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FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR
OAKRIDGE CORNERSTORE
FORT COLLINS, COLORADO
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9
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR
OAKRIDGE CORNERSTORE
FORT COLLINS, COLORADO
January 9,1995
Prepared for:
Galloway, Romero & Associates
14202 East Evans Avenue
Aurora, Colorado 80014
Prepared by:
RBD, Inc. Engineering Consultants
209 South Meldrum
Fort Collins, Colorado 80521
(303)482-5922
RBD Job No. 193-002
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INC.
Engineering Consultants
209 S. Meldrum
Fort Collins, Colorado 80521
303/482-5922
'
FAX: 303/482-6368
January 9, 1995
Mr. Basil Harridan.
Mr. Glen Schlueter
'
City of Fort Collins
Utility Services Stormwater
'
235 Mathews Street
Fort Coll
ins, Colorado 80522
' RE: Final Drainage and Erosion Control Study Oalaidge Comerstore
Dear Gentlemen:
' We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Study for the Oalaidge Comerstore. All computations within this report have, been
' completed in compliance with the City of Fort Collins Storm Drainage Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
' questions.
Respectfully,
RBD Inc. Engineering Consultants
' Prepared by:
' C/TerryiMcEnany
' Project Engineer
' cc: Galloway, Romero, &Associates
1
Reviewed by:
w
Kevin W. Gin
Water Resour. ,
Project Manager
Denver3031458-5526
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TABLE OF CONTENTS
DESCRIPTION PAGE
I. GENERAL LOCATION AND DESCRIPTION 1
A. Location 1
B. Description of Property 1
II. DRAINAGE BASINS 1
A. Major Basin Description 1
III. DRAINAGE DESIGN CRITERIA 1
A. Regulations 2
B. Development Criteria Reference and Constraints 2
C. Hydrological Criteria 2
D. Hydraulic Criteria 2
E. Variances from Criteria 2
IV. DRAINAGE FACILITY DESIGN 3
A. General Concept 3
V. STORM WATER QUALITY 4
A. General Concept 4
VI. EROSION CONTROL 4
A. General Concept 4
B. Specific Detail 4
VII. CONCLUSIONS 4
A. Compliance with Standards 4
B. Drainage Concept 4
C. Storm Water Quality 4
D. Erosion Control Concept 5
REFERENCES 5
/:12-2 00
VICINITY MAP
2
HYDROLOGY
3
EXCERPTS FROM OAKRIDGE BLOCK 1, FILING 1 & OAKRIDGE BUSINESS
PARK MASTER DRAINAGE STUDY
15
DETENTION
27
DESIGN OF INLETS, STORM DRAINS AND SWALES
33
RIP RAP DESIGN
42
EROSION CONTROL
44
CHARTS, TABLES AND FIGURES
52
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR THE OARRIDGE CORNERSTORE
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Oakddge Comerstore PUD is bounded by South Lemay Avenue on the west,
Oakridge Block One Fourth Filing to the north and east, and by the Oakridge
Business Park Thirteenth Filing on the south.
The site location can also be described as situate in the Northwest 1/4 of Section
6, Township 6 North, Range 68 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado. The site location can be seen on Exhibit 1 in the
Appendix.
B. Description of Property
The Oakridge Cornerstore contains approximately 0.87 acres, more or less.
Presently, the property is undeveloped. The property is being proposed for
planned unit development within the City of Fort Collins Zoning District PUD, and
will be developed consistent with the Oakridge Master Plan. Native grasses
presently cover the property. The topography of the site generally slopes from
west to east at approximately 2.4 percent.
H. DRAINAGE BASINS
A. Major Basin Description
The proposed development lies within the Oakridge Business Park Master Drainage
Plan and the encompassinl-C—rusk Draina
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site.
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B. Development Criteria Reference and Constraints
The criteria established by the Master Plan Drainage Study for the Oakridge
Business Park is being used for this site. The Oakridge Comerstore site will
' contribute runoff onto the adjacent Oakridge Block One Fourth Filing site which
currently contains a drainage ditch and temporary detention pond. The required
detention will therefore be offsite. The permanent detention will be designed as
a series of two basins hydraulically connected by a 15" RCP equalization pipe.
Runnoff from Filings One, Three, and Four as well as the Cornerstore will be
detained and released according to the ten year 0.2 cfs/ac. and the 100 year 0.5
cfs/ac flow rates of the Fossil Creek Master Drainage Plan criteria. The detention
basins will be constructed to final condition with either the Oakridge Block One
P.U.D. Third Filing (Marriott) or the Oakridge Cornerstore, whichever is
' approved for construction first. The final design for the overall detention pond has
been included in the appendix to this report and on the Drainage and Grading Plan.
` C. Hydrological Criteria
The Rational Method for determining surface runoff was used for the project site.
The 10-year and 100-year storm event criteria, obtained by the City of Fort
' Collins, were used in calculating runoff values. These calculations and criteria are
included in the Appendix of this report.
' For this final design, the F.A.A. method was used to determine the detention
requirements for the contributing areas. The overall design has been included in
this report.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
E. Variances from Criteria
No variances are presently being sought for the proposed project site.
2
' IV. DRAINAGE FACILITY DESIGN
' A. General Concept
' The on -site nmoffproduced by the Oakridge Comerstore will be conveyed to the
southeasterly comer of the Oakridge Block One Fourth Filing via curb and gutter,
pipes, and swales. This drainage has been incorporated into calculations made for
' the Oakridge Block One Fourth Filing. Runoff from the site will be collected in curb
and gutter and conveyed to Detention Pond 'M' through curb cuts and riprap
channels.
' Runoff from a portion of the green space along the west and south sides will drain
to Lemay Avenue and Oakridge Drive. The runoff from Oakridge Drive and Lemay
' Avenue outlets to the 5' Type 'R' inlet on Oakridge Drive. Diamond Shamrock will
only detain a portion of it because the runoff from these two streets are already
accounted for in Basin 260 of the Oakridge Business Park Master Drainage Study,
wheras Diamond Shamrock lies entirely within Basin 270. This Type R! inlet
outlets to a 15" RCP beneath Oakridge Drive afterwhich it daylights to the ponds on
the east side of Oakridge Drive.
' Detention for the project will be provided by two proposed Oakridge Block One
Fourth Filing ponds. The ponds are physically separated by an offsite access
' driveway. Essentially, the ponds can be analyzed as a singe detention basin that are
connected by a 15" equalization pipe placed under the driveway. However, Pond
M has been sized just to accept the runoff from the Oakridge Comerstore while the
' larger Pond'C' is being graded properly. The aforementioned equalization pipe will
be fitted with a 3-9/32" orifice to restrict the Comerstore's flow into Pond'C' until
that pond's completion. Until then, the released runoff from Pond'M' will flow
' through a temporary swale along the bottom of Pond 'C' and exit from the
downstream concrete outlet structure. When Pond. U has been finished, the orifice
plate will be removed and the two ponds will then effectively function as one.
Emergency overflow will occur across the access road and possibly into Oakridge
Drive in case the equalization pipe becomes clogged. Release of runoff from the
' basin will be controlled by a concrete weir structure otisite, at the comer of Haxton
and Oakridge Drives. Included in the back pocket of this report is the proposed
' drainage and grading plan. Runoff from the areas within the street rights -of -way
are detained in downstream facilities according to the 1990 Master Drainage Study
for Oakridge Business Park. Therefore, these areas are excluded from detention
requirements. Other flows that affect design but are not being detained come from
' an existing 42" diameter pipe that daylights southeast of the Lemay Avenue and
Haxton Drive intersection (Q100=68.7cfs). The existing channel on the Oakridge
' Block 1, Phase 4 property that conveys these flows to the existing temporary
detention pond will be replaced by 36" HDPE storm pipe.
1 3
V. STORM WATER QUALITY
' A. General Concept
For this project, we have sought to find various Best Management Practices for the
' treatment of storm water runoff. The Oakridge Cornerstore will utilize riprap
channels to carry flows to Detention Pond'M'. Water flowing through the riprap will
' be aerated and filtered as it enters the pond. The downstream grassed stormwater
detention pond will provide. a mechanism for suspended particles to settle out of the
storm water runoff while discharging at a rate below the calculated runoff rate.
' VI. EROSION CONTROL
' A. General Concept
This development lies within the Moderate Rainfall Erodibility Zone and the
' Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The
potential exists for moderate erosion problems after completion of the Cornerstone
' improvements, due to some existing and proposed site slopes of greater than 2
percent. It is also anticipated that the project site improvements will be subject to
both wind and rainfall erosion before new vegetation can take hold or before the
' adjacent lots are developed. The temporary detention pond east of the site has
erosion control measures in place. This includes a sediment trap and a filter over the
intake pipe just downstream of the three 36" pipes crossing Oakridge Drive at
' Haxton Drive. Since the permanent detention ponds will either already have been
constructed or will concurrently be built when the Oakridge Comerstore is overlot
graded, erosion control will be separated between the two projects.
' B. Specific Detail
' Immediately after overlot grading of the Comerstore site, gravel mulch (1/4 to 1-1/2
in. diameter rock) is to be placed in areas that are to be paved (excluding the building
' envelope). Permanent sod or seeding with mulch is to be applied immediately after
final grading of landscaped areas calling for grass. Riprap is to be placed in all
swales as soon as they are constructed.
' Ifnot already constructed, the overall detention ponds will be final graded, concrete
pans and storm pipes installed, and outlet structure built. Immediately following
' overlot grading, straw bale check dams are to be placed along the pond flowlines.
Then following completion of the detention facility, permanent sod or seed and
mulch will be placed.
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All construction activities must also comply with the State of Colorado permitting
process for Storrnwater Discharges Associated with Construction Activity.
VII. CONCLUSIONS
A. Compliance with Standards
All computations that have been completed within this report are in compliance with
the City of Fort Collins Erosion Control Reference Manual for Construction Sites
and the Storm Drainage Design Criteria Manual. In addition, all computations are
in compliance with the Master Drainage Study for Oakridge Business Park.
B. Drainage Concept
The proposed drainage concepts adequately provide for the transmission of
developed on -site runoff. The overall detention ponds for Oakridge Block One are
to be constructed prior to or concurrently with this project. This will enable the site
to develop in conformance with the Master Drainage Study for the Oakridge
Business Park. The overall detention ponds for Oakridge Block One will be
provided with a minimum freeboard of 1 foot. The pond outlet structure will consist
of a concrete weir with an orifice to control releases from the detention pond.
If for some unforeseen reason groundwater is encountered at the time of
construction, a Colorado Department of Health Construction Dewatering Permit
would be required.
C. Storm Water Quality
The detention pond will capture the initial flush of runoff from the site to enable
settling of particles and pollutants.
D. Erosion Control Concept
Per the City of Fort Collins Erosion Control Manual for Construction Sites, the
erosion control performance standards have been calculated. After overlot grading
ofthe site, areas to be paved will receive a gravel mulch and riprap will'be placed in
swales. After overlot grading of the overall detention ponds, if not already done,
straw bale check dams are to be placed along the pond flowlines. Permanent
vegetation will be placed according to the landscape plan immediately after final
grading is completed.
F1
REFERENCES'
1 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
1 Colorado, May 1984.
2. Master Drainage Study for Oakridge Business Park, by RBD Inc. Engineering Consultants,
1 September 1990.
3. Final Drainage and Erosion Control Study for the Oakridge Block One Fourth Filing, by
1 RBD, Inc. Engineering Consultants, October, 1994.
4. Final Drainage and Erosion Control Study for the Oakridge Block One Third Filing, by
1 RBD, Inc. Engineering Consultants, August 29, 1994.
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This sheet calculates the composite "C" values for the Rational Met
Design
Area
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DESIGN CRITERIA
Calculations for Curb Capacities and Velocities
Aajor and Minor Storms '
' per City of Fort Collins Storm Drainage Design Criteria
COLLECTOR u/ 6" Vertical curb and gutter Prepared by: R8D, Inc.
'0 is for one side of the road only February 28, 1992
V is based on theoretical capacities
Area = 3.55 sq.ft. Area = 28.96 sq.ft.
' Minor Storm : Major Storm
Slope Red. • Minor • 0 V Major • 0 V
(X) :Factor : X : (cfs) (fps) : X : (cfs) (fps)
' 0.40 : 0.50 135.32 : '4.28 2.41': 1129.59 : 35.72 : 2.47
0.50 : 0.65 : 135.32 : 6.22 : 2.70 1129.59 : 51.92 : 2.76
0.60 : 0.60 : 135.32 : 8.39 : 2.95 1129.59 : 70.00 : 3.02
' 0.70 : 0.80 :. 135.32.: 9.06 : 3.19 : 1129.59 : 75.61 : 3.26
0.80 : 0.80 : 135.32 : 9.68 : 3.41 1129.57 : 80.83 : 3.49
0.90 : 0.80 : 135.32 : 10.27 : 3.62 1129.59 : 85.73 : 3.70
' 1.00 : 0.80 : 135.32 : 1D.83 : 3.81 1129.59 : 90.37 : 3.90
1.25 : 0.80 : 135.32 : 12.10 : 4.26 1129.59 : 101.03 : 4.36
1.50 : 0.80 : 135.32 13.26 : 4.67 : 1129.59 : 110.68 : 4.78
t 1.75 : 0.80 135.32 : 14.32 : 5.04 : 1129.59 : 119.54 : 5.16
2.00 : 0.80 : 135.32 : 15.31 : 5.39 : 1129.59 : 127.80 : 5.52
2.25 : 0.78 : 135.32 : 15.83 : 5.72 : 1129.59 : 132.16 : 5.85
2.51 : 0.76 : 135.32 : 16.26 : 6.03 : 1129.59 : 135.74 : 6.17 :
' 2.75 : 6.74 : 135.32 : 16.61 : 6.32 : 1129.59 : 138.62 : 6.47 :
3.00 : 0.72 : 135.32 : 16.88 : 6.60 : 1129.59 : 140.87.: 6.76 :
3.25 0.69 : 135.32 : 16.83 : 6.87 : 1129.59 : 140.51 : 7.03 :
' 3.50 0.66 : 135.32 : 16.71 : 7.13 : 1129.59 : 139.48 : 7.30 :
3.75 0.63 : 135.32 : 16.51 : 7.38 : 1129.59 : 137.81 : 7.55 :
4.00 0.60 : 135.32 : 16.24 : 7.62 : 1129.59 : 135.55 : 7.80 :
4.25 0.58 : 135.32 : 16.18 : 7.66 : 1129.59 : 135.07 : 8.04 :
4.50 : 0.54 : 135.32 : 15.50 : 8.09 : 1129.59 : 129.40 : 8.27 :
4.75 : 0.52 : 135.32 : 15.34 : 8.31 : 1129.59 : 128.02 : 8.50 :
5.00 : 0.49 : 1.35.32 : 14.83 : 8.52 : 1129.59 : 123.77 : 8.72 :
' 5.25 : 0.46 : 135.32 : 14.26 : 8.73 : 1129.59 : 119.06 : 8.94 :
5.50 : 0.44 :. 135.32 : 13.96 : 8.94 : 1129.59 : 116.56 : 9.15
5.75 0.42 : 135.32 : 13.63 : 9.14 : 1129.59 : 113.76 : 9.35
' 6.00 : 0.40 : 135.32 : 13.26 : 9.34 : 1129:59 : 110.68 : 9.55
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Calculations
for
Curb Capacities and
Velocities
Aajor and Minor
Storms
per City
of Fort
Collins
Storm Drainage Design Criteria
ARTERIAL
w/ 6" Vertical curb and gutter
Prepared
by: RBD, Inc.
a is for
one side of the
road only
February
28, 1992
'
V is based on theoretical
capacities
Area = 3.55
sq.ft.
Area = 47.52 sq.ft.
'
Minor
Storm
Major Storm
Slope
Red.
Minor
0
V :
Major
C
V
(X) :Factor :
X
. (cfs)
(fps) .
X
. (cfs)
(fps)
'
0.40 .
: 4.28
2.70 .
135.32
2031.62
0.50 .
2.41 :
: 64.25'.
0.50 :
0.65 :
135.32
: 6.22
2.70 :
2031.62
: 93.38
3.02 :
0.60 :
0.80 :
135.32
: 8.39
2.95 :
2031.62
: 125.E9
: 3.31 :
t
0.70 :
0.80 :
135.32
: 9.06
3.19 :
2031.62
: 135.98
3.58 :
0.80 :
0.80 :
135.32
:.' 9.68
3.41 :
2031.62
: 145.37
3.82 :
0.90 :
0.80 :
135.32
10.27 :
3.62 :
2031.62
: 154.19
4.06 :
1.00 :
0.80 :
135.32
10.83 :
3.81 :
2031.62
: 162.53
4.28 :
1.25 :
0.80 :
135.32
12.10 :
4.26 :
2031.62
: 181.71
4.78 :
1.50
0.80 :
135.32
13.26 :
4.67 :
2031.62
: 199.06
5.24 :
1.75
0.80 :
135.32
: 14.32 :
5.04 :
2031.62
: 215.01
5.66 :
'
2.00
0.80 :
135.32
: 15.31 :
5.39 :
2031.62
: 229.85
6.05 :
2.25
0.78 :
135.32
: 15.83 :
5.72 :
2031.62
: 237.70
6.41
2.50
0.76 :
135.32
: 16.26 :
6.03 :
2031.62
: 244.13
6.76
'
2.75
0.74 :
135.32
: 16.61 :
6.32 :
2031.62
: 249.31
7.09
3.00 :
0.72 :
135.32
: 16.68 :
6.60 :
2031.62
: 253.36
7.41
3.25 :
0.69 :
135.32
: 16.83 :
6.E7 :
2031.62
: 252.72
7.71
3.50 :
0.66 :
135.32
: 16.71 :
7.13 :
2031.62
: 250:85
8.00
'
3.75 :
0.63 :
135.32
: 16.51 :
7.38 :
2031.62
: 247.86
8.28
4.00 :
0.60 :
135.32
: 16.24 :
7.62 :
2031.62
: 243.79
: 8.55
4.25 :
0.58 :
135.32
: 16.18 :
7.56 :
2131.62
: 242.92
: 8.81
'
4.50 :
0.54 :
135.32
: 15.50 :
8.09 :
2031.62
: 232.72
: 9.07
4.75 :
0.52.:
135.32
: 15.34 :
8.31 :
2031.62
: 230.25
: 9.32
5.00 :
0.49 :
135.32
: 14.83 :
8.52 :
2031.62
: 222.60
: 9.56
'
5.25
0.46
135.32
14.26 :
8.73 :
2031.62
: 214.13
: 9.8D
5.50 :
0.44 :
135.32
: 13.96 :
'8.94 :
2031.62
: 2C9.64
: 10.03
5.75 :
0.42 :
135.32
: 13.63 :
9.14 :
2031.62
: 204.61 :
10.25
6.00 :
D.40 :
135.32
: 13.26 :
9.34 :
2031.62
: 199.06 :
10.47
12/
CLIENT <�!JT''% K= —
JOB NO.
PROJECT
CALCULATIONS FOR a "nj
t--I-v---P
^u/
MADE BY30--DATE 7-92 CHECKEDBY
DATE
SHEET _L OF
_Z
1 NC
Engineering Consultants
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CLIENT 0.-r/ c>;= �Zrr I-) V_1S —JOBNO.
PROJECT CALCULATIONS FOR e"t _)T1-E--_ e ;=t
MADE BY-W, DAT E Z-)Z CHECKED BY DATE —SHEET 7- OF 71
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EXCERPTS FROM OAKRIDGE BLOCK ONE
FIRST FILING
�PAcj•
�G c l� �, 5 —
grek f� �{• c� o �! c.oe cr Pam.
'
AN =
/ so
1
1
1
1
Aga = 2• ssAe.
As = 3.28• .,LL
ADS = O, 5;- 1,
. z4� 0
/.ems-.� �nt•�ap• p�
�seOe si&t374, *- 0,12-- — Ih•4-le, r
Bks��
T3.
Ci
C• A►'ea
E C• 1-e4
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D1
A
0.4.7
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. 0,47
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o. 71
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o..qs
o. Z'?
Z ZOO
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/mot el Bx -5;m1 .5eQvF 01 fYGiX &w
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lei -rro,t.._
• D. P 'F'
' .QA-�ri ct� �f: AG W �2G-� '✓►' � fhe !V L�/ t��} n c°�--)
10cc��o,lt fGtie e.��� ce of flsE
t�4,-ems " cu�✓ •'S cvossi�• y �r4Aflel4 'e .51/z
. p •H`- is - {{n2. ink cr*z �L-C IJIAI Se e op DAKIZiGGE
D� vteav
i. %..roe .
S7olIT1T11 lolon
01I1IICI ILOC1 I
111L1IIT11T
' OT11L1TD ST1LI
: 11L1 ; C' L S tc10 tc100 ; L S T to ; L S 1 to ; Tc10 Sc100 ; i10 i100 ; C , Q10 Q10
(ft) (1) (tit) (111) :(ft) (1) (fIt(aia):(ft) (1) Wt)(mia):(tit) (lit) :(f(i)(i(i) : :(afs) (oft)
........... -............... ---•--------
------------------- ---- ---------------•------
1 : 3.01 :0.25 311 1.S 21.S 25.1 : (IS 0.71 1 1.1
: 0.0 : 34.4 32.4 :2.35 3.15 :6.25 : 1.61 3.l0
2 : l.25 :0.2S 310 2.1 23.1 21.4 :' 0.0 : 100 0.75 3.1 1.1 : 24.! 23.2 :1.IS CIS :0.2S : "1 14.02
3 : 2.71 :0.25 SOO 1.4 31.1 29.4 i 210 1 1 3.5 : 0.0 : 3S.3 32.9 :2.33, 3.13 :0.2S : 1.41 3.39
' 4 : 1.21 :0.2S 450 1.1 27.1 25.1 : 0.0 : 0.0 : 21:1 25.1 : 2 . 7 0 4.SS :0.2S : 0.14 1.12
1 : LSO :0.25 233 1.! 1l.4 11.2 : : : 19.4 11.2 :3.30 5.10 :0.47 '12.33 1.71
1 : 7.39 :0.20 150 1.3 11.7 17.1 : SIO 1.33 2.S. 3.1 22.5 21.4 :3.00 4.l3 :0.71 :15.74 32.33
C : 1.15 :0.20 150 1.3 11.9 11.1 : 520 1.33 2.5 3.S : : 22.4 21.3 :3.05 5.00 :0.71 :15.41 31.7f
D-s.:""4.71 '0.30 10. 1.0 .13.4 12.1 : 140 1 2 3.1 : : 17.2 11.0 :3.50 5.10 :0.71 :11.15 24.5S
1-1.: 2.31 :0.20 110 1.3 IL l Il.l : 120 1.13 2.S 3.5 : : 22.2 21.2 :3.0S S.00 :0.71 : S.15 10.S4
L : 0.53 :0.20 300 1.1 24.4 23.1 : : IIS 1.70 3 1.0 : 2S.4 24.0 :2.IS 4.70 :0.20 : 0.53 1.0!
t : 2.15 :0.15 ISO 0.5 7.2. 1.1 : 130 O.S 1 2.2 : : 9.4 3.2 :4.10 7.00 :0.17 : 1.40 11.71
0 : 3.21 :0.20 210 2.S 20.1 19.4 : : 300 1.10 2 2.5 : 23.3 22.1 :3.00 4.90 :0.20 : 1.17 4.02
I : 044 :0.20 IO S.0 7.6 0.1 : 43S 0.5. 1 7.3 : , : 14.! 1.1 :3.7S 1.00 :0.24 : 0.4! 1.13
t .}.
foils:
1. D.t. 'D-t.': flows it totter from tie elit itto tie T. ialet of T utot Dr.
teak floss it tie tatter from tie rest itto tie 1. itlet ca rtttOa Dr.
3. l.t. '1': teak rssoff from tie rent ttd coati tetiteter of tie cite troaad ttb-bu fa
RATIONAL METHOD MASS DIAGRAM
REQUIRED
100-YR DETENTION.VOLUME
PROJECT:Oakridge
Block One
RUN DATE:
Project No..9301.00
08-Jun-93
12:04:26 PM
.
Preliminary
Drainage, Sub -basin D2
AREA,
RELEASE RATE
-C
Cf
(ac)
(0.5.cfs/ac)
'0.69
1.25
7.39
3.695
Volume
Storage
Time
i
Q
Volume
Outflow
Volume
(min)
(in/hr)
(cfs)
(cu ft)
(cu ft)
(cu ft)
��_---------------------------------------
------- --
0.00
0.00
0.00
0
6.00
7.00
44.62
16062
1330
14732
12.00
6.70
42.70
30748
2660
28087
18.00
5.50
35.06
37861
3991
33870
24.00
4.70
29.96
43138
5321
37818
30.00
4.17
26.58
47842
6651
41191 '
36.00
3.72
23.71
51215
7981
43234
42.00
3.40
21.67
54611
9311
45300 . --
3.10
19.76
56906
10642
46264
'48.00
j
54.00
2.82
17.97
58237
11972
46265
J
60.00
2.60
16.57
59659
13302
46357
'
66.00
72.00
2.40
2.22
15.30
14.15
60177
61128
11132
15962
45941
45166
78.00
2.10
13.39
62642
17293
45350
84.00
1.97
12.56
63285
18623,
44662
90.00
1.88
11.98
64703
19953
44755
96.00
1.75
11.15
64249.
21283
42965
102.00
1.68
10.71
65534
22613
42920
108.00
1.60
10.20
66084
23944
42141
114.00
1.50
9.56
65396
25274
40122
120.00
1.43
9.11
65625
26604
39021
126.00
1.38
8.80
66497
27934
38563
'1
132.00
1.30
8.29
65625
29264
36361
138.00
1.26
8.03
66497
30595
35903
144.00
1.21
7.71
66635
31925
34710
150.00
1.19
7.58
68264
33255
35009
156.00
1.15
7.33
68608
34585
34023
162.00
1.12
7.14
69389
35915
33473
168.00.
1.10
7.01
70674
37246
33428
174.00
1.08
6.88
71867
.38576
33291
180.00
1.05
6.69
72280
39906
32374
2/'
�'1 A HARMONY ROAD 4 E -- -- -
wv rw �s .i a rs
H4 .
` n TwnoAiAAw I i - ••• 1 2 / 0.9 •' I
/ _ 9cic• _ --- •t _ r
/ - \ Q i •` ". -r a ••...• • I
1D5
\ 3.08 H3 r
7. '
� H2
F
f e —
mW
1 - - - -- ..- • _ • --
LEGEND W
x
^wR •�•'� //7
' - �� �\ • ` � ` C+v I' fXl$TINO STORM SEWER
9 �
• : _ S\ ^�� PROPOSED STORM SEWER
' , t '� ` • 1•" / 13 � EXISTING STORM DRAINAGE INLET _
z \ Q` D 100 YEAR STATISTICS
W � D5 � AID- PROPOSED STORM DRAINAGE INLET Pono •A"
' 4 3.2 _ RELEASE RATE : 0.6 CFS
i \ �MY ELEVATKN . 4985.5'
' I , r • • •S ., ` r .�..w .......s! SWALE W/ TRICKLE PAN �,REA r 12.s00 S0. R.
li • �\';�"�` VDLUME REQUIRED 5236 CU.R.
•� .• G VOLUME PROVIDED - 40,503 CU.R.
InSTORIC DRuuAGE BASIN POND .B.
BOUNDARY RELEASE RATE • 3.85 CFS
�• ` r w HW ELEVATIONU . 4977.70• _
�� w w DEVELOPED DRAINAGE BASIN R
it .. AREA - 15.100 SO. .
►..� I / `� H' `r - _ 2 BOUNDARY VOLUME REOUIRED • 48.239 CU.R.
/ I _ VOLUME PROVIDED 48.285 CU.R.
Y• � FLOW PATH
t,� •.. �.yo .•n �..et PONNLEVD EC•
•i - PROPOSED CONTOUR AKA - mo so. rr. 0'.
VOLUME PROVIDED - 4163.,6U.R.
EXISTING CONTOUR POND'?
I �•� , i i • HW ELEVATION . 4977.0-
' •_ -_ - .-• _ /— BASIN DESIGNATOR AREA 3092 SO. R.
`• , \ • .• O• Dl •H-NIORICLSU�B� IN IN VOLUME PROVIDED .1/ J920• U.R.
O2 THE COMBINATION OF STpRfGE FOR
. I PONDS -C• *0'. AND THE PARKING DETENTION
fl / •' �j ��0�� H AREA IN ACRES MUST HAVE THE FOLLOWING:
RELEASE
REQUIRED . 2crs CU.R.
. SO D JD 100 ISO FCC: O DESIGN POINT RELEASE RATE tA3 CP$ ..
•A-DEVEIOPfp 2,," pP., A'
• 1.MIS10RIC BASIN D.P.•1
\, GRAPHIC SCALE ;
'('ALE:
Print Date: oA,%MDGE BLOCK ONE P.U.D. �'•t
Rer1,.1 on* ......___.._. BY_ Ool� Pr o�ect: n Doti 691 PREIZEINARY - �{ -
_ . _... GINEER _ oo _ _._. 3
._ ... .. _ .. NORTHERN' EN ING SERVICES ___ __ �.o�
SC.� 1 _.
azo soux roTfLS_suirc Foe, FT. COLLINS.cotoRADO eD52, o�__ GRADING. AND DRAINAGE
= - — -- - 3
(JOJ) 221 -415e ORAFTSUAN: CADD PREPARED:APR. 199} Sh•ete
z.?s o, 95-
'
0. 46 0. zo
2.74
%03
l , :'a
Z),!5
0, zS
_ 141 f A. = 2. 2� = D. SZ
dz. & z. 74-
Cd, _ 0.7/ - v. 47-
_. 0.4 rc oFFS+r
2 /
z..z� tao8
0.7S
z. 4-S' : o.
'OK4;i fv flow foot"
1 — 15 A.+ 4 L { C r K
-PIP, al,5a ab Ae Alf-
le/
ou) frown s �.
1 -
=--- - �• P-� '=;= Q✓FJ9/G j��: L = 2 3 Y lz
5 = 3, rD %
1 ;e S-
ip
1 D•P..��'' 6v1 L.=Zso� 3.0 10
4-ss'
:,. i. 01ERL1PD ; COliEP/PIf6 ; SY/LH i � : :
L S , tel0 WOO ; L S Y to ; L S 1 to .: le1D MOO ; i10 i100 ; C ; Q10 Q100
D.P.: (as) i (ft) (1) (Zia) (sic) :(ft) (1) (f/s(win):(ft) (1) (f/s)(wioWwin) (win) :010 (i/h) i *fs) (cfs)
HISTORIC ; 7
2 ;. 9.25 :0.20- NO 2.4 24.5 23.1 ; 0.0 ; 400 0.75 3.6 1.6 ; 26.3 �24.9 :2.75 4.60 :0.20 ; 5.09 10.14
DEPBLOPED
a : 1.50 :0.2S .233 2.1 17.5 16.2 ; : : 17.S 16.2 :3.40 5.70 :0.52 : 2.65 5.56
b ; 3.14 :0.20 250 3.0 16:5 17.4 : 50 0.4 1.S 0.6 : : 19.0 16.0 :3.30 S.50 :0.7S : 7.71 16.19
e : 2.98 :0'.20 250 3.0 16.5 17.4 : : : 16.S 17.4 :3.36 5.70 :0.73 : 7.01 14.96
d : 2.46 :0.20 40 5.0 1.2 5.9 : US 0.4 1 8.1 : : 14.3 14.0 :3.70 6.10 :0.11 : 7.43 15.32
a.:. 6.42 :0.20 300 2.5 21.5 20.3 : : 120 0.40 1.S 1.3 : 22.6 21.6 :3.00 S.00 :0.47 : 9.05 16.66
POSES:
1. I-P..'b': Sat -basis d2 + offsite area to 1. with the resign Point at T .
2. D.P. Y : Sub41til d2 with the Design Point at Y .
3. D.P. 'd': Ovsite area thst contributes flow to the PY 4ntter of P inlet on Hastoa Dr.
4. D.P. 'e': Iotal renoff for design of fond '1' spillway with the Desiga Point at 'a'.
I
1
1
1
1
1
1
_ Pei-y .
o•
/s ✓.5' R t � cs� D. S' of r`�e S�i�c t � .
0
yo D,S� { �LC�Sri Sawn Z" = /. o
�� 4 t� %�y �Z f t
o�
prc i n� J Q�
= 2. ,5'S�f"
L'r y i0� ,
=�
Q = z.S�G{5 �
`asp-y%D rF��rc�c+. �% Z�•ZSc15
1 /
• 5/,�ce tti ere �;/� 6e C'ro55 57�v�E' / �.cJ Uci/�//r ��
ion r• AA coax bi• f6=y, o � �J - s �•� e �s /
0 4417-A 1,/e. ( /o' TPE ie' /-6 i.Ilet cri I%s/:�`�
A40 ��s� f /l/.i c�C'v�/c/J•r�-L('
Lee. Oe// as J� .-fizz ��,{��y /o- f /-/e 710-Y,J /V
�7 �E�i �u�� yeYc%fir'+-?�c•If" l��S dccu�ir��. _
11
m
1�
Sfiet4)
trp-yM �D»to •y.'laiik � �'q `t'-� CT r• �i .776SMtJN-Vi ����u 1
0-b - !o C- fs
a-Ir = Q4 - Z>b = 4- +- So - Io 45
< 7.43cr
S,�lce < Li5 /S Ticx✓, to a Cr �• .� `� /i1 2l l �e urL?is S�of12
I''ct-- f. /
We ,;,Iell j3- r times o1e4v-f Drc� oGG/T
So 7L44-t �`s rct at f rob l
1�^ j
zt,
4117
- - _ — _>-- --_ _.._.
Il,Yiw✓i � l5-�e p��'nfr�K.�' �e-� � 2 � �' io c�S
�J 4Z" 1 P e �'f w; ��� 1 ga. N
+ v. 7 c rs
994 d dos 5 - � M �{ ' O • �" 8. 7 c f5
�� = (7)(3z,z) A J,
h
o . i 7�' Tw(�) ,
i�1SEt� ►Q = 78 S * 3Z5" (o.Go4� + O. y¢ D 4 o, 76'
3. SS
11
1
1
I
i
I
1
11
1
%'�
C I'w
�d �i /�'A Pev�d
[J
100 YEAR 10 YEAR
BASIN # CONTROL. CONTROL REMARKS
340 YES NONE
330 NO of Possible, if onsite problems exist
320 NO. " Cemetary
310 YES " Offsite from north of Harmony
300 YES " Offsite from west to Lemay
290 YES " Existing
280 NO " Street
270 YES "
260 YES
250 YES " Existing
240 NO " Downstream street capacity is OK
230 YES
220 YES
210 NO " From sump in Innovation to channel
200 NO " Possible YES*; Direct to Pond
160 NO " Internal street system13
120 NO " Possible YES*; Includes Comlinear
110 NO " Internal street system14
The 10 year storm model did not include any site specific
detention for the Oakridge site. The above results indicate that
control at Pond 1 is adequate to bring the 10 year release rate
below the allowable 0.2 cfs per acre discharge. This includes
offsite Basin 300.
* There may be a need for local detention due to certain physical.
site constraints. As an example there may be flat topography that.
restricts longitudinal street grade.
2.2.2 Flow Characteristics
STREET SYSTEM FLOW DEPTH
Page 8 of Appendix A is a sorted list of all the basins and
conveyance elements with their respective flow depths. The
internal street system was evaluated according to allowable flow
depth. The City of Fort Collins criteria states that15 both
local and collector streets may have an 18" depth of runoff in
the gutter for the -major (100 year) storm event and arterial
streets are only allowed a depth of 0.5' above the crown. There
are no arterial streets internal to the Oakridge site. For
comparative purposes only, the above mentioned evaluation is
based on the arterial standard.
Ridge13 West half of Harmony, Wheaton and a small portion of Oak
14 East half of Harmony, Innovative, McMurry and about half
of the easterly portion of Oak Ridge.
15 City of Fort Collins, Op. Cit., Table 4-4, page 4-6.
NLET — , — —,
-� -
2T' RCH CULVER'Z�8t
qq
160
i" P CULVERT v 3� �\ 4.oD
ro 21"DIA.RCP
IB" DIA.R P
10' INLET 4' INLET
15" DI . RCP
4' INIET—/
`!. � 24"�IA. RC?
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�' J
9DIA.�tCPs— 41 O G /
C,y I6
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I.7$ 4 p
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4' INLET 1
I 24" DIA.RCP \
m
K 2$.38 e / LPIP b16b \
OAKR QGE
' BUSINESS K 2�0 42PE C 15 97JiR-9 \ ��
42" PIA. , \
10TH F LING \Pvc PIPE 25 NL \ \ \
OAKRIDG\ INESS \ \41
PARK 4TH FILING-- D I RCP
ARE 0� \\ \\ y
0 , OAKRIDGEBUSINESS PARK
' 240
24" DIA.RCP
4' INLET
gy'la \ -
t I \
OAKRIDGE
' I BbSIW9SS PARK,'
,20
2ND FILING 17.79
(COI LINEA71
99
L
I
29/
1
' Oakridge Cornerstore P.U.D. First Filing
DETENTION POND
OVERALL RATING CURVE
' Storage volume, V = d/6*(A1+4Am+A2)
Elev.
Area
Area
Storage
Cum. Sto
ft.
s .ft.
ac.
ac.ft.
ac.ft.
73.78
0
0.00
0
0
74
120
0.00
0.00
0.00
75
16001
0.041
0.021
0.02
76
25001
0.061
0.051
0.07
77
3400
0.081
0.071
0.13
1
1
1
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3U/
DETENTION POND SIZING BY FAA METHOD
Developed by
Dr. James Guo, Civil Eng. Dept., U. of Colorado
Supported by.Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
USER=KEVIN GINGERY RBD INC FT. COLLINS COLORADO ..............................
EXECUTED ON 11-09-1994 AT TIME 13:50:37
PROJECT TITLE:
Oakridge Cornerstore P.U.D. 100 year Detention Volume
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 1.01
.RUNOFF COEF = 0.76
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = .505 CFS
OUTFLOW ADJUSTMENT FACTOR = .99
AVERAGE RELEASE RATE = .49995 CFS
AVERAGE RELEASE RATE = MAX RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
-----------------------------------------------------
0.00
0.00
0.00
0.00
0.00
5.00
9.00
0.05
0.00
0.04
10.00
7.30
0.08
0.01
0.07
15.00
6.25
0.10
0.01
0.09
20.00
5.20
0.11
0.01
0.10
25.00
4.68
0.12
0.02
0.11
30.00
4.15
0.13
0.02
0.11
35.00
3.83
0.14
0.02
0.12
40.00
3.50
0.15
0.03
0.12
45.00
3.25
0.16
0.03
0.12
50.00
3.00
0.16
0.03
0.13
55.00
2.80
0.16
0.04
0.13
60.00
2.60
0.17
0.04
0.12
65.00
2.46
0.17
0.04
0.13
70.00
2.32
0.17
0.05
0.13
75.00
2.19
0.17
0.05
0.12
80.00
2.05
0.17
0.06
0.12
85.00
1.96
0.18
0.06
0.12
-----------------------------------------------------
THE REQUIRED POND SIZE
= .1263061 ACRE -FT
THE RAINFALL DURATION
FOR THE
ABOVE POND
STORAGE= 55 MINUTES
3y
1
1
1
1
f
0
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x — ao-}o-ej quauzgsnfpV MoTj-4izp
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No Text
34/
------------------------------------------------------------------------------
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
------------------------------------------------------------------------------
USER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO..............................
ON DATE 01-06-1995 AT TIME 10:53:23
'*** PROJECT TITLE: CURB CUT AT fK'
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: 100
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH (ft)=
3.40 'j�)Ip_rN
of COOS GUT
REQUIRED CURB OPENING LENGTH (ft)=
18.32
IDEAL CURB OPENNING EFFICIENCY =
0.,31
ACTURAL CURB OPENNING EFFICIENCY =
0.25
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE ($) =
0.70
STREET CROSS SLOPE M =
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) =
13.66
GUTTER FLOW DEPTH (ft) =
0.44
'
FLOW VELOCITY ON STREET (fps)=
2.75
FLOW CROSS SECTION AREA (sq ft)=
2.03
GRATE CLOGGING FACTOR (%)=
50.00
'
CURB OPENNING CLOGGING FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
1.73
(cfs)=
5.60
FLOW INTERCEPTED (cfs)=
1.41 (�zvvzv�eE�
CARRY-OVER FLOW (cfs)=
4 . 19 'To
'
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
5.60
FLOW INTERCEPTED (cfs)=
1.38
CARRY-OVER FLOW (cfs)=
4.22
1
1
t
1
1
1
CLIENT JOB NO.
T:DINC PROJECT S L0+'-tJ-�-�`�1^' CALCULATIONS FOR -'�,��'�� C'J
Engineering Consultants MADE BY rC DATE i CHECKED BY DATE SHEET 3CJ OF
i
11
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CLIENT �/'K (- JOB NO. ",D39
�AINC PROJECTOAIL. efl'rkIL. CC-^)T'rl2 CALCULATIONSFOR �rJALE I%�C. SIC��
Engineering Consultants MADEBYTPµ GATE O to +�HECKED BY DATE SHEET 3b OF
1
1 NC
Engineering Consultants
1
1
I I
1
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CLIENT *n�' /f �J JOB NO.. 16`6 -c>�
\
PROJECT0Qk• /..NAIL CAI-11154 —-CALCULATIONS FOR '50aLle DEC' CAN
MADE BY -0M DATE Io"IO- CHECKED BY DATE SHEET 3? OF
RBD INC.•_ENGINEERING
CONSULTANTS
CHANNEL R_ATING:INFORMATIONI
Oakridge Block I 4th Filing.- Swale 'J!
STA ELEV
0.00 100.50
2.00 100.00
4.00 100.00
6.00 100.50
IN"
VALUE SLOPE (ft/ft)
-----------------------
0.040 0.2500
ELEVATION
AREA VELOCITY DISCHARGE
FROUDE
(feet)
_(sq ft) (fps)
(cfs)
NO.
---------
100. 10
------- -------- ---------
0.2 3.6
0. 87 '
------
2.17
5.3- -
2.99
2.39
100.30
1.0 6.7
6.41
2.52'
I
100.40
1.4 7.8
11.26
2.62
cls
100.50
2.0 8.8
17.68
2.70
I
I
1
1
'.r
STA
ELEV
i0.00.
100.50
2.00
100.00
4.00
6. 00
100.00
100.50
i
'N' VALUE-
---------
SLOPE (ft/ft)
-------------
'
0.040
0.0400
ELEVATION
(feet)
(sq ft)
VELOCITY DISCHARGE
(fps) (cfs)
FROUDE
NO.
-AREA--
i-
100.10
100.20
0.2
0.6
1.4 0.35
2.1 1.20
0.87
0.96 Qio =1.11js
-= 100.30:--___:
.---1.0-_ --
-- --2.7 2.57
- 1.01 f3co=3.244s.
i
100.40
10"0.50
1.4
2.0
3.1 4.50'
3.5 7.07
1.050,,, y=4.31
1.08
1
.
Rio ,
[J
i
1
1 0.040 0.0100
1 ELEVATION AREA
(feet) (sq ft)
VELOCITY DISCHARGE FROUDE
(fps) __ (cfs) __ NO.
100.10
0.2
0.7
0.17
0.43
1
100.20 =0,27'
0.6
1.1
3
0.60�0, ,c14
0.48
1.3
-;- _ 1: 28. t-Fs
0.50
100.40
1.4
1.6
2.25�-0.52
1
100.50
2.0
1.8
3.54 445
0.54
1
1✓0 -✓u....-. SSG S M S
1
1
1
' RBD INC. ENGINEERING CONSULTANTS
CHANNEL RATING INFORMATION
Oakridge Cornerstore PUD Temporary Swale OS-1
t
ELEVATION
' -(feet)__
' 1
100.2000.10
100.30
100.40
100.50
100.60
100.70
' 100.80
100.90
101.00
t
STA
0.00
4.00
7.00
11.00
'Nf VALUE
0.060
AREA'
(sq_ft)
ELEV
101.00
100.00
100.00
101.00
SLOPE (ft/ft)
-------------
0.0050
VELOCITY DISCHARGE
(fps) (cfs)
J
ICI
FROUDE
-NO___
0.3
0.4
0.12
0.21.
0.8
0.5
Qoo='y S 0.40
0.23
1.3
0.7
0.83
0.24
1.8
0.8
1.42
0.25
2.5
0.9
2.19
0.26
3.2
1.0,
3.13
0.26
4.1
1.1
4.27
0.27
5.0
1.1
5•.61
0.27
5.9
1.2
7.17
0.28
7.0
1.3
8.96
0.28
1
RIP RAP DESIGN
6
50
4z/
****** HYCHL ****** (Version 2.0) ******
43/
Date 01-04-95
Commands Read From File: N:\HYDRO\MCTRANS\HYCHL\DIAMSHAM.CHL
JOB DIAMOND SHAM.
' UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL .25 3.24
'TRP 2 4 4
** LEFT SIDE SLOPE 4.0 AND RIGHT SIDE SLOPE 4.0
** THE BASE WIDTH OF THE TRAPEZOID (FT) 2.00
N .035 .035
'** LOW FLOW N VALUE= .035
** SIDE SLOPE N VALUE= .035
LRR -1.5 2 0 2.50 .15
'** STABILITY FACTOR 1.50
** SPECIFIC GRAVITY 2.50
** SHIELDS PARAMETER .150
END
***************END OF COMMAND FILE************
DIAMOND SHAM.
tINPUT REVIEW
------------
' DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 3.24
CHANNEL SHAPE: TRAPEZOIDAL
CHANNEL SLOPE (FT/FT): .250
----------------------------------------
HYDRAULIC CALCULATIONS CALCULATIONS USING NORMAL DEPTH
-----------------------------------------
DESIGN
FLOW (CFS)
3.24
'MAX
DEPTH (FT)
.19
AREA (FT-2)
.54
WETTED PERIMETER
(FT)
3.60
RADIUS
(FT)
.15
'HYDRAULIC
AVG VELOCITY (FT/SEC)
5.99
MANNINGS N '(LOW
FLOW)
.035
Davg / D50
.46
'
REYNOLDS NUMBER
(10-5)
.41
-------------
RIPRAP DESIGN
-------------
'
CONDITION
LINING
TYPE
PERMIS SHR
(LB/FT-2)
CALL. SHR STAB.
(LB/FT-2) FACTOR D50(FT)
---------
BOTTOM; STRAIGHT
------
RIPRAP
----------
4.59
--------- ------ -------
3.04 1.50 .33
'
SIDE; STRAIGHT
RIPRAP
4.27
2.82 1.50 .33
*** NORMAL END OF
HYCHL ***
'
THIS
A. pSo OF
iS THE N1t �1h1vM ��OU11= Ok=
'
ELF E --f 1V>= .. � w l� IJ� —Blvd- W •. - GA 1.�._...
I?• F1�1'' cFF : 1` \jZ.t
------ -- y--.
EROSION CONTROL
JIl
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MARCH 1991 8.4 DESIGN CRITERIA
'., RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: �4KRlIEGo�T'���..
;..
STANDARD
FORM A
COMPLETED
BY:
DATE: ' Z . cl
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
;, (ac)
(ft)
(�) '
(feet)
(4;)
M
moo...
0,3/
S
E
. 07
:.
p,
�•�
•;:
Igo
.j`, Z::�-_
-:�� g
MARCH 1991
8-14
DESIGN CRITERIA
i
1
1
1
11
EFFECTIVENESS CALCULATIONS _
PROJECT:
STANDARD FORH B.
COMPLETED BY :. T+o A ( ��
%L %j 1� • ' •
DATE:,, 1 1 74
Erosion Control'
C-Factor
P-Factor
Method
Value
Value.
Comment
PVAA7-;
62AvFv
Y
/o
a,
OG
1BASINI ($) 1BASINI (AC) I CALCULATIONS
MARCH1991
78,o. H,J, o. to L{sr GZAvIfL I/eg/45 %D
-/PAvg:o 7-1 /tit
AdM= 0, 60 A gs = 0.(08:.
8Y,
76 a
A.PiP-ct� Cjo.-?srYe_u.c--�oti1 : In�idC = o•(o(o o��r/o' og(o.o�
'C>:F , � _ o, of (i •o�) ioo _' °70 -.,
r\PV.�T = O340L
10.ZD�o.d�.
Cdwi.t Col"4lYuL7
8-1 s
DESIGN CRITERIA .
47
b v-
iWIND EROSION CONTROL
' Soil Roughening
Perimeter Barrier .
Additional Barriers
' Vegetative Methods
Soil Sealant
Other
P.§INFALL EROSION CONTROL
' STRUCTURALs
Sediment Trap/Basin
Inlet Filters
Straw Barriers
' Silt Fence Barriers
Sand Bags
Bare Soil Preparation
-. — -
Contour Furrows
Terracing
Asphalt/Concrete Paving
' Other—GTz4VIGl�lJU ILU{
7-7
VEGETATIVEt
' Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
' Sod Installation _
Nettings/Mats/Blankets
Other
1
INC.
' Engineering consultants
209 S. Meldrum
Fort Collins, Colorado 80521
303/482-5922
FAX:303/482-6368
January 6, 1995
Mr Glen Schlueter
City of Fort Collins
' Utility Services Stormwater
235 Matthews
Fort Collins, CO 80522
' Re: Oakridge Cornerstore, Diamond Shamrock
Erosion Control Cost Estimate
' Dear Glen:
' This portion of the report is to satisfy the City of Fort Collins requirements for an
erosion control security deposit for the Oakridge Business Park, Seventeenth Filing.
' The City of Fort Collins Current Cost Factors will be used in this estimate.
There will be approximately 0.87 acres disturbed within this project.
Using the city criteria of $650.00 per acre for sites less than 10 acres,.and a 150%
contingency, the total obligation of the Developer for a security deposit would be
t(0.87) x ($650.00 per acre) x (150% contingency) = $850
' A cost breakdown of the erosion control measures that will need to be installed is
listed below:
' Gravel mulch (0.87 ac.)
135 tons per acre at 10.00 per ton = $1180
' TOTAL = $1180
Therefore, the larger amount, or the amount of security deposit obligation should be
' in the amount of $1180.00.
Please call if you have any questions regarding this estimate.
' Denver3031458-5526
1
' Respectfully,
RBD Inc., Engineering Consultants
7
' Kevin W. Gingery, P.E.
'
Table 86 C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor
P-Factor
BARE SOIL
'
Packed and smooth
"._.:
Freshly disked........................................................................ 1.00
0.90
Roughirregular surface........................................................... 1.00
0.90
'
SEDIMENT BASIN/TRAP1.00
0.50111
.:...............................................................
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
0.80.
SILT BARRIER1.00
,
FENCE .....................................................................
0.50
ASPHALT/CONCRETE PAVEMENT ................................................... 0.01
1.00 "
'
ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A
1.00
SOD GRASS.......................................................................::........ 0.01
1.00
'
TEMPORARY VEGETATION/COVER CROPS .................................... 0.45'='
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.1013'
1.00
SOIL SEALANT....................................................................0.01-0.60'*)
1.00
EROSION CONTROL MATS/BLANKETS............................................ 0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
1 /4' to 1 1 /2" and applied at a rate of at least 135 tons/acre.............. 0.05
1.00
HAY OR STRAW DRY MULCH
After olantino crass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
'
tack or crimp material into the soil.
.
1
Slo
e %
1
6
to
5......:................ ....................
10
0.06
1.00
11.
to
.......................................................:.....................
15
0.06
1.00
16
to
.............................................................................
20
0.07
1.00
to
................. ............... ................... ...................:......
0.11
1.00.
21
to
25.............................................................................
0.14
1.00
25
to
33.............................................................................0.17
1.00.
> 33..........................................................................
0.20
1.00
NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation
(1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
8-6
DESIGN CRITERIA
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CHARTS, TABLES
AND FIGURES
1 -
DRAINAGE CRITERIA MANUAL RUNOFF•
1 _
50
30
1
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20
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VELOCITY IN FEET PER SECOND
1
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
1 USE WITH THE RATIONAL FORMULA.
1 *MOST FREQUENTLY OCCURRING"UNDEVELOPED"
1 LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No, 55, USDA, SCS Jan. 1975,
1
No Text
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40
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M
ME
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/AM
O .2 .4 .6
Yt/D
Use Do insteod of D whenever flow is supercritical in the borrel.
'+Use Type L for a distance of 3D downstream,
� z.s
' FIGURE�5-7:°RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
I1-15-t32 '
' URBAN DRAINAGE a FLOOD CONTROL DISTRICT
�
r
DRAINAGE CRITERIA
MANUAL
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6. _ Expansion Angle
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