.
'
25
114.7
1.2
1 0.
26
132.5
1.2
0 55.
27
225.2
1.6
1 5.
28
234.8
1.6
1 0.
29
1663.0
5.3
2 20.
'
30
510.3
2.3
1 5.
31
193.7
1.7
0 50.
32
33
95.9
93.5
1.3
1.4
0 45.
0 45.
'
34
220.0
1.6
0 55.
35
162.8
1.3
1 0.
36
109.6
1.4
0 45.
37
68.0
1.0
0 45.
38
1420.1
5.5
2 15.
'
39
430.7
3.4
1 5.
40
384.2
2.6
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41
65.7
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42
97.3
2.1
1 25.
43
1434.3
5.4
2 0.
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44
65.7
.9
0 45.
45
1357.5
4.8
1 55.
46
206.5
1.9
0 55.
47
695.3
3.8
1 30.
48
450.4
2.7
1 0.
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49
455.5
2.6
1 0.
50
186.8
2.0
1 0.
51
199.2
1.9
0 55.
52
684.5
3.3
0 45.
53
158.8
1.4
0 45.
54
134.3
1.1
0 40.
55
510.0
2.1
0 45.
56
780.2
3.0
0 45.
57
71.5
1.2
0 45.
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58
308.8
2.0
0 35.
59
336.2
2.2
0 40.
60
694.3
3.5
1 55.
61
656.5
3.7
2 20.
62
95.9
1.2
1 0.
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63
442.3
3.1
1 15.
64
320.7
1.8
2 30.
65
66
319.3
82.1
1.6
.7
1 10.
1 0.
67
476.3
1.6
0 50.
68
226.5
1.4
0 35.
69
188.4
1.7
0 40.
70
306.2
2.0
0 40.
71
139.4
1.7
0 40.
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72
117.2
1.5
0 40.
73
146.8
1.4
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74
450.4
2.0
0 45.
75
293.1
1.6
1 10.
76
111.2
1.4
0 55.
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77
173.4
2.1
0 55.
Page 77 of 79 1
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195.4
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79
221.7
1.4
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80
96.2
1.3
0
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81
1145.2
3.5
0
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62
74.1
1.2
0
40.
83
141.8
1.3
0
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84
696.3
2.4
0
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85
426.7
1.9
0
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86
182.1
1.6
0
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87
309.8
1.8
0
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68
107.9
1.2
0
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89
112.0
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90
27.5
1.8
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92
24.3
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94
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95
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100
112.2
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101
25.7
1.5
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102
119.9
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103
166.1
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1
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104
16.1
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1
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105
42.4
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106
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Input File D100FC.DAT (Developed Conditions Master Plan Model)
2
1 1
2
3
4
WATERSHED
0
FOSSIL
CREEK
WITH ROAD
STRUCTURES
AND DEVELOPED CONDITIONS FINAL MODEL
100 YEAR 1-HOUR WITH RESOURCE
CONSULTANTS
RAINFALL
AND DISTRIBUTION
300
0 0 1.0
3
1.0
1
13
5.0
1.08
1.08 1.34
1.61 2.42
6.99 4.03 2.96
1.61
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1.34
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1.08
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1
41
2111400
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45.0225
1
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29 5100
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44.0471
1
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45.0500
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109
5513880
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20.0665
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145
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54.0642
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83 6000
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20.0490
3
164
84 8320
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10.1429
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84 8320
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3
166
8514840
266
20.1562
3
168
86 5160
66
20.3500
2
217
40 4040
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33.0667
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218
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25.0455
1
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43.0471
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63
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45.0646
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87
44 5880
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47.0537
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45.0784
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115
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45.0405
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25.3156
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137
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25.2593
2
151
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20.0667
3
170
87 7960
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207 600
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45.1087
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1
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212 2000
284
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1
30
15 1940
128
10.0217
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1
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1917640
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1
39
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78
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1
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Page 1
of 9
1
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Page 2 of 9
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36
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54
222
15
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36
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211
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90
840
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90.0400
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40.0100
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58.0076
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33.1000
10.0088
43.0160
40.0160
40.0160
86.0064
78.0088
23.0160
Page 3 of 9
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Page
4 of 9
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Page 5 of 9
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Page 6 of 9
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Page 7 of 9
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Page 8 of 9
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Page 9 of 9
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FOSSIL CREEK WITH ROAD STRUCTURES AND DEVELOPED CONDITIONS FINAL MODEL
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
File: D100FC.OUT
'
Developed
Conditiond Master Plan Model
*** PEAK FLOWS,
STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
CONVEYANCE
PEAK
STAGE
STORAGE TIME
ELEMENT
(CFS)
(FT)
(AC -FT) (HR/MIN)
15
1264.9
5.9
5 0.
19
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"
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2.
204
782.1
2.5
0
54.
205
425.7
2.1
1
26.
206
2189.9
6.0
1
7.
207
1034.2
3.6
1
21.
208
1087.4
4.4
1
2.
209
457.6
2.7
0
45.
210
620.0
3.5
0
57.
211
2998.6
7.3
1
33.
212
1447.8
5.1
3
26.
217
106.6
2.0
0
45.
218
550.0
3.1
1
15.
226
43.9
1.3
0
42.
229
86.3
.8
0
49.
299
1304.4
(DIRECT
FLOW)
5
0.
300
1414.8
.1
521.5
4
53.
301
505.3
.1
56.0
1
52.
302
508.2
.1
11.9
2
1.
303
491.8
.1
10.2
2
28.
304
400.4
.1
40.1
2
13.
305
741.5
.1
11.8
0
53.
306
418.7
.1
32.3
1
28.
307
2141.7
.1
7.7
1
15.
308
1033.7
.1
2.6
1
20.
309
1046.7
.1
4.4
1
10.
310
229.1
.1
18.8
1
10.
311
549.4
.1
.5
1
17.
312
2121.1
.1
3.8
1
23.
313
2989.3
.1
36.6
1
37.
314
1299.0
.1
198.8
5
0.
317
146.6
.1
47.4
1
52.
318
232.0
.1
52.4
1
23.
319
53.7
.1
20.8
1
48.
320
18.7
.1
3.9
1
22.
321
77.5
.1
49.7
1
58.
322
50.6
.1
4.7
1
15.
Page 112 of 113
I
323
496.6 .1
8.5
1
14.
330
630.7 .1
54.1
1
33.
331
721.9 .1
18.2
1
32,
332
37.6 1.9
0
32.
ENDPROGRAM
PROGRAM CALLED
1'
t
Page 113 of 113
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Input
File: MD100FC.DAT
(Modified
Fully Developed Conditions
w/o Registry Ridge)
2
1 2
3
4
4
WATERSHED
0
FOSSIL
100 YEAR
CREEK WITH ROAD STRUCTURES AND DEVELOPED CONDITIONS FINAL MODEL
1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
300
0 0 1.0
3
1.0
13
5.0
1.08
1.08
1.34 1.61
2.42
6.99 4.03 2.96
1.61 1.34
1.34
1.OE;
0.00
1.08
1.06
1.34 1.61
2.42
6.99 4.03 2.96
1.61 1.34
1.34
1.08
0.00
1.08
1.08
1.34 1.61
2.42
6.99 4.03 2.96
1.61 1.34
1.34
1.08
0.00
-2
.013
.12 .20 .30 1.0 1.0 .00115
1
41
2111400
292
45.0225
1
58
29 5100
157
44.0471
1
78
39 3740
77
45.0500
3
109
5513880
503
20.0665
3
145
7415640
359
54.0642
3
162
83 6000
99
20.0490
3
164
84 8320
46
10.1429
3
165
84 8320
174
20.0455
3
166
8514840
266
20.1562
3
168
86 5160
66
20.3500
2
217
40 4040
84
33.0667
2
218
40 4040
33
25.0455
1
219
211 1200
46
43.0471
-2
.013
.12 .20 .30 3.0 3.0 .00115
2
63
32 6000
76
45.0691
2
65
33 5040
78
10,0516
2
71
36 5240
88
45.0513
2
73
37 2600
57
45.0646
2
87
44 5880
48
47.0537
2
3
93
115
47 3160
58 7320
55
135
45.0794
25.2183
3
117
59 9440
143
25.2928
2
119
208 1840
23
45.1061
2
120
208 1840
51
45.0405
2
121
61 1980
38
45.0700
3
135
68 5520
84
25.3156
3
137
69 4320
91
25.2593
2
151
77 9280
207
20.0667
1
3
170
87 7960
151
25.2229
2
212
207 600
22
45.1087
2
213
60 2600
47
45.1061
2
214
60 2600
17
45.0405
-2
.013
.12 .20 .30 .40 .40 .00115
1
29
212 2000
284
20.0275
1
1
30
37
15 1940
1917640
128
713
10.0217
15.0286
1
39
20 2820
78
15.0435
1
40
20 2820
66
15.0462
1
43
22 1820
205
40.0225
1
44
22 1820
20
40.0914
2
45
23 5320
70
40.0543
' Page 1 of 8
1
I
2 46
23 5320
204
40.0306
2 47
24 2640
145
10.0368
2 48
24 2640
17
25.0400
2 49
25 7520
166
40.0354
2 51
26 7360
163
10.0535
2 53
2714640
458
24.0319
2 55
2811720
385
25.0454
1 57
29 5100
84
45.1000
1 59
30 3700
48
40.0500
1 60
30 3700
31
40.0833
2 61
31 1140
6
40.0667
2 62
31 1140
9
40.0667
2 67
34 2640
83
45.0467
2 68
2 69
34 2640
3511320
12
220
45.0556
40.0422
2 75
38 3800
34
38.0667
2 76
38 3800
28
40.0117
2 77
39 3740
27
45.0556
2 79
210 2940
35
45.0263
2 80
210 2940
51
36.1000
2 61
41 4040
84
30.0334
2 83
4211420
356
37.0151
2 85
43 4160
75
57.0500
2 86
43 4160
51
60.0250
2 89
45 2660
35
42.1000
2 90
45 2660
39
36.0789
2 91
4611120
288
45.0465
2 94
47 3160
79
45.0490
2 95
48 3020
77
45.0500
2 96
48 3020
44
45.1250
2 97
49 3540
40
45.0870
2 98
49 3540
103
45.0763
3 99
50 3220
50
45.0909
3 100
50 3220
39
45.1000
3 101
51 4100
25
45.1301
3 103
52 800
34
25.0234
3 104
52 800
16
25.0541
3 105
53 9000
94
25.0363
3 107
54 6200
70
25.0492
3 111
56 5600
72
90.1000
3 112
56 5600
80
38.0600
3 113
57 4080
45
45.0675
2 122
61 1980
101
45.0227
2 123
6211160
132
35.0248
2 125
63 3440
88
10.1087
2 126
63 3440
107
45.0357
2 127
203 2340
61
45.0397
2 128
203 2340
50
45.0606
3 129
65 4160
161
12.0377
3 130
65 4160
137
12.0294
3 131
66 1830
16.8
15.0710
Modified
3 132
66 1280
18.8
12.0338
Modified
3 4
6 2800
75.2
15.1530
Added
3 5
6 2000
29.2
12.0580
Added
3 133
3 134
67 5540
67 5540
51
105
25.0909
25.0333
,
3 138
70 940
8
25.0469
Page 2 of 8
1 3 139 70 940 11 25.0769
3
140
71
6400
62
34.0820
3
142
72
3440
71
25.0500
3
143
73
6840
81
25.0423
2
147
75
1180
35
45.0323 -
2
148
75
1180
11
45.0536
2
149
7610922142.7
10.0300 Modified
2
153
7817480
420
10.0250
3
155
79
4220
79
10.0274
3
156
79
4220
73
10.0429
3
157
80
7240
84
10.0450
3
159
81
840
39
25.0193
3
160
81
840
6
25.0425
3
2
161
172
82
88
2220
4800
42
117
25.0625
68.0463
2
200
200
800
6
10.0500
2
201
201
1200
17
10.0349
2
202
202
1600
38
10.0455
2
203
202
1600
38
16.0811
2
204
64
1900
27
10.0556
2
205
64
1900
48
10.0385
2
206
204
400
31
10.0625
2
207
204
400
8
45.0429
2
208
205
1800
8
45.1250
2
2
209
210
205
206
1200
1000
36
9
45.1026
45.0650
2
211
206
1000
41
45.0968
3
215
209
3200
66
40.0667
3
1
216
220
209
211
3200
1200
68
12
10.1000
40.0667
1
221
212
2000
54
10.0217
1
222
15
1940
36
90.0484
3
228
228
900
17
10.0714
3
229
229
1120
12
10.0600
3
230
217
1580
31
10.0800
3
231
217
1580
10
10.0313
3
102
51
4100
80
45.1047
2
232
218
1060
7
90.1500
2
233
218
1060
20
90.0400
1
-2
234
89
2800
211
.013 .12 0.2 0.3 1.0 1.0
36.0840
1
235
90
840
28.1
58.0091
1
236
92
1200
56.7
45.0160
1
1
1
237
238
94
96
3390
3600
90.3
52.8
37.0160
40.0080
1
239
98
1920
20.7
40.0100
1
240
97
1920
28.3
40.0072
1
241
101
2400
43.2
58.0076
M
1
242
100
2520100.6
40.0160
1
243
103
4200
52.5
33.1000
1
244
104
900
75.9
10.0088
1
245
102
2520
79.9
43.0160
'
1
246
107
708
19.0
40.0160
247
106
3288
62.1
40.0160
248
110
3420
91
86.0064
1
249
112
2394
72.4
78.0088
1
250
105
879
25.7
23.0160
'
Page 3 of 8
C�7[iI�IIiIP
I
i
0
0
0 15
299
0
4
6.0
3940.
0.0013
20.0
4.0
0.040
7.00
960.0
3546.
0.0014
36.0
16.0
0.045
50.00
0 19
299
0
1
3.0
8820.
0.0087
25.0
25.0
0.045
50.00
0 20
212
0
4
6.0
2820.
0.0014
17.0
9.0
0.035
9.00
570.0
2400.
0.0016
28.0
10.0
0.040
50.00
0 21
212
0
1
3.0
5700.
0.0133
25.0
25.0
0.045
50.00
0 22
300
0
4
6.0
1820.
0.0016
17.0
9.0
0.035
9.00
350.0
1400.
0.0021
28.0
10.0
0.040
50.00
0 23
300
0
4
3.0
5330.
0.0102
2.0
2.0
0.040
10.00
t
400.0
4800.
0.0113
50.0
50.0
0.045
50.00
0 24
330
0
4
3.0
2660.
0.0110
2.0
2.0
0.040
10.00
0 25
23
0
1
300.0
2.0
2220.
3770.
0.0132
0.0162
50.0
25.0
50.0
25.0
0.045
0.045
50.00
50.00
0 26
331
0
1
2.0
3660.
0.0223
25.0
25.0
0.045
50.00
0 27
24
0
1
3.0
7330.
0.0206
20.0
20.0
0.045
50.00
0 28
24
0
1
3.0
5880.
0.0241
20.0,
20.0
0.045
50.00
0 29
22
0
4
8.0
5110.
0.0075
11.0
4.0
0.040
11.00
240.0
4000.
0.0096
11.0
4.0
0.045
50.00
0 30
22
0
1
4.0
3770.
0.0069
25.0
25.0
0.045
50.00
0 31
30
0
1
4.0
1114.
0.0088
20.0
20.0
0.045
50.00
0 32
31
0
1
3.0
3000.
0.0257
10.0
10.0
0.045
50.00
0 33
31
0
1
3.0
2552.
0.0218
10.0
10.0
0.045
50.00
0 34
0 35
30
30
0
0
1
1
3.0
3.0
2664.
5666.
0.0167
0.0184
20.0
25.0
20.0
25.0
0.045
0.045
50.00
50.00
0 36
34
0
1
2.0
2662.
0.0382
10.0
10.0
0.045
50.00
0 37
34
0
1
2.0
1330.
0.0462
10.0
10.0
0.035
50.00
0 38
211
0
4
6.0
550.0
3800.
2500.
0.0042
0.0064
10.0
30.0
9.0
30.0
0.045
0.045
14.00
50.00
0 39
211
0
4
5.0
3740.
0.0107
4.0
6.0
0.040
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400.0
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0.0125
46.0
46.0
0.045
50.00
0 40
39
0
1
3.0
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0.0200
9.0
6.0
0.045
50.00
0 41
210
0
1
2.0
2020.
0.0104
25.0
25.0
0.045
50.00
0 42
210
0
4
2.0
6620.
0.0125
0.5
0.5
0.040
2.00
400.0
6000.
0.0138
50.0
50.0
0.035
50.00
0 43
38
0
4
6.0
4160.
0.0048
10.0
9.0
0.045
14.00
550.0
3744.
0.0053
30.0
30.0
0.045
50.00
0 44
38
0
1
2.0
2940.
0.0371
20.0
20.0
0.045
50.00
0 45
312
0
1
5.0
2660.
0.0068
13.0
9.0
0.045
50.00
0 46
43
0
1
3.0
5560.
0.0246
10.0
10.0
0.045
50.00
0 47
206
0
1
5.0
3160.
0.0066
10.0
7.0
0.040
50.00
0 48
305
0
1
4.0
3020.
0.0109
11.0
10.0
0.040
50.00
0 49
306
0
1
8.0
3540.
0.0086
6.0
15.0
0.035
50.00
0 50
49
0
1
7.0
3220.
0.0062
6.0
12.0
0.035
50.00
0 51
49
0
1
3.0
4100.
0.0123
8.0
12.0
0.035
50.00
0 52
317
0
1
5.0
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0.0073
10.0
10.0
0.035
50.00
0 53
317
0
1
2.0
4500.
0.0349
10.0
10.0
0.035
50.00
0 54
52
0
1
2.0
3160.
0.0497
15.0
15.0
0.035
50.00
0 55
52
0
1
3.0
6940.
0.0265
15.0
15.0
0.035
50.00
0 56
310
0
4
4.0
5600.
0.0343
8.0
6.0
0.040
20.00
1020.0
4800.
0.0400
8.0
4.0
0.045
50.00
0 57
48
0
1
2.0
2040.
0.0289
10.0
10.0
0.045
50.00
0 58
56
0
1
3.0
3660.
0.1120
5.0
5.0
0.045
50.00
0 59
56
0
1
3.0
4720.
0.0943
5.0
5.0
0.045
50.00
0 60
308
0
1
5.0
2600.
0.0088
16.0
3.0
0.040
50.00
0 61
208
0
1
5.0
1980.
0.0061
16.0
3.0
0.040
50.00
0 62
208
0
1
2.0
5580.
0.0194
20.0
20.0
0.045
50.00
Page 4 of
8
r
LIN
A�3
0
63
303
0 1
5.0
3340. 0.0035
15.0
13.0
0.040
50.00
0
64
61
0 1
5.0
1900. 0.0079
25.0
25.0
0.035
50.00
0
65
203
0 1
5.0
4160. 0.0089
28.0
32.0
0.035
50.00
0
66
203
0 1
25.0
1777. 0.0150
15.0
15.0
0.040
50.00 Modified
0
6
601
0 1
25.0
3303. 0.0150
15.0
15.0
0.040
50.00 Added
0
67
319
0 1
25.0
5540. 0.0272
15.0
15.0
0.040
50.00
0
68
67
0 1
2.0
2760. 0.1504
10.0
10.0
0.045
50.00
0
69
67
0 1
3.0
4320. 0.0868
5.0
5.0
0.045
50.00
0
70
318
0 1
3.0
940. 0.0245
10.0
10.0
0.035
50.00
0
0
71
72
311
70
0 1
0 1
2.0
2.0
3200. 0.0388
3440. 0.0453
5.0
5.0
5.0
5.0
0.035
0.035
50.00
50.00
0
73
70
0 1
2.0
3420. 0.0412
10.0
10.0
0.035
50.00
0
74
318
0 1
3.0
7820. 0.0469
10.0
10.0
0.035
50.00
0
75
200
0 1
4.0
1620. 0.0068
17.0
60.0
0.040
50.00 Modified
�.
0
76
301
0 1
2.0
5572. 0.0197
10.0
15.0
0.045
50.00 Modified
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Page 5
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Page 6
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Page 7 of 8
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N P 1l N O 9 O b 1� 1( O h m O O N O P -- b 'i b N N 1; 1 VI 1l P Vl 1I N O 11 11 1I b b 1: O O O O 1P b m
P m 1 l 1� t. 01 10 1( 10 N N 10 P Ot O C l 1` 1O 10 O m m f'1 b r N P t1 N m 10 P 'i P ul 10 O1 N O N 1l
N N m N r-1 N N-. . P P. rl rl N N .i .-I N A r-1 ('1 f1 '-I N .-i .4 .4 N N N N N r-I N f
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m 0 IO v N m Jl r1 ry 1� m m Ol N O v N m m N M .4 m Ifl N N N O I(1 < m O .�
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Input
File:
PI100FC.DAT
2
1
1 2
3
9
0
'WATERSHED
FOSSIL
CREEK WITH ROAD STRUCTURES AND INTERIM CONDITIONS MODEL - PI100FC.DAT
100 YEAR
1-HOUR WITH
RESOURCE CONSULTANTS
RAINFALL AND DISTRIBUTION
300
0 0 1.0
3
1.0
1
'
13
5.0
1.08
1.08
1.34 1.61
2.42
6.99 4.03
2.96 1.61 1.34
1.34
1.08
1.08
1.08
0.00
1.34 1.61
2.42
6.99 4.03
2.96 1.61 1.34
'
1.34
1.08
0.00
1.08
1..08
1.34 1.61
2.42
6.99 4.03
2.96 1.61 1.34
1.34
1.08
0.00
-2
.013 .12 .20 .30 1.0 1.0 .00115
,
1
41
2111400
292
5.0225
1
58
29 5100
157
5.0471
78
39 3740
77
5.0500
1
109
5513880
503
20.0665
'
1
145
7415640
359
20.0642
1
162
83 6000
99
20.0490
1
164
84 8320
46
20.1429
'
1
165
84 8320
174
20.0455
1
166
8514840
266
20.1562
1
1
168
217
86 5160
40 4040
66
84
20.3500
17.0667
'
1
218
40 4040
33
7.0455
1
219
211 1200
46
5.0471
63
32 6000
76
5.0691
65
33 5040
78
7.0586
'
71
36 5240
88
9.0513
73
37 2600
57
5.0646
87
44 5880
48
5.0537
93
47 3160
55
5.0784
115
58 7320
135
25.2183
117
59 9440
143
25.2926
119
208 1840
23
5.1061
120
208 1840
51
5.0405
121
61 1980
38
9.0700
135
68 5520
84
25.3156
137
69 4320
91
25.2593
,
151
77 9280
207
5.0667
170
87 7960
151
25.2229
212
207 600
22
5.1087
213
60 2600
47
17.1061
'
214
60 2600
17
5.0405
29
212 2000
284
5.0275
30
15 1940
128
5.0217
37
1917640
713
5.0286
'
39
20 2820
78
5.0435
40
20 2820
66
5.0462
43
22 1820
205
5.0225
44
22 1820
20
5.0914
'
45
23 5320
70
5.0543
46
23 5320
204
5.0306
47
24 2640
145
5.0368
'
48
24 2640
17
5.0400
Page 1 of 8 '
I �
L�
1
I
H
1
49
51
53
55
57
59
60
61
62
67
68
69
75
76
77
79
80
81
83
85
86
89
90
91
94
95
96
97
98
99
100
101
103
104
105
107
111
112
113
122
123
125
126
127
128
129
130
131
132
1
2
3
4
5
6
133
134
25 7520 166
26 7360 163
2714640 458
2811720 385
29 5100 84
30 3700 48
30 3700 31
31 1140 6
31 1140 9
34 2640 83
34 2640 12
3511320 220
38 3800 34
38 3800 28
39 3740 27
210 2940 35
210 2940 51
41 4040 84
4211420 356
43 4160 75
43 4160 51
45 2660 35
45 2660 39
4611120 288
47 3160 79
48 3020 77
48 3020 44
49 3540 40
49 3540 103
50 3220 50
50 3220 39
51 4100 25
52 800 34
52 800 16
53 9000 94
54 6200 70
56 5600 72
56 5600 80
57 4080 45
61 1980 101
6211160 132
63 3440 88
63 3254 85.9
203 1764 49.6
203 2340 50
65 4160 161
65 4160 137
66 1830 16.8
66 1280 18.8
1 3325 35.9
523 473 11.5
601 927 12.2
6 2944 38.3
6 2000 29.2
80 109 3.75
67 5540 51
67 5540 105
5.0354
5.0535
5.0319
6.0454
5.1000
5.0500
5.0833
5.0667
5.0667
6.0467
5.0556
9.0422
5.0667
5.0117
5.0556
5.0263
5.1000
5.0334
5.0151
5.0500
5.0250
5.1000
6.0789
5.0465
7.0490
5.0500
5.1250
5.0870
5.0763
5.0909
5.1000
5.1301
25.0234
25.0541
25.0363
25.0492
25.1000
25.0600
5.0875
5.0227
5.0248
5.1087
5.0313 Modified
6.0364 Modified
5.0606
5.0377
5.0294
5.0710 Modified
5.0338 Modified
5.0430 Added
5.0290 Added
5.0949 Added
5.1530 Added
5.0580 Added
5.0290 Added
5.0909
25.0333
Page 2 of 8
C
I
'
138
70
940
6
25.0469
139
70
940
11
25.0769
140
71
6400
62
25.0820
142
72
3440
71
25.0500
'
143
73
6840
81
25.0423
147
75
1180
35
5.0323
148
75
679
7.3
5.0541 Modified
149
Removed
'
153
7817480
420
5.0250
155
156
79
79
4220
2602
79
57.7
5.0274
5.0688 Modified
'
157
80
5053
64.9
5.0337 Modified
159
81
840
39
25.0193
160
81
840
6
25.0425
161
82
2220
42
25.0625
'
172
88
4800
117
7.0463
200
200
915
8.05
5.0456
201
201
1200
17
5.0349
'
202
202
1475
27.1
5.0255 Modified
203
202
1600
38
7.0811
204
205
64
64
1900
2701
27
41.9
5.0556
5.0242 Modified
'
206
204
400
31
5.0625
207
204
400
8
5.0429
208
205
1800
8
5.1250
209
205
1200
36
5.1026
'
210
206
1000
9
5.0650
211
206
1000
41
5.0968
215
209
3200
66
5.0667
216
209
3200
66
5.1000
'
220
211
1200
12
5.0667
221
212
2000
54
5.0217
222
15
1940
36
5.0484
,
228
228
900
17
5.0714
229
229
1120
12
5.0600
230
231
217
217
1580
1580
31
10
5.0800
5.0313
'
102
51
4100
60
5.1047
232
218
1060
7
5.1500
233
218
1060
20
5.0400
234
89
2800
211
5.0840
,
235
90
840
28.1
20.0091
236
92
1200
56.7
5.0160
237
94
3390
90.3
20.0160
238
96
3600
52.8
5.0080
,
239
98
1920
20.7
5.0100
240
97
1920
28.3
5.0072
241
101
2400
43.2
8.0076
242
100
2520100.6
20.0160
'
243
103
4200
52.5
5.1080
244
245
104
102
900
2520
75.9
79.9
5.0088
5.0160
'
246
107
708
19.0
5.0160
247
106
3268
62.1
25.0160
248 110 3420 91 25.0064 '
249 112 2394 72.4 20.0088
250 105 879 25.7 23.0160
Page 3 of 8 1
I
401
511 7455
26.3
402
51210112
38.1
403
52327550
98.5
404
800 4367
13.2
405
79 9990
25.0
' 0
0
0 15 299 0 4
I
1
1
I�
0 19
299
0 1
0 20
212
0 4
0 21
212
0 1
0 22
300
0 4
0 23
300
0 4
0 24
330
0 4
0 25
23
0 1
0 26
331
0 1
0 27
24
0 1
0 28
13
0 1
0 29
22
0 4
0 30
22
0 1
0 31
30
0 1
0 32
31
0 1
0 33
31
0 1
0 34
30
0 1
0 35
30
0 1
0 36
34
0 1
0 37
34
0 1
0 38
211
0 4
0 39 211 0 4
0 40
39
0 1
0 41
210
0 1
0 42
210
0 4
0 43
38
0 4
0 44
38
0 1
0 45
312
0 1
0 46
43
0 1
0 47
206
0 1
0 48
305
0 1
0 49
306
0 1
0 50
49
0 1
0 51
49
0 1
0 52
317
0 1
0 53
317
0 1
0 54
52
0 1
0 55
52
0 1
0 56
310
0 4
21.0290 Added
32.0280 Added
44.0333 Added
29.0438 Added
29.0479 Added
6.0
3940.
0.0013
20.0
4.0
0.040
7.00
960.0
3546.
0.0014
36.0
16.0
0.045
50.00
3.0
8820.
0.0087
25.0
25.0
0.045
50.00
6.0
2820.
0.0014
17.0
9.0
0.035
9.00
570.0
2400.
0.0016
28.0
10.0
0.040
50.00
3.0
5700.
0.0133
25.0
25.0
0.045
50.00
6.0
1820.
0.0016
17.0
9.0
0.035
9.00
350.0
1400.
0.0021
28.0
10.0
0.040
50.00
3.0
5330.
0.0102
2.0
2.0
0.040
10.00
400.0
4800.
0.0113
50.0
50.0
0.045
50.00
3.0
2660.
0.0110
2.0
2.0
0.040
10.00
300.0
2220.
0.0132
50.0
50.0
0.045
50.00
2.0
3770.
0.0162
25.0
25.0
0.045
50.00
2.0
3660.
0.0223
25.0
25.0
0.045
50.00
3.0
7330.
0.0206
20.0
20.0
0.045
50.00
3.0
5880.
0.0241
20.0
20.0
0.045
50.00
8.0
5110.
0.0075
11.0
4.0
0.040
11.00
240.0
4000.
0.0096
11.0
4.0
0.045
50.00
4.0
3770.
0.0089
25.0
25.0
0.045
50.00
4.0
1114.
0.0088
20.0
20.0
0.045
50.00
3.0
3000.
0.0257
10.0
10.0
0.045
50.00
3.0
2552.
0.0218
10.0
10.0
0.045
50.00
3.0
2664.
0.0167
20.0
20.0
0.045
50.00
3.0
5666.
0.0184
25.0
25.0
0.045
50.00
2.0
2662.
0.0382
10.0
10.0
0.045
50.00
2.0
1330.
0.0462
10.0
10.0
0.035
50.00
6.0
3800.
0.0042
10.0
9.0
0.045
14.00
550.0
2500.
0.0064
30.0
30.0
0.045
50.00
5.0
3740.
0.0107
4.0
6.0
0.040
12.00
400.0
3200.
0.0125
46.0
46.0
0.045
50.00
5.0
4040.
0.0200
9.0
6.0
0.0'95
50.00
2.0
2020.
0.0104
25.0
25.0
0.045
50.00
2.0
6620.
0.0125
0.5
0.5
0.040
2.00
400.0
6000.
0.0138
50.0
50.0
0.035
50.00
6.0
4160.
0.0048
10.0
9.0
0.045
14.00
550.0
3744.
0.0053
30.0
30.0
0.045
50.00
2.0
2940.
0.0371
20.0
20.0
0.045
50.00
5.0
2660.
0.0068
13.0
9.0
0.045
50.00
3.0
5560.
0.0246
10.0
10.0
0.045
50.00
5.0
3160.
0.0066
10.0
7.0
0.040
50.00
4.0
3020.
0.0109
11.0
10.0
0.040
50.00
8.0
3540.
0.0086
6.0
15.0
0.035
50.00
7.0
3220.
0.0062
6.0
12.0
0.035
50.00
3.0
4100.
0.0123
8.0
12.0
0.035
50.00
5.0
800.
0.0073
10.0
10.0
0.035
50.00
2.0
4500.
0.0349
10.0
10.0
0.035
50.00
2.0
3160.
0.0497
15.0
15.0
0.035
50.00
3.0
6940.
0.0265
15.0
15.0
0.035
50.00
4.0
5600.
0.0343
8.0
8.0
0.040
20.00
Page 4 of 8
0 57
0 56
0 59
0 60
0 61
0 62
0 63
0 64
0 65
0 66
0 6
0 67
0 68
0 69
0 70
0 71
0 72
0 73
0 74
0 75
0 76
0 77
0 7B
0 79
0 80
0 800
0 81
0 82
0 83
0 84
0 85
0 86
0 87
0 88
0 200
0 301
0.0
1.419
27.496
0 201
0 302
0.0
0.09
2.74
0 303
0.0
2.205
14.493
0 202
0 203
0 304
0.0
40.4
144.0
0 204
1020.0
4800.
0.0400
8.0
4.0
0.045
48
0
1
2.0
2040.
0.0289
10.0
10.0
0.045
56
0
1
3.0
3660.
0.1120
5.0
5.0
0.045
56
0
1
3.0
4720.
0.0943
5.0
5.0
0.045
308
0
1
5.0
2600.
0.0088
16.0
3.0
0.040
208
0
1
5.0
1980.
0.0061
16.0
3.0
0.040
208
0
1
2.0
5580.
0.0194
20.0
20.0
0.045
303
0
1
5.0
3340.
0.0035
15.0
13.0
0.040
61
0
1
5.0
1900.
0.0079
25.0
25.0
0.035
203
0
1
5.0
4160.
0.0089
28.0
32.0
0.035
203
0
1
25.0
1777.
0.0150
15.0
15.0
0.040
601
0
1
25.0
3303.
0.0150
15.0
15.0
0.040
319
0
1
25.0
5540.
0.0272
15.0
15.0
0.040
67
0
1
2.0
2760.
0.1504
10.0
10.0
0.045
67
0
1
3.0
4320.
0.0868
5.0
5.0
0.045
318
0
1
3.0
940.
0.0245
10.0
10.0
0.035
318
0
1
2.0
3200.
0.0388
5.0
5.0
0.035
70
0
1
2.0
3440.
0.0453
5.0
5.0
0.035
70
0
1
2.0
3420.
0.0412
10.0
10.0
0.035
318
0
1
3.0
7820.
0.0469
10.0
10.0
0.035
200
0
1
4.0
1620.
0.0068
17.0
60.0
0.040
302
0 1
3.0
4640. 0.0142
5.0
200
0 1
3.0
8740. 0.0120
15.0
75
0 1
6.0
4715. 0.0081
17.0
800
0 1
2.0
2478. 0.0254
10.0
75
0 1
0.0
965. 0.0259
4.0
321
0 1
10.0
840. 0.0088
15.0
320
0 1
6.0
2220. 0.0218
5.0
322
0 1
6.0
3000. 0.0231
15.0
81
0 1
6.0
4160. 0.0228
15.0
81
0 1
3.0
7420. 0.0667
10.0
84
0 1
2.0
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Page 5 of 8
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Page 6 of 8
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Page 7 of 8
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FOSSIL CREEK WITH ROAD STRUCTURES AND INTERIM CONDITIONS MODEL - PIl00FC.DAT
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
' *" PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS .:.
CONVEYANCE
ELEMENT
PEAK
(CFS)
STAGE
(FT)
STORAGE
(AC -FT)
TIME
(HR/MIN)
1
47.3
.9
0 45.
6
105.4
.8
0 55.
13
234.0
(DIRECT
FLOW)
1 0.
15
634.1
4.5
5 0.
19
227.6
1.7
1 18.
20
1132.7
5.1
4 59.
21
139.4
1.3
1 5.
22
1774.5
5.9
2 18.
23
337.4
4.4
1 1.
24
289.7
4.0
1 3.
25
114.4
1.2
0 58.
26
131.E
1.
0 5.
27
229.8
1.66
4
1 9.
28
234.0
1.5
1 0.
29
1628.8
5.3
2 20.
30
509.3
2.3
1 6.
31
192.4
1.7
0 51.
32
94.9
1.3
0 46.
33
92.3
1.4
0 46.
34
218.7
1.6
0 53.
35
162.3
1.3
0 59.
36
107.1
1.3
0 45.
37
67.7
1.0
0 42.
38
1381.9
5.5
2 12.
39
429.5
3.4
1 6.
40
91
3.3
65.3
65
.
1 .0
1 1.
0 55.
42
97.2
2.1
1 25.
43
1395.3
5.4
2 0.
44
64.7
.9
0 46.
45
1315.1
4.7
1 52.
�
46
206.4
1.9
0 57.
47
692.7
3.8
1 31.
48
447.8
2.7
1 0.
49
455.8
2.6
1 2.
50
186.1
2.0
1 1.
'
51
197.9
1.9
0 55.
52
680.5
3.3
0 46.
53
160.0
1.5
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59
..1
0 4.
55
508
508.2
2.1
0 97.
56
767.4
3.0
0 45.
57
70.2
1.2
0 43.
58
302.7
2.0
0 40.
59
334.3
2.1
0 40.
60
650.9
3.4
1 57.
61
620.7
3.6
2 37.
62
95.5
1.2
0 59.
63
335.7
2.7
1 24.
64
313.9
1.8
2 27.
65
319.1
1.6
1 12.
66
75.8
.7
1 0.
67
477.5
1.6
0 47.
68
.
1.3
0
69
188
188.9
1.7
40.
0 90.
70
303.0
2.0
0 41.
71
139.2
1.7
0 40.
72
117.6
1.5
0 41.
73
79
..
445
995.1
22.00
0 4.
0 95.
75
302.5
1.6
1 7.
77
172.2
2.1
0 55.
LPage
19 of 21
I�
�IZZ
78
195.3
1.7
1
7.
79
232.2
1.4
1
9.
80
0
46.
81
..2
113737.9
3.5
0
96.
82
74.5
1.2
0
41.
,
83
140.5
1.3
0
43.
84
687.2
2.4
0
45.
85
.1
1.
0
86
172.1
172
1.6
0
36.
36.
87
310.9
1.8
0
41.
88
107.7
1.2
0
47.
89
111.7
1.5
0
55.
90
27.0
1.8
0
41.
92
24.3
1.5
0
53.
94
150.4
.7
0
41.
95
141.8
1.6
0
45.
96
30.6
.7
1
0.
97
45.0
.8
1
2.
98
146.2
1.1
0
53.
100
107.2
1.9
0
37.
101
25.7
1.5
0
57.
102
119.5
2.3
0
53.
103
166.2
1.3
1
13.
104
16.2
.6
1
1.
105
37.6
1.1
0
32.
106
104.9
1.7
0
36.
107
118.6
2.8
2.6
1
47.
108
19.2
2.0
40.4
4
44.
109
130.0
4.8
1
7.
110
35.9
3.0
2.6
1
7.
'
ill
35.9
2.1
2
39.
112
- 50.5
3.7
0
50.
113
19.1
1.0
1.0
5
0.
t
200
499.8
1.9
1
9.
201
317.2
1.5
1
49.
20.
203
424429.4
2.
2.1
4
1
6.
16.
204
379.6
1.9
1
20.
205
324.1
1.9
1
31.
206
1321.0
4.9
1
40.
207
653.2
3.0
2
0.
208
649.8
3.6
1
45.
209
327.6
2.4
0
58.
210
221.0
2.3
1
0.
211
1630.9
5.7
2
6.
212
1146.3
4.7
5
0.
217
75.0
1.7
0
56.
218
271.6
2.3
1
8.
221
67.7
.4
1
6.
228
27.6
1.1
0
46.
229
80.6
.8
1
42.
299
658.0
(DIRECT
FLOW)
5
0.
300
1135.0
.1
261.8
4
47.
302
30N.2
.1
14.v z 40. cWbr Mu4a.0u
303
305.2
.1
12.8 4 3. CWSEL- 5023.67
304
311.1
.1
17.4 2 28.
305
368.9
.1
10.9 1 20.
306
316.5
.1
9.4 1 35.
307
1318.9
.1
2.4 1 44.
308
650.8
.1
.9 2 0.
309
649.2
.1
1.3 1 51.
310
234.1
.1
21.9 1 16.
311
271.6
.1
.1 1 8.
312
1314.8
.1
1.7 1 54.
313
1628.2
.1
28.8 2 10.
314
723.6
.1
137.4 5 0.
317
142.2
.1
40.4 1 50.
318
206.6
.1
31.5 1 24.
319
54.9
.1
22.6 1 50.
320
13.4
.1
2.8 1 21.
321
79.9
.1
55.7 1 59.
Page 20 of 21
I
322
50.8
.1
4.7
1
15.
323
212.6
.1
1.1
1
7.
330
161.1
.1
10.4
1
55.
331
170.0
.1
14.6
2
27.
332
37.6
1.9
0
32.
501
101.2
2.2
0
42.
502
98.9
2.6
0
40.
507
3.2
.4
1
37.
511
65.9
.7
0
38.
512
101.2
.7
0
37.
521
46.4
1.5
0
47.
523
320.2
3.4
0
36.
800 93.1 2.0
PROGRAM CALLED
CORRECT CNAME NOT FOUND
0 45.
Page 21 of 21
I
I
r
1
P
I
1
1
1
N
0
0
0
U
v
a
0
m
oQ
.o
'0
a� U.
NO
a O
L
as
Q
c
0
U
I
SWMM BASIN AVERAGES FOR DEVELOPED BASIN #401
BASIN
AREA
-
(ac)
OVERLAND
LENGTH _
Cft),I:
OVERLAND
SLOPE
(41
CHANNEL
LENGTH
(ft)
- CHANNEL
SLOPE
.(&)
A
1.554
225.2
2.84
B64.3
2.21
B
0.732
30.0
2.15
800.0
1.75
C
1.166
139.6
2.15
98.2
0.76
D
0.914
146.0
2.19
1115.0
1.42
E
4.718
146.0
2.19
1115.0
1.42
F
L 229
56.1
2.60
904.8
1.22
G
1.707
56.1
2.60
904.8
1.22
H
14.271
430.0
6.51
0.0
0.0
-AVERAGES
`
-153.63
2.90
725.26-
1.25 .
TOTALS
26.291
Basin Width (W) = Area(ac) * 43560(sq.ft/ac.)/Avg. Overland length (ft)
W (ft) = 7,455
SWMM BASIN AVERAGES FOR DEVELOPED BASIN #402
BASIN
AREA
(AC)
OVERLAND
.:: LENGTH :.
-(FT)..;'
OVERLAND
SLOPE
(9)
CHANNEL
LENGTH
(FT)
CHANNEL SLOPE
( 8 -
A
6.335
411.0
2.00
439.5
0.88
B
0.390
32.5
2.00
300.5
0.88
C
9.780
400.0
3.00
0.0
0.0
D
3.624
127.6
2.00
1061.3
2.09
E + F
8.629
134.9
4.86
1484.6
1.42
G
1.142
47.0
2.50
644.7
1.48
H
1.037
216.2
3.98158.9
1.37
L
2.447
108.8
3.13
618.8
0.40
M
2.247
29.3
2.00
973.0
1.80
4
2.401
131.0
2.50
550.0
0.60
AVERAGES <
163.'.83',.
2.80':.
:'623.13
1' 09:
TOTAL (AC)
.38.032
Basin Width(W) = Area (ac) ' 43560 (sq.ft./ac.) / Average overland length (ft)
W(ft) = 10,i12
I
1
I
SWMMTBL.TYP
I
r
I
I
n
ILi
Ill
I
I
I
PR 1 Z 7
SWMM BASIN AVERAGES FOR DEVELOPED BASIN #403
---BASIN
--
AREA
--(AC) ,:�.:�:LENGTH
- OVERLAND
-OVERLAND
'- .SLOPE
:'CHANNEL
LENGTH .:.
:.-CHANNEL.
SLOPE
A
4.777
115.0
2.43
767.3
0.51
B
2.125
124.0
2.26
282.7
1.39
c
2.601
127.1
3.78
322.5
1.43
D
3.688
127.0
2.76
1402.0
1.54
E
3.793
56.0
2.76
1402.0
1.54
F
3.159
158.0
2.00
379.0
0.89
G
1.116
50.6
2.00
1133.0
0.50
H
11.612
500.0
2.95
378.0
2.95
I
3.966
108.0
3.24
484.3
2.30
J
0.716
298.0
2.80
304.0
0.70
K
3.584
360.0
3.44
125.0
0.60
L
2.278
150.4
2.46
738.0
1.50
M
4.523
150.4
2.46
738.0
1.50
N
3.270
149.6
2.87
666.0
1.41
0
3.452
110.0
5.91
966.0
0.63
P
1.120
110.0
6.34
1402.0
1.54
Q
2.441
280.0
3.87
105.0
2.00
R
1.353
78.0
5.26
570.1
0.74
S
11.896
300.0
3.31
450.0
0.74
U
2.952
113.0
3.72
642.0
0.73
V
0.622
18.0
3.00
600.7
0.79
W
2.071
119.0
2.86
558.2
0.79
X
1.195
207.0
4.98
162.0
1.54
Y
0.923
24.5
2.00
655.3
2.54
Z
3.392
124.0
4.44
1012.4
1.95
AA
1.172
239.9
3.69
159.21
2.00
1
4.603
131.0
3.63
786.0
0.61
2
4.246
107.2
2.00
584.3
0.85
3
5.888
82.3
3.30
493.0
1.97
AVERAGES
-
.155.7.9
3.33
629.93
1.-32
:TOTAL (AC)
98,534
' Basin Width (W) = Area lac) * 43160 (sq.ft./ac.) / Average overland length(ft)
w (ft) = 27,550
' SWMMTBL.TYP
SWMM BASIN AVERAGES FOR DEVELOPED BASIN #404
BASIN
AREA
(AC)
OVERLAND
LENGTH
(FT)
OVERLAND
SLOPE
($)
CHANNEL
LENGTH
(FT)
CHANNEL
SLOPE
($)
A
1.751
124.0
2.02
247.5
0.81
B
1.774
124.2
5.32
261.7
0.78
C
0.431
151.3
7.93
0.00
0.00
D
2.498
119.0
2.41
609.7
1.36
E
0.284
19.6
2.00
156.5
1.22
F
0.221
28.4
3.52
389.3
2.30
G
2.953
186.5
4.77
525.5
2.19
H
2.866
342.4
2.62
101.1
2.00
1
0.370
85.0
8.87
75.4
1.53
AVERAGES
131.16
4.38
262.97
1.35
TOTAL (AC)
13.148
\ .• .. •-L I Ft 1
Basin Width (W) = Area (ac) ' 4anbU lsq.iL.iac.i -«a- ---••7 -••\--•
W (ft) = 4,367
SWMM BASIN AVERAGES FOR DEVELOPED BASIN #405
BASIN
AREA
(AC)
OVERLAND
LENGTH
(FT)
OVERLAND
SLOPE
M
CHANNEL
LENGTH
(FT)
CHANNEL
SLOPE
($)
A
1.214
57.2
2.00
345.5
1.25
B
0.889
27.2
2.00
270.7
0.52
C
0.921
45.4
2.00
192.6
0.51
D
0.566
24.6
2.01
312.0
1.01
E
1.109
124.2
2.06
549.5
1.55
F
2.197
119.0
2.00
685.2
1.62
G
2.506
118.7
2.00
249.3
0.83
H
1.546
205.1
5.85
0.00
0.00
I
0.749
52.3
4.19
388.1
2.77
J
12.929
400.0
3.60
100.0
2.30
K
0.365
25.0
25.0
0.0
0.0
AVERAGES
108.97
4.79
281.17
1.12
TOTAL (AC)
24.991
Basin Width (W) = Area (ac) * 43bbu (sq.rz.iac.) i nvecuy= ��_���••� �•-••n-•••---
W (ft) = 9,990
sWMMTBL.TYP
I
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11
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1
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1
Input File: PD100FC.DAT
2 1 1 2
3 4
WATERSHED 0
FOSSIL CREEK WITH ROAD STRUCTURES AND DEVELOPED CONDITIONS MODEL; PD100FC.DAT
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
300 0 0 1.0 3 1.0
13 5.0
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34
1.34 1.08 0.00
-2 .013 .12 .20 .30 1.0 1.0 .00115
1 41 2111400 292 45.0225
1 58 29 5100 157 44.0471
1 78 39 3740 77 45.0500
3 109 5513880 503 20.0665
3 145 7415640 359 54.0642
3 162 83 6000 99 20.0490
3 164 84 8320 46 10.1429
3 165 84 8320 174 20.0455
3 166 8514840 266 20.1562
3 168 86 5160 66 20.3500
2 217 40 4040 84 33.0667
2 218 40 4040 33 25.0455
1 219 211 1200 46 43.0471
-2 .013 .12 .20 .30 3.0 3.0 .00115
2 63 32 6000 76 45.0691
2 65 33 5040 78 40.0586
2 71 36 5240 88 45.0513
2 73 37 2600 57 45.0646
2 87 44 5880 48 47.0537
2 93 47 3160 55 45.0784
3 115 58 7320 135 25.2183
3 117 59 9440 143 25.2928
2 119 208 1840 23 45.1061
2 120 208 1840 51 45.0405
2 121 61 1980 38 45.0700
3 135 68 5520 84 25.3156
3 137 69 4320 91 25.2593
2 151 77 9280 207 20.0667
3 170 87 7960 151 25.2229
2 212 207 600 22 45.1087
2 213 60 2600 47 45.1061
2 214 60 2600 17 45.0405
-2 .013 .12 .20 .30 .40 .40 .00115
1 29 212 2000 284 20.0275
1 30 15 1940 128 10.0217
1 37 1917640 713 15.0286
1 39 20 2820 78 15.0435
1 40 20 2820 66 15.0462
1 43 22 1820 205 40.0225
1 44 22 1820 20 40.0914
2 45 23 5320 70 40.0543
2 46 23 5320 204 40.0306
Page 1 of 8
1
L
�i4✓
'
2
47
24 2640
145
10.0368
2
48
24 2640
17
25.0400
2
49
25 7520
166
40.0354
2
51
26 7360
163
10.0535
,
2
53
2714640
458
24.0319
2
55
2811720
385
25.0454
1
57
29 5100
84
45.1000
1
59
30 3700
48
40.0500
1
60
30 3700
31
40.0833
2
61
31 1140
6
40.0667
2
62
31 1140
9
40.0667
,
2
67
34 2640
83
45.0467
2
68
34 2640
12
45.0556
2
69
3511320
220
40.0422
2
75
38 3800
34
38.0667
2
76
38 3800
28
40.0117
2
77
39 3740
27
45.0556
2
79
210 2940
35
45.0263
2
80
210 2940
51
36.1000
2
81
41 4040
84
30.0334
2
83
4211420
356
37.0151
2
85
43 4160
75
57.0500
2
86
43 4160
51
60.0250
2
89
45 2660
35
42.1000
2
90
45 2660
39
36.0789
2
91
4611120
288
45.0465
2
94
47 3160
79
45.0490
'
2
95
48 3020
77
45.0500
2
96
48 3020
44
45.1250
2
97
49 3540
40
45.0870
'
2
98
49 3540
103
45.0763
3
99
50 3220
50
45.0909
3
100
50 3220
39
45.1000
3
101
51 4100
25
45.1301
,
3
103
52 800
34
25.0234
3
104
52 800
16
25.0541
3
105
53 9000
94
25.0363
3
107
54 6200
70
25.0492
'
3
111
56 5600
72
90.1000
3
112
56 5600
80
38.0600
3
113
57 4080
45
45.0875
2
122
61 1980
101
45.0227
,
2
123
6211160
132
35.0248
2
125
63 3440
88
10.1067
2
126
63 3254
85.9
45.0313 Modified
,
2
127
203 1764
49.6
45.0364 Modified
2
128
203 2340
50
45.0606
3
129
65 4160
161
12.0377
3
130
65 4160
137
12.0294
3
131
66 1830
16.8
15.0710 Modified
3
132
66 1280
18.8
12.0338 Modified
3
1
1 3325
35.9
10.0430 Added
3
2
523 473
11.5
10.0290 Added
3
3
601 927
12.2
15.0949 Added
3
4
6 2944
38.3
15.1530 Added
3
5
6 2000
29.2
12.0580 Added
3
6
80 109
3.75
10.0290 Added
Page 2 of 8
e
[J
1 y c)
1
1
C]
11
LJ
3
3
3
3
3
3
3
2
2
2
2
3
3
3
3
3
3
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
1
1
1
3
3
3
3
3
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
133
134
138
139
140
142
143
147
148
149
153.
155
156
157
159
160
161
172
200
201
202
203
204
205
206
207
208
209
210
211
215
216
220
221
222
228
229
230
231
102
232
233
_2
234
235
236
237
238
239
240
241
242
243
244
245
246
247
67
5540
51
67
5540
105
70
940
8
70
940
11
71
6400
62
72
3440
71
73
6840
81
75
1180
35
75
679
7.3
7817480 420
79 4220 79
79 2602 57.7
80 5053 64.9
81 840 39
81 840 6
82 2220 42
88 4800 117
200 915 8.05
201 1200 17
202 1475 27.1
202 1400 38
64 1900 27
64 2701 41.9
204 400 31
204 400 8
205 1800 8
205 1200 36
206 1000 9
206 1000 41
209 3200 66
209 3200 68
211 1200 12
212 2000 54
15 1940 36
228 900 17
229 1120 12
217 1580 31
217 1580 10
51 4100 80
218 1060 7
218 1060 20
89
2800
211
90
840
28.1
92
1200
56.7
94
3390
90.3
96
3600
52.8
98
1920
20.7
97
1920
28.3
101
2400
43.2
100
2520100.6
103
4200
52.5
104
900
75.9
102
2520
79.9
107
708
19.0
106
3288
62.1
25.0909
25.0333
25.0469
25.0769
34.0820
25.0500
25.0423
45.0323
45.0541 Modified
Removed
10.0250
10.0274
10.0688 Modified
10.0337 Modified
25.0193
25.0425
25.0625
68.0463
10.0456 Modified
10.0349
10.0255 Modified
16.0811
10.0556
10.0242 Modified
10.0625
45.0429
45.1250
45.1026
45.0650
45.0968
40.0667
10.1000
40.0667
10.0217
90.0484
10.0714
10.0600
10.0800
10.0313
45.1047
90.1500
90.0400
013 .12 0.2 0.3 1.0 1.0
36.0840
58.0091
45.0160
37.0160
40.0080
40.0100
40.0072
58.0076
40.0160
33.1000
10.0088
43.0160
40.0160
40.0160
Page 3 of 8
0.00100
I
1 248
110
3420
91
86.0064
1 249
112
2394
72.4
78.0088
1 250
105
879
25.7
23.0160
1 401
511
7455
26.3
21.0290
Added
1 402
51210112
38.1
32.0280
Added
1 403
52327550
98.5
44.0333
Added
1 404
800
4367
13.2
29.0438
Added
1 405
79
9990
25.0
29.0479
Added
0
0
0
15
299
0
4
6.0
3940.
0.0013
20.0
4.0
0.040
7.00
960.0
3546.
0.0014
36.0
16.0
0.045
50.00
0
19
299
0
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Page 5 of 8
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ENDPROGRAM
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A l-5 1
FOSSIL CREEK
WITH ROAD
STRUCTURES AND DEVELOPED CONDITIONS MODEL; PD100FC.DAT
100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION
,
"' PEAK FLOWS, STAGES
AND STORAGES
OF GUTTERS AND DETENSION DAMS •*`
CONVEYANCE
ELEMENT
PEAK
(CPS)
STAGE
(FT)
STORAGE TIME
(AC -FT) (HR/MIN)
'
1
81.1
1.2
0 42.
6
161.1
1.0
0 48.
15
1264.2
5.9
5 0.
19
528.4
2.4
1 7.
'
20
1413.9
5.6
4 59.
21
380.1
1.9
0 47.
22
3307.3
7.6
1 42.
23
860.2
6.5
1 34.
24
1247.4
7.5
0 57.
25
321.8
1.8
0 44.
26
241.7
1.5
0 52.
27
558.1
2.2
0 56.
28
543.6
2.2
0 51.
29
2966.6
6.7
1 46.
'
30
981.7
3.0
0 55.
31
278.3
2.0
0 41.
32
131.8
1.5
0 36.
33
123.7
1.5
0 36.
'
34
460.4
2.2
0 41.
35
385.8
1.8
0 47.
36
169.9
1.6
0 35.
37
143.7
1.3
0 31.
38
2319.1
6.7
1 34.
t
39
777.7
4.3
1 1.
40
699.7
3.3
1 1.
41
161.5
1.5
0 43.
42
364.8
2.3
1 1.
43
2352.4
6.6
1 24.
'
44
82.9
1.0
0 36.
45
2128.1
5.7
1 22.
46
47
631.7
1219.7
2.9
4.8
0 42.
1 2.
'
48
785.3
3.4
0 46.
49
1015.4
3.6
0 49.
50
291.1
2.4
0 42.
51
534.7
2.8
0 44.
52
749.2
3.5
0 45.
'
53
221.8
1.7
0 42.
54
186.0
1.3
0 40.
55
08.2
2.
0 4.
56
708.3
2.9
0 90.
57
155.5
1.6
0 36.
'
58
167.2
1.5
0 31.
59
157.5
1.6
0 35.
60
1055.9
4.1
1 17.
61
896.4
4.1
1 6.
62
226.4
1.6
0 48.
'
63
468.9
3.1
1 1.
64
381.3
1.9
2 12.
65
506.1
2.0
1 2.
66
112.3
.9
0 51.
'
67
429.9
1.5
0 44.
68
110.5
1.0
0 31.
69
96.5
1.3
0 35.
70
414.6
2.2
0 41.
71
203.9
2.0
0 36.
t
72
160.3
1.7
0 41.
73
206.8
1.6
0 41.
74
844.5
2.6
0 41.
75
497.3
2.0
1 2.
77
121.1
1.8
0 41.
'
78
397.3
2.3
1 4.
79
352.2
1.7
1 3.
80
81
133.4
1028.6
1.5
3.3
0 44.
0 45.
e
I
I
I
1
1
1
1
82
102.1
1.4
0
40.
83
140.5
1.3
0
43.
84
560.2
2.2
0
43.
85
421.1
1.9
0
43.
86
172.1
1.6
0
36.
87
156.4
1.4
0
36.
88
409.4
2.1
0
37.
89
345.8
2.4
0
40.
90
64.4
2.5
0
40.
92
108.2
2.6
0
40.
94
328.9
.9
0
40.
95
312.9
2.2
0
43.
96
77.6
1.0
0
44.
97
113.0
1.2
0
46.
98
313.1
1.5
0
48.
100
169.9
2.4
0
37.
101
89.8
2.4
0
42.
102
269.4
2.7
0
45.
103
346.7
1.8
1
3.
104
24.5
.7
0
52.
105
37.6
1.1
0
32.
106
154.5
2.0
0
35.
107
118.6
2.8
14.3
1
57.
108
19.2
2.0
64.0
4
19.
109
173.9
5.5
5.1
1
13.
110
35.9
3.0
9.6
1
17.
111
35.9
2.1
1
29.
112
90.1
5.0
2.5
1
0.
113
19.1
1.0
1.0
5
0.
200
898.3
2.4
1
4.
201
539.1
1.9
1
54.
202
453.3
2.5
1
8.
203
703.5
2.5
1
2.
204
782.1
2.5
0
54.
205
425.7
2.1
1
26.
206
2188.9
6.0
1
8.
207
1050.3
3.6
1
22.
208
1105.9
4.4
1
3.
209
457.6
2.7
0
45.
210
620.0
3.5
0
57.
211
2997.8
7.3
1
33.
212
1447.7
5.1
3
23.
217
106.6
2.0
0
45.
218
550.0
3.1
1
15.
221
69.2
.4
1
7.
228
43.9
1.3
0
42.
229
86.3
.8
0
49.
299
1303.7
(DIRECT FLOW)
5
0.
300
1413.1
.1
516.4
4
54.
304
375.4
.1
33.0
2
25.
305
741.5
.1
11.8
0
53.
306
41B.7
.1
32.3
1
28.
307
2143.6
.1
7.7
1
15.
308
1049.9
.1
2.7
1
21.
309
1065.7
.1
4.6
1
11.
310
229.1
.1
18.8
1
10.
311
549.4
.1
.5
1
17.
312
2124.9
.1
3.8
1
24.
313
2988.7
.1
36.6
1
37.
314
1298.1
.1
198.7
5
0.
317
146.6
.1
47.4
1
52.
318
232.0
.1
52.4
1
23.
319
53.7
.1
20.8
1
48.
320
18.7
.1
3.9
1
22.
321
77.5
.1
49.7
1
58.
322
50.8
.1
4.7
1
15.
323
496.6
.1
8.5
1
14.
330
630.7
.1
54.1
1
33.
331
721.9
.1
18.2
1
32.
332
37.6
1.9
0
32.
501
138.7
2.4
0
42.
1
502
98.9
2.6
0
40.
507
3.2
.4
1
37.
511
65.9
.7
0
38.
512
101.2
.7
0
37.
521
79.8
1.9
0
44.
,
523
327.8
3.4
0
36.
601
73.7
.1
13.4
1
50.
CASEL- 5067.39
602
603
3.2
69.3
.1
.1
3.6
8.4
1
1
35.
S.
CNSEL- 5064.78
CWSEL- 5052.03
,
800
154.2
2.4
0
43.
ENDPROGRAM PROGRAM CALLED
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a w A-1 �✓"1 ��; ,3�.-��,--r n�,c�� � �v�:� T7-I First Printing
liy�h�� �-�a cT��. August 1988
7—
EPA/600/3-88/OOla
NTIS PB88-236641/AS %3
Second Printing
i' October 1992
�f STORM WATER MANAGEMENT MODEL, VERSION 4:
USER'S MANUAL
Wayne C. Huber
Department of Civil Engineering
Oregon State University
Corvallis, Oregon 97331-2302
Robert E. Dickinson
VP Softvare
8-10 Purdue St.
Belconnen, A.C.T. 2617, Australia
Formerly at:
Department of Environmental Engineering Sciences
University of Florida
Gainesville, Florida 32611
Cooperative Agreement CR-811607
Project Officer
Thomas 0. Barnwell, Jr.
Assessment Branch
Environmental Research Laboratory
Athens, Georgia 30613
ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
ATHENS, GEORGIA 30613
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tc (Figure 4-14). is not particularly accurate for the non -linear reservoirs Z/�
for which the asymptotic value of equilibrium outflow is approached exponen-
tially. However, it may be used for guidance.
Two routing effects may be observed. A storage effect is very notice-
able, especially when comparing hydrographs A and E for a duration of 20 min.
The subcatchment thus behaves in the familiar manner of a.reservoir. For case
E, the outflow is constricted (narrow); hence, for the same amount of inflow
(rainfall) more water is stored and less released. For case A, on the other
hand, water is released rapidly and little is stored. Thus case A has both
the fastest rising and recession limbs of the hydrographs.
A shame effect is also evident. Theoretically, all the hydrographs peak
simultaneously (at the cessation of rainfall). However, a large width (e.g.,
case A) will cause equilibrium outflow to be achieved rapidly, producing a
flat-topped hydrograph for the remainder of the (constant) rainfall.. Thus,
for a catchment schematized with several subcatchments and subject to variable
rainfall, increasing the widths tends to cause peak flows to occur sooner. In
general, however, shifting hydrograph peaks in time is difficult to achieve
through adjustment of Runoff Block flow routing parameters. The time distri-
bution of runoff is far and away the most sensitive to the time distribution
of rainfall. Further discussion of the effect of subcatcr:,.snt width on hydro -
graph shapes will be given below under "Subcatchment Aggre,3ation and Lumping".
What is the best estimate of subcatchment width? If the subcatcbmert nas
the appearance of Figure 4-13, then the width is approximately twice &
length of the main drainage channel through the catchment. However, if
drainage channel is on the side of the catchment as in Figure 4-14. th- h
is just equal to the length of the channel. A good estimate for the wj, <an
be obtained by first determining the maximum length of overland flow a"v Al
viding the area by this length.
Most real subcatchments will be irregular in shape and have a dra- ..re
channel which is off center, as in Figure 4-16. This is especially true of
rural or undeveloped catchments. A simple way of handling this case is giv+,n
by DiCiano at al. (1977). A skew factor is computed,
Sk - (A2 - Al)/A 5)
where Sk - skew factor, 0 < Sk < 1,
Al - area to one side of channel,
A2 - area to other side of channel, and
A - total area.
The width is simply weighted between the two limits oi.I-and 21 as
W - (2 - SO-1 (4 6)
where W - subcatchment width, and
I - length of main drainage channel.
To reiterate, changing the subcatchment width changes the routing parame-
102
4-44
DI RECTI ON
OF OVERLAND �i'
FLOW A �► �'
�L
A2
MAIN
DRAINAGE
CHANNEL
Al+A2=A
Figure. 4-16. Irregular Subcatchment Shape for Width Calculation.
(After DiGiano et al.. 1977.9 p. 165.)
103
4-45
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6/3/96
RAINFALL REPORT
Page 1/1
RAINFALL TYPE WESTERN RAINFALL FOR REGISTRY RIDGE SITE
PRECIPITATION AMOUNTS TAKEN FROM NOAA ATLAS 2
VOLUME III - COLORADO
RAINFALL FILENAME : REG-DRNG
[PRECIPITATION]
[ 2yr/6hr ]
= 1.60
in
[ 2yr/24hr ]
= 2.15
in
[ 100yr/6hr ]
= 3.80
in
[ 100yr/24hr ]
= 5.00
in
[ Elevation ]
= 5078.00
ft
INTERMEDIATE
INTENSITIES
(in/hr)
(
5 min ] [
15 min
] [ 30 min ] [
60 min ]
[ 6 hr ]
[ 24 hr ]
[ 2 yr]
3.69
2.42
1.67
1.06
0.29
0.10
[ 5 yr]
5.15
3.37
2.34
1.48
0.40
0.14
[ 10 yr]
6.30
4.13
2.86
1.81
0.47
0.16
[ 25 yr]
7.55
4.95
3.43'
2.17
0.57
0.19
'
[ 50 yr]
8.63
5.65
3.92
2.48
0.68
0.23
[ 100 yr]
9.60
6.29
4.36
2.76
0.75
0.26
VALUES
Intensity
= B/(time_conc
+ D)"E]
'
[BDE
[
B ] [
D
] [ E ]
[ 2 yr]
30.70
9.47
0.79
('
[ 5 yr]
42.93
9.51
0.79
[ 10 yr]
53.31
9.62
0.80
II
[ 25 yr]
64.05
9.64
0.80
[ 50 yr]
72.17
9.54
0.79
[ 100 yr]
80.50
9.56
0.79
I
C:TROJECTSWEGV(YDRLG"DFCRVS.OUT
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TABLE 4-1
INITIAL STORM - STREET RUNOFF ENCROACHMENT
street paeeMbatlon
Masbtuan Enwoaettrnent
LOCAL (Includes places alleys No curb—overtoppina. Flow may spread to
marginal access) crown of street.
COLLECTOR No curb —overtopping. "Flow spread must
leave at least one lane width free of water
MAJOR
No curb —overtopping. i Flow spread must
leave at least one—half of roadway
width free of water in each direction.
Where no curb overtopping exists, encroachment shall not extend over property lines.
TABLE 4-2
MAJOR STORM — STREET RUNOFF ENCROACHMENT
street C1aeNfleetbn
Maabnan Erwroaatment
LOCAL (Includes places, alleys
Residential dwellings, public,
marginal access, & collector)
commercial and industrial buildings
shall not be inundated at the ground line
unless buildings are flood —proofed. The
depth of water over the crown shall not
exceed sir, (6) inches.
ARTERIAL
Residential dwellings, public,
commercial and industrial buildings
shell not be inundated at the ground line
unless buildings are flood —proofed. Depth of
water at the street crown shall not exceed
six (6) inches to allow operation of emergency
vehicles. The depth of water over the
hutter flowline shall not exceed 18 inches.
In some cases, the 18 inch depth over the
gutter flowline is more restrictive than the
6 inch depth over the street crown. For
these conditions, the most restrivtive of
the two criteria shall govern.
MAJOR ARTERIAL
Residential dwellings, public,
commercial and industrial buildings
shall not be inundated at the ground line
unless buildings are flood —proofed. The street
flow shall not overtop the crown to allow
operation of emergency
vehicles. The depth of water over the
gutter flowline shall not exceed 18 inches.
In some cases, the 18 inch depth over the
gutter flowline is more restrictive than the
no overtopping of the street crown. For
these conditions, the most restrivtive of
the two criteria shall govern.
REFERENCE:
CITY OF FORT COLLINS. STORMWATER UTILITY
STORM DRAINAGE DESIGN CRITERIA
AND CONSTRUCTION STANDARDS.
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COLLECTOR W PARKING 6" VERT - 2 Year
Worksheet for Irregular Channel
Project File
c:\drainage\haestad\fmw\street c.fm2
Worksheet
COLLECTOR W PARKING 6" VERTICAL
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope 0.004000 tuft
Water Surface Elevation 99.87 ft
Elevation range: 99.37 ft to 100.50 ft.
Station (ft) Elevation (ft) Start Station
0.00 100.50 0.00
0.00 100.00 25.50
23.00 99.54 33.00
25.00 99.37 38.00
25.06 99.87
25.50 99.87
33.00 100.02
38.00 100.12
57.00 100.50
Results
Wtd. Mannings Coefficient
0.016
Discharge
6.82
cfs
Flow Area
3.55
ft'
Wetted Perimeter
19.01
ft
Top Width
18.50
ft
Height
0.50
ft
Critical Depth
99.83.
ft
Critical Slope
0.006940 ft/ft
Velocity
1.92
ftis
Velocity Head
0.06
ft
Specific Energy
99.93
ft
Froude Number
0.77
Flow is subcritical.
101/277/99 --
03:43:32 PM
1
End Station
Roughness
25.50
0.016
33.00
0.035
38.00
0.016
57.00
0.035
LLe�&-_.=. _.3...E55 f =T-z
FbwMaster v5.13
Heested Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203)755.1666 Page 1 of 1
C z L ,
COLLECTOR W PARKING 6" VERT - 100 Year
Worksheet for Irregular Channel
_Project Description
Project File c:ldrainage\haestaditwlstreet c.fm2
Worksheet COLLECTOR W PARKING 6" VERTICAL
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope
0.004000 fttft '
Water Surface Elevation
100.12 ft
Elevation range: 99.37 ft to 100.50 ft.
Station (ft) Elevation (ft)
Start Station
0.00 100.50
0.00
0.00 100.00
25.50
23.00 99.54
33.00
25.00 99.37
38.00
25.00 99.87
25.50 99.87
33.00 100.02
38.00 100.12
57.00 100.50
ResuBs
Wtd. Mannings Coefficient 0.020
End Station
25.50
33.00
38.00
57.00
Roughness
0.016
0.035
0.016
0.035
Discharge
22.21
cfs
Flow Area
11.07
iN
Wetted Perimeter
38.63
ft
Top Width
38.00
ft
Height
0.75
ft
Critical Depth
100.04
ft
Critical Slope
0.010457 ft/ft
Velocity
2.01
ft/s
Velocity Head
0.06
ft
Specific Energy
100.18
ft
Froude Number
0.66
Flow is subcritical.
- _ ..4.ec--- b,--7-LI_.Q7
01/27199
03:43:1 O PM Heastad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
1
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Gy4
CONNECTOR LOCAL W/ 6" VERT. - 2 Year
Worksheet for Irregular Channel
rrutccwI"� ------ ..
Worksheet CONNECTOR LOCAL W/ 6" VERTICAL CURB
Flow Element Irregular Channel
Method Manning's Formula
Solve For Dischar e
Input Data
0.004000 Tun '
Channel Slope
Water Surface Elevation
100.01 it
Elevation range: 99.51 it to 100.50 it.
Station (it) Elevation (it)
Start Station
0.00 100.50
.
0.00 100.00
0
188.550
16.00 99.68
24.00
18.00 99.51
28.50
18.00 100.01
18.50 100.01
24.00 100.12
28.50 100.21
43.00 100.50
End Station
18.50
24.00
28.50
43.00
Results
Wid. Mannings Coefficient 0.016
Discharge
6.93
cis
Flow Area
3.55
il=
Wetted Perimeter
18.52
it
Top Width
18.00
it
Height
0.50
it
Critical Depth
99.97
it
Critical Slope
0.006925 Wit
Velocity
1.95
fi/s
Velocity Head
0.06
it
Specific Energy
100.07
it
Froude Number
0.78
Flow is subcritical.
Roughness
0.016
0.035
0.016
0.035
p, 004 _....--
- I kj
-- - z
012790
03:48:50 PM Heestad Methods, Inc. 37 Broololde Road Waterbury, GT 06709 (203) 755-16
eO
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Page 1 of
I
CONNECTOR LOCAL W/ 6" VERT. - 100 Year
Worksheet for Irregular Channel
Project Description
Project File
c:\drainage\haestad\fmw\street c.fm2
Worksheet
CONNECTOR LOCAL W/ 6" VERTICAL CURB
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.004000 ft/ft
Water Surface Elevation
100.21 ft
Elevation range: 99.51 ft to 100.50 ft.
Station (ft) Elevation (ft)
Start Station
0.00 100.50
0.00
0.00 100.00
18.50
16.00 99.68
24.00
18.00 99.51
28.50
18.00 100.01
18.50 100.01
24.00 100.12
28.50 100.21
43.00 100.50
Results
Wtd. Mannings Coefficient
0.020
Discharge
16.50
cfs
Flow Area
8.25
fP
Wetted Perimeter
29.22
ft
Top Width
28.50
ft
Height
0.70
ft
Critical Depth
100.12
ft
Critical Slope
0.010573 ft/ft
Velocity
2.00
ft/s
Velocity Head
0.06
ft
Specific Energy
100.27
ft
Froude Number
0.66
Flow is subtxitical.
01 /27/99
03:49:18 PM
1
Q = CsVz
End Station
Roughness
18.50
0.016
24.00
0.035
28.50
0.016
43.00
0.035
Z
F=7
FbwMaeter v6.13
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' OLD RESIDENTIAL SECTION W/ ROLLOVER c 7-7
Worksheet for Irregular Channel
Project Description
Project File
c:\drainage\haestad\fmw\street c.fm2
Worksheet
OLD RESIDENTIAL W/ ROLLOVER
'
Flow Element
Irregular Channel
Method
Manning's Formula
'
Solve For
Discharge
Input Data
Channel Slope 0.004000 tuft '
Water Surface Elevation 99.94 ft
Elevation range: 99.55 ft to 100.50 ft.
Station (ft) Elevation (ft) Start Station End Station
Roughness
0.00 100.50 0.00 23.17
0.016
'
0.00 100.00 23.17 45.00
16.83 99.66
0.035
18.00 99.55
'
19.42 99.94
23.17 100.06
27.00 100.14
45,00 100.50
I
rJ
I
Results
Wtd. Mannings Coefficient
0.016
Discharge
4.48
cfs
Flow Area
2.61
ft'
Wetted Perimeter
16.51
ft
Top Width
16.45
ft
Height
0.39
ft
Critical Depth
99.91
ft
Critical Slope
0.007178 ft(ft
Velocity
1.72
ft/s
Velocity Head
0.05
ft
Specific Energy
99.99
ft
Froude Number
0.76
Flow Is subcritical.
. C=-7co.a3---- ---.-_
101 /27/99
02:59:54 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
G L8
OLD RESIDENTIAL SECTION W/ ROLLOVER-100 t
Worksheet for Irregular Channel
'
Project Description
Project File c:\drainage\haestad\fmw\street c.fm2
Worksheet OLD RESIDENTIAL W/ ROLLOVER
,
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
'
Input Data
Channel Slope 0.004000 ft/ft '
Water Surface Elevation 100.14 ft
Elevation range: 99.55 ft to 100.50 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
'
0.00 100.50 0.00 23.17 0.016
0.00 100.00 23.17 45.00 0.035
16.83 99.66
,
18.00 99.55
19.42 99.94
23.17 100.06
27.00 100.14
45.00 100.50
,
Results
Wtd. Mannings Coefficient
0.019
Discharge
14.13
cfs
Flow Area
7.08
ft'
Wetted Perimeter
27.20
ft
Top Width
27.00
ft
Height
0.59
ft
Critical Depth
100.07
ft
Critical Slope
0.006503 tt/ft
Velocity
2.00
tt/s
Velocity Head
0.06
ft
Specific Energy
100.20
ft
Froude Number
0.69
Flow is subcrttical.
01/27/09
03:34:10 PM
Z
-7. c>8 i=r
Heested Methods, Inc. 37 Brookskte Roed Waterbury, CT 06708 (203) 755-1666
RowMaster v5.13
Page 1 of 1
I
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(FORMERLY EAFAN 32)
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I
NORTHERN ENGINEERING SERVICES "Ofect
420 SOUTH HOWS SUITE 202• Fr.. COLONS. COLORADO 80521 SCALE: 1•
(990) 221-4158 DESIGNER
DRAFTSM
FIT
J
II
EXII oN I
FORTIETH `RE
FRI W2I
I
I
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W�Thn81I�^�i"
DESCRIPRION
SWMN FILE: EIOOFC.00T
SWMM FILE: NEIDOEC.OUT
PEN(
PEAR
tao-ra
DISCHARGE
REQUIRED
STOIUCE
PEAKlaa-1RYR
la0-raOISCHNtCEL
WSEL
POND 301
222.5
19
2T0.)
223
5049.28POND
302
260A
3880
318.2
0.2
503T.23
POND 303
28159
tREQUIREDP�(
__
14.7
5024.D9MND_801
NA
70.5
4.5
50SI
NOTE.
1) AREAS OF OFF-Sn BASINS ME APPROXIMATE AND HAVE BEEN
DELINEATED USING CM OF FORE COLUIFS AERNL
TOPOGRMNIC 4APPING WITH A 2• CONTOUR INTERVAL. SWMM
BASIN DELINEATION TAKEN FROM FIGURE 3 OF THE FOSSIL
CREEK DRAINAGE BASIN MASTER DRNNALEWAY PLWNING STUDY.
2) AERML CONTOUR MAPPING FOR THE REGISTRY RIDGE P.U.D.
SITE HAS BEEN FRONDED BY J.R. ENGINEERING. CONTOUR
INTERVAL IS ONE (1) FOOT.
LEGEND:
EXISTING STORM SEWER
--------'___'--_=
EXISTNG STORM SEWER INLET
PROPOSED STORM SEWER
fir®
DINT
PROPOSED STORM SEWER INLET
SWMM BASIN BOUNDARY
PROPERTY BOUNBMY
SWMN SUBCATCHMENT
15.3
IDENINCAYION NUMBER
5020
EXISTING CONTOUR
®
SWMM CONVEYANCE EIEMEM
IDENTInCATION NUMBER
EXISTING WETUNOS
------------------
EXISTING ROODPINN IIOUNOAM•
NORTH
GRAPHIC SCALE
3RR
Print Dote: REGISTRY RIDGE P.U.D.
` EXISTING CONDITIONS
]KED RY^MBYI N. E IF .a`"°�. r,�.: a.9 OVERALL DRAINAGE PLAN
90o '21
I
Sheel
�/
FIRST DUNG 4OJ rSECCND
FlOUG
�• FUND BOUNDIAT LINE
THRD FILING
-WF.w
404
405
/ i REGISTRY RIME
BOUNDARY
ffff OPEN SPACE
®
NORTH Q
I_.---------•J 0
BARN AND FLNO
BOUNDARY PLAN
228
i
231
I
I
/. 230
PRIVATE PROPEm,
POND 9(
PENAL, PRCPERHf
BE
157
12
iL-1]
1110011131 303
� PIQWIE PMNEMIY ®.
Uzi O !eflu
--
e
PRCPo4D X. ORE-5nE SIOPN SEMEP
CdLP.WJ IµO SOUPCE LID.
201
M.
`• ,48 , %/ f
G ~� �4041 RR I I 147 I W aWim CURVES
30, 19
ROSTERS
IOJ-M ED IOO-YR FLPER
i W
FLPIWWN CfKLOPED SAS DJf)
FORONTMS S CREEK) VRD SDONGE L,D.
1 DEVCLOPEo TIAE 15 OF
CNINIE141 BpAC BASIN THE POOSEL CREEKM CONPNS
HEC-2 PUE WI RDPANFGEW. SNIal
1 w LE Al CU9. 1952
I 153
POND SMOAARY TABLE
I
1I1
7.7
�PNCNNaRR RELCM
IO W
VINK
FLLV.- 5@AeR RN.D
EYISiWG B6' RER I
REY. Ow. 'AI].7!
EXISIMG 9URUNGHOx 1
NOFIHENN CROSANG
/ 3 (10'•6560Y) I
1
1
I
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®NORTH
i RCKOSED GO' HOPE
GRAPHIC SCALE
YA fiW 90] F"t
1 lCMf. S.300 _
--D51wE eImLR1DFw 1 (a F UT)
H1 ERx CYOSSjw
. (8'•5' RD.)
PONo 3021 NAIREN OTE _wE a vNs W W MMmR W D NM . n
1 CEUNEAR➢ U aG Cnv or FORE 9gIR6IpYL
I wNEEKNO C INPnMC mH /. Y mxmw WIBRv. aw
I EAEPN DEUNEICTON TAKEN FPGI RWIR 3 OF THE Foes
REEK DAMAGE BASIN INSIDER MIMAOEW ILLY RAMC StUDC
LEGEND:
I
I -- "WRIC STEAM SEWER
DUELING SIp01 SEMFA INLET
1 gall %KPOSED EUXAM SEWER
1
FFCPOND SPORM SEWER INLR RCUNMP,
1 SW4Y P SIN BCVxryav
B61N DESAAAFOR
-. AREA N E.CAES
I • oE.9Dr1 WANt
PIgPCRM1 RdnDAM
WIW WE7wlDS
DESCRIPTION
SWMM FILE: MDMFC.CUT
StlMM FILE: H100FC.OU1
SWAM FILE: PD100FC.DLR
PEAK
100-YR
DISCHARGE
REQUIRED
SEORA.GE
Rwp
PEAK
100-M
WSEL
PEAR
100-vR
DISCHARGE
REQUIRED
STORAGE
wi
PEAK
LODI
WSEL
PEAK
100-YR
D16CHAAGE
REWIRED
STORAGE
L<yO
PEA(
100-Y1R
WSEL
POND 301
547.1
53.4
5051 .w
262.5
209
5 9.a8
"1.2
43.0
5051.09
POND 302
514.3
2.0
501
308.2
11
SOA3.60
485.E
17.3
SOIE3,85
POND W3
499.0
9.2
5022.81
305.2
12A
5023.67
426.7
5.5
5021,64
POND 601
54.9
8.2
5a68.13
62.3
8.9
5066.70
73.7
13.4
506739
POND 602
NA
NA
NA
3.2
3.6
5084.78
3.2
3.6
5064.78
ROND 803
NA
NA
NA
67.8
8.1
5051.93
69.3
d4
5052.03
Dom:
1) MDIOOECAU[ WSIER PLAN DEVELOPED CONDRKMIS WIMOIR REGISTRY RIDGE DEVELOPMENT.
2) PD100E(C.OUT, MASEER PLAN DEVELOPED CONDRICINS W11N REGISTRY RIDGE DEVELOPMENT.
3) PEN( 100-VR RISES WAS MCUTAIED USING MIND STAGE-SEgbGE TABLES.
NORTHERN ENGINEERING SERVICES Pr 'Sheet
Q) eG t. 9615.03 Print Dale: , REGISTRY RIDGE P.U.D. A
5..a.a.... G
420 SOUTH HOMES SUITS 202. FP. COUDIS, COLORADO 80521 SCALE: 1'=300• N.,R DEVELOPED 4
(970) 221-4158 DESIGNER:MBW CHECKED BT:MBW OVERALL DRAINAGE PLAN
DRAFTSMAN: A.
PREPARED: O6 /1 99 Shoots
130 20 _128 _
—...65 �. �...— 304
127
129 49.6 AC
66
f
132 131
18.8 AC 16.8 AC
36" RCP 601 POND
TFI ROAD 602
POND 1 402
5 0r' W1 2.3ACIN
29.2 38.1 AC
AC i� 1...
501 % � 51 50
4� ._. _..._..._.._..�—
\ 3 j' 511:M .. ..
4 12.2 AC
6] �% 38.3 AC / f t
POND
C[ ; ♦ I �_-
--� 521
POND 319
TRIBUTARY AREA 35.AC 9
331 AC
%
403
�. 2 98.5 AC11.5
$23
80 3.751 AC\
POND
1 603
'�... 404 i.r..r
0 157 13.2 ACr 200
0 64.9 AC i _ / BOo 3o1
YIr
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F 22 /� 1
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0 22157.rAC 7 ! CrY �.75
147
229 79
A I \ Y
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y 321
*5
• ; 78 /:
321 22 T ^
TRIBUTARY AREA748 AC
// I j'
I
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I 230
I 21 j
_ 4 204
i 205 _
41.9 AC
202 203
30
� 27.1 AC /
20
66" RCP RCP i
602
30
30" RCP LXorn �R°a �`iir¢B0
50 UM)ER /3
F v
1W 128
85.9 AC 125
201 63
r 36- RCP
221
60
\ POND
302 IST. 8'W X 5'H 80
UNDER R.R. TRACKS
CROSSING /4
201
W
301 EXIST. I
60" R.C.P.
ILEGEND:
NORTHERN ENGINEERING SERVICES
Project 9615.03
Print Dula:
M1
420 SOUTH HOWES SUITE 202. FT. COLIM. COWRADO W521
SCALE: 1'. 400'
M
;.
(970) 221-4168
DESIGNER : MBW
CHECEDBY: n.a.
°�[y`
ACID
EA.DRAFTSA0, 11 /99
ii
EXISTING STORY SEVER
• _ = __� ____= EXISTNG STORM BEWER INLET
PROPOSED STORM SEWER
PROPOSED STORM SEWER INLET
onsomommummoo DESIGN DRAINAGE BOUNOAR,'
SWYM RISIN BOUND
PROPERTY BCUNM
SWMM CONVEYANCE ELEMENT
78 SWMM SUBCATCHMENT NUMBER
NORTH
GRAPHIC SCALE
IN
�u1
Mnwo n.
REGISTRY RIDGE P.U.D.
FOSSIL CREEK BASIN
SWMM SCHEMATIC
r,
r
T Guru E
CUP
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00
EYSRRG
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L/ ; / t
J
_
75
C
at
\
82
�N
CCSEO I�-VR gL LAN WR
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FEC-2 91WAKMRY TABLE
MEC-2
MEC-2 FILE: EX-IANG
NEC-2 FILE: PP -TANG
CROSS-SEC➢ON
p
100-YR
DISCNARCE
CALCUTATEO
WATER
SURFACE
ELEVATION
P
PEAR
100-YR
DISCHARGE
CALCULATED
WATER
SURFACE
ELEVATION
Im
89
5036.0
_
6 69
465
656-
465.6
4656
.
539.1
S036
88
500
SOO
5036.88
_
84_ 5036.Ba
500
50.
5036.11 _
U39.06
07
50w.60
86.5
NA
NA
5039.02
S6
SO0
50Q.10
50 3.19
85
SOO
41.42
1.2
0
S ,21
64.5
00
5M40
0
181.2
..21
50N3 19
84
1100
5051.97
98.3
5051.9J
_ 83
1100
5051.9)
4 9.3
5051.84
1100
5052.08
497.3
5051.86
81
81
It00
5053.18
497.3
5052.59
eD
920
5056.aa
497.3
5056.04
79
5056.16
497.3
5057,71
78
220
20
5061.56
352.2
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