HomeMy WebLinkAboutDrainage Reports - 10/23/2000Final roved Roporkme Tx
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Final Drainage Report
for
Rigden Farm Second Filing
a Replat of Tract F, Filing One
Fort Collins, Colorado
Revised August 2, 2000
OCT 10 2000
ENGINEERING
Final Drainage Report
for
Rigden Farm Second Filing
a Replat of Tract F, Filing One
Fort Collins, Colorado
Revised August 2, 2000
Prepared For:
Advocate Inc. Development & Construction
215 Jefferson
Fort Collins, Colorado 80524-2412
Prepared By:
Northern Engineering Services, Inc.
420 South Howes, Suite 202
Fort Collins, Colorado 80521
(970)221-4158
FAX (970) 221-4159
Project No. RIG 9961.00
Fifth Submittal
SERVICES INC
August 2, 2000
Mr. Glen Schlueter
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80522
RE: Rigden Farm Second Filing
Fort Collins, Colorado
Project Number: 9961.00
Dear Glen:
Northern Engineering is pleased to submit this revised Final Drainage Report for Rigden Farm
Second Filing for your review. It represents a study of existing and proposed stormwater
characteristics of the aforementioned project site.
This report was prepared in compliance with technical criteria set forth in the 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,
RN ENGINEERING SERVICES, INC.
Roger A. Curtiss, P.E.
cc: Carl Glaser
420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 8052.1, (970) 221-4158, FAX (970) 221-4159
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Final Drainage Report
for Rigden Farm Second Filing
1. GENERAL LOCATION AND SITE DESCRIPTION
The Rigden Farm project is located South of Drake Road and East of Timberline Road. The site
can also be described as a portion of Section 29, Township 7 North, Range 68 West of the 6th
PM, City of Fort Collins, Larimer County, Colorado. A vicinity map of the site is included in the
appendix of this report. This site is also located within the Foothills Major Drainage Basin, as
defined by the City of Fort _Collins Stormwater .Utility.
This site includes approximately 11.79 acres, including the adjacent roadways, and is presently
undeveloped, consisting mainly of native grasses. The site generally slopes towards the center of
the site, where resides an existing detention pond. Aside from the existing pond, the existing
slopes are less than 4%.
Plans for this site include multi -family residential buildings, with associated parking and garages.
H. HISTORIC DRAINAGE
As mentioned above, the site is presently undeveloped, and consists mainly of native grasses and
vegetation. Rigden Parkway, Custer Drive, Minnesota Drive, and Limon Drive are all currently
being constructed around this project.
Currently, runoff is conveyed through the existing storm sewer pipes, designed by JR
Engineering, to two existing ponds. The runoff from the section of the site south of the existing
onsite detention pond, Pond 218, is routed through curb and gutter to Custer Drive and is
intercepted by two curb inlets and conveyed through storm sewer pipes to an offsite detention
pond. The northwestern portion of the site is routed through curb and gutter to an inlet in Limon
Drive and conveyed through storm sewer pipes to Pond 218. The northeastern portion of the site
is routed through curb and gutter to an inlet in Rigden Parkway and conveyed through storm
sewer pipes to Pond 218. The remainder of Rigden Farm Second Filing is routed through onsite
curb and gutter, overland flow, and storm sewer pipe to Pond 218.
Currently,Pond 218 is also being contributed to by three inlet pipes which are conveying runoff
from both Rigden Farm Second Filing and JR Engineering's offsite drainage basins 102b, 103,
104, 104a, 111, and 112.
III. DEVELOPED DRAINAGE
Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria Manual
and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District have been
used for this Drainage Study. The Final Drainage and Erosion Control Report for Rigden Farm
Filing One PDP, by JR Engineering, was also used as a guideline for the preparation of this study.
Hydrologic Criteria
The Rational Method was used to estimate peak stormwater runoff from the proposed site. The 2
year storm event and the 100 year storm event was used to evaluate the proposed drainage system.
Rainfall intensity data for the Rational method was taken from the City of Fort Collins Stormwater
Utility Intensity curves (Figure 3-1).
Hydraulic Criteria
City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations. In
addition, the detention volumes required for this development, as identified within the Rigden Farm
First Filing study SWMM model, were used as a basis of this study.
Drainage Concepts
The site has been broken down into smaller drainage subbasins, which have been numbered to
coincide roughly with the basin numbering used by JR Engineering in their master plan for the site
The following table summarizes the basins used by JR Engineering, and those used by this project.
Comparisonbetween the Master Drainage plan, as prepared by JR Engineering, and approved by
the City of Fort Collins, and the proposed site, designed.and submitted as a part of this project.
The highlighted numbers represent those calculated by Northern Engineering Services, Inc.
Drainage
Basin
Area
(sf)
Comp C
Time of
Concentration
Q2
(cfs)
Q100
(cfs) .
104
1.35/1.23.
0.76/0.68
5.0/6.5
2.9/2.3
15.5/14.9
105
4.43/4.43
0.45/0.61
.11.5/8.9
4.0/6.4
18.5/36.3
107d
3.42 / 3.42
0.75 / 0.75
14.8 / 14.8
4.8 / 4.8
34.3 / 34.3
107e
2.16/2.32
0.75/0.78
8.0/8.0
3.7/4.7
29.8/35.0
111
5.61/&57
0.72/0.74
13.8/13.8
7.8/8.0
41.6/42.4
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Per the SWMM model, prepared by JR Engineering as a part of Rigden Farms First Filing, this site
was part of basins 584 (which drains to pond 218), and basin 58 (the southerly portion of the site,
which drains towards a proposed water quality pond). The JR ultimate SWMM model used an
imperviousness value for basins 584 and 58 of 90%, whereas the actual impervious values for the
site are approximately 65%. Therefore, the detention ponds sized for Rigden Farms will be more
than adequate for this development.
Basin 104 b, located in the northwest corner of the site, as shown on the drainage plan, is a part of
JR Basin 104. Runoff from this basin is directed to an existing 15' sump type R curb inlet at the
southeast corner of the intersection of Limon Drive and Minnesota Drive, and then on downstream
in a storm sewer to detention pond 218. Should the underground conveyance system get plugged,
runoff would "pool" to an elevation of approximately 4923.94 in Limon Drive, and then overtop,
and be conveyed in curb and gutter to Rigden Parkway. Any structure located along Limon Drive,
from Minnesota Drive to proposed Rockford Drive should have a finished grade of no less than
4924.0, preferably no less than 4925.0. All finished grades in the area described above, in Rigden
Second Filing are all above the above discussed minimums. The runoff calculated for this project
are very similar to those calculated by JR Engineering, so that the existing system should have
adequate capacity for this site.
Basin 105 is the located within the center of the development. Developed runoff will be conveyed
towards pond 218, via curb and gutter and storm sewer pipes. The runoff will be collected, and
detained in pond 218, and released at the rates approved by the City for Rigden First Filing
(approximately 98.59 cfs). The values for developed runoff for this site are somewhat larger than
those calculated in the JR study, but are due particularly to a quicker time of concentration. There
will be no significant impacts on the system as designed by JR Engineering.
Developed runoff from basin 111 will be conveyed southerly via curb and gutter to an existing 20'
type R sump curb inlet, located at the southwest corner of Rigden Parkway and Des Moines Drive,
and then piped to detention Pond 218. Runoffs calculated by this report, and by the JR report, are
basically the same.
Developed runoff from basin 107d will be directed towards an existing triple combination inlet
located at the northeast corner of Minnesota Drive and Custer Drive (on a continuous grade).
Some minor carryover flows will then be conveyed easterly to an existing 15' type R sump curb
inlet, located approximately 250 feet west of the intersection of Rigden Parkway and Custer Drive.
There, combined with runoff from basins 107e1 and 107e2, flows will be piped to a proposed
water quality pond, then to the Foothills Regional Channel. Again, the runoff parameters
established by the JR study to design the conveyance system, have been essentially complied with
by this development.
Detention pond 218 will be constructed as a part of the first filing, and has for the purposes of this
study is considered as existing. We have requested some minor changes in the grading for the
pond, which have been incorporated into the final design, and those volumes are reflected within
the appendix of this study. Pond 218 also includes a large water quality - extended detention
component, sized to accommodate this site, as well as all other contributing offsite basins.
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IV. EROSION CONTROL
General Concept
Rigden Farm Second Filing lies within the Moderate Rainfall Erodibility Zone, and the Moderate
Wind Erodibility Zone, per the City of Fort Collins zone maps. The desired effectiveness goal for
this site was estimated to be approximately 80%.
The intent of the erosion control plan for the site include the following guidelines. As these
measures can vary depending on the time of year construction activities take place, as well as the
construction window involved, we would look to the contractor to work closely with the City to
insure the intent of the plan is generally complied with.
It is the intent of the owner to move quickly ahead with development once overlot grading takes
place. It is anticipated that overlot grading would start sometime around August 2000, or sooner
if possible. Therefore, once overlot grading and utilities have been completed, the owner would
like to restabilize all disturbed areas, either with vegetative means, or by hard surfaces. In no cases
shall restabilization occur more than 30 days after disturbance.
In addition, silt fence will be provided around most of the exterior of the disturbed areas; gravel
inlet filters will be installed at all curb inlets, curb openings, and pipe entrances. Straw bale check
dams will be placed in all open channels, at a minimum of 250' intervals. Temporary vehicle wash
pads will be located at the anticipated construction traffic entrances to the site.
All construction activities must also comply with the State of Colorado permitting process for
Stormwater Discharges associated with construction activities. A Colorado Department of Health
NPDES discharge permit will be required before any construction grading can begin.
V. CONCLUSIONS
Compliance with Standards
All computations within this report have been completed in compliance with the City of Fort
Collins Storm Drainage Design Criteria, with the following exception.
We would like to request a variance for the requirement for trickle pans for open channels less than
2%. Within basin 105c, we have approximately 30 linear feet of open channel which will be graded
at approximately 1.4%, this can be treated with a cobbled channel, and incorporated into the
landscaping scheme. Maintenance should not be a concern, with the landscaping treatment
expected in this area.
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Drainage Concept
The proposed drainage concepts presented in this study and shown on the grading and drainage
plans adequately provide for the conveyance and detention of developed runoff from the proposed
development.
If groundwater is encountered during construction, and dewatering is used to install utilities, a
State of Colorado Construction Dewatering Wastewater Discharge Permit will be required.
Stormwater Quality
Because water quality is important to this developer, water quality mechanism will be incorporated
into all aspects of final design of drainage systems. As mentioned, the majority of the site will be
directed to pond 218, which has extended detention/water quality component built in, and the
remainder of the site is conveyed to a separate water quality pond, prior to being released into the
Foothills regional channel
Erosion Control Concepts
Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, at the time
of Final Design, the erosion control performance standard will need to be calculated and
appropriate measures taken to control rain and wind erosion from the site.
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C3
REFERENCES
Storm Drainage Design Criteria and Construction Standards,
City of Fort Collins, Colorado, May, 1984.
Drainage Criteria Manual, Urban Drainage and Flood Control
District, WrightWcLaughlin Engineers, Denver, Colorado,
March, 1969.
Drainage and Erosion Control Report for Rigden Farm Filing One P.D. P ,
by JR Engineering, Ltd., dated September 30, 1999.
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RESPONSE TO CITY COMMENTS
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P_NG`IN.EER--IN`G"
August 2, 2000
Mr Donnie Dustin
Stormwater Utilities
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80522
RE: Rigden Farms Second Filing
Response to City comments
Dear Donnie,
This letter is in response to your comments to Rigden Farms Second Filing dated July 4, 2000,
Item No. 1 - Our client wishes to have these items designed by others. He has assured us that they
will take care of those items shown to be designed by them.
Item No. 2 - We have shown a detail for this, which will also be included in the Jim Sell plans. We
have noted on our plans that this will be installed as a part of the Tract A contract.
Thanks for your time and consideration of this project
Roger A iss, P.E. �
' Northern Engineering
420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221.4159
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DATE: June 19, 2000 DEPT: Stormwater
PROJECT: #56-98D Rigden Farms, LaGrange M/F Housing
— PDP (LUC)
All comments must be received by Troy Jones no later than the staff
review meeting:
Wednesday, July 5, 2000
Several items on the drainage and utility plans reference designs by Jim Sell Designs.
However, only the details of the bridge design are included in their drawings. Please include
all the Jim Sell sheets (the previous submittal included LL-1 through LL-3) that detail the
culvert, riprap, and drop structures. Also, please provide calculations that show the culvert
and riprap are sized appropriately.
IIRESPONSE:
2. Please show the detention pond depth gauge detail D-31 in the drainage details on sheet 13.
RESPONSE:
Erosion/Sediment Control Comments
1. Plan is OK.
Please refer to the redlined plans for additional review comments.
LaGrangeMF-3.doc
Date: Signature:
CHECK HERE IF YOU WISH TO RECEIVE COPIES OF REVISIONS CAW,,
LIPlat if Site jk' Drainage Report Other j 11 �iFA� u
LWtility (s Redline Utility _P Landscape A
�[' `-', f��� City of Fort Collins
XM�YJ►it�6N-
' June 19, 2000
r
Mr. Donnie Dustin
Stormwater Utilities
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80522-0580
RE: Rigden Farm Second Filing
Response to Stormwater comments dated May 31, 2000
Donnie,
NORTHERN
E N G I N
E E R I
N
G
SERVLCES
IN
This letter is in response to your comments dated May 31, 2000, regarding Rigden Farm Second
Filing.
This has been added to the text of the report.
2. These elevations have been added to the grading plan. Essentially, there is a 3" sump at
each sidewalk chase. Outfall curb has been included, and so noted on the overall utility
plan.
3. OK
' 4. OK
5. It is really difficult to clearly show this on the drainage plan. We have however clearly
define different curb types on the overall utility plan.
6. We have included capacities for Rockford Drive and Des Moines for a 30' section, and
have now added capacities for a 24' section
7. OK. I added a note on the drainage plan.
8. This comment was forwarded to King Surveyors
9. These were designed and approved with First Filing, and as such are their responsibility.
This has been discussed with Basil. Northern Engineering prepared a second landscape
plan to superimpose utilities on the landscape plan, and has been included for
informational purposes only.
10. Improvements within this area are to be built as a part of Rigden Fauns Second Filing, but
under a different contract than the residential portions of the project. Also, the design of
improvements, included on our plans, have been performed by Jim Sell design, and have
been included in the submittal package, per request of our client.
420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80511, (970) 221-4158, FAX (970) 221-4159
11. These have been coordinated between the two design sets.
12. These have been included.
EROSION/SEDIlAENT CONTROL PLAN COMN ENTS:
1. I guess the items you are alluding to are to better delineate the silt fence, which we have
attempted to do, and to utilize pond 218 as a sediment trap. Per JR's study, Pond 218 will
be provided with a sediment trap (page 29), and it is our assumption that this will be
installed with first filing.
I did include an erosion control security deposit estimate
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N C(Dpy
COMMENT SHEET
1 DATE: May. 3, 2000 TO: Stormwater
PROJECT: #56-98D Rigden Farms, LaGrange M/F — PDP -
1 Type II - LUC
1 All comments must be received by Troy Jones no later than the
staff review meeting:
1 Wednesday, May 24, 2000
1 I No Comment
1 ' Problems or Concerns (see below or attached)
i "PLEASE IDENTIFY YOUR REDLINES FOR FUTURE REFERENCE**
1 1. Please mention in the text of the report that the entire site imperviousness (calculated
at 64%) is below the anticipated imperviousness of 90% for SWMM basins 58 and
584, which are the basins the site is within. This will show that pond 218 has been
1 adequately sized.
RESPONSE:
1
2. Please provide spot elevations around the 2-foot sidewalk chases, pans, and curb
openings that clearly show the flow will be directed through these facilities. Also,
please provide outfall curb and gutter on the west side of the south entrances to allow
the flows to reach these facilities.
1 RESPONSE:
D 3► Do
\0 Plat �o Site
10 Utilq _�o Refine UhIq
1 LaGrangeMF-2.doc
WHO ur navlaiVAD
e 01;� s.
(c4AQ L/- Sm..
Cirri df Fort Collins
E N G I N E E R I N G
May 3, 2000
Mr. Donnie Dustin
Stormwater Utilities
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80522-0580
RE: Rigden Farm Second Filing
Response to Stormwater comments dated March 8, 2000
Donnie,
This letter is in response to your comments dated March 8, 2000, regarding Rigden Farm Second
Filing.
1. This has been added to the text of the report.
2. The spillway for Pond 218 is now going to be set at approximate elevation 4918.50, with
a maximum high water of 4919.50. The lowest finished grade at any building is
approximately 4920.00.
3. Blanket easements have been designated on the plat for purposes of utilities, access, and
drainage.
soon W
5. Via a 2' curb opening, and T wide sidewalk culvert. This slope is now approximately
1.4%, still below the minimum for section 7.2. I am going to ask for a variance within the
text of the report to allow this swale to be grass lined.
6. We may need to revise the detail to match the proposed grading plan.
7. OK
8. OK
9. OK
10. OK
11. OK
420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159
12. Our plan has been provided to Advocate for their use in preparation of their landscape
plan.
13. These will be designed and built by others. So for the purposes of our plans, we will
consider them existing.
EROSION/SEDIMENT CONTROL PLAN'COMMENTS:
1. OK
2. We do not control the configuration of the pond. I believe it is the intent of the Rigden
Group to finalize this pond, and provide final landscape prior to Second filing being
completed. I will check to see if we can utilize this as a temporary sediment basin. Good
idea though, it would be nice to get rid of the gravel inlet filters.
3. OK
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PROJECT
City of Fort Collins
Current Planning COMMENT SHEET
DATE: February 10, 2000 DEPT: Stormwater
PROJECT: #56-98D LaGrange Multi -Family Housing @
Rigden Farm PDP — Type I (LUC)
All comments must be received by Troy Jones no later than the staff
review meeting:
March 08, 2000
Note- Please identify your redlines for future reference
1. Please explain in the report and show in the calculations whether or not the proposed
hydrology coincides with the hydrology presented in the Rigden Farm, I" Filing
report by JR Engineering. This can be done a few ways. One way would be to show
the flows to the inlets and other facilities match those anticipated in the I" Filing.
Another way would be to show a comparison of areas and runoff coefficients between
this filing and the I" Filing, being sure they match. Either way, please make sure the
comparisons are clearly shown. If flows exceed what was anticipated in the Is'Filing,
then provide calculations showing the existing drainage facilities have capacity.
RESPONSE:
2. The spillway for pond 218 is at 4920 feet. Please raise all the buildings surrounding
the pond to at least one foot above the head of the spillway flows (about 4921.5 feet).
Also, please show the location of the spillway on the grading and drainage plans.
RESPONSE: (l� ra aat LI..S 5 ff
Date: ho Signature:
CHECK HERE IF YOU WISH TO RECEIVE COPIES OF REVISIONS 11 rr f`
PLAT SITE PDRAINAGE REPORT POTHER. NprtW{
UTILITY OREDLINE UTILITY i n1a
.10-LANDSCAPE MARN,
W4W /6Lx. City of Fort Collir
3. Please provide drainage easements for the storm sewers and culverts at the site as
shown on the redlined plat.
' RESPONSE:
4. Please remove the swale and culvert for the emergency overflow of the inlet at design
point 4. Instead, please explain in the report that, if necessary, flows to the inlet
would simply pond to an elevation of 4924 feet and spill to the east on Limon Drive.
Also, please state that future buildings around these inlets will be required to be
elevated above this spill elevation.
RESPONSE:
5. How will the flows from design point 5C enter the swale that leads to the area inlet?
Please provide a curb cut or concrete sidewalk culvert at this location. Also, per
section 7.2 of the SDDC, please provide a trickle pan in the swale from the design
point to the area inlet, which has a 1.2- percent slope.
RESPONSE:
1
6. Please review and revise the Swale D-D calculations (design point 11 d) in the report
to match the 4:1 slopes shown on the cross-section in the plans.
RESPONSE:
7. Please provide street calculations for Des Moines and Rockford Drives.
RESPONSE:
8. Please provide an overflow Swale for the type R inlet at design point 5B per section
7.4 of the SDDC. Please include a cross-section on the plan and calculations in the
report. Also, please clarify the size of the inlet between the plans and the report.
RESPONSE:
9. Please show the alignment of all existing storm sewers on the grading plans and
provide spot elevations at the existing inlets.
RESPONSE:
I
LaGrangeMF-t.doc
10. Please show the 100-year WSEL of pond 218 and the 100-year HGL's on the storm
sewer profiles. Also, please provide pressure sealed joints for the storm sewers and
culverts flowing under pressure and provide a note that states all storm sewers and
culverts shall be inspected by the City.
RESPONSE:
11. Please extend the storm sewers A and B to the bottom of pond 218.
RESPONSE:
12. Please show all drainage facilities (i.e., storm sewers, culverts, pans, etc.) on the
landscape plan and be sure that these facilities will not conflict with plants (e.g., no
trees over storm sewers or culverts).
RESPONSE:
13. Are the drop structures in pond 218 existing? If so, please call them out on the plans.
If not, please provide details for them. Also, please provide details for the proposed
bridge crossings and retaining walls around the pond.
RESPONSE:
Erosion/Sediment Control Comments
1. Silt fencing is indicated in the report and on the plan, however, it is difficult to tell
exactly where it is to be placed. Please choose a silt fence symbol that can be easily
seen, and make sure it is visible on the plan (as well as the SF notations you currently
have). \
RESPONSE:
2. Please utilize the lowest detention pond as a sediment trap, and if possible, eliminate
. the curb gravel inlet filters.
RESPONSE:
LaGrangeMF-Ldoc
3. Please provide an erosion control surety calculation sheet.
MRESPONSE:
Please refer to the redlined plans and report for additional review comments.
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LaGrangeMF-Ldoc
APPENDIX
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< > VICINITY M�A P�
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EXCERPTS FROM RIGDEN FARMS MASTER DRAINAGE STUDY
by JR Engineering
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WATERSHED-1/0
FOOTHILLS.BASIN - FULLY DEVELOPED CONDITION.WITH REVISED RAINFALL 100-Y
7/99,._
W/.RIGDEN FARM FILING ONE BY JR.ENG.
(9/99) BASED ON ACE MODEL DATED.
L
480 0 0 1.0 1
1.0
24 5.0
1:00 1:14 1.33 2.23 2.84 5:49.9.95
4.12 2.48,1.46
1,22-1:06 1.00 0.95 0.91 0.87
0.64
0.81 0.78 0.75
0.73 0.71 0.69 0.67
Ai
.25 .10 .30 1 .50 0018
1 _2
.016
70 400 3100 20.0
18..011
:71 401 6300 47.8
19..012
2, 102 4000 29.0
38..010.
3 410 1600 14.5
40.-.013
75 413 2584 8.9
40- 012
-
'4 152 2500 37.4
17..00.9
-
78 104 1710 5.5
53..007
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Filing One SWMM input
File 9164-h44.in; 9/29/99
Page 1 0f 8
46 60.3900"26.6 40..007
47 63 7200 88.0 40..008.
48 165 7200 96.5 40..006
49: 67 5000 42.4 40...010
50 .57 2400 19.5 65..022
150 157 2700 20;4 65..008
51 '170.7400 68.0 40..007
52 79 2200 14.7 70..005
53 '75 2200 14.7 70..005
54 81 5500 50.9 60..603
55 208 60 M 55.2 40..006
56 205.3500 31.7 40..003
57 8513000208.1 40..020
* BASINS 58-583 REVISED FOR RIGDEN FARM FILING ONE ONLY
58 600 3900 45.2 30.:010
581 164 .900 9.6 10..010
.582 212 1300 14.4 10..020
583 217, 300 2.5 10..010
584 218 4200 27.6 40..012
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
62 7.7 1800 3.3 .99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 313 2200 3.4 33..010
624 213 6200 70.7 43..013
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
650 88 2100 19.6 40..010
651 251 700 6.6 9..023
* BASINS 66-69 REVISED FOR RIGDEN FARM FILING ONE
66 188 3200 22.1 10..010
67 87 6600 61.3 10..007
671 221 4700.32.9 45..043
672 222 1400 9.8 45..030
68 94 3600 42.2 10..015
69 95 4200 48.9 10..015
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Filing
One SWNM input
File' 9164-h44.in, 9/29/99
'
,Page 3 of 8
i
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Filing
One SWMM input
File: 9164-h44.in, 9/29/99
Page 4, of 8 .
0
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.Filing
One SWNI1v1 input
File: 9164-h44..in,
9%29/99
.,
Page 5 of 8
2.0
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0
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0 3
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0
71
82
19 2
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1000.
.004
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0.0
0.07
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0.14
5.7
0.2410.1
0.64
10.-7
1.80
11.2
2.90
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4.19 13.0
4.53
13..5
6.36
13.8
7.13
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7.85 14.4
8.68
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9.28
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9.81
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11.67
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15.3
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0
172
` 173
6 2
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.008
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1.25
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2.34' 30.
6.48
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6.71
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0
173
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0 5
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0
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0
79
76
3 2
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1000.
.001
0.0
0.0
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.0
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0
76
77
0 5
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0
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0 5
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0
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0
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.0084
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0
211
.178
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* ADDED CONVEYANCE FOR BASIN 58
0
600
88
0 4
0.0
1460.
.007
50.0
0.0,
0.016 0.50
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1400.
.007
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0.0
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RIGDEN FARM COMMERCIAL
PONDS,
212,
217 & 218
IN SERIES
_
* RATING
CURVES
BASED ON
EXTRAN RESULTS 9164XT43.OUT
&
INCLUDES SPILL -OVERFLOW
0
212
217
5 2
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1000.
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0
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2.42
0.03
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0.25
28.25
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218
7 2
0.1 .
1000.
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0
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.,,..
0
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0.31
14.65
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0.98
70.60
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359.0
* RIGDEN FARM TEMPORARY
PONDS
221 &
222 FOR
PDP
_
0
221
87
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1000.
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0
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11.71
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0
222
194
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1
1000.
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0
0
1.14
1.7
2.46.
1.9
5.58 133.
Filing
One SWMM input
File: 9164-h44:n,
9/29l99
Page 6 of 8
1
0
210
78
.9 2
0.1
80..
.005
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.0.
0.013 0.10
0.0
0.0
.0.50
6.59
0.62
13.08
0.78 11.30
0.93
20.65
1.11
23.54
1.29 :
26.11
1.50 28.46 .
1.71
30.62
'
0
81
207
0 1
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0
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9.7.
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0
: 82
83
0.5.
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4.6
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0
208
83
2 2
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0
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9.5
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0
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0
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9.
I
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* OUTFALL OF
NORTH TRIB
TO FOSSIL:CREEK
RES.
INLET DITCH
0
184
87
0 5
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.0056
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.0056
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0
85
215
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0
215
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0
185
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0
87
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.0004
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0
251
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0
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I
0
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0
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0
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'
0
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t
Filing
One SWMM input
File: 9164-h44.in, 9/29/99
Page 7 of 8
7.35
.
19.17
8 44
20.39
9.53
21.53
.11.91 23.7
0.
14.63
90
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5
3.0
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2700
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0
0
- 0.013 3 00
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0
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- .0
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'
0
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1
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22.5
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9.56
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11 50 - `35 2
11.77
42.5
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'61.3
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0
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0
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5
88
188
94
194
185 87.
95
96
212
217
218 222
-.221
ENDPROGRAM
Filing One SV;NM.input
File:
9164-h44.in;9/29/99
M
_
Page 8 of 8 .
No Text
-2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 50 OMBO
70 400 3100.0 20.0 18.0 .0110 .016 .250 .100 .300 ..51 50
71 401 6300.0 47:8 00180 1
19.0 0120 .016 .250 .100 .300 • .51 50 OM80 " - 1
2 102 .. 4000.0 " 29.0 38.0 .0100 M6 .250. .100 .300 .51 .50 .00180"
3 410 1600.014.5 40.0 .0130 .016. .250 .100 .300 .51 50 .' .00180
75 1
75 413.:: 2584.0 8.9 40.0 .0120 .016 .250 .100 .300 .51. 50 00180 1
4.. 152' 2500.0 37.4 17.0 .0090 .016 .250 .100 .300 .51 .50 00180. 1
78 104 1710.0. 5.5 53.0 .0070 .016 .250;: .100-. .300 .51 • .50.: .00180
105 . .1.7. 1500.0 7.5 40.0 .0210 .016 . .250' 100 " .300 .51- .50 :..:00180 1
5 201 1700.0, 7.8 90.0 .0100 M6 .250 .100 300 .51..00180
6 8 ` 4000.0 32.1 70.0 .0070 .016 .250: .100 ..300 .51 :50 .00180
7 9 1300.0 10.0 40.0 .0100 .M6 .250 .100 .300 .51 .50 .00180 1 ;
8 11 30DD.0 M3" 40.0 .0050 .016 250 .100 .300 .51 .w.
10 14 6400.0- 73.8 40.6 .0110 M6 .250 .100 300 .51 ,50.,• .00180.""
11 16 5600.0 53.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .80 1 .
12 18 70DO.0 64.9 28.0 .0030. .016 .250 .100 .300 .51 .50 001OM80 . 1
13 12 1400:0 7.3 10.0 .0120 .016 .250 .100 .300 .51 .50 .OM80 1
14 26 1000.0 5.3 40.0 .0130 .016 .250, .100 " .300 .51 .50 OM80 1
15 29 2600.0 12.3 10.0 .0400 .016 .250 . .100 .300 .51 .50 .00180 1,:
16 98 1400.0 11.8 90.0 0100 .016 250 .100 300 .51 .50 .00180 1
17 24 1050.0 4.6 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 " 1
18" 25 2000.0 20.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 " 1
.
19 27 2000.0 16.3 90.0 .0080 016 .250 .100 300 51 .50 001H0 1
22 129 3200.0 26.0 90.0 .0090 016 .250 .100 .300 .51 50 00180 1.
24 33 3900.0 . 40.5 40.0 " .0100 .M6 .250 .100 .300 .51 .50 :.00180 1
25 34 6700.0. 87.5 90.0 .0150 .016 250 .100 .3DO .51 .50 00180 1
26 35 3000.0 35.5 50.0 .0100 M6 .250 .100 .300 .51 .50 00180 1
27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1
28 37 725.0 5.0 50.0 .0400 .M6 .250 .100 .300 .51 .50 . ....00180 " 1
29 43 5800.0 64.5 50.0 :0090 .016 .250 .100 .300 .51 .50 .00180 1
30 41 3200.0 69.1 21.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1
31 38 5200.0 56.5 40.0 .0100 .016 .250 100 .300 .51 .50 .00180 1
32 42 1400.0 26.9 27.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1
33 48 365.0 2.7 90.0 .0070 .016 .250 .100 .300 .51 .50 OM80 1
34 45 1700.0 16.5 90.0 .0200 .M6 .250 .100 .300 .51 .50" OM80 " 1
35 46 3250.0 28.9 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1
36 45 2390.0. 21.5 90.0 .0300 .016 .250 .100 .300 .51 .50 .00186 1
37 50 70500.0 255.7 74.0 .0300 .016 .250 .100 .300 .51 .50 .OM80 1
38 51 5200.0 41.7 40.0 ".0100 .016 .250 .100 .300 .51 .50 .OM80 1
39 53 2200.0 32.6 10.0 .0100 ..016 .250 .100 .300 .51 .50 .00180 1
40 55 13400.0 218.6 45.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1
142 172 4300.0 .44.5 50.0 .0100 .016 .250 .100 .300. .51 .50 .00180 1
. 43 158 585.0 24.2 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1
44 SB 5DD0.0 42.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1
144 159 1400.0 18.7 30.0 .0190 .016 -.250 .100 .300 .51 .50 .00180 1
45 62 11000.0 117.6 60.0 .0080 .M6 .250 .100 .300 _51 .50 .00180 1
46 60 3900.0 26.6 40.0 .0070 .016 .250 .100" .30D .51 .56 .OM80 " .1
47 - 63 7200.0 " 88.0 40.0 .0080 .016 .250 .100 .300 .51 .50 1
180 .
48 65 7200.0 96.5 40.0 .0060 .016 .250 .100 300. 51 50 .00OD181
49 67 5000.0 42.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .OMBD 1 I -
50 57 2400.0 19.5 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1
150 157 2700.0 _ 20.4 65.0 .0080 016 250 100 300 '51 50 ..080 1 "
51 70 7460.0 68.0 40.0 " OC70 01.M6 .250 .100 .300 .51 .50 :00180 1
52 79 2200.0 14.7 70.0 .0050 M6 250 100 ..300 51 50 00180 1
53 75 2200.0 14.7 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1
54 81 5500.0 50.9 60.0 0030 M6 .250 .100 .300 ..51 .50 ..00180 1
55 208 6000.0 55.2 40.0 OD60 .016 .250 .100 .300 .51 .50 OM80 1
56 209 . 3500.0 31.7 40.0 .0030 .016 .250 .100 .300 .51 .w .00180 1
57 85 13000.0 -2D8.1 40.0 .0200 .016 .250 .100 .300 .51 .50 .OM80 1
58 600 3900.0 .45.2 30.0 .0100 M6 .250 .100 .300 .51 .50 OM80 1
581 .189 900.0 9.6 10.0 ..0100 016 .250 100 300 .51 .50 .00180 1
582 212 1300.0 14.4 " 10.0 .0200 .016 .250 .100 .300. .51 .50 .00180 1
583 217 300.0 2.5 10.0 .0100 .016 .250 .100 -.300 " .51 .50 .00180 1
584 218 .4200.0 27.6 40.0 .0120 .016 .250 .100 .300 .51 ..50 ..00180 i
59.. .211 1500.0 20.7. 40.0 .0060 .016. .250 .100 -:.300 51 .50 .00180 . "1
60 78-1500.0 24.6 _ 47.0 ..0050 .616 .250 .100 .300 51 :.50 „00180 '1 - -
61 210 1050.0 12.2 64.0 .0090 .016 .250 .100" .300 51 .50 OM8D 1
62 77 1800.0 3.3 . 99.0 .0070 :016 .250 .100 300 ..51 50 00180 1
621 306 865.0 5.9 66.0 .0090 .016 .250 .100 .300 .51 :50 OM8O 1
622 303 1400.0. 10.5 18.0 .0100 .016 .250 300 300 .51 50 00160 1
Filing One SWMM output
File: 9164-h44.out, 9/29/99
Page 2 of 20
623 313
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1
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1 ,
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63 193
64 361
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6.6
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69 95
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1
7017LIRIBUIRRY AREA (ACRES), 3195.00
1
FOMMLS BMW -
FULLY IEUEUV D CQNDGMa4 WIN REUSED RAU* L 100 YEAR EVW
W/ R1(M FARM FnJM ONE BY JR FAG.
(9/99) BASED ON ACE MMEr, DAIM 7/99
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77MEOE/M
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58
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Filing One SWMM output
File: 9164 h44:out, 9/29/99
Page 3 of 20 ".
1
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Filing One SWMM output
File: 9164-h44.out, 9/29/99
Page 4 of 20,
'
. TOIAL SIT" srau £ 74' END OF SHMQ (DOW) _ � .208
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Filing
Orie SVIMM. output -
File:
9164-h44.out, 9/29/99
'
..Page 5 of 20
14
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Filing One SWMM output
File:
9164-h44.out, 9/29/99
Page 6 of 20
45
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Filing
One SWMM output
File:
9164h44.out,
9/29/99
Page 7 of 20
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FUMMIS
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Filing One.SWMM output .
.
File: 9164,-h44.out, 9/29/99
'
Page 9 of 20
�t
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Filing One SWMM output
File: 9164-h44.out, 9/29/99
Page 18 of 20
I
1
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Filing One S)&FMM output
-File: 9164-W.out; 9/29/99 . .
i::
Page 20 of 20
2
1
1
2
3 .,.
4
WATERSHED
1/0
FOOTHILLS
BASIN
- FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT
W/ RIGDEN
FARM
ULTIMATE DEV. BY JR
ENG. BASED ON ACE MODEL DATED 7/99
480
0 0
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24
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144
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45
6211000117.6
60_...008
Ultimate Development SWAM input
file: 9164-h33.in, 09/29/99
page 1 of 8
1
1
1
I
1
N
i
1
1
1
1
1
46 60 3900 26.6 40..007
47 63 7200 88.0 40..008
48 65 7200 96.5 40...006
49 67 5000 42.4 40..010
50 57 2400 19.5 65..022
150 157 2700 20.4 65..008
51 70 7400 68.0. 40..007
52 79 2200 14.7 70..005
.53 75 2200 14.7 .70.:005
54 81 5500 50.9 60..003
55 208 6000 55.2 40..006
56 209 3500 31.7 40..003
57 8513000208.1 40..020
* BASINS 58-584 REVISED FOR RIGDEN FARM
* Timberline drainage to Commercial Pond 212
58 600 6000 41.3 90- 010
581 184 3400 22.2 90..008
582 212 1850 12.7 80..020
583 217 400 2.5 70..020
584 218 2800 19.0 90..015
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
62 77 1800 3.3 99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 313 2200 3.4 33..010
624 213 6200 70.7 43..613
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
650 88 2100 19.6 40..010
651 251 700 6.6 9..023
* BASINS 65-69 REVISED FOR RIGDEN FARM
65 88 1200 5.7 10..030
66 .94 4700 27.3 12..020
67 8610000 95.4 45..020
68 94 1900 17.9 45..015
681 288 800 7.5 45..015
69 95 7100 65.2 45..019
0
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2.5
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19.79
2.7
Ultimate
Development SWMM input
file: 9164-h33:in, 09/29/99
page 2 of 8
22.91 21.1
0 154 153 0 5
0 413 153 2 2
0.0 0.0
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0 104 150 6 2
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2.5 500. .003
2.0 500. .003
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0.8333 91.8
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30.0
30.0
0.016 100.00
1
0.1
1000.
.625
.0
.0
0.013 0.1
0.006
11.24
0.398
39.57
1.936 .62.47
7.423
102.40
10.642
106.27
12.25 154.2
14.50
398.0
2.0
800.
.004
30.0
30.0
0.016 .100.00
.2.0
800.
.012
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30.0
0.016 .100.00
0.1
0.1
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.0
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0.100 1.50
0-29
2.7
1.42
9.2
3.09. 13.5
10:06
50.1
16.52
84.9
20.83 96.2
27.12
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30.41
163.0
35.88 340.0
0.0
800.
.015
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50.0
0.016 0.40
40.0
800.
.015
10.0
10.0
0.035 100.00
10.0
.700. .0004
3.0
3.0
0.030 100.00
2.0
750.
.005
.0
.0
0.013 2.00
Ultimate Development SWMM input
filer 9164-h33.in, 09/29/99
page 3 of 8
1
1
1
1
1
1
0 25 27 . 0 1
0 27 47 0 3
0 29 129 0 5
0 33 133. 0.4
-1 849 133 17 3
0.0 0.0
2.1667 14.2
2.5000 5.3
3.2500 1..2
5.5000 0.0
0 133 40 0 5
0 129 34 0 5
0 34 134 0 5
0 134 35 0 4
0 35 40 0 4
0 36 338 0 4
0 37 49 0 1
0 38 39 0.1
0 39 142 11 2
0.00 0.0
2.96 20.0
13.28 35.0
0 40 41 0 4
0 41 42 9 2
0.001 0.0
0.871 378.3
7.135 2731.4
0 42 142'17"2
0.0 0.0
7.11 40.0
19.57 100.0.
44.63 250.0
47.40." 450.0
0 43 44 0 4
0 44 " 444 11 2
.0 .0
0.54 4.0
3.81 21.0.
644 444 " 544 3 . 3
0.0 0.0
0 544 244 0 3.
'0 644 144 .0 3"
0 •45 49 0 5
0 • '46 49 0. 5
D._0 750. .005 0.0 50.0 0.016 10.00
10.0 900. .0004 3.0 3.0 0.030 100.00
0.1 f3.5 800. .005 .0 .0 0.013 3.50
10.0 800. .005 25.0 25.0 0.016 100.00
0.0 1300. .010- 50.0 0.0 0.016 0.50 '
25.0 1300. .010 10.0 0.0 0.016 100.00
1
0.0833 0.0 0.1667 1.2 0.2500 14.2
2.2500 12.6 2.3333 9.1 2:4167 6.8
2.5833 4.2 2.7500 2.9 3.0000 1.8
4.0000 0.4 4.5000 0.2 5.0000 0.1 -
2.5 700. .015 0.0 0.0 0.013 2.50
0.0 700. .015 50.0 50.0 0.016 100.00
4.5 1200. .010 0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 100.00 '
4.5 1200. .010 .0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 100.00
10.0 450. .003 4.0 4.0 6.040 6.00"
58.0 450. .003 30.0 30.0 0.060 100.00 '
10.0 900. .003 4.0 4.0 0.040 6.00
58.0 900. .003 30.0 30.0 0.060 100.00
0.0 2800. .007 50.0 50.0 0.016 0.50 '
50.0 2800. .007 10.0 10.0 0.035 100.00
3.0 400. 013 3.0 3.0 0.040 100.00
2.0 1200. .005 30.0 30.0 0.016 100.00
.1 1000. .010 .0 .0 0.100 .01 '
0.89 5.0 1.55 10.0 .2.29 15.0
4.43 25.0 6.72 30.0 12.64 33.4
13.83 40.0 14.38 50.0
15.0 1000. .002 4.0 4.0 0.040 4.00
47.0 1000. .002 100.0 100.0 0.060 100.00
.1 1000. .010 .0 .0 0.100 .01
0.016 101.5 0.099 290.8 0.300. 498.3 '
1.444 378.3 2.016 458.9 3.968 1213.6
.1 150... .010 .0 0 0.013 .01.
1.25 10.0 2.88 20.0 4.88 30.0
9.53 50.0 11.12 60.0 14.53 80.0
35.79 150.0 40.55 160.0 43.41 200.0
45.46 300.0 46.14 350.0 46.82 .400.0
0.0 1100. .006 50..0 50.0 0.016. 0:50
50.0 1100.. .006" 10.0. 10.0. 0.035. 100:00
0.1 1700. .002 .0 ..0. 0.100 0.10
0.05 1.0 0.15 2.0 0.38 3.0
0.72 5.0 1.53 6.0 1.83 6.0
4.48 36.0 6.26 141.0
1.
6.0" 0.0 141.0 135.0
1.
1 '3.0 900. .015 .0 :0 0.013 3.00
5.0 900. .015 100.0 100.0 6.016 100.00
1.5. 560. .020 .0 .0 .0.613 1.50
Ultimate Development SWMM input
file: 9164-h33.in, 09/29/99
page 4 of 8
0 47 46 0 5
0 48. 47 0 1
0 49 50 0 1
0 .50 53 5 2
.0.0 0.0
630.0 880.0
0 51 338 0 5.
0 338 52 6 2
0.0 0.0
2.0 6.4
0 52 53 0 5
0 53 54 0.1
0 54 55 0 1
0 142 55 0 1
0 55 56 0 1
.0 56 57 10 2
0.0 0.0
6.79 204.7
59.9 420.0
0 57 157 13 2
0.0 .0
.0.88 153.0
2.11 322.0
3.43 823.0
0 157 257 22 2
0.0 .0
0.14 136.0
2.63 409.0
8.54 540.0
9.99 675.0
11.44 1040.0
0 244 42 0 2
0 144 58 0 1
0 58 59 0 1
0 159 59 6 2
0.0 0.0
5.10 15.0
0 59 .62 11 2
0.0 0.0
2.05 20.6
3.30 150.0
0 60, 61 0 1
0 61 62 0 1
.0 62 162 9 2
0.0 0.0
46.0 60.0
61.2 200.0
50 162 '662 4 3
0 0
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0 662 66 0 3
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294.4
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1.60
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2.77
0.1
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.0
0.01
9.0
0.02
0.38
254.0
0.83
4.05
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5.81
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9.27
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10.71
11.80
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.005
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.006
30.0
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0.1
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5.0
3.60
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0.1
1.
0.79
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1.09
3.03
.23.9
3.12
3.36
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3.42
5.0
1200.
.002
3.0
3.0
1100.
-004
4.0
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39.9
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54.2
1.
24 0 54
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2.0 1300. .005 .30
30.0
0.016
100.00
.0
0.013
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0.016
100.00
1.0
0.016
100.00
5.0
0.040.
100.00
.0
1.000"
..01
220.0
46040
560.0
.0
0.011
1.00
28.0
0.060
100.00
.0
0.100
0.10
6.4
1.5
6.4
.0
0.013
2.50
4.0
0.040
100.00
4.0
0.040
100.00
13.0
0.040
100.00
.3.0
0.040
100.00
3.0
0.040
100.00
.0'
0.013
2.00
39.0
1.54
90.0
358.4
56.3
411.3
. .0
0.013
0.1
23.0
0.37
81.0
235.0
1.78
264.0
514.0
3.10
653.0
.0
0.023.
0.1
48.0
0.04
92.0
308.0
1.55
362.0
493.0
8.18
531.0
586.0
9.63
623.0
822.0
11.08
922.0
0.0
0.013
2.00
30.0
0.016
100.00
30.0
0.016
100.00
10.0
4.93
11.2
10.0
1.32
15.0
45.0
3.22
100.0
250.0
3.0'
0.040
100.00
4.0-
,0.040 :100.00
.0
0.010
.01
20.0
43.3
40.0
125.0
56.5
150.0
30
3000,
36
.0 36.0 0.016 .100.00
.Ultimate Deve lopment SWNM input
file: 9164-h33.in, 09/29/99
page 5 of 8
0 64
466
0 5
3.0
1400. .008
.0
.0
0.013 3.00 "
2.0
1400. .008
30.0
30.0
0.016 100.00
'
0 65
466
0 1
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0 466
66
0 3
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0" 66
69
12 2
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1000. .0012
.0
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0.00
2.89
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7.88
3.5
42.6
0.41-
16.51
15.2
43.6
1.38 29.2
21.32 44.0
27.05
44.4
33.25
44.9
39.09
45.5
34.25 45.8
0 67
162
0 1
2.0
1200. .006
30.0
30.0
0.016 100.00
0 69
82
0 5
2.5
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.0
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0.040 100.00
0 70
471
0 1
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.30.0
30.0
0.016 100.00
0 471
71
0 3
1.
0 71
82
19 2
0.1
1000. .004
.0
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0:100 0.1
0.0
0.0
0.07
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5.7
0.24 10.1
0.64
10.7
1.80
11.2
2.90
12.3
4.19 13.0
4.53
13.5
6.36
13.8
7.13
14.2
7.85 14.4
'
8.68
14.6
9.28
14.8
9.81
14.9.
10.23 15.0
11.67
15.2
12.27
15.3
12.35
15.4
0 172
173
6 2
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.6
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1.25
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2.34 30.
6:48
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6.71
70.
0 173
56
0 5
2.3
1500. .0022
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4.0
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4.0
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0.040 100.00
0 75
76
8 2
.1
1000. .001
1.0
1.0
0.100 .01
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0.5
0.159
1.3
0.393 2.1
0.738
3.0
0.971
3.0
1.260
18.4
1.782 74.6
0 79
76
3 2
.1
1000. .001
0.0
0.0
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.0
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0.600
125.0
0 76
77
0 5
1.0
700. .003
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0 77
257
0 5
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1100. .002
30.0
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0 257
78
0 1
5.0
700. .0084
4.0
4.0
0.036 100.00
0 78
0 211
178
178
0 1
2 2
5.0
0.1
800. .0084
1000. .010
4.0
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4.0
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0.100 0.10
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3.1
10.
* ADDED CONVEYANCE FOR
BASIN 58
0 600
188
0 4
0.0
1400. .007.
50.0
0.0
0.016" 0.50
25.0
1400. .007
10.0
0.0
0.016 100.60
* RIGDEN FARM COMMERCIAL PONDS,
212, 217 & 218
IN SERIES 8/23/99
* RATING CURVES
0 212 217
BASED ON EXTRAN
7 2 .1.
RESULTS 9164XT31.OUT &
1000. .008 .0
INCLUDES SPILL OVERFLOW
.0 0-100 0.10
.0
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0.
.1.71
0.04
13.61
0.23 28.28
0.56
37.53
0.87
40.60
1.67
107.
_
0 217
218
9 2
6.1
1000. .010
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- .0
0.100 0.10
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0.02
1.38,
0.20
6.01
0.65 8.47
0.98
9.71
1.49
11.09
1.88
12.04
2.07 12.40.
2.81
58.1
'
0 218
288
7 2
0.1
1000. .010
.0
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0.100 0.10 -.
.0
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0.08
1.17
0.42
22.55
0.72 46.91
1.15
87.94
1.46
102.31,
4.94
362.
1
0 210
78
9 2
0.1
80. 005
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0.013 0.10
0.0
0.0
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6.59
0.62
13.08
0.78 17.30
0.93
20.65
1.11
23.54
.1.29
26.11
1.50 28.46
Ultimate Development SWMM input
file: 9164-h33.in,
09/29/90
1
page 6 of 8
i
i
1.71
30.62
0
81
207
0 1
2.5
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207
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0
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9.
OUTFALL OF NORTH TRIB
TO RIGDEN FARM
NE DET. POND 216
0
184
216
0. 5
4.5
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.0056
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.0056
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100.00
0 86 216 0 1 2.0 1600.
* RIGDEN FARM NE DETENTION POND
.004
30.0
30.0
0.040
100.00
* CONCEPTUAL RATING CURVE BASED.ON AVAILABLE
DETENTION
VOLUME
0
216
97
2 2
0.1
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* ADD
OUTFALL OF RIGDEN
FARM NE DET.
POND, SWALE ON FLATIRON.
PROP.
0
97
0 1
1.0
3000.
.010
20.0
20.0
0.040"
100.00
*
0
85
215
0 1
2.0
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.003
4.0
4.0
0.040
100:00
0
215
185
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0.1
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0
185
87
0 1
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.0004
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100.00
0
87
194
0 1
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.0004
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0.030
100.00
-
0
251
178
7 2
0.1
1000.
.010
.0
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0.100
0.10
0.00
0.0
0.06
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0.17 4.9
0.22
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0.28
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0.56
5.4
0
178
88
0 4
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0
88
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0 4
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288
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0
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0
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0
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0.
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0
307
213
0 5
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0
313
213
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0
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0.10
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10.
Ultimate Development SWMM input .
file: 9164-h33.in, 09/29/99
page 7 of 8
1
1
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9.53
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0 5
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0 91
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9.56
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10.95
26.0
11.22
29.4
11.50
35.2
11.77
.42.5
12.05
51.3-
12.33
61.3
12.61
72.4
12.90.
84.7
13.19
98.1
13.47
112.3
13.76
127.5
0 96
500
0 1
25.0
100. .0004
3.0
3.0
0.030
100.00
0
12 5
88 212
217
218
188 94
184 216 97
194
95 96
ENDPROGRAM
1
144:1
114.9
.9
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78.2
3.5
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0
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(MuEi FWO
0 '16.
I
Ultimate Development SWNM output
file: 9164-h33.out, 09/29/99
page 21 of 21
I
I
1
SITE HYDROLOGY
1
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Developed Runoff Coefficients for Rigden Farm Second Filing
Prepared by Megan Keefe - Northern Engineering Date: Revised May 3, 2000
File: RIGCompC.wb2
Basin Area Imperv. Pervious Cimper CPS Comp C
No (ac) Area (ac) Area (ac)
104b
0.84
0.52
0.32
0.95
0.25
0.68
105a
3.01
1.06
1.95
0.95
0.25
0.50
105b
0.90
0.77
0.13
0.95
0.25
0.85
105c
0.52.
0.41
0.11
0.95
0.25
0.80
107d1
0.42
0.28
0.14
0.95
0.25
0.72
107 el
0.58
0.46
0.12
0.95
0.25
0.81
107 e2
1.74
1.30
0.44
0.95
0.25
0.77
1 l l a
0.31
0.25
0.06
0.95
0.25
0.81
lllb
0.34
0.28
0.06
0.95
0.25
0.83
lllc
0.45
0.35
0.10
0.95
0.25
0.79
l l l d
1.64
1.16
0.48
0.95
0.25
0.75
I l l e
2.25
1.49
0.76
0.95
0.25
0.71
Illf
0.58
0.38
0.20
0.95
0.25
0.71
NET SITE
13.58
8.71
4.87
0.95
0.25
0.70
PERCENT AREA IMPERVIOUS
64.14%
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DETENTION POND HIGH WATER
LINE
'
Pond 218 - Revised Pond 218 Configuration - Water Quality Volume only
59,242.0
= REQ. VOLUME
CONTOUR
AREA AVG AREA
INTERVAL
CUMULATIVE
HIGH WATEF
Contour
Storage
(sq.ft.) (sq.ft.)
VOLUME (cu.ft.)
VOL (cu.ft.)
LINE (ft.)
4909.80
0.0
4,909.8
0.00
1,649.0
219.9
219.9
'
4910.00
3,298.0
0.0
4,910.0
0.01
3,859.5
3,845.8
4,066.7
4§11.00
4,421.0
0.0
4,911.0
0.09
4,904.5
4,896.5
8,962.2
'
4912.00
5,388.0.
0.0
4,912.0
0.21
8,017.0
7,869.2
16,831.4
4913.00
10,646.0
0.0
4.913.0
0.39
'
14,078.5
13,936.9
30,768.3
4914.00
17,511.0
0.0
4,914.0
0.71
19,181.0
19,156.7
49,925.0
4915,00
20,851.0
22,919.5.
22,888.3
72,813.4
4,915.3
4.915.0
1.15
4916.00
24,988.0
4,915.6
4,916.0
1.67
27,407.5
27,371.8
100,185.2
4917.00
29,827.0
4,915.8
4,917.0
2.30
'
31,985.5
31,961.2
132,146.4
4918.00
34,144.0
4,916.0
4,918.0
3.03
36,553.0
36,526.5
168,672.9
4919.00
38,962.0
4,918.7
4,919.0
3.87
'
47,283.5
47,037.5
215,710.4
4920.00
55,605.0
0.0
4,920.0
4.95
'
NOTES:
1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED
VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.)
2. FOR THE REMAIMDER OF THE
VOLUMES BETWEEN CONTOURS (SECTION 9.2)
'
VOL. = DEPTH/3 (A +(AB)A.5 +
B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REQ.-VOL. LOW CUML)'3/(AREA LOW+AREA HIGH+(low area'high area)".5)
4915.32 = HWL POND
DETENTION POND HIGH WATER LINE
Pond 218 - Revised Pond 218 Configuration - Total Pond
117,176.0
= REQ. VOLUME
'
CONTOUR
AREA AVG AREA INTERVAL
CUMULATIVE
HIGH WATEF
Contour
Storage
(sq.ft.) (sq.ft.) VOLUME (cu.8.)
VOL (cu.ft.)
LINE (ft.)
4909.80
0.0
4,909.8
0.00
1,649.0 219.9
219.9
'
4910.00
3,298.0
0.0
4,910.0
0.01
3,859.5 3,845.8
4,065.7
4911.00
4,421.0
0.0
4,911.0
0.09
4,904.5 4,896.5
8,962.2
4912.00
5,388.0
6.0
4,912.0
0.21
8,017.0 7,869.2
16,831.4
4913.00
10,646.0
0.0
4,913.0
0.39
14,078.5 13,936.9
30,768.3
'
4914.00
17,511.0
0.0
4,914.0
0.71
19,181.0 19,156.7
49,925.0
4915,00
20,851.0
22,919.5 22,888.3
72,813.4
0.0
4,915.0
1.15
4916.00
24,988.0
0.0
4,916.0
1.67
27,407.5 27,371.8
100,185.2
4917.00
29,827.0
4,917.5
4,917.0
2.30
'
31,985.5 31,961.2
132,146.4
4918.00
34,144.0
4,917.6
4,918.0
3.03
36,553.0 36,526.5
168,672.9
4919.00
38.962.0
4,919.9
4,919.0
3.87
'
47,283.5 47,037.5
215,710.4
4920.00
55,605.0
0.0
4,920.0
4.95
NOTES:
1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED
'
VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS
(SECTION 9.2)
VOL. = DEPTH/3 (A +(AB)A.5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REQ: VOL.LOW CUML)`3/(AREA LOW+AREA HIGH+(low area high area)A.5)
4917.50 = HWL POND
wu___
cuewr CALCULATIONSpon__
w*os xecncoo,
`
DATE SHEET OF______
FORT COLLINS, coLonA000nsu1
il-
7
t_'Ll
'I
73
�-
4-7-
TL-
"s
INLETS, SWALES, STORM SEWERS
ION
DATE 06-19-2000 AT TIME 08:22:18
'***
PROJECT TITLE: RIGDEN FARMS 2ND
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: 11
'
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH (ft)=
2.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
0.00
'
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.00
Note: The sump depth is additional depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.60.
'
STREET CROSS SLOPE (°s) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
1.50
GUTTER WIDTH (ft) =
1.00
STREET FLOW HYDRAULICS:
'
WATER SPREAD ON STREET (ft) -
6.50
t
GUTTER FLOW DEPTH (ft) =
0.26 —
�r
FLOW VELOCITY ON.STREET (fps)=
1.84
'
FLOW CROSS SECTION AREA (sq ft)=
0.54
GRATE CLOGGING FACTOR (%)=
50.00
CURB OPENNING CLOGGING FACTOR(.)=
0.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
1.66
'
BY FAA HEC-12 METHOD: DESIGN FLOW
(Cfs)=
1.00-<-
FLOW INTERCEPTED
(cfs)=
1.00
CARRY-OVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
1.00
'
FLOW INTERCEPTED
(cfs)=
1.00
CARRY-OVER FLOW
(cfs)=
0.00
II
:s►,.� C ry1M Z
Si �uau�
--___-____-_ _________________________________________________________________
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
SER:NorthernEngineering Services -Ft Collins Colorado .......................
ON DATE 05-02-2000 AT TIME 18:11:16
** PROJECT TITLE: RIGDEN FARM 2ND
*** CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 5 1J LeT S6
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH (ft)=
5.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
0.00
t
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.33
'
Note: The sump depth is additional
depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (°s) =
1.00
STREET CROSS SLOPE (%) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
1.10
'
GUTTER WIDTH (ft) =
1.16
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
16.00
GUTTER FLOW DEPTH (ft) =
0.41
'
FLOW VELOCITY ON STREET (fps)=
3.40
FLOW CROSS SECTION AREA (sq ft)=
2.65
GRATE CLOGGING FACTOR (%)=
50.00
'
CURB OPENNING CLOGGING FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
11.58
'
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
9.00
FLOW INTERCEPTED
(cfs)=
9.00
CARRY-OVER
FLOW (cfs)=
0.00
'
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
9.00
FLOW INTERCEPTED
(cfs)=
9.00
CARRY-OVER
FLOW (cfs)=
0.00
Q100*1.33
Worksheet for Triangular Channel
Project Description
'
Project File
d:lprojectslrig\swale-5b.fm2
Worksheet
Swale 5b
Flow Element
Triangular Channel
Method.
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.033333 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V .
Discharge
12.00 cfs
1
I
I
Results
Depth
1.03
ft
Flow Area
4.22
ft2
Wetted Perimeter
8.47
ft
Top Width
8.22
ft
Critical Depth
0.89
ft
Critical Slope
0.071535 ft/ft
Velocity
2.84
ft/s
Velocity Head
0.13
ft
Speck Energy
1.15
ft
Froude Number
0.70
Flow is subcritical.
' 05/23/00 FlowMaster v5.13
01:07:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of t
4�
1
4 4 K
is
�M
\
LT 1
M SEW INE 1 \
i
I
PROJECT JOB NO.
CLIENT CALCULATIONS FOR
MADE BY VLi —DATE CHECKED BY,
DATE SHEET
FORT COLLINS, COLORADO 80521
H
-1-- 4
I L �_J
L
L
-4-
T-1
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7-1-
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-7-
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it
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k,l
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4-1
STORM SEWER LINE===,___________________F:\UDSEWER\RIGLINE 2.OUT
__________
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
-----Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
-------- ---Metro -Denver -Cities/Counties -&-UDFCD-Pool -Fund -Study
-------------
USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ...........................
ON DATA 05-23-2000 AT TIME 14:49:16 VERSION=03-26-1994
*** PROJECT TITLE :RIGDEN FARM SECOND FILING
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR
-------------------------------------------------------------------------------
CFS FEET FEET
1.00 0.00 0.00 0.00
9.00 14.00 17.56
NO
'
2.00 0.00 5.002999999.80
9.00 20.00 17.85
OK
3.00 0.00 5.004499999.50
9.00 18.80 18.37
OK
4.00 0.00 5.008999999.00
9.00 18.80 18.87
NO
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
'
*** SUMMARY OF SEWER HYDRAULICS
'
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER
SIZE RATIO= .8
SEWER MAMHOLE NUMBER SEWER
REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE
DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
ID NO. ID NO.
(IN) (FT) (IN) (FT) (IN) (FT)
(FT)
-------------------------------------------------------
12.00 2.00 1.00 ROUND
7--------------- --------
14.33 18.00 18.00
0.00
23.00 3.00 2.00 ROUND
18.53 21.00 18.00
0.00
34.00 4.00 3.00 ROUND
18.53 21.00 18.00
0.00
1
DIMENSION UNITS FOR ROUND AND ARCH SEWER
ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL FROUDE
COMMENT
D FLOW Q FULL Q DEPTH VLCITY
DEPTH VLCITY VLCITY NO.
NUMBER I CFS CFS FEET FPS
FEET FPS FPS
----------------------------------------------------------------------
12.0 9.0 16.6 0.79 9.58
1.16 6.13 5.09 2.13
V-OK
23.0 9.0 8.4 1.50 5.09
1.16 6.13 5.09 0.00
V-OK
34.0 9.0 8.4 1.50 5.09
1.16 6.13 5.09 0.00
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED
FLOW OCCURS
------------------------------------- ---------------------------------
SEWER SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM
UPSTREAM DNSTREAM
------------------- g-------(FT)------(FT)-----
(FT) (FT)
-------------------------
12.00 2.87 15.51 13.17
2.99 -0.67 NO
23.00 0.73 16.12 15.71
1.18 2.79 NO
34.00 0.73 16.12 16.12
1.18 1.18 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
I
'
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH
UPSTREAM
DNSTREAM
UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET FEET
------------------------------------------
12.00 81.64
81.64
17.01
-------------------------------------
14.67
17.85 17.56 PRSS'ED
23.00 56.07
56.07
17.62
17.21
18.37 17.85 PRSS'ED
34.00 0.00
0.00
17.62
17.62
.18.87 18.37 PRSS'ED
PRSS'ED--PRESSURED FLOW;
JUMP=POSSIBLE
HYDRAULIC JUMP;
SUBCR=SUBCRITICAL FLOW
'
*** SUMMARY OF ENERGY GRADIENT
LINE ALONG
SEWERS
-------------------------
UPST MANHOLE
SEWER
------------------------------------------------
JUNCTURE
LOSSES DOWNST MANHOLE
1
SEWER MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL
LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT
FT
K COEF LOSS FT K
COEF LOSS FT ID FT
-----------------------=-------------------------------------------------------
12.0 2.00 18.25
0.69
1.00
0.00
0.00 0.00 1.00 17.56
1
23.0 3.00 18.37
0.47
0.12
0.05
0.00 0.00 2.00 18.25
34.0 4.00 19.28
0.00
1.25
0.50
0.00 0.00 3.00 18.77
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
' NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
i
IP
CP
2'.0
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4' D H LE
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PEWAL
CUL RT
15 " N R P
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'
AREA
t`f Y
STORM SEWER
.p
f
PROJECT'R&IDEN Z �= JOB NO. (NtIll I - OC;o
I
CLIENT 7E; CALCULATIONS FOR
MADEBY DATE CHECKED BY
DATE offfao—o SHEET t OF I
FORT COLLINS, COLORADO 80521
-
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I
STORM SEWER LINE' 2 F:\UDSEWER\RIGLI4Er1.OUT
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng.
Dept, U. of Colorado at Denver
'
Metro Denver Cities/Counties
& UDFCD Pool Fund Study
----------------------------------------------------------------------------
USER:NORTHERN ENG.SERVICES INC-FT COLLINS
COLORADO ...........................
ON DATA 05-23-2000 AT TIME 14:52:45
VERSION=03-26-1994
*** PROJECT -TITLE :RIGDEN FARM SECOND FILING
'
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
'
--------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR
CFS FEET FEET
-----------------------------------------------------
1.00 0.00 0.00 0.00
--------------------------
5.20 14.00 17.56
NO
'
2.00 0.00 5.001733333.12
5.20 23.10 20.09
OK
3.00 0.00 5.002599999.50.
5.20 22.25 20.77
OK
4.00 0.00 5.005199999.00
5.20 22.25 21.12
OK
'
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
'
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER
SIZE RATIO= .8
SEWER MAMHOLE NUMBER SEWER
----------------------
REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE
DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
'
----ID NO_ ----ID NO.
12.00 2.00 1.00 ROUND
(IN) (FT) (IN) (FT) (IN) (FT)
- ---- ---------- ---------- ----------
9.53 18.00 15.00
(FT)
0.00
23.00 3.00 2.00 ROUND
15.42 18.00 15.00
0.00
34.00 4.00 3.00 ROUND
15.42 18.00 15.00
0.00
'
DIMENSION UNITS'FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
'
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-----------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL FROUDE
COMMENT
ID FLOW Q FULL Q DEPTH VLCITY
DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS
----------------------------------------------------------------------
FEET FPS FPS
1
12.0 5.2 17.5 0.47 12.41
0.93 5.34 4.24 3.72
V-OK
23.0 5.2 9.6 1.25 4.24
0.93 5.39 9.24 0.00
V-OK
34.0 5.2 4.8 1.25 4.24
0.93 5.34 4.24 0.00
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----=-----------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT)
----------------------------------------------------------------------
(FT) (FT)
12.00 8.43 19.16 14.26
2.69 -1.51 NO
'
23.00 0.65 19.50 19.36
1.50 2.49 NO
34.00 0.65 19.50 19.50
1.50 1.50 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
'
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
---------------------------------------- --------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION
FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------------------------------------------------------------------------
12.00 58.11 20.99 20.41 15.51 20.09 17.56
. JUMP
'
23.00 21.55 21.55 20.75 20.61 20.77 20.09
PRSS'ED
34.00 0.00 0.00 20.75 20.75 21.12 20.77
PRSS'ED
a
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
FLOW
---------------------------------------------------------------------------`---
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST
MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID
FT
-------------------------------------------------------------------------------
12.0 2.00 20.53 2.97 1.00 0.00 0.00 0.00 1.00
17.56
'
23.0 3.00 21.05 0.40 0.44 0.12 0.00 0.00 2.00
20.53
34.0 4.00 21.40 0.00 1.25 0.35 0.00 0.00 3.00
21.05
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
'
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
'
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS
LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1
1
1
1
DRAINAGE CRITERIA MANUAL
STORM INLETS
op Sc.-- MA�LA LVZ Pcz? NVilt, G DEPTtk - 0-S l
ed'>o L= FFIG E t-A*T 3;5 t°.GS / SF
2•.8 GAS /SF C ao°Jei
Qt= I. o G5�-5
aim = 5.2. e-vs Zor,� � . �w• = 1,39 SF
0.7
'L 0.6
w
e 0.5
> 0.4
0
x
F-
a 0.3
w
0
0
z 0.2
0
z
0
a 0.1
0.0
0 I 2 3 4
FLOW INTO INLET PER SQ. FT. OF OPEN AREA (CFS/FT2)
FIGURE 4-1. CAPACITY OF GRATED INLET IN SUMP
2 �crt 430�0 (5k 6Xo Bc)= z, 5'4 cXs/sF
o. sz' 0n yR
5
10-15-68
Denver Regional Council of Governments
Q2
Worksheet for Triangular Channel
Project Description
'
Project File
c:\haestad\fmw\rig-strm.fm2
Worksheet
Swale 5c
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
'
Channel Slope
0.012000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Discharge
1.00 cfs
Results
'
Depth
0.49 ft
Flow Area
0.96 ftz
Wetted Perimeter
4.04 ft
'
Top Width
3.92 ft
Critical Depth
0.33 ft
Critical Slope
0.099645 ft/ft
'
Velocity
1.04 ft/s
Velocity Head
0.02 ft
'
Specific Energy
Froude Number
0.51 ft
0.37
Flow is subcritical.
' 0.2108/00
04:16:10 PM
FlowMaster v5.13
Haestad Methods, Inc: 37Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of i
---------------------- I
INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------------------------------------------------------
-
SER:Northern Engineering Services -Ft Collins Colorado....... .................
ON DATE 05-03-2000 AT TIME 04:49:20
** PROJECT TITLE: RIGDEN FARM
*** CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 5>�$ pp t lst� BIZC�►J�
'
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH (ft)=
2.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
0.00
'
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.50
'
Note: The sump depth is additional
depth to flow
depth.
STREET GEOMETRIES:
'
STREET LONGITUDINAL SLOPE ('s) =
1.00
STREET CROSS SLOPE (%) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
1.10
'
GUTTER WIDTH (ft) =
1.11
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
6.69
GUTTER FLOW DEPTH (ft) =
0.23
FLOW VELOCITY ON STREET (fps)=
2.23
FLOW CROSS SECTION AREA (sq ft)=
0.53
GRATE CLOGGING FACTOR (o)=
50.00
'
CURB OPENNING CLOGGING FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
4.58
(cfs)=
1.20
FLOW INTERCEPTED (cfs)=
1.20
CARRY-OVER
FLOW (cfs)=
0.00
BY DENVER.UDFCD METHOD: DESIGN FLOW
(cfs)=
1.20
FLOW INTERCEPTED (cfs)=
1.20
CARRY-OVER
FLOW (Cfs)=
0.00
Q100.
Worksheet for Triangular Channel
Project Description
Project File
c:\haestadVmwlrig-strm.fm2
Worksheet
Swale 5c
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.012000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
5.20 cfs
Results
'
Depth
0.91
ft
Flow Area
3.31
ftz
Wetted Perimeter
7.50
ft
'
Top Width
7.27
ft
Critical Depth
0.64
ft
'
Critical Slope
Velocity
0.079978 ft/ft
1.57 ft/s
Velocity Head
0.04
ft
Specific Energy
0,95
ft
'
Froude Number
0.41
Flow is subcritical.
02/08/00 FlowMaster v5.13
04:15:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
0100" 1.33
Worksheet for Triangular Channel
Project Description
Project File
c:\haestad\fmwVig-strm.fm2
Worksheet
Swale 5c
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.012000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
6.92 cfs
Results
Depth
1.01
ft
Flow Area
4.10
ftz
Wetted Perimeter
8.35
ft
Top Width
8.10
ft
Critical Depth
0.71
ft
Critical Slope
0.076982 ft/ft
Velocity
1.69
ftis
Velocity Head
0.04
ft
Specific Energy
1.06
ft
Froude Number
0.42
Flow is subc►itical.
02roei00
04:04:12 PM
1
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 75r-1666
FlowMaster v5.13
Page 1 of 1
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------------------------------------
tiSER:Northern Engineering Services -Ft Collins Colorado .......................
ON DATE 05-01-2000 AT TIME 16:30:51
'*** PROJECT TITLE: RIGDEN 2ND FILING
*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 7
INLET HYDRAULICS: ON A GRADE.
' GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 1.87
' INLET GRATE LENGTH (ft)= 3.25
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 3.00
' IS THE INLET GRATE NEXT TO A CURB ?-- YES
Note: Sump is the additional depth to flow depth.
' STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) = 0.70
STREET CROSS SLOPE (°<) = 2.00
' STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft) = 2.00
' STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft)
GUTTER FLOW DEPTH (ft) = 0.42
FLOW VELOCITY ON STREET (fps)= 2.67
FLOW CROSS SECTION AREA (sq ft)= 1.81
' GRATE CLOGGING FACTOR (%) 50.00
CURB OPENNING CLOGGING FACTOR(o)= 15.00
INLET INTERCEPTION CAPACITY:
FOR 3 GRATE INLETS:
' DESIGN DISCHARGE (cfs)= 4.81
IDEAL GRATE INLET CAPACITY (Cfs)= 4.35
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)= 3.50
' BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (Cfs)= 2.17
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 7
' INLET HYDRAULICS: ON A GRADE.
n
' GIVEN INLET DESIGN INFORMATION:
.1
GIVEN CURB OPENING LENGTH (ft)= 12.00
REQUIRED CURB OPENING LENGTH (ft)= 16.78
IDEAL CURB OPENNING EFFICIENCY = 0.90
ACTURAL CURB OPENNING EFFICIENCY = 0.81
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (CfS)= 1.17
BY FAA HEC-12 METHOD: DESIGN FLOW (Cfs)=
FLOW INTERCEPTED (Cfs)=
CARRY-OVER FLOW (Cfs)=
BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)=
FLOW INTERCEPTED (CfS)=
CARRY-OVER FLOW (Cfs)=
*** SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE (Cfs)=
BY FAA HEC-12 METHOD: '
FLOW INTERCEPTED BY GRATE INLET (Cfs)=
FLOW INTERCEPTED BY CURB OPENING(Cfs)=
TOTAL FLOW INTERCEPTED (Cfs)=
CARRYOVER FLOW (Cfs)=
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET (Cfs)=
FLOW INTERCEPTED BY CURB OPENING (Cfs)=
TOTAL FLOW INTERCEPTED (Cfs)=
CARRYOVER FLOW (Cfs)=
7
A
1.31
1.07
0.24
2.64
1.00
1.64
4.81
3.50
1.07
4.57
0.24
2.17
1.00
3.17
1.64
Q2
Worksheet for Irregular Channel
Project Description
'
Project File
c:\haesta&fmw\rig-strm.fm2
Worksheet
Pan 11.. a
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.020000 ft/ft
'
Elevation range: 95.92 ft to 100.00 ft.
Station (ft) Elevation (ft)
Start Station
0.00
100.00
0.00
10.00
96.00
10.00
'
11.00
95.92
12.00
12.00
96.00
22.00
100.00
'
Discharge
0.70
cfs
'
Results
Wtd. Mannings Coefficient
0.030
'
Water Surface Elevation
Flow Area
96.13
0.37
ft
ftz
Wetted Perimeter
2.69
ft
Top Width
2.64
ft
'
Height
0.21
ft
Critical Depth
96.11
ft
Critical Slope
0.024994 ft/ft
Velocity
1.87
ft/s
Velocity Head
0.05
ft
Specific Energy
96.18
ft
'
Froude Number
0.87
Flow is subcritical.
1
' 02/08ro0
11:13:54 AM
End Station
10.00
12.00
22.00
Roughness
0.060
0.016
0.060
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Q100
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\rig-strm.fm2
Worksheet
Pan 11. a
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.020000 fUft
Elevation range: 95.92 ft to 100.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
100.00
0.00
10.00
96.00
10.00
11.00
95.92
12.00
12.00
96.00
22.00
100.00
Discharge
3.10 cfs
Results
Wtd. Mannings Coefficient
0.016
Water Surface Elevation
96.23
ft
Flow Area
0.68
ft,
Wetted Perimeter
3.26
ft
Top Width
3.16
ft
Height
0.31
ft
Critical Depth
96.34
ft
Critical Slope
0.006583 fttft
Velocity
4.57
ft(s
Velocity Head
0.32
ft
Specific Energy
96.56 .
ft
Froude Number
1.74
Flow is supercritical.
End Station
10.00
12.00
22.00
Roughness
0.060
0.016
0.060
i02/08/00 FlowMaster v5.13
11:14:26 AM Haestad Methods, Inc.. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Q100'1.33
Worksheet for Irregular Channel
I
1
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r
I
I
Project Description
Project File
c:\haestad\fmw\rig-strm.fm2
Worksheet
Pan 1 Id a
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.020000 ft/ft
Elevation range: 95.92 ft to 100.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
100.00
0.00
10.00
96.00
10.00
11.00
95.92
12.00
12.00
96.00
22.00
100.00
Discharge
4.12 cfs
Results
Wtd. Mannings Coefficient
0.016
Water Surface Elevation
96.28
ft
Flow Area
0.84
ftz
Wetted Perimeter
3.52
ft
Top Width
3.40
ft
Height
0.36
ft
Critical Depth
96.40
ft
Critical Slope
0.006641 ft!ft
Velocity
4.91
ft/s
Velocity Head
0.37
ft
Specific Energy
96.66
ft
Froude Number
1.74
Flow is supercritical.
o2roa/00
11:14:44 AM
End Station
10.00
12.00
22.00
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.060
0.016
0.060
FlowMaster v5.13
Page 1 of 1
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1
EROSION CONTROL
' May 3, 2000
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Mr Jay Barber
Stormwater Utilities
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80522-0580
RE: Rigden Farm Second Filing
Erosion Control Security Deposit
Jay,
SERVICES INC
This letter is per the City criteria for any Erosion Control Security Deposit which may be required for the
construction of Rigden Farm Second Filing. This estimate is based on the May 2000 utility plans, as resubmitted to
the City for review.
Per the utility plans, the following items were found to be necessary for the protection of the site during
construction from wind and rainfall erosion:
Temporary Seed and Mulch,
Gravel Inlet Filters
Silt Fence (located around the easterly and southerly boundaries of the site)
Temporary truck wash pad
A breakdown of the anticipated costs associated with these improvements include:
Temporary Seed and Mulch 4.5 acres @ $800.00/ac = $3,600,00
Gravel Inlet Filters 6 each @ $250.00/ea = $1,500.00
Silt fence 1,500 If @ $2.00/lf = $3,000,00
Temp truck wash pad 1 ea @ $750.00 = $750.00
Total $8,850.00
150% $13,275.00
An alternate look at this obligation:
Total disturbed area (total site minus the pond area (by others)) - 7.8 acres '��. 1'/ire �°" Q
7.80 acres @ $500.00 * 150%= $5, 850.00.
Based on the above figures, and the City policy to use the most conservative estimate, the Erosion Control Security
Deposit obligation of the developer of Rigden Farm Second Filing would be $13,275.00.
Please call if you have any questions regarding these figures.
Roger A C ss, P.E. - Northern Engineering Services, Inc.
cc: Carl Glaser -Advocate
420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80521, (970) 221-4158, FAX (970) 221-4159
EFFECTIVENESS CALCULATIONS
rAUJLUT: c.��Dl=�! STANDARD FORM B.
COMPLETED BY: 8ua. DATE: -9
Erosion Control C-Factor P-Factor
Method Value Value Comment
T.t E!:o
MAJOR
BASIN
PS
(�)
SUB
BASIN
AREA
(Ac)
CALCULATIONS
-._ .......
. .
C SII S 1 m,
wiz=ti26_l_►v_l AA ��,4
........
MARCH 1991 8.15 _ DESIGN CRITERIA
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: e-? STANDARD FORM A
COMPLETED BY: DATE: Z -9.• oc�
DEVELOPED ERODIBILITY Asb I Lsb I Ssb Lb Sb PS
SUBBAgIN ZONE (ac) (ft) (1) (feet)
MARCH 1991 8.14 DESIGN CRITERIA
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CONSTRUCTION SEQUENCE
SEQUENCE FOR 2000 COMPLETED BY: #S%*& DATE: LATE FEB S, 00
2000
MONTH JAN I FEB MAR APR MAY JU JLY AUG SEP OCT NO DEC
OVERLOT GRADING:
WIND EROSION CONTROL:
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Sol Sealant
Other
RAINFALL EROSION
CONTROL STRUCTURAL -
Sediment Trap/Basin
Inlet Filters
Straw Barriers
gSilt Fence Barriers
aBae Soil Preparation
Contour Furrows
Terrocin
AsphaltAoncrete Paving
RipRop Outlet Control
VEGETATIVE:
Permanent Seed Plantin
Mulching/Seolont
Temporary Seed Plonting
Sod Installation
Netting Mats Blankets
Other
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24' RESIDENTIAL W/ 6" VERT C&G - 2 YR
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\rigden.fm2
Worksheet
24' RESIDENTIAL W/ 6" VERT C&G
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.004000 ft/ft
Water Surface Elevation
100.00 ft
Elevation range: 99.63 ft to 100.50 ft.
Station (ft) Elevation (ft)
Start Station
0.00 100.50
0.00
0.00 100.00
12.50
10.00 99.80
21.00
12.00 99.63
12.00 100.13
12.50 100.13
21.00 100.30
25.50 100.39
Results
Wtd. Mannings Coefficient
0.016
Discharge
2.33
cfs
Flow Area
1.57
ft2
Wetted Perimeter
12.38
ft
Top Width
12.00
ft
Height
0.37
ft
Critical Depth
99.97
ft
Critical Slope
0.007987 ft/ft
Velocity
1.48
ft/s
Velocity Head
0.03
ft
Specific Energy
100.03
ft
Froude Number
0.72
Flow is subcrltical.
' 06/16/00
03:59:13 PM
End Station
12.50
21.00
25.50
Haestad Methods, Inc. 37 Brookside Road VVaterbury, CT 06708 (203) 755-1666
Roughness
0.016
0.035
0.016
FlowMaster v5.13
Page 1 of 1
n
24' RESIDENTIAL W/ 6" VERT C&G - 100 YR
'
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmvMgden.fm2
'
Worksheet
Flow Element
24' RESIDENTIAL W/ 6" VERT C&G
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
'
Input Data
'
Channel Slope
0.004000 ft/ft
Water Surface Elevation 100.30 ft .
Elevation range: 99.63 ft to 100.50 ft.
Station (ft)
Elevation (ft) Start Station End Station
0.00
100.50 0.00 12.50
0.00
100.00 12.50 21.00
'
10.00
99.80 21.00 25.50
12.00
99.63
12.00
100.13
12.50
100.13
21.00
100.30
25.50
100.39
--- .._----------
Results
Wtd. Mannings Coefficient
0.024
Discharge
9.75
cfs
Flow Area
5.98
ftz
Wetted Perimeter
Top Width
21.81
21.00
ft
ft
Height
0.67
ft
'
Critical Depth
Critical Slope
100.15 ft
0.007847 ft/ft
Velocity
1.63
ft/s
Velocity Head
0.04
ft
'
Specific Energy
100.34
ft
Froude Number
0.54
Flow is subcritical.
06/16100
03:59:56 PM
Roughness
0.016
0.035
0.016
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1