HomeMy WebLinkAboutDrainage Reports - 01/15/1998_ �G 2 419s
FINAL
DRAINAGE REPORT
Horsetooth East Business Park Minor
Subdivision, Lot 2
February 7,1997
Revised December 15,1997
Prepared for:
The W.W. Reynolds Companies
SCOTT, COX&ASSOCIATES, INC.
consulting engineers • surveyors
1530 55th Street . Boulder, Colorado 80303
FINAL
DRAINAGE REPORT
Horsetooth East Business Park Minor
Subdivision, Lot 2
February 7,1997
Revised December 15,1997
Prepared for:
The W.W. Reynolds Companies
Prepared by:
SCOTT, COX & ASSOCIATES, INC.
consulting engineers - surveyors A
1530 55 St. Boulder, CO v
444-3051
Project No. 96534
18337
;e•*se••�(•
rnnnnuumar
COTT, COX&ASSOCIATES, INC.
M. Edward Classgow, IV, P.E.
'
December 18, 1997
Mr. Basil Hamdan
Storm Water Utility Department
City of Fort Collins
'
P.O. Box 580
Fort Collins, Colorado 80522
consulting engineers • surveyors
William H. Mitzelfeld, P.E.
' Ref: SCA Project #96534
Horsetooth East Business Park
' Minor Subdivision, Lot 2
Dear .Basil:
We have revised the Drainage And Erosion Control. Report for the subject project in
' accordance with your written comments dated 11/25/97 and our meeting of
December 12, 1997.
Specifically, with regard to Comment #1, we have added a note to the Grading,
Drainage and Erosion Control Plan that requires the Contractor to avoid disturbing
any of the existing pond vegetation and to fence off the. construction zone with
orange construction fencing.
With regard to Comment #2, we have made an additional attempt to clarify the
1 methodology behind the computations for the runoff coefficient for Lot 2. Please
call with any questions that you may have as you review this revised explanation.
' With regard to Comment #3, our Grading, Drainage and Erosion Control Plan, as
well as Utility Plans, include the storm sewer invert elevations, length, size and type
of pipe. In addition, we have performed an analysis on the flow characteristics of
the storm sewers and have included those analyses in Appendix B of the attached
report. The analysis includes the 100-year hydraulic grade line as well as a graphic
depiction of the pipe profile and cover as requested in your comments. Per our
meeting of December 12, 1997, you have agreed that these profiles can remain in the
report and do not have to be made into a separate plan. In addition, we have made
' numerous attempts to obtain a copy of the UD Sewer program to analyze these
1530 55th Street • Boulder, Colorado 80303 9 (303) 444.3051 • Fax: (303) 444-3387
' Mr. Basil Hamdan
December 18, 1997
Page 2
' sewers, and to date, we have been unsuccessful. We will use the UD Sewer software
for future projects, however, you have agreed that the Hydraflow program that we
' have used is an acceptable alternative for this project. I have included sales
literature as well excerpts from the program's operating manual to highlight the
futures of the software as well as to show the methodology that the -program uses for
this type of analysis.
With regard to Comment #4, we have evaluated the regrading at the west end of the
' project adjacent to the existing detention pond and have shown in the report that
the regrading creates a minor decrease in pond volume, which we agreed in our
recent meeting equates to a rise in the 100-year pond water surface of approximately
' 1 inch. We further agreed in our meeting that that was an acceptable alternative to
other regrading in the pond to recover any volume lost with the regrading on the
west side. Finally, we have addressed all other comments in the redlined set of the
' Grading, Drainage and Erosion Control Plans as well as the report.
We appreciate your time and effort in working with us in resolving the issues , and
' should you have any questions during your final review, please do not hesitate to
contact us at the address or phone herein.
Sincerely,
SCOTT, COX & ASSOCIATES, INC.
Brad E. Eaton, P.E.
Attachments
I
[l
1.
I
' ffs
COTT, COX&ASSOCIATES, INC. consulting engineers • surveyors
M. Edward Glassgow, IV, P.E. • William H. Mitzelfeld, P.E.
' February 10, 1997
Mr. Basil Hamdan
Storm Water Utility Department
City of Fort Collins
i P.O. Box 580
Fort Collins, Colorado 80522
' Ref: 96534
Dear Mr. Hamdan:
The attached Drainage and Erosion Control Report has been prepared for Lot 2 of the
Horsetooth East Business Park Minor Subdivision. and complies with the City of
1 Fort Collins Storm Drainage Design Criteria and Construction Standards dated May,
1984.
In addition to this report, we have included the Final Storm Drainage. and Erosion
Control Report for Horsetooth East Business Park Minor Subdivision dated
December 22, 1994, and the Storm Drainage Report of Horsetooth Business Park, 1st
Filing dated April 5, 1991, both prepared by Stuart Associates, Inc..
' Should you have any questions or comments regarding this report, please do not
hesitate to contact us.
' Sincerely,
SCOTT, COX & ASSOCIATES, INC.
1 By
William H. Mitzel ,
Attachments
I �1
1 1530 55th Street • Boulder, Colorado 80303 • (303) 444-3051 a Fax: (303) 444-3387
VICINITY NIAP P�T
HORSETOOTH EAST BUISNESS PARK MINOR SUBDIVISION
LOT 2
TABLE OF CONTENTS
Page Number
INTRODUCTION
1
DRAINAGE BASIN DESCRIPTION
1-2
OFF -SITE DRAINAGE
2
DRAINAGE DESIGN CRITERIA
2
PROPOSED DRAINAGE FACILITIES
3
DETENTION STORAGE
4
EROSION CONTROL
4
CONCLUSION
4-5
APPENDIX A - EROSION CONTROL
APPENDIX B - DRAINAGE CALCULATIONS
APPENDIX C - DRAINAGE REPORTS
' INTRODUCTION
This report is submitted as the final drainage design study of the historic and developed
' conditions of Lot 2 of the Horsetooth East Business Park Minor Subdivision. This
project is located in the Northeast 1/4 of Section 31, Township 7 North, Range 68 West,
' of the Sixth P.M., City of Ft. Collins, Colorado. The site is bordered by Timberline Road
on the east, Big Horn Drive on the north, Automation Way on the west and the
Collindale Business Park detention pond on the south.
The Horsetooth. East Business Park Minor Subdivision is the second phase of a business
and industrial site located in a drainage basin covered by the " Final Storm Drainage
' and Erosion Control Report for Horsetooth East Business Park Minor Subdivision"
dated December 22, 1994, and the "Storm Drainage Report of Horsetooth Business Park
First Filing" dated April 5, 1991, both prepared by Stewart and Associates Inc., copies of
which are contained in Appendix C of this report.
Horsetooth East Business Park Minor Subdivision is comprised of Lots 1, 2, 3 and Tract
' A. Lot 1 has previously been developed while Lot 2 and 3 have remained vacant. Tract
A was designed as a detention facility for both Lots 1 and 2 with the anticipated
' development of Lot 2 in mind. All drainage and detention improvements required for
the development of Lots 1 and 2 were made at the time of development of Lot 1 with
the exception of conveyance facilities for Lot 2 to the detention pond. The future
development of Lot 3 will require a separate drainage plan as outlined by Stewart and
Associates Inc., in the reports noted above.
' The reports prepared.by Stewart & Associates, Inc., evaluated the development plans
for Lots 1 and 2 for consistency with the drainage master plan for the area. Said reports
concluded that the development of Lot 1 and anticipated development of Lot 2 were
consistent with said master plan and that the constructed street and drainage facilities
were capable of handling the projected runoff.
' DRAINAGE BASIN DESCRIPTION
' Lot 2 is located in the Fox Meadows Drainage Basin.
The lot is currently vacant. The existing topography slopes toward the south east with
a maximum elevation differential of approximately six feet across the site.
This study provides storm drainage design for Lot 2 and meets the requirements set
' forth in the City of Ft. Collins Storm Drainage Design Criteria and Construction
Standards Manual. The Final Grading and Drainage Plan for the site is located in a
pocket in the back of this report and was prepared as part of this report.
Historic drainage patterns are shown on the enclosed Grading and Drainage Plan.
Generally storm runoff sheet flows overland across the site and discharges directly to
' the existing detention pond (.Tract A).
1
Under developed conditions, the roof drainage from the proposed office building will
be collected into a private storm sewer and piped under ground from the building to
' the existing detention pond. The parking lot and surrounding landscape will be divided
into five sub -basins which will all drain to inlets within the parking lot and then to the
detention pond via private storm sewers.
OFF -SITE DRAINAGE
' No major off site flows onto the site were identified by Stewart and Associates Inc., in
their report titled "Final Storm Drainage and Erosion Control Report for Horsetooth
' East Business Park Minor Subdivision" noted herein.
DRAINAGE DESIGN CRITERIA
' The criteria and methodology used in determining the storm runoff design peak flows
and volumes were those outlined in the City of Ft. Collins Storm Drainage Design
' Criteria and Construction Standards Manual.
The design rainfall data used in this study was taken from the time -intensity -frequency
' curve Figure 3-1, November, 1975, from the City of Ft. Collins Storm Drainage Design
Criteria and Construction Standards Manual. Runoff calculations were obtained using
the Rational Method as outlined in the City of Ft. Collins Storm Drainage Design
Criteria and Construction Standards Manual.
' The Rational Formula. is:
Q = CfCIA where:
Q = Peak Discharge (cfs)
' Cf = Storm Frequency Adjustment factor
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
' A = Drainage Basin Tributary Area (acres)
' The historic and developed conditions were analyzed for the 10-year and 100-year
storm events, and runoffs were calculated. The storm runoff results are shown in Table
Number 1. The calculation sheets are provided in Appendix B.
1 2
TABLE 1
On -Site Historic Runoff
Area
Runoff (cfs)
10-Year Storm
1.84
1.38
100-Year Storm
1.84
2.88
On -Site Developed Runoff
(prior to detention storage)
BASIN A
10-Year Storm
0.42
2.25
100-Year Storm
0.42
3.49
BASIN B
10-Year Storm
0.17
0.76
100-Year Storm
0.17
1.18
BASIN C
10-Year Storm
0.16
0.74
100-Year Storm
0.16
1.15
BASIN D
10-Year Storm
0.26
1.09
100-Year Storm
0.26
1.80
BASIN E
10-Year Storm
0.43
1.47
100-Year Storm
0.43
2.71
BASIN F
10-Year Storm
0.40
1.94
100-Year Storm
0.40
3.01
PROPOSED DRAINAGE FACILITIES
Detailed runoff calculations for the proposed development are provided in Appendix B.
These calculations along with the enclosed hydraulic
grade line profiles show that the
proposed private storm sewers are adequately sized to convey storm drainage through
the site to the existing detention pond.
3
' DETENTION STORAGE
The required detention storage volume for the on site basin for the 100-year storm was
' calculated in the drainage report "Final Storm Drainage and Erosion Control Report for
the Horsetooth East business Park Minor Subdivision' prepared by Stewart and
' Associates Inc., dated December 22, 1994, using the mass diagram (accumulated runoff)
method.
' The original detention storage calculations by Stewart and Associates Inc., utilized a
calculated developed runoff coefficient of 0.74 for the total site which correlates to a
developed runoff coefficient of 0.88 for Lot 2. With the proposed land use of Lot 2 now
' known the developed runoff coefficient for Lot 2 has been calculated as 0.84 which
lowers the developed runoff coefficient for the total site from 0.74 to 0.73 thereby
slightly reducing the required volume of detention storage from 0.96 acre feet
' (originally calculated) to 0.94 acre feet. The proposed development plans for Lot 2 are
therefore consistent with previous assumptions by Stewart and Associates Inc.
' The detention storage pond was constructed at the time Lot 1 was .developed and is
located in the southeast corner of the site. The original 100-year design storage volume
for the pond was 41,703 cubic feet (0.96 acre feet) and was designed to detain the 100-
year volume at an elevation of 4945.44 ft.. The original pond volume calculations, and
outlet details are provided in the drainage report "Final Storm Drainage and Erosion
' Control Report for the Horsetooth East business Park Minor Subdivision" prepared by
Stewart and Associates Inc., dated December 22, 1994. The development of Lot 2 will
require minor re -grading of the pond on the south east side of the project. The re-
grading will result in a small reduction in the total existing pond volume. The net loss
considering the reduced volume requirement of 0.94 acre feet noted above, will raise
the 100 year water surface 0.085 feet (1 inch) to an elevation of 4945.53 ft. The increase
' of an inch in the high water surface is insignificant and will not adversely affect the
operation of the pond, outlet structure or adjacent property in any way.
' EROSION CONTROL
' Erosion control requirements for the site have been analyzed using criteria set forth by
the City of Ft. Collins Storm Drainage Design Criteria and Construction Standards
Manual. The results of this analysis are contained in Appendix A along with the
require escrow calculation. In addition, erosion control measures for the construction
phase of the project are shown and noted on the grading and drainage plan provided
with this report.
CONCLUSION
' The requirements of this project were to design a drainage, grading and erosion control
plan for the office building and parking lot proposed for Lot 2 along with the necessary
drainage conveyance facilities to the existing detention pond.
' 4
The existing detention facilities were designed by Stewart and Associates Inc. to handle
the developed runoff from Lot 1 and the surrounding area along with the future
development of Lot 2. The design by Stewart and Associates used assumptions for the
' developed runoff generated by Lot 2 therefore this project also required verification of
that those original assumptions were valid.
' This drainage plan adequately handles the runoff from the 10-year and 100-year storm
events with all proposed drainage improvements designed in accordance with the City
' of Ft. Collins Storm Drainage Design Criteria and Construction Standards Manual. In
addition, the developed . runoff from Lot 2 and the associated detention and release
requirements were found to be consistent with the approved design outlined in the
' "Final Storm Drainage and Erosion Control Report for the Horsetooth East business
Park Minor Subdivision' prepared by Stewart and Associates Inc., dated December 22,
1994.
5
No Text
RAINFALL PERFORMANCE STANDARD EVALUATION
1
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STANDARD FORM A
DATE:
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IJIARCH 1991 9-14 DESIGN CRITERIA
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EFFECTIVENESS CALCULATIONS
PROJECT: ,�,-z 5�'T �= :v �ii'�T/�=1�//�� �5/+/?sL� STANDARD FORMB
COMPLETED BY: DATE: ,111�2 7
Erosion Control C-Factor P-Factor
Method Value Value Comment
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MAJOR
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DATE: 5 /''/
Indicate
by use
of a bar line or symbols when erosion control measures will be installed.
ajor modifications to an approved schedule may require submitting.a
new schedule for
pproval
by the
city Engineer.
YEAR
'
MONTH
OVERLOT GRADING
'WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier -
' Additional Barriers
Vegetative Methods
Soil. Sealant
' Other
INFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin —
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
' Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving.
Other
' VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
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1P115
TRUCTURES: INSTALLED BY�iI('G�/DE!/�(Gy�illf/,/T MAINTAINED BY �/N%OIV�EVEGOI�yJE/C�
GETATION/MULCHING CONTRACTOR. %
LATE SUBMITTED
APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991 8.16 DESIGN CRITERIA
COTT, COX&ASS.00IATES, INC.
consulting engineers • sume)+ors .
(A"..': -++, IV. P.l.
• \\"illi.nt li. Vil.'010d, P.E.
September 26, 1997
'
FILE.
'
Mr. Basil Hamdan
Stormivater Utility Department
City of Fort Collins
'
P.O. Box 580
Fort Collins, Colorado 80522
Ref:
Lot 2, Horsetooth East Business
Park Subdivision
96534 SCA
'
Dear Basil:
Pursuant to our recent phone conversation, we have determined that the required
erosion control escrow amount for the subject project is $2,400.00. This amount was
' determined in accordance with the City of Fort Collins Storm Drainage Design
Criterion Construction Standards.
We are providing this information as an attachment to the Drainage and Erosion
' Control Report prepared for the subject property. Should you have any questions
regarding our calculation of this escrow amount, please do not hesitate to contact us
' at the address or phone listed herein.
' Sincerely,
SCOTI, COX & ASSOCIATES, INC.
' Brad E. Eaton, P.E.
' cc Layne Mitchell
W.W. Reynolds Companies
' 1530 55ih 5w-vt • Buuldr•r, Culwadu 80303 0 4303) a•3051 • fzx: 1303) 4.4•3387
' ZA'
consulting engineers surveyors
'ILM 55th St,..t . Dwidw. ruvod. 80503
(5c7 w - 3051 le. (3:4 W - -2387
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Prc).ct ^a GC/%.• ::; / �Z;r rJ3
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0
APPENDIX B
DRAINAGE CALCULATIONS
1
1
1
1
Q
I
' SCOTT, COX & ASSOCIATES INC. PROJECT 96534
consulting engineers - surveyors DATE 12/15/97
LOT 2 RUNOFF COEFFICIENT:
' As noted in the introduction portion of this report, Tract A was designed as a detention
facility for both Lots 1 and 2. The detention pond was designed and constructed at the
time Lot 1 was developed while Lot 2 remained vacant. To size the detention pond certain
assumptions were made by Stewart and Associates regarding the future land use of Lot 2
' and the corresponding runoff coefficients. The purpose of the following calculations is to
first determine the assumptions made by Stewart and Associates as these assumptions
are not provided in the previous report. Once the assumed coefficients for Lot 2 are
' determined they can be compared to the actual runoff coefficients now that the land use
for Lot 2 is known.
1) Determine the assumed land use by Stewart and Associates for Lot 2 by determining the
' assumed amount of Lot 2 to be landscaped with a runoff coefficient of 0.25:
The developed runoff coefficient was calculated by Stewart and Associates for the total
' area detained: (Lot 1, Lot2, Tract A, Big Horn Dr. and 1/2 Timberline Rd.) Ref: Final Storm
Drainage and Erosion control Report for Horsetooth East Business Park Minor
Subdivision.
' C= ((62,299 s.f.)(0.25) + (147,661 s.f.)(0.95)]/209,960 s.f. = 0.74
2) The known areas with a runoff coefficient of 0.25 are referenced in the attached Stewart
and Associates reports and are noted as follows:
Description Area (acres)
' Basin 1 0.04
Basin 2 0.03
Basin 3 0.09
West 1/2 of Timberline Rd. 0.07
Basin 6 0.06
Basin 7 0.06
Tract A 0.90
Total 1.25
* Information for basin 6 not found in Stewart and Associates reports. Area for basin 6
' @ C = 0.25 was assumed given that area and general land use is the same as basin 7.
3) Knowing the total area assumed by Stewart and Assoc. to have a C=0.25 from step 1
' (62,299 s.f.), and the areas listed in the Stewart and Assoc. report with C=0.25 from step
2 (1.25 ac), the amount of land for Lot 2 at C=0.25 assumed by Stewart and Assoc. can
be determined.
' (62,299 s.f./43,560 s.f./acre) - 1.25 = 0.18 acres
' 4) Check to see if the assumed amount of Lot 2 with a C value of 0.25 is reasonable:
0. 1 8/1.84(area of Lot 2) = 10 % in landscaping which is a reasonable assumption.
11
' SCOTT, COX & ASSOCIATES INC. PROJECT 96534
consulting engineers - surveyors DATE 12/15/97
' LOT 2 RUNOFF COEFFICIENT CONTINUED:
5) With the assumed percentage for landscaping known @ 10 % the assumed developed
runoff coefficient for all of Lot 2 can be determined.
' C = 0.90(.95) + 0.10(0.25) = 0.88
6) With the proposed development of Lot 2 the actual land use is now known and the actual
runoff coefficient for Lot 2 can be determined and compared to the original assumption.
Proposed land use of Lot 2:
15.50% Landscape C = 0.25
'
84.50% Building & parking lot C = 0.95
'
C = 0.845(.95) + 0.155(0.25) = 0.84
7) The known runoff coefficient for the proposed development of Lot 2 can be compared to
'
the original assumption.
0.84 is less than 0.88
'
8) Conclusion: The developed runoff coefficient for the proposed development of Lot 2 is
less than the original assumption made by Stewart and Assoc. therefore the developed
runoff and detention requirements for Lot 2 and the entire site will be, less than originally
'
calculated.
1
1
' SCOTT, COX & ASSOCIATES INC. PROJECT 96534
consulting engineers - surveyors DATE 12/15/97
' TOTAL SITE. REVISED DEVELOPED RUNOFF COEFFICIENT:
' The developed runoff coefficient originally calculated by Stewart and Assoc. for the entire
site was used to determine the size of the detention pond. As shown in the previous
calculations, certain assumptions were made. by Stewart and Associates regarding the
' land use of Lot 2 that proved to be conservative. With the land use of Lot 2 now known,
the runoff coefficient for the entire site can be re-evaluated to show that calculated volume
of the detention pond by Stewart and Assoc. is larger than necessary.
1) Recall the developed runoff coefficient calculated by Stewart and Associates Inc. for total
area detained:(Lot 1, Lot2, Tract A, Big Horn Dr. and 1/2 Timberline Rd.) Ref: Final Storm
' Drainage and Erosion Control Report for Horsetooth East Business Park Minor
Subdivision.
' C= [(62,299 s.f.)(0.25) + (147,661 s.f.)(0.95)1)209,960 s.f. = 0.74
2) Determine the original runoff coefficient for the balance of site excluding Lot 2, ie:(Lot 1,
' Tract A, Big Horn Dr. and 1/2 Timberline Rd.):
Given:
Area Lot 2 = 1.84 acres
' Area , Balance of site to be detained = 2.98 acres
Total Area to be detained = 4.82 acres
Original developed runoff coefficient for total area to be detained, C = 0.74
' Calculated developed runoff coefficient for Lot 2 only, C = 0.88
C = [(1.84/4.82)(0.88) + (2.98/4.82)(X)] = 0.74
' X = 0.655
3) Knowing the runoff coefficient for the balance of the site without Lot 2 and the revised
' runoff coefficient for Lot 2 of 0.84 the revised developed runoff coefficient for total site to
be detained can be calculated:
' Given:
Original developed runoff coefficient for Lot 2, C = 0.88
Revised runoff coefficient for Lot 2, C = 0.84
' Runoff coefficient for balance of site (from above), C = 0.66
C = [(1.84/4.82)(0.84)+(2.98 9 82)(0.66)] = 0.73
' Conclusion: The actual developed runoff coefficient of 0.73 for the total area to be
detained is less than the original coefficient of 0.74 originally calculated by Stewart and
Associates reducing the detention requirement for the total site from 0.96 acre feet to 0.94
' acre feet as shown in the following detention storage requirement calculation.
l�
' SCOTT, COX & ASSOCIATES INC. PROJECT # 96534
consulting engineers - surveyors DATE 10/30/96
' DETENTION STORAGE REQUIREMENTS, ACCUMULATED RUNOFF METHOD
Given:
Release rate/acre (cfs) 0.17
Of = Frequency adjustment factor 1.25
C = Runoff Coefficient 0.73
'
A = Area (acres)
4.82 (Lot 1, Lot2, Tract A, Big Horn Dr. & 1/2 Timberline Rd.)
Runoff
Release
Required Detention Volume
Time Rnin.l
I in/hr.
CfCA
0 (Cfs)
Volume In .
Volume lcil
(c .
(acre
'
10.0
7.0
4.4
30.8
18472.7
491.6
17981.0
0.41
20.0
5.2 .
4.4
22.9
27445.1
983.3
26461.8
0.61
' •
30.0
40.0
4.2
3.5
4A
4.4
18.3
15.4
32854.9
36945.3
1474.9
1966.6
31380.0
34978.7
0.72
0.80
50.0
3.0
4.4
13.2
39584.3
2458.2
37126.1
0.85
60.0
2.6
4.4
11.4
41167.6
2949.8
38217.8
0.88
'
70.0.
2.3
4.4
10.1
42487.1
3441.5
39045.6
0.90
80.0
2.1
4.4
9.0
43278.8
3933.1
39345.7
0.90
90.0
1.9
4.4
8.1
43938.5
4424.8
39513.8
0.91
120.0
1.5
4.4
6.4
45917.7
5899.7
40018.1
0.92
'
180
1.1
4.4
4.6
49876.2
8649.5
41026.6
0.94
IJ
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consulting engineers . surveyors
1530 55th Street Boulder, Colorado 80303
(303) 444-3051 FAX (303) 444-3387
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STEV VART&ASSOCIATES 103 S. MELDRUM. FORTPH. 482.9 31 FAX :82.9 8OLL?NS, CO8052t
Consulting Engineers and Surveyors
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SCOTT, COX & ASSOCIATES INC. PROJECT # 96534
consulting engineers - surveyors DATE 10/30/96
STORM RUNOFF HYDROLOGY
Rational Method
Condition: Historic Basin. Identification: Entire Site
Land Use: Undeveloped Design frequencies: 10 yr. & 100 yr.
isin Area (A) = 1.84 acres . Comments: Lot 2
Runoff Coefficient (C) = 0.25
Frequency Adjustment
Factors (Cf)
Time of Concentration (Tc)
Overland flow length (Lo)
330
feet
Overland flow slope (S)
2
%
Channel travel length (Lc'
N/A
feet
Channel velocity (Vl)
N/A
feet/second
Channel travel length (Lc:
N/A
feet
Channel velocity (V2)
N/A
feet/second
10: Tc
2 year
5 year
10 year
100 ear
1.00
1.25
TI = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333)
TI =
22.9
min.
(intial design pt.)
Travel time Tt1 = Lc 1 IV 1 (fps)* 60 sec./rr
Ttl =
N/A
min.
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Tt2 =
N/A
min.
Time of Concentration Tcl0 = TI + Ttl + Tt2
Tc 10 =
22.9
min.
Tc 100:
Ti = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333)
Tl =
21.2
min.
(ntial design pt.)
Travel time Tt1 = Lc1/VI(fps)`60 sec./rr
Ttl =
N/A
min.
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Tt2 =
N/A
min.
Time of Concentration Tc 100 = Ti + Ttl + Tt2
Tc 100 =
21.2
min.
Intensity (1)
2 year
5 year
10 year
100 year
3.00
5.00
Peak Flow (9) = Cf'C'I'A (cfs)
2 year
5 year
10 year
100 ear
1.38
2.88
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SCOTT, COX & ASSOCIATES, INC.
consulting engineers surveyors
1530 55th Street Boulder, Colorado 80303
444-3387
Project no.
45��
Sheet
Calculated by
Date
(303) 444-3051 FAX (303)
Project name
Checked by
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' SCOTT, COX & ASSOCIATES INC. PROJECT # 96534
consulting engineers - surveyors DATE 10/30/96
'
STORM RUNOFF HYDROLOGY
Rational Method
'
Condition: Developed Basin Identification: Basin A
Land Use: Office Building Design Frequencies: 10 yr. & 100 yr.
Basin Area (A) = 0.42 acres Comments: Roof Drainage
Runoff Coefficient (C) = 0.95
Frequency Adjustment
2 year
5 year
10 ear
100 year
Factors (Cf)
1.00
1.25
'
Time of Concentration (Tc)
Overland flow length (Lo) 140 feet
'
Overland flow slope (S) 3.5 %
Channel travel length (Lc' N/A feet
Channel velocity (V1) N/A feet/second
'
Channel travel length (Lc: N/A feet
Channel velocity (V2) N/A feet/second
11= 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333) TI = 2.2
min.
Qntial design pt.)
'
Travel time Ttl = Lc /Vl (fps)'60 sec./rr Ttl =
min.
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr Tt2 =
min.
'
Time of Concentration Tc10 = TI +Ttl + Tt2 Tc10 = 2.2
min.
Tc 100:
'
Ti = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333) TI = 1.5
min.
(intial design pt.)
Travel time Ttl = Lc1/Vl(fps)'60 sec./rr Ttl =
min.
'
Travel time Tt2 = Lc2/V2(fps)'60 sec:/rr Tt2 =
min.
Time of Concentration Tcl00 = Tl + Tt1 + Tt2 TC 100 = 1.5
min.
'
Intensity (1)
2 year 5 year 10 year
100 year
'
5.65
7.00
'
Peak Flow (9) = Cf'C'I'A (cfs)
2 year 5 year 10 year
100 year
'
2.25
3.49
t
' SCOTT. COX & ASSOCIATES INC.
consulting engineers - surveyors
PROJECT # 96534
DATE 10/30/96
1
1
u
STORM RUNOFF HYDROLOGY
Rational Method
Condition: Developed Basin Identification: Basin B
Land Use: Office Building Design Frequencies: TO yr. & 100 yr.
Basin Area (A) = 0.17 acres Comments: Parking and landscape
Runoff Coefficient (C) = 0.79
2 year
5 year
10 year
100, year
1:00
1.25
Frequency Adjustment
Factors (Cf)
Time of Concentration (Tc)
Overland flow length (Lo)
80
feet
Overland flow slope (S)
3
%
Channel travel length (Lc'
N/A
feet
Channel velocity (V1)
N/A
feet/second
Channel travel length (Lc:
N/A
feet
Channel velocity (V2)
N/A
feet/second
' To 10:
Ti = 1.87'(1.1-C`Cf)'(Lo^0.5)/(S^0.333)
(intial design pt.)
' Travel time Ttl = LcI/Vl(fps)'60 sec./rr
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
' Time of Concentration Tc 10 = Tt + Tt l + Tt2
I
1
1
Tc 100:
Ti = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333)
(intial design pt.)
Travel time Ttl = Lcl/VI(fps)'60 sec./rr
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Time of Concentration TC100 = 71 + Ttl + Tt2
Intensity (1)
Ti = 3.6 min.
Ttl = min.
Tt2 = min.
Tc10 = 3.6 min.
Ti =
1.3 min.
Ttl =
min.
Tt2 =
min.
Tc100=
1.3 min.
2 year 5 year 10 year 100 year
5.65 7.00
Peak Flow (Q) = CI'C'I'A (cfs)
2 year
5 year
10 year
100 year
0.76
1.18
' SCOTT, COX & ASSOCIATES INC. PROJECT # 96534
consulting engineers - surveyors DATE 10/30/96
' STORM RUNOFF HYDROLOGY
Rational Method
' Condition: Developed Basin Identification: Basin C
Land Use: Office Building Design Frequencies: 10 yr. & 100 yr.
Bcsin Area (A) = 0.16 acres Comments: Parking and landscape
Runoff Coefficient (C) = 0.82
' Frequency Adjustment 2 year 5 year 10 year 100 year
Factors (Cf) 1.00 1.25
' Time of Concentration (Tc)
Overland flow length (Lo) 65 feet
Overland flow slope (S) 2.9
%
Channel travel length (Lc' N/A
feet
Channel velocity (V1) N/A
feet/second
'
Channel travel length (Lc: N/A
feet
Channel velocity (V2) N/A
feet/second
'
c 0.
Ti = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333)
Ti =
3.0
min.
(intial design pt.)
Travel time Ttl = Lcl/Vl(fps)'60 sec./rr
Ttl =
min.
'
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Tt2 =
min.
Time of Concentration Tc l 0 = Tl + Ttl + Tt2
TC 10 =
3.0
min.
Tc 100:
Ti = 1.87'(1.1-C'Cf)'(Lo^0.5)/(S^0.333)
TI =
1.1
min.
(intial design pt.)
Travel time Ttl = Lcl/Vl(fps)'60 sec./rr
Ttl =
min.
'
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Tt2 =
min.
Time of Concentration Tc100 = Ti + Tt1 + Tt2
Tc 100 =
1.1
min.
'
Intensity (1)
2 year 5 year
10 year
1 OJ year
5.65
7.00
' Peak Flow (Q) = Ci'C'I'A (cfs)
2 year 5 year 10 year 100 year
0.74 1 1.15
1
SCOTT, COX & ASSOCIATES INC.
consulting engineers - surveyors
PROJECT # 96534
DATE 10/30/96
STORM RUNOFF HYDROLOGY
Rational Method
Condition: Developed Basin Identification: Basin D
Land Use: Office Building Design Frequencies: 10 yr. & 100 yr.
Basin Area (A) = 0.26 acres Comments: Parking and landscape
Runoff Coefficient (C) = 0.79
Frequency Adjustment
Factors (Cf)
Time of Concentration (Tc)
Overland flow length (Lo) 140
feet
Overland flow slope (S) 2
%
Channel travel length (Lc' N/A
feet
Channel velocity (Vl) N/A
feet/second
Channel travel length (Lc: N/A
feet
Channel velocity (V2) N/A
feet/second
Tc 10:
Ti = 1.87*(1.1-C*Cf)*(LoA0.5)/(SA0.333)
Ti =
(intial design pt.)
Travel time Ttl = Lc1/Vl (fps)*60 sec./rr
Ttl =
Travel time Tt2 = Lc2/V2(fps)*60 sec./rr
Tt2 =
Time of Concentration Tc10 = Ti + Ttl + Tt2
Tc 10 =
2
year
5
year
10 year
100 year
1.00
1.25
Tc 100:
Ti = 1.87*(1.1-C*Cf)*(LOA0.5)/(SA0.333)
(intial design pt.)
Travel time Ttl = Lc /Vl (fps)*60 sec./rr
Travel time Tt2 = Lc2/V2(fps)*60 sec./rr
Time of Concentration Tc 100 = Ti + Tt1 + Tt2
Intensity (1)
r=
Ttl =
Tt2 =
Tc 100 =
5.4
5.4
2.0
2.0
2 ear
5 year
10 year
100 year
5.30
7.00
Peak Flow (Q) = Cf*C*I*A (cfs)
2 year
5 year
10 year
100 year
1.09 �
1.80
min.
min.
min.
min.
min.
min.
min.
SCOTT, COX & ASSOCIATES INC.
consulting engineers - surveyors
STORM RUNOFF HYDROLOGY
Rational Method
PROJECT # 96534
DATE 10/30/96
Condition: Developed Basin Identification: Basin E
Land Use: Office Building Design Frequencies: 10 yr. & 100 yr.
Basin Area (A) = 0.43 acres Comments: Parking and landscape
Runoff Coefficient (C) = 0.72
Frequency Adjustment
2 year
5 year
Factors (Cf)
Time of Concentration (Tc)
Overland flow length (Lo) 175
feet
Overland flow slope (S) 1.8
%
Channel travel length (Lc" N/A
feet
Channel velocity (Vl) N/A
feet/second
Channel travel length (Lc: N/A
feet
Channel velocity (V2) N/A
feet/second
Tc 10:
Ti = 1.87*(1.1-C*Cf)*(LOA0.5)/(SA0.333)
Ti =
(intial design pt.)
Travel time Ttl = Lcl/Vl (fps)*60 sec./rr
Ttl =
Travel time Tt2 = Lc2/V2(fps)*60 sec./rr
Tt2 =
Time of Concentration Tc10 = Ti + Ttl + Tt2
Tc 10 =
Tc 100:
Ti = 1.87*(1.1-C*Cf)*(LOA0.5)/(SA0.333)
Ti =
(intial design pt.)
Travel time Ttl = Lcl /Vl (fps)*60 sec./rr
Ttl =
Travel time Tt2 = Lc2/V2(fps)*60 sec./rr
Tt2 =
Time of Concentration Tc 100 = Ti + Ttl + Tt2
TC 100 =
Intensity (1)
10 year
100 year
1.00
1.25
7.7
min.
min.
min.
7.7
min.
4.1
min.
min.
min.
1 min.
2 year
5 year
10 year
100 year
4.75
7.00
Peak Flow (Q) = Cf*C*I*A (cfs)
2 year
5 year
10 year
100 ear
1.47
2.71
' SCOTT, COX & ASSOCIATES INC.
consulting engineers - surveyors
PROJECT ;# 96534
DATE 10/30/96
1
11
7
r-
7
7-
r-
�I
1
STORM RUNOFF HYDROLOGY
Rotional Method
Condition: Developed Basin Identification: Basin F
Land Use: Office Building Design Frequencies:70 yr. & 100 yr.
Basin Area (A) = . 0.40 acres Comments: Parking and landscape
Runoff Coefficient (C) =
Frequency Adjustment
Factors (Cf)
Time of Concentration (Tc)
e
2 year
5 year
10 ear
100 year
1.00
1.25
Overland flow length.(Lo)
110
feet
Overl nd flow slope (S)
2.2
%
Channel travel length (Lc'
N/A
feet
Channel velocity (V1)
N/A
feet/second
Channel travel length (Lc:
N/A
feet
Channel velocity (V2)
N/A
feet/second
Tc 1
TI = 1.87'(1.1-C-Cf)'(Lo^0.5)/(S^0.333)
(intial design pt.)
Travel time Ttl = Lcl /V1(fps)'60 sec./rr
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Time of Concentration Tc 10 = Ti + Tt 1 + Tt2
Tc 100:
Ti = 1.87-(1.1-C-Cf)'(Lo^0.5)/(S^0.333)
(intial design pt.)
Travel time Ttl = Lc1/V1(fps)'60 sec./rr
Travel time Tt2 = Lc2/V2(fps)'60 sec./rr
Time of Concentration Tc 100 = TI + Tt 1 + Tt2
Intensity (1)
TI = 3.6 min.
Ttl =
min.
Tt2 =
min.
Tc10 =
3.6
min.
Ti =
1.5
min.
Ttl =
min.
Tt2 =
min.
Tcl00 =
1.5
min.
2 year 5 year 10 year 100 year
5.65 7.00
Peak Flow (Q) = Cf'C'I'A (cis)
2 year 5 year 10 year 100 year
1.94 3.01
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1
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consulting engineers surveyors
�� SCOTT, COX &ASSOCIATES, INC.
1530 55th Street Boulder, Colorado 80303
(303) 444-3051 FAX (303) 444.3387
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SCOTT, COX &ASSOCIATES, INC.
consulting engineers surveyors
1530 55th Street Boulder, Colorado 80303
Projet no.
�
Sheet/
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Calculated by
Dat I�
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(303) 444-3051 FAX (303) 444.3387
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RIM ESEV - 47.0
100 YR. HGL S = 4&8
100 YR. HGL (N; 2
Az
Al
. l,1 ELEV -'45.0
1 YR. HGL - 45.65
i INV ELEV - 4&1
,00 YR. H0. -
I
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- 45.87
- 46.09
I•;, i
ELEV • 47.0
YR. HGL (S) — 47.03 pmq
Fr
L7i 2
G;
H J7ir{ Ec,r ?''-Nrm
Pk4K Li"Ir.
PROPOSED BUILDING
1•4=
1.
Ira-Y
II
INV
100
ELEV - 4&1
YR. HGL - 45.05
l:
/
1_
MP
\
RIM ELEV -
47
100 M HGL
4
ele ra m .m'�rm rm rrn r� air d
RIM ELEV - 48.8:b
100 YR. HGL (N) . 45.73
+, 100 YR. HGL ( - 45.59
STORM SEWER HYDRAULIC GRADELINE SUMMARY
Scale: 1- = 50'
0 25 50 100
1I
RIM ELEV -,49. I,
100 YR. HGEr (N - 4&09
100 YRGL (HS) - 45.98 \
aie I'
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SCOTT, COX & ASSOCIATES, INC.
consulting engineers surveyors
1530 55th Street Boulder, Colorodo 80303
(303) 444 3051
96534HGL
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1
Line 1 Q = 4.13
' A 1 / Outfall
' Invert
Dnstrm 43.10
Upstrm 43.84
Z7-to Cz yv` 5E LjJ S Z
Size =15 x 15 (Cir) Nv = 0.010 Len = 148.8 JLC =1.00
Depth HGL EGL Area Vel T-Wid Cover
15 45.53 45.71 1.23 3.37 0.00 0.65
15 45.89 46.07 1.23 3.37 0.00 1.91
Drainage area (ac) = 0.00
Runoff coefficient (C)
= 0.00
Time of conc. (min)
= 0.92
'Inlet
Time (min)
Intensity @ 100 yr (in/hr)
= 0.00
= 0.00
Cumulative C x A
= 0.00
Q = CA x I (cfs)
-------------------------------------------
= 0.00
Q Catchment (cfs)
= 0.00
QC arryover (cfs)
= 0.00
Q Captured (cfs)
= 0.00
Bypassed = 0.00
Yp (cfs)
-------------------------------------------
1 Line 2 Q = 2.95 Size = 12 x 12 (Cir)
' A2 / Downstream line = 1
Invert Depth HGL
Dnstrm 43.90 12
Upstrm 44.64 12
' Drainage area (ac)
Runoff coefficient (C)
' Time of conc. (min)
Inlet Time (min)
Intensity @ 100 yr (in/hr)
Cumulative C x A
'Q = CA x I (cfs)
-------------------------------
Q Catchment (cfs)
'Q Carryover (cfs)
Q Captured (cfs)
Q Bypassed (cfs) ---
46.07
46.49
EGL
46.29
46.71
Slope of invert (%)
= 0.500
Slope energy grade line (%)
= 0.242
Critical depth (in)
= 10
Natural ground elev. (ft)
= 47.00
Upstream surcharge (ft)
= 0.80
Additional Q (cfs)
= 1.18
Full -flow capacity (cfs)
= 5.94
Inlet length (ft)
= 0.00
Gutter slope (ft/ft)
= 0.00
Cross slope (ft/ft)
= 0.00
Width of Flow (ft)
= 0.00
Nv = 0.010
Len =105.4
JLC =1.00
Area
Vel T-Wid
Cover
0.79
3.76 0.00
2.10
0.79
3.76 0.00
1.36
= 0.00
Slope of invert (%)
= 0.700
= 0.00
Slope energy grade line (%)
= 0.406
= 0.33
Critical depth (in)
= 9
= 0.00
Natural ground elev. (ft)
= 47.00
= 0.00
Upstream surcharge (ft)
= 0.86
= 0.00
Additional Q (cfs)
= 1.15
_0.00
Full_ capacity (cfs)
= 3 87
--
= 0.00
-- -- ---flow
Inlet length (ft)
= 0:00
= 0.00
Gutter slope (ft/ft)
= 0.00
= 0.00
Cross slope (ft/ft)
= 0.00
= 0.00
Width of Flow (ft)
= 0.00
0
' S LO1Zw, :S ;-:WfIZ'VA "
Line 3 Q = 1.80 Size =12 x 12 (Cir) Nv = 0.010 Len = 60.0 JLC =1.00
A3 / Downstream line =, 2
'
Invert Depth
HGL
Dnstrm 44.70 12
46.71
'
Upstrm 45.00 12
46.80
Drainage area (ac)
= 0.00
Runoff coefficient (C)
= 0.00
Time of conc. (min)
= 0.00
Inlet Time (min)
Intensity @ 100 yr (in/hr)
= 0.00
= 0.00
Cumulative C x A
= 0.00
Q = CA x I (cfs)
--------------------------------------------
= 0.00
Q Catchment (cfs)
= 0.00
Q Carryover (cfs)
= 0.00
Q Captured (cfs)
= 0.00
'Q
Bypassed
YP (cfs)
--------------------------------------------
= 0.00
EGL Area Vel T-Wid
Cover
46.79 0.79 2.29 0.00
1.30
46.89 0.79 2.29 0.00
1.00
Slope -of invert (%)
= 0.500
Slope energy grade line (%)
= 0.151
Critical depth (in)
= 7
Natural ground elev. (ft)
= 47.00
Upstream surcharge (ft)
= 0.80
Additional Q (cfs)
= 1.80
Full -flow capacity (cfs)
= 3.27--
-----------------------------------------
Inlet length (ft)
= 0.00
Gutter slope (ft/ft)
= 0.00
Cross slope (ft/ft)
= 0.00
Width of Flow (ft)
= 0.00
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Line 1 Q = 3.49 Size =12 x 12 (Cir) Nv = 0.010 Len =108.0
JLC =1.00
'
A 1 / Outfall
'
Invert Depth
HGL
Dnstrm 45.00 8
45.65
Upstrm 46.08 8
46.73
Drainage area (ac)
= 0.00
'Runoff
coefficient (C)
= 0.00
Time of conc. (min)
= 0.00
Inlet Time (min)
= 0.00
'
Intensity @ 100 yr (in/hr)
= 0.00
Cumulative C x A
= 0.00
'Q
= CA x I (cfs)
= 0.00
--------------------------------------------
Q Catchment (cfs)
= 0.00
Q Carryover (cfs)
= 0.00
Q Captured (cfs)
= 0.00
'Q
Bypassed
YP (cfs)
---------------------------------------------
= 0.00
EGL Area Vel T-Wid
Cover
46.30 0.54 6.46 0.95
-1.00
47.38 0.54 6.46 0.95
1.42
Slope of invert (%)
= 1.000
Slope energy grade line (%)
= 1.000
Critical depth (in)
= 10
Natural ground elev. (ft)
= 48:50
Upstream surcharge (ft)
= 0.00
Additional Q (cfs)
= 3.49
Full -flow capacity (cfs)
= 4.63
---------------------------------------------------
Inlet length (ft)
= 0.00
Gutter slope (ft/ft)
= 0.00
Cross slope (ft/ft)
= 0.00
Width of Flow (ft)
= 0.00
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Line 1 Q = 3.83 Size =15 x 15 (Cir) Nv = 0.010 Len = 78.8
JLC =1.00
'
C 1 / Outfall
Invert Depth
HGL EGL
Area Vel T-Wid
Cover
Dnstrm 43.10 15
45.53 45.68
1.23 3.12 0.00
-0.35
Upstrm 43.49 15
45.69 45.85
1.23 3.12 0.00
2.06
Drainage area (ac)
= 0.00
Slope of invert (%)
= 0.500
'
Runoff coefficient (C)
= 0.00
Slope energy grade line (%)
= 0.208
Time of conc. (min)
= 0.90
Critical depth (in)
= 9
'Inlet
Time (min)
Intensity @ 100 yr (in/hr)
= 0.00
= 0.00
Natural ground elev. (ft)
Upstream surcharge (ft)
= 46.80
= 0.95
Cumulative C x A
= 0.00
Additional Q (cfs)
= 1.44
Q = CA x I (cfs)
= 0.00
Full -flow capacity (cfs)
= 5.94
------------------------------------------
Catchment (cfs)
= 0.00
----------------------------------------------------
Inlet length (ft)
= 0.00
'Q
Q Carryover (cfs)
= 0.00
Gutter slope (ft/ft)
= 0.00
Q Captured (cfs)
= 0.00
Cross slope (ft/ft)
= 0.00
'Q
Bypassed cfs
YP
-----------------------------------------------
= 0.00--------
Width of Flow ft
( )
- -----------------------------_----
= 0.00
'
Line 2 Q = 2.39 Size =12 x 12 (Cir)
Nv = 0.010 Len = 99.9
JLC =1.00
'
C2 / Downstream line = 1
Invert Depth
HGL EGL
Area Vel T-Wid
Cover
'
Dnstrm 43.60 12
45.85 45.99
0.79 3.04 0.00
2.20
Upstrm 44.10 12
46.11 46.26
0.79 3.04 0.00
3.90
'
Drainage area (ac)
= 0.00
Slope of invert (%)
= 0.500
coefficient (C)
= 0.00
Slope energy grade line (%)
= 0.267
'Runoff
Time of conc. (min)
= 0.35
Critical depth (in)
= 8
Inlet Time (min)
= 0.00
Natural ground elev. (ft)
= 49.00
'Intensity
@ 100 yr (in/hr)
= 0.00
Upstream surcharge (ft)
= 1.01
Cumulative C x A
= 0.00
Additional Q (cfs)
= 0.00
'Q
= CA x I (cfs)
------------------------------------------
= 0.00-
Full -flow capacity (cfs)
-----------------------------------------
=- 3.27----
Q Catchment (cfs)
= 0.00
Inlet length (ft)
= 0.00
Q Carryover (cfs)
= 0.00
Gutter slope (ft/ft)
= 0.00
Q Captured (cfs)
= 0.00
Cross slope (ft/ft)
= 0.00
Q Bypassed (cfs)
= 0.00-
Width of Flow (ft)-
= 0.00
-------------------------------------------
- -- --------
-
----------------------------
Line 3 Q = 2.39 Size =12 x 12 (Cir) Nv = 0.010 Len = 62.4
rr.c = I_M
' C3 / Downstream line = 2
Invert Depth
HGL
Dnstrm 44.30 12
46.26
'
Upstrm 44.61 12
46.42
Drainage area (ac)
= 0.00
'Runoff
coefficient (C)
= 0.00
Time of conc. (min)
= 0.00
Time (min)
= 0.00
'Inlet
Intensity @ 100 yr (in/hr)
= 0.00
Cumulative C x A
= 0.00
1
Q = CA x I (cfs)
----- ------------------------------
= 0.00
Q Catchment (cfs)
= 0.00
'
Q Carryover (cfs)
= 0.00
Q Captured (cfs)
= 0.00
'
Q Bypassed (cfs) -
=- 0.00
1
EGL. Area Vel T-Wid
Cover
46.40 0.79 3.04 0.00
3.70
46.57 0.79 3.04 0.00
1.39
Slope of invert (%)
= 0.500
Slope energy grade line (%)
= 0.267
Critical depth (in)
= 8
Natural ground elev. (ft)
= 47.00
Upstream surcharge (ft)
= 0.81
Additional Q (cfs)
= 2.39
Full -flow capacity (cfs)
= 3.27
Inlet length (ft) = 0.00
Gutter slope (ft/ft) = 0.00
Cross slope (ft/ft) = 0.00
Width of Flow (ft) = 0.00
-------------------------------------------------
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�draflow S;orm Sewers is we known for setting
new standards in hydrology & hydrauhcs IE was
PC -based software. to compute. the true
HGL in a storm sewer system. Then came our
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Designs entire storm sewer systems
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Computestrue HGL automatically
• Prints, copies and exports on -screen reports
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Enhanced Modeling System balances Tc with HGL
• Extensive on-line help makes it easy to learn and use
Handles partial, full and surcharged flow conditions
O No -hassle installation takes just seconds
Flow calculations by the Rational method
O Runs on any Windows -based PC with 4Mb RAM
Dccelops rainfal IDF curves
Extensive user -definable design constraints
.Models circular, box and elliptical pipes
Computes friction and minor losses with user -definable
00
Computes Tc and rainfall intensities
Models up to 500 lines at once
• Imports layouts from AutoCAD .DXF files
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APPENDIX C
DRAINAGE REPORTS
rural Ap p
FINAL
' STORM DRAINAGE AND EROSION CONTROL REPORT
FOR
HORSETOOTH EAST BUSINESS PARK MINOR SUBDIVISION
' TIMBERLINE PARTNERS LIMITED
' DECEMBER 22, 19§4
' STEWART & ASSOCIATES9 INC.
' 102 SOUTH MELDRUM STREET
FORT COLLINS. COLORADO 80521
303/482-9331
STEWART&SSOCIATES
Coansuldn3 En3ineers and Surveyors
December 22, 1994
Mr. Basil Hamdan
Storm Hater Utility
City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
Dear Basil:
The following drainage and erosion control report is prepared for the
Horsetooth East Business Park Minor Subdivision. Horsetooth East Business
Park Minor Subdivision is the second phase of a 32.2 acre business and
industrial development which was begun in 1991.
A drainage report titled "Horsetooth Business Park First Filing" was
prepared for this 1991 development. I am including a copy of this report in
the appendix and will follow the design guidelines established by this 1991
report.
This report complies with the City of Fort Collins Storm Drainage Design
Criteria. ..ter-._
' Sincerely,
Philli�pvl. Robinson, P.E. & L.S.
Vice President
jrr
' enclosures
1
James K Stewart
and Assoczes, !no.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins. CO 80522
3031482-9331
Fax 301'482-9382
' FINAL STOR. DRAINAGE AND EROSION CONTROL REPORT
' HORSETOOTH EAST BUSINESS PARK MINOR SUBDIVISION
SITE LOCATION
' The ;'orsetooth East Business ?ark. Minor Subdivision is located in the
Fox Creek Drainage Basin. The site is the southerly 8.9 acres of'a 32.2 acre
' development located in the Northeast i of Section 31, Township 7 North, Rance
68 blest', of the Sixth P.A., City of Fort Collins, Colorado. The site is bounded
.on the west by the Union Pacific Railroad. on the north by Bichorn Drive, on
the east by Timberline Road. and on the south by the Collindale Business Park.
' Automation Way runs -north -south through the apprcximte middle of the site.
EXISTING CONDITIONS
' The site drains from northwest to southeast at 0.7 percent slope. The
site is covered with heavy vegetation consisting of broad leaf grass. There
is a dirt stockpile on the westerly portion of the site, and there is a wetland
'• ponding area in the southeast corner of the site (Tract A). This ponding area
will .be utilized as a detention pond for the east half of the site (Lots 1.
and 2). There is an existing detention pond located along the north boundary
' of the west half of the site (Lot 3). This pond was constructed by the
Horsetooth Business Park First Filing in 1991. Lot 3 will not be developed
at this time.and will be left as is. The existing vegetation on Lot 3 will
' not be disturbed.
OFFSITE FLOWS
' There are no major offsite flows onto the three lots of Horsetooth East
Business Park. The east one-half of the Union .Pacific railroad right-of-way
drains onto Lot 3, but the railroad embankment stops flows from the Coilindale
Golf Course which lies west of the railroad. There is an open irri.cation ditch
across the south edge of the site. This open ditch picks up runoff.from the
golf course and from the railroad right-of-way. The ditch is piped under the.
' railroad by a 24-inch steel pipe, and then runs east in an open ditch to
Timberline Road where it enters a 24-inch diameter concrete pipe and is then
piped on east to County Road 9. We plan to place this open ditch in a pipe
' from Timberline Road to the west side of Automation Way. This shall require
approval of the ditch co-owner, Mr. James C. Gleason.
PROPOSED STORM DRAINAGE DEVELOPMENT
' The existing ponding and wetland area located on Tract A will be utilized
as the detention pond for Lots 1 and 2 and the adjoining Sig Horn Drive and
' Timberline Road. The total area draining into the ponding area will be 4.82
acres. Lot 1 will be developed at this time with an office building and parking
lot, and Lot 2 will be developed in the future with a building and parking
' lot. A schematic plan of the proposed Lot 2 development is shown on the utility
and drainage plan. We will provide, with the phase one construction of Lot
1, the required detention ponding and drainage facilities for a developed Lot
2, so that when Lot 2 is constructed in the future, it can drain directly into
the detention pond.
' Horsetooth East Business Park Minor Subdivision
Pace 2
Lot 2 •:ill remain a Grassed field until construction takes place. Any
' overflow from the detention pond onto the undeveloped Lot 2 will be onto the
grassed field, and will be acceptable since it will recede back onto Tract
A. After construction of the curs and parking lots on Lot 2, the detention
t pond will be confined to Tract A by the filling required for the curb
construction.
There will be no development on Lot�3 at this time, and in the future
' when Lot 3 is developed, the existing detention pond along the north boundary
of Lot 3 will be enlarged to supply detention necessary. The natural flow
direction of Lot 3 to the southeast will be chanced by filling and by'piping
' so that it drains to the ncrth and northeast into the detention pond area.
A separate drainage report shall be necessary for thedevelopment of Lot.3.
The release rate for the 4.82 acre development of Lots 1 and 2 and Tract
' • A is 0.17 c.f.s. per acre, per the 1091 Horsetooth Business Park report. The
release rate from the Tract A pond shall be 0.82 c.f.s., and the required pond
volume shall be 41703 cubic feet. Release from the Tract A pond will be through
a 15—inch pipe with a restricted opening. This restriction plate shall be
the "flap gate" type, as utilized by the Horsetooth Business Park First Filing,
to allow backflow from the 15—inch storm pipe system to flow into the detention
' pond. This, reason for this backflow is to allow street flows to enter the
detention ponds via the catch basins and then by backflow through the pond
outlet pipes.
' EROSION CONTROL
Horsetooth East Business Park is located in a moderate rainfall and wind
' erodibility zone.
Lot 1 will be developed at this time, and Lots 2 and 3 will be developed
in the future. The existing heavy grass vegetation on Lots 2 and 3 will not:
be disturbed at this time.
.Tract A is on existing wetland ponding area which will be utilized as
' the stor mwater detention area for runoff from Lots 1 and 2. A restrictd outlet
from the pond will be protected by a sediment trap.
' The construction sequence will be that the building foundation will be
constructed this fall and winter and,.weather permitting, the curbs and pavement
will follow. If it is impractical to begin the curb and pavement due to
' weather, the building construction can still proceed, and the existing
vegetation on the parking lot area of Lot 1 can remain undisturbed.
The erosion control procedures shall comply with City of Fort Collins
' criteria.
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Consulting Engineers and Surveyors
103 S. MELDRUTA, FORT COLLINS. CO SCE21
PH. 482.9331 FAX 482.9382
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Consulting Engineers and Surveyors
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Consulting Engineers and Surveyors
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Consulting Engineers and Surveyors
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RAINFALL FERFORIiAIICE STANDARD EVALUATI011
------------------------------------ ------------ -----------------
PROJECT: 1 Worse'—r��. c,:".= STANDARD FORI.1 A
COI;PLETED BY: DATE: 6
--------------------------------------------------=--------=---=-----�
DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS
SUBBASI'� ZONE (ac) (ft)• ( w I- ) (feet) (.".) (") ------
LOT I �
Merle 473 1�0,-- -� �--------- ------ 79,74 I
,
-------------------
1nI��F-r,:I�ag
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EFFECTIVENESS CALCULATIONS
------------------------------ --------------------------------------
PROJECT: STANDARD FORM 3
COMPLETED BY: DATE:
MAJOR
BASIN
Lo T 1
Erosion Control C-Factor P-Factor
----Method ----Value--_----Value Corment
-------- T-V---------------------
3c.re sa11 1.0V LGD
0. ozr . 1. v0 °ip cG✓«
Sod rc� =ion f.�G 0•50
SUB
BASIN
AREA
(Ac)
CALCULATIONS
------------------- ---------- ---- ---; -----
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---------------------------------------------------- -----------------
DI/SF-3:1989
cc�s-cc.:oy _LQu�:�cs
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COMiPLETED SY:
DATE: 1;>
Indicate
by use of a
bar line
cr s mtols when erosion
control measures will be instaile_.
N:a er mediNcatiens to an approved
schclule may.re,uire
submitting a
new schedule
`cr
approval
by the City
Engineer.
YEAR
;ass
I
MONTH
I I I
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--�
OVERLOT GR NN G
1
WIND EROSION CONTROL
Soil Roughing
' Perimeter .arrier
Additional 3arriers
Vegetative Methods
Soil Sealant
Other cone -Gi ng c.=l Cn
RAINFALL EROSION CONTROL
STRUCTURAL:
Sedi-ment Trap/Basin
Inlet Filters
'
Strew Barriers
Silt Fence Barriers
Sand Sacs
'
Bare Soil Preparation
Contour Furrcws
Terracing
Asphalt/Concrete Paving
'
Other Ili,
'
VEll. ET.-.TIVE:
Pe ,.anent Seed Planting
Mulchino/Sealant
'
Tem,porary Seed Planting
Scd Installation
Met. tincs/Mats%B1Enkets
'
Other
' STRUCTURES: iNSTA.LLED BY
VEGETATIC14/MULCriI17G CONTRACTOR
DATE SUEMITTED
`DI/SF-C:I CH0
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MAINTAINED BY
APPROVED BY CITY OF FORT COLLI14S 011
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' STEWART&AtSSOCIATES pH. 482.933D1RFAX 482-g 80LUNS, CO 80521
Consulting En3ineers and Surveyors
By: �i iZ Date: ` ZZ ', Client: / I e, -'f if ^ ^C rs Sheet No. _ of
' r —
Project: llorsfIr7✓'�t rE0S= � US' i e5f o r-f
'C0 e ro' Co S , ;O(- LOt I .
Subject � � OS ' G
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PF;wo�N D I x
STORM DRAINAGE REPORT
OF
HORSETOOTH BUSINESS PARK
FIRST FILING
PREPARED FOR
W.W. REYNOLDS COMPANIES
PREPARED BY
STEWART & ASSOCIATES. INC.
FEBRUARY 4. 1991
R ief-!►
!� E'✓1: c' 7 �� S� 91
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' LOCATION:
The Horsetooth Business Park is located on the southwest corner of
Horsetooth' Road and Timberline Road. The property is bounded on the north
' by Horsetooth Road, on the east by Timberline Road, on the west by the
Union Pacific Railroad, and on the south by Collindale Business Park.
The total Horsetooth Business Park contains 32.2 acres. The Horsetooth
' Business Park First Filing is located at the northwest corner of the site,
adjacent to the Union Pacific Railroad. and contains a gross area of 10.38
acres to the center of adjoining streets.' Horsetooth Business Park is
located in the Foothills Drainage Basin. Portions of. the site have been
' previously platted as South Collins Tech Center First. Second, and Third
Filings.
' EXISTING CONDITIONS:
The pavement, curbs, and sidewalks on Horsetooth Road are completed,
' and portions of the pavement, curb, and sidewalk on Timberline Road are
constructed. Some of -the utilities, pavement, curbs, and walks shown on
the.South Collins Tech Center First Filing plans have been installed.
although a part of these improvements do not fit the present plan. and
' will be removed. Other than the previously installed streets, the site
is a pasture covered with vegetation.
' There are no offsite flows onto the site. There is an irrigation
ditch which flows from west to east across the south edge of the site.
This ditch belongs to Mr. Bob Shields, and delivers water from Warren Lake
' to sites east of Timberline Road. This ditch is open from a point on the
west side of the Union Pacific Railroad to the west side of Timberline
Road. and picks up historic surface floe from the railroad right-of-way,
along with some run-off from the Horsetooth Business Park site. .We
' anticipate that in the future this ditch will be put in a pipe from
Timberline Road to the east side of the Union Pacific Railroad..and that
it will still carry historic surface run-off from the railroad right-of-way.
PROPOSED.IMPROVEMENTS:
' The Horsetooth Business Park First Filing consists of 10.38 acres.
7.93 acres of which are to be impervious. We plan to provide stor mvater
detention for the difference between the 2 year historic runoff and the'
100 year developed runoff. This calculates to be 2.21 acre feet Of
' detention. There will be a small detention pond located in theparking
lot at the northeast corner of the site. and a large detention pond located
along the south side of the site.
The maximum allowable outflow from the total 32.2 acres of the
Horsetooth Business Park site is 5.5 c.f.s. The 5.5 c.f.s. outflord is
' determined by the available capacity of the existing 24 inch pipe under
Timberline Road. The 24 inch pipe was installed in 1989 as a part of the
Foothills Drainage Basin major improvements. its purpose being to carry
storm flows from the Collindale Business Park and from the Horsetooth
' Business Park. The allowable outflow per gross acre of the Horsetooth
Business Park is 5.5 divided by 32.2, equals 0.17 c.f.s. per acre, therefore
the total outflow frcm t h a 10.33 acre site is 1.i6 c.f.s.
' Sheet 1
Horsetooth Business Park, First Filing
' Apri 1 4, 1991
Pace 2
' We propose to use 15 inch PC? storm drains for all the pipes_ in the
Horsetooth Business Park. Sheet 12 of this report is a profile of the
proposed storm pipe system. .Also shown on sheet 12 is the calculated
hydraulic grade line, along with calculations of pipe flow velocity and
capacity at critical points. We calculated all of the velocities and
capacities in the pipe system based on the pipe outflow going into a
' completely filled Collindale Business Park detentionpond. This hite
most conservative situation, since the high water line elevation of the
Collindale. Business Park pond will be lower for all storms except the 100
' year storm, and even during the 100 year storm, it will not reach the full
level for 3 hours. The calculated capacity of the outfall pipe as it enters
the Collindale Business Park pond is 5.3 c.f.s., which is close enough
to the 5.5 c.f.s. allowable release rate.
The hydraulic grade line is a maximum 0.22.feet above manhole lids,
which is not enough to pop the manhole lids. There is a safety valve built,
' into the storm pipe system, which is that when there is more runoff entering
the pipe system through street catch basins than the downstream pipes can
carry, there will be backflow into the detention ponds. Detention ponds
constructed in the Horsetooth Business Park shall have an outflow
' restriction plate which is hinged, so that it will allow backflow to enter
the pond through a 15 inch opening. Sheet 13 of this report shows the
detention ponds for this filing, along with the approximate location, size,
' and high water line of future ponds.
The small detention pond located in the north parking lot will provide
' 144594 cubic feet of the total required 96.433 cubic feet of detention
vo1 Ume. The outflow from the small pond is 0.57.c.f.s., of the allowed
1.76 c.f.s.. therefore, the outflow from the laroe pond located at the
south end of the site will be the difference, which is 1.19 c.f.s. The
proper volume will accumulate in the north detention pond due to the fact
that we have used the 0.57 c.f.s. release rate and the basin area of 1.9
acres to calculate a detention requirement of 14608 cubic feet, which is
substantially the same as the maximum pond volume of 14594 cubic feet.
' This release rate of 0.57 c.f.s. is larger.than the allowable (1.9) (0.17)
= 0.32 c.f.s., but we have compensated for this by decreasing the release
' rate of the south pond from (8.48) (0.17) = 1.44 c.f.s. to 1.19 c.f.s.
The large detention pond located at the south end of the site has
a proposed capacity of 110563 cubic feet, and a required detention volume
of 81839 cubic feet, so there is 28724 cubic feet excess capacity. The
bottom of this pond is to be left flat so that it will become a wetlands,
with cattails and wetlands grasses. The wetland will become an effective
' settling basin and will provide a better water quality into the storm
drainage system. The restricted outflow of 1.19 c.f.s. will slow the flow
through the pond and allay the wetland settling area to be more effective.
' Sheet 2
' Horsetooth Business Park, First Filing
April 4, 1991
Page 3
There will be additional detention ponds
constructed as more of
the
Horsetooth Business Park is developed. These
additional ponds will
be
'
tied into the 15 inch outfall pipe line.
all of the future parcels to be developed in
allowable release rate
the Horsetooth Business
for
Park.
•The
shall be 0.17 c.f.s..per gross acre.
There is an existing 18 inch storm drain
running east from the
manhole
'
at the. intersection of Automation Way and Elk
Road. This 18 inch line
flows to the east and is part of a previously
proposed system which
will
possibly be abandoned, therefore we are plugging
the 18 inch pipe in
the
manhole and outflowing the manhole via.a new
15 inch pipe draining to
the -
south.
1
1
1
1
1
1
1
The attached computation sheets show how we arrived at the allowable
outflow, required detention volume and volume of the detention ponds.
The attached grading and drainage plan shows the proposed grades and
drainage facilities.
JI-
• W 14
Phillip V Robinson, P.E. & L.S.
1. R p8j
=i 4502
Sheet 3
A
LA
I
COMPUTATIONS
Stewart & Assoclates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331
1�?
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1 ..2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE. 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
I USE WITH THE RATIONAL FORMULA.
1 .
MOST FREQUENTLY OCCURRING "UNDEVELOPED"
' LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Wzlersheds" Technical
' Release No. 55. USDA, SCS .,'zn. 1975.
5 -1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
' COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331
' L Date 1 %' Client: Sheet No. oft_
i
'ikd By: Date Project: 140 r-S 0(2 •; 3 l S 1 CSJ ?a r -1t Fi S r Fi 1n y
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Stewart & Assoclates, Inc. 214 N. Howes St Ft Collins, CO 80521 (303) 482.9331
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DETAILS
LOT 2
HORSETOOTH EAST BUSINESS
PARK MINOR SUBDIVISION
FOORT COLLINS, COLORADO
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