HomeMy WebLinkAboutDrainage Reports - 04/26/2010City of Ft. Collins ppro ed Plans
Approved By
a Date_ y-�t
MARTI N 0 MARTI N
CONSULTING ENGINEERS
FINAL DRAINAGE REPORT
FOR
AIR CARE COLORADO - FORT COLLINS
CITY OF FORT COLLINS, LARIMER COUNTY. COLORADO
FINAL -DRAINAGE REPORT- ----
FOR
- _ AIR CARE COLORADO = FORT COLLINS-
- - --
-
CITY OF FORT COLLINS, LARIMER COUNTY,
COLORAD_ O - -- --= --_= ----
_ -_- - - JANUARY 6, 2010
-.- - REVISED APRIL 14, 2010
PREPARED FOR: ENVIROTEST SYSTEMS
5175 MARSHALL ST.
ARVADA, CO 80002
303-456-7034
' -
PREPARED BY:' MARTIN/MARTIN, INC.
12499 WEST COLFAX AVENUE
-- -
- LAKEWOOD, COLORADO 80215
- 25803
- -
-- - - (303) 431-6100
-
PRINCIPAL -IN -CHARGE: BILL WILLIS, REol�•...�...•�
SSIOM��
PROJECT ENGINEER: JOE RAUSCH, P.E.
-
- - --
_,
- -- - TABLE OF CONTENTS
--
L7DOIENERAL LOCATION AND DESCRIPTION .......................... .....................: ................ l_ -
-:.
- A. _Project Location.......................................................................................... -
'
.:. ... ........................1 --=
- P P rtS....:............................................................-
`_ B: = Descii tion of Property
-C. Proposed Development................................................................................ --
—::1-- -- -
_ _ .._' D. . No Detention Facilities............................................................................................................ l --
-_
II: FLOODPLAIN INFORMATION................................::..:............................................................::1
A. Floodplain....................................................::...........................................................: �..::: -1=- - - -
Datums
B. --Elevation .........................................................................................................:::-
III DRAINAGE BASINS......:...........................................................
2 -
IV _DRAINAGE DESIGN CRITERIA ............................................... ......... ......... .............2
--
.`Regulations......................................................................................... 2 -
-
- B _ _Hydrological Criteria.......................................................................... ......... ...............:2 _ _ -
-_ -C -`Storm Water Quality Criteria .................................: -- __-..
V. =- -DRAINAGE FACILITY DESIGN..........................................................................................:._...2-
--A..- General Concept ....................................................................................................:::......::-...2-
- .. -
VI. _.-_:CONCLUSIONS........................................................ .................:....................................:-...
....... :::::3 =-
VII. REFERENCES.................................................................................................................................4
-
- - = - - -- APPENDICES. - -
_VicinityMap
__FIRM Map 08069CI O03F -Revised to reflect LOMR Effective Feb. 22, 2010 _
' FIRME= Map 08069C0984G (adjacent panel to west)
- 'Rational -Calculations
' - - -Water- Quality Calculations - -
Water Quality Outlet Details -
' ---. _ _Web Soil Survey
- _ Design Criteria
Comparison of Peak Flows with 2001 Study -
Final Drainage Report for Interchange Business Park, 2001
' --- I .- _=GENERAL LOCATION AND DESCRIPTION -- -_ --
- A. Project Location
=The proposed development is located -in the Interchange Business Park in the City of Fort— -—
Collins, County of Larimer, Colorado.
_Description of Property
The property contains approximately 3.15 acres and consists of an undeveloped lot in the _
-_- - Interchange Business Park. The existing soils on the site are NCRS type C. The -lot is
_ covered with native grasses. The property is nearly level, -sloping from northeast -to.-
--southwest at approximately l-
' Proposed Development The site will be developed for Air Care Colorado and will be .used for non residential
vehicle emissions testing. The building will feature multiple drive -through bays --and an. _- -
administration area. The finished floor of the building will be a minimum of 1.5-ft above
- -- the -base flood elevation of Boxelder Creek. The foundation will be of slab=on-grade
construction. The balance of the site will be paving or landscaping.
D. No Detention Facilities - — —
= As part of the Interchange Business Park, the site was included in the drainage study
' prepared by Northern Engineering Services, Inc. in April of 2001. Since the park is
located in close proximity to Boxelder Creek, no stormwater detention was designed. In
keeping with the aforementioned report, no detention is proposed for the Air_ Care --
' Colorado project.
- - -H. FLOODPLAIN INFORMATION— - _ --
A.= Floodplain-
___ The -site is located within the 100-year FEMA regulatory floodplain of Boxelder Creek, --
_ Zone AE (11/C,armual chance flood -with base flood -elevation determined).. Thi =base flood - �—
' elevation is 4,928.00 feet (NAVD1988), as shown on the Letter of Map Revision
(LOMR) effective February 22, 2010 to the Flood Insurance Rate Map - (FIRM Maps .
-Number 08069C1003F, Panel 1003 of 1420 with an effective date of Dec. 19, 2006 and
- - -_-- - - -Number 08069CO984G panel 984 of 1420, with an effective date of June 17, 2008): The
entire building is proposed to be located within the FEMA regulated flood fringe and
located between LOMR cross -sections 495 and 905.
-- - A Floodplain Use Permit will be required for each structure and each site construction .=
element (detention ponds, parking lots, utilities, etc.) in the floodplain prior to obtaining a
building permit. -
- --A-FEMA Elevation Certificate will need to be completed and approved prior to the
' = Certificate of Occupancy being issued.
B. Elevation Datums
= Base flood elevations shown on the FIRM are based on the North America Vertical
Datum (NAVD) of 1988. The -City of -Fort Collins' vertical -datum -is-based-on the
-National Geodetic Vertical Datum (NGVD) of 1929. For means of reconciling the -two
datums, an elevational difference of 3.0-ft must be added to the NGVD-29 Datum: Using
the Letter of Map Revision (LOMR) approved Feb. 22, 20102, this yields a base flood
elevation of 4925.00 feet when using the NGVD-29 Datum.
Current City of Fort Collins regulations allow for construction within floodplains if the: `
building finished floor elevation is -at least 1.5=ft above the base flood elevation- or if the - -
_building is flood -proofed to an elevation equal to or exceeding 1.5-11 above the base flood -
- - - -elevation. Based on the NGVD-29 Datum, the building finished floor elevation will be - -
'_graded to be 4,927.00-ft (two feet above the base flood elevation). - -
III. DRAINAGE BASINS, _.-
' - — A. —For purposes of drainage and water quality analysis, the site is separated into two basins.
Basin 1 represents the northwest portion of the property. Basin 2 represents the southeast
-__-_portion of the site. See the associated drainage drawing (sheet Dl) for the limits -of the-- _
=basins -- - - - - _- -
IV. . DRAINAGE DESIGN CRITERIA
' - - A Regulations - — -
= �In=;accordance with the approved Final Drainage Report for Interchange Business --Park,
_ - prepared by Northern Engineering Services, Inc., April 2001, no stormwater detention
will be provided.
B. -Hydrological Criteria
' -Design storms are the 10-year (minor event) and 100-year (major event) storms. Runoff
estimates are based on the Rational Method. Rainfall intensities are taken from the
-- -current City of Fort Collins criteria. A review of the aforementioned approved drainage
-- _ study reveals that the rainfall data used in the calculations are taken from the Fort Collins ---- -
- = -April-1999 IDF curves - the same data used for this study.
Percent . impervious and runoff coefficient values were determined -from - methods _
established in the City of Fort Collins Storm Drainage Design Criteria and Construction
_ _s= --°Standards.
- C. _ Storm Water Quality Criteria - -
Site grading will direct storm runoff to the northwest and southeast. Two features will
provide water quality enhancement. A water quality outlet structure will be installed in
' the northwest area of the site to provide a 40-hour drain time for the water quality
--volume. A water quality sand filter will be located to the southeast of the curb and gutter
--.--located along the southeast parking lot. Runoff will be directed through a number of
curb -cuts to enter the sand filter area. A buried 4-inch perforated pipe will convey the
- - treated runoff.to the north and the existing storm sewer inlet located on the Southeast
Frontage Road. A separate Stormwater Management Plan (SWMP) has been prepared for- —
' - use during construction.
V. DRAINAGE FACILITY DESIGN
- -- A. ---General Concept - - -
-The _site has been evaluated for historic and proposed runoff amounts. -The proposed
- - drainage pattern will remain basically the same as the existing pattern. Runoff will flow -
_ to water quality treatment areas located in landscaped areas to the northwest and
southeast of the site. Storm runoff is then conveyed to the inlet located near the east
-comer of the site on the frontage road. This inlet and its associated piping conveys runoff
-" -to the southeast and a channel tributary to Boxelder Creek. Runoff calculations are
-summarized in the Appendix.
-Detention —
No detention is proposed for this site due to its proximity to Boxelder Creek. This is in
- keeping with the approved drainage study prepared by Northern Engineering Services,
Inc. in April 2001. Site grading will direct runoff to water quality treatment areas.
VI: CONCLUSIONS
A. -Compliance Compliance with Standards
_ All calculations for runoff and detention were compiled using the City of Fort.Collins
_ _Storm_ Drainage Design Criteria and Construction Standards" — Fort Collins, Colorado
1997 and "Urban Storm Drainage Criteria Manual," by the Urban Drainage and Flood
Control District. The proposed building will have a finished floor elevation of 4,927.00
feet (NGVD-29) which is 2-feet above the base flood elevation of 4925.00 (NGVD-29)
and based on the approved LOMR of February 22, 2010. This report and associated
_ drainage plan was prepared to meet the requirements of Chapter 10 of the City of Fort
Collins City Code.
B. - Drainage Concept
The proposed development will drain along historic patterns to the east corner of the site.
10-year and 100-year developed peak runoff rates are less than those estimated in the
Final Drainage Report prepared by Northern Engineering, Inc. April 2001.
Assumed Conditions
April 2001
Weighted Runoff Coefficient CCf _ 10-yr: 0.78 100-yr:0.98
Peak runoff for Minor (10-yr) storm 7.89 cfs
Peak runoff for Major (100-yr) storm 20.43 cfs
Proposed Conditions
-December 2009- - -
10-yr: 0.59 100-yr: 0.73
7.03 cfs
17.96 cfs
3
VII. REFERENCES
1. "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" — City of Fort
Collins, Colorado, 1997.
2. Letter of Map Revision (LOMR) — Effective date February 22, 2010.
3. City of Fort Collins Municipal Code — Chapter 10.
4. Current FIS — City of Fort Collins
5. "Urban Storm Drainage Criteria Manual' — Urban Drainage and Flood Control District — June
2001 and subsequent revisions.
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' _ 3/29/2009 _ _ _-
- _ Developed Runoff Coeffients Detchnination
�.' Runoff Coefficient _
Roofs 0.95 Pavement: 0.55
Gravel 0.50 Grass: 0.10 _
------- --
WEIGHTED RUNOFF COEPF. -
_ -- - -
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Trt. Area
--
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0.82
Totals
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Frequency Adjustment Factors Cr
Storm Return
Period ( rs)
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Developed Percent Impervious and WQCV Calculations
Percent Impervious / 100
Roofs: 0.90 Pavement: 1.00
Gravel 0.40 Grass: 0.00 --
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0.29
0.95
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0.390
1.500
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WA I EH DUALITY UAPTURE VOLUME
PROPOSED CONDITIONS
BASIN 1 TOTAL ACRES = 2.35
Developed Area Imperviousness (1) = 52.8%
Req. Storage (Fig. SQ-2) = 0.21 inches
WQCV = (Storage/12) * Area *1.2
WQCV = 0.050 acre-feet
WQCV = 2,191 cubic feet
Storage = a (0.91 i3 - 1.19i2 + 0.78i)
where a = varies with desired drain time
i = developed area imperviousness
\LI I Y UAP I UHE VULUME
CONDITIONS
BASIN 2 TOTAL ACRES = 0.95
Developed Area Imperviousness (I) = 64.2%
Soil Group C & D
Required Drain Time
Hours (40, 24, 12, 6) = 40
a= 1
Soil Group C & D
Water Quality Volume
Req. Storage (Fig. SO-2) = 0.25 inches Required Drain Time
WQCV = (Storage/12) * Area *1.2 Hours (40, 24, 12, 6) = 12
WQCV = 0.024 acre-feet
WQCV = 1,039 cubic feet a= 0.8
Storage = a (0.91 i3 - 1.19i2 + 0.78i)
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i = developed area imperviousness
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DOWEL WITH USE OF
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WATER QUALITY_(WQ)
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a
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STEEL FLOW CONTROL
PLATE
BOTTOM ROW OF 3' .(TYp.) STAINLESS STEEL
HOLES TO BE AT ANCHOR BOLT (TYP.)
INVERT OF PLATE
FLOW CONTROL PLATE
SECTION B—B
LEGEND
SECTION LINE A -A (ARROWS
POINT IN DIRECTION SECTION
IS VIEWED)
ABBREVIATIONS
CLR.
CLEARANCE
TYP. TYPICAL
DIA.
DIAMETER
Wo WIDTH OF CONCRETE OPENING
ELEV.
ELEVATION
Wp WIDTH OF PLATE
INV.
INVERT
WO WATER QUALITY
TONAL MAX.
MAXIMUM
Ls LENGTH OF STRUCTURE
MIN.
MINIMUM
Ws WIDTH OF STRUCTURE
O.C.
ON CENTER
# NUMBER
OPP.
OPPOSITE
® AT
GENERAL NOTES
1. CONCRETE SHALL BE CLASS B. MAY BE CAST -IN -PLACE OR PRECAST.
2. REINFORCING BARS SHALL ,BE EPDXY COATED AND DEFORMED, AND SHALL
HAVE A MINIMUM 2" CLEARANCE. r.
3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6"
AND SHALL BE IN ACCORDANCE WITH AASHTO M 199.
4. ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND
PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS.
5. TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH
RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED
AFTER GALVANIZING.
ELEV.
A POND INV.)
4921.05
ELEV.
6 WQCU ELEV)
4922.65
ELEV.
C
4923.15
SPILL
ELEV.
N/A
Dwo (12" MIN.)
19.5"
Ls
24"
Ws
24"
Wo
6"
HOLE DIA.
3/4"
WO
# OF ROWS
6
# OF COLUMNS
1
WATER QUALITY
OUTLET STRUCTURE
CITY OF FORT COLLINS UTILITIES DETAILS
STORMWATER UTILITY
P.O. BOX 580, FORT COLLINS, CO. 80522 DRAWN BY: T. COX DETAIL
DATE DRAWN: 8/15/05
(970) 221-6700 LAST DATE REVISED:11/7/06 D — 46
CAD FILE NAME: D46.dwa
-- - — -24-INCH DIA. NYLOPLAST AREA
INLET (OR APPROVED EQUAL) I I I
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20 LF 12 PVC `� !
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I I STORM INLET I I
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--
'_.
—
Title
, Date
gh Job no._—. _ -- —
-
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Page 1 of 4
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' _Hydrologic Soil Group-Lanmer_County Area, Colorado _ _ -=AirCare Colorado Fort Collins _.
Hydrologic Soil Group
} Hydrologlc-Soil Group— Sumrtiary byMap'Unit Carimer County Area ;Colorado t
Map unit'symbol 'I .
., Mep unit name „ -
:: , , ,..Rating ;;
; Acres in AOI -
„ - Percent oVAOI , , . -
34
Fort Collins loam, 0 to 1
B
0.1
2.3%
percent slopes
73 _
Nunn clay loam, 0 to 1
C
3.2
97.7%
percent slope
Totals for Area of Interest
3.3
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
__.. from long -duration storms.
' The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly - -
- wet. These consist mainly of deep, well drained to excessively drained sands -or-
gravelly sands. These soils have a high rate of water transmission. - - - ------
- ---Group B.-Soils having a moderate infiltration rate when thoroughly wet. These.
consist chiefly of moderately deep or deep, moderately well drained or well drained
-soils that have moderately fine texture to moderately coarse texture. These soils _
have a moderate rate of water transmission.---
-- — - -' - - -- -- --- Group C. Soils having a slow infiltration -rate when thoroughly -wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
' Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
' If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method., Dominant Condition
USDA Natural Resources Web Soil Survey - --12/11/2009-^
�� Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group Lanmer.County Area, Colorado ^
.AirCare Colorado _.Fort Collins
-USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/11/2009
Page 4 of 4
- u� Table 3-3 --
_— - --------- O2�ML METHOD RUNOFF COEFFICIENTS MR COKPOSIT? ANALYSIS
' Character of Surface Runoff Coefficient
----- --._- - -Streets, Parking Lots, Drives:
- Asphalt ...................................... 0.95
- -Concrete ..................................... 0.95 - - --
Gravel ........................................ 0.50
Roofs .......................................... 0.95
Lawns, Sandy Soil: -
Flat<28..0.1
................................... _ Average 2 to 78.. 0.15
Steep >78. 0.20
Lawns,- Heavy Soil:• .............................
Flat <28. 0.20
Average 2 to 7%.. 0.25
Steep>78..................................... 0.35
' 3.1.7 Time of Concentration -"
In order to use the Rainfall Intensity Duration Curve, the time of
- concentration must be known. The time of concentration, T,, represents the
time for water to flow from the most remote part of the drainage basin under
consideration to the design point under consideration. _The _time --of
>--=_-_ _concentration_can be.represented by the -following equation.-
..,aC "OV + tt
--- Where:
T, .a _Time of Concentration, minutes
=_overland flow time, minutes
_._ tt - travel time in 'the gutter, swale, or storm sewer, minutes - -
The -overland flow -time, t,., ,can be determined either by the following equation
"Overland .Time of Flow Curves from --the Utban'-Storm-Drainage-Criteria '
_-_ _Manual, included in this report (See Figure 3-2).
1.87(LI-C�f)Dl ..---
Tav=
Sl/3
' Where: Tw Overland Flow Time of Concentration, minutes
S - Slope, %
C = Rational Method Runoff Coefficient
D - Length of Overland -"Flow; feeC (500' maximum)
' C! Frequency Adjustment Factor
The travel time, t,, in the gutter, swale, or storm sewer can be estimated with
' the help of Figure 3-3.
3.1 8 Adjustment for Infrequent Stozma
The preceding variables -are based on the initial storm, that is, -the two to ten
year storms. For storms with higher intensities an adjustment of the runoff
coefficient is required because of the lessening amount of infiltration,
depression retention, and other losses that have a proportionally smaller
effect on storm runoff.
These frequency adjustment factors are found in Table 3-4.
' May 1984
Revised -January 1997
Design. -Criteria
3-5
—' -- — _-- -- - Table 3 4 - -- - - - - _ --= - -
— - — -
:,. -
_ --- - --- RATIONAL`METHOD FREQUENCY ADJUSTMENT FACTORS - _ _ —_ ----
Storm Return Period Frequency Factor --
(nears) Ce _-
... 2 to 10 1.00
11 to 25 1.10
26 to 50 1.20
51 to 100 1.25 -
' Note: The product of C times C: shall not exceed 1.00
3.2 Analysis Methodology --- - — --
The methods presented in this section for use in the determination- of runoff at
specific design points in the drainage system are currently under review by the
_ Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the _
--� accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDSWM2-
__
PC. The Stormwater Utility shall determine circumstances requiring computer modeling
with UDSWM2-PC. Early contact with the Stormwater Utility is encouraged for the
determination of the appropriate method. Where applicable, drainage systems proposed
for construction should provide the minimum protection as determined by the methodology
so mentioned above.
3.2.1 Rational Method
- ' The Rational Method is recommended only for sites less than 5 acres. The runoff
may be -calculated by the Rational Method,- which is essentially the following
- _ - equation: --- -- .- - -- ;_
C=CIA
--=-Where--Q-=-Flow Quantity; cfs- - - - - - -- -- —
A - Total Area of Basin, acres _ -
-C==-Storm Frequency Adjustment Factor (See Section .3.1-8)_
-C-- Runoff Coefficient (See Section 3.1.6)`
I = Rainfall Intensity, inches per hour (See Section 3.1.9)
----3.2.2'=' UDSWM2-PC--
_ _ _ For circumstances requiring computer modeling,- the design _storm hydrographs
- - -` shall=be determined using UDSWM2-PC. _Basin and conveyance element. ' parameters--- - shall be developed from the physical characteristics of the development. Refer
to the UDSWM2-PC User's Manual* for modeling methodology and development.--
'Urban Drainage and Flood Control District, March 1985 - - -
3.2.2.1 Surface Storage and Infiltration
' Table 3-5 gives those values for surface storage for pervious and
impervious surfaces. Table 3-6 gives the infiltration rates to be used
with UDSWM2-PC.
Table 3-5
- VALUES FOR SURFACE STORAGE
-� --- - (All Values in Inches) -- - --
(For Use with UDSWM2-PC)
Impervious Areas .................. .100
' Pervious Areas .................. .300
--
- — May 1989- — —
Revised January 1997
- Design Criteria- °.-.-
3-6
City of Fort Collins ..-•----u--. rw ---_ -�� --
--- - -' Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a - -_--- :-
Duration
(minutes)
--j
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
`_ - in/hr -_
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
'16.00
1.81
3.08----
-------6-.30--
17.00
1.75
2.99
_ 6.10 _- - -
18.00
1.70
2.90
5.92
19.00
1.65
2.82
- 5.75
-20.00
1.61
2.74 -
-- 5.60----.-:
21.00 -
1.56
2.67 --
--._.__5.46_____
22.00
1.53
2.61
5.32
= 23.00
1.49
2.55
5.20 -
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
- -_ --28.00-
1.34
- 2.29
= ==4.69-4-
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
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Final Drainage Report
for
= Interchange Business Park
April 13, 2001
- Prepared For:
Sinnett Builders -
P.O. Box 1969
2926 E. Mulberry
Fort Collins,-C6--80524_.:_--.___ _
Prepared By° --
Northern Engineering Services, Inc
420 S. Howes, Suite 202
Port Collins, Colorado 80521 -
Phone: (970)221-4158 -
Project Number:9960.00
-------------
S ER
Mr. Dave Moores
Colorado Department of Transportation
—
Hydraulics Section -
1420 2' Street -
Greeley, Colorado 80631
RE: Interchange Business Park
Larimer County, Colorado
Prniect No. 9960.00----- -
Dear Mr. McDaniel:
6ftberm Engineering is pleased to submit this Final Drainage Report for_Interclf&ig_C._.__-=_._ -
BV-siness-PaAC-for your review. This report complies with technical criteria set f6iih in It
LarimerCounty Storfn-WaterManagement Manual and the Colorado Department of
Transportation Drainage Design Manual.
me lw�
-fiav ----hi e�t
f You should e any- questions or comments as you review this report plea 7f&e e
contact me at your earliest convenience.
Sincerely,
NORTHERN ENGINEERING -SERVICES, INC.
Aaron T. Cvar, E.I.T.
Reviewed by;
NPipR E G
�LDEN
"0
w4v 27:362
%
Roger A.C&tisi,_P.E.
N%0!9i,
, re,
§/Iez S 10 N
1111111
420 SOUTH HOWES, SUITE.202, FORT COLLINS, COLORADO 8052.1, (970) 221.4158, FAX (970) 221-4159
i� w...� BAKER
coLAKC _
tt
TREET
MULBERRY ; {
- - ILo
p - - - -- - ----
j
N A
PROJECT
LOCATION
ZKo
o
PROSPECT TREET
iLL—
VICINITY -MA I
AP
N"=2000'
- - - - Final Drainage Report - -- --
v.
for
- -Interchange Business -Park -- --=�-� —
_ Larimer County, Colorado
1 _ = April 13, 2001 - _-
-INTRODUCTION _
1.1 Obiective
The purpose of this report is to provide documentation pertaining to the final drainage
system design and anal sis for the proposed Interchange Business Park. Storm drainage design -------- =—
criteria set forth in. the Larimer County Storm -Water Management Manual (Reference 1) and the
Colorado Department of Transportation Drainage Design Manual (Reference 2) have been
followed in final design and analysis of the proposed site. -
II SITE LOCATION AND DESCRIPTION
2.1 Site Location - - - - - -----
The site is located in the northwest'quarter of Section 15, Township 7 North; Range 68,
west of the 6' Principle Meridian, County of Larimer, State of Colorado. The site is bounded by = -
__ = State-Highway-14-on the north, Interstate-25 on the west, and the Boxelder Creek on thCeeast---_ - --
_(see yicini� map)
2.2� . - Site Description
- The site is approximately. 32 acres in size, sloping from north to south The Boxelder
-----Greek-Wins along -the -east portion of the site.._ All developed site drainage will be directed into
Boxelder Creek Per discussion.with Mr. Rex Burns of Larimer County Engineering, no storm ✓
water detention will be provided due to the site's close -proximity to Boxelder Creek.: The site is_ - -
located within the Boxelder Creek Floodplain mapped in FIRM panel 180 for Larimer County.
III. DEVELOPED DRAINAGE -
_34 = Developed Conditions - - -
-- - -- - _
- --__. The proposed site plan for thfi7development includes office and Industrial sites Two---------
roads-Frontage Road and Denrose Court, will be constructed with the proposed development. At
this time a final site plan has not been developed; therefore, exact locations of building pads,
parking lots, etc. are not available. This drainage report andplan should serve as a drainage
master plan for the site. Assumed drainage basins and all drainage parameters used in this report
should be considered with the development of each lot. The proper function of the proposed
drainage facilities depend the amount of drainage each lot releases into the adjacent street. -The -
development of a particular lot may result in more drainage area than that assumed draining to the
_ _adjacent street, or some of the assumed drainage parameters may be affected (lower. time of
concentration, higher runoff coefficient, etcj. In this case; the lot will be required to -provide -
detention and release at. a rate equivalent to the.release that would have occured with the drainage- -- = -
Page 2
I� Final Drainage Report _ Northern Engineering services, Inc
-- -- _ Interchange Business Park_ _ -
ApriP13.2001 -- - — - —
i�basins andd' arameters assumed in this re port.
_- anp --
_- _ - -3.2 - _ Hydrologic Criteria
- Due to the relatively small basin size, the Rational Method has been used to give estimates- - -
of peak-stormwater runoff from the project site: Conservative estimates of flow paths and -runoff --
coefficients have been used in the preparation of this report. Hydrologic calculations; along with.
_=--other -supporting-materiai, are contained -in the appendix to this report. -It is noted here that--
jl rainfall intensity data for the Rational Methodhas been taken from Qy of Fort Collins-pqw
1� rainfall criteria_p�sh__d_AprilJJJ2.22•
3.3 Hydraulic Criteria
The Larimer County Storm -Water Management Manual (Reference 1) and the Colorado
Department of Transportation Drainage Design Manual (Reference 2) have been referenced for all
hydraulic calculations. In addition, the computer model "Flowmastel" by Haestad Methods has
been utilized.
- 3.4 - Drainage Concept .
- -- - --In-:general; drainage concept for Interchange Business Park is to convey the -minor (5-= --- - -__
- -- Year) and major (100-Year) storms to Boxelder Creek. Developed drainage from BasinI-and
=—Basin--4=will-be=conveyed:by curb-and=gutter in Denrose Court to Curb Cut I.- Curb-Cut-14
- flow -to Swale 1, where flows will be conveyed to Boxelder Creek. -
__ -Basins 2 and 3 will drain to Frontage Road and will be conveyed to. Inlets 2A and 2B. _
Storm -Line 2-wilFconvey these flows -to Swale 2,-which drains to Boxelder Creek: -Basin-5 will- - --- -
release directly 'to Boxelder Creek.--Flows-from Basins 6 and 7-will be conveyed by the flood -
channel to Boxelder Creek. The flows from Basin 7 to -Inlet IA and the 10-foot curb cut will be -- - .---
minor. The primary purpose the 10-foot curb cut is to release the portion of flows from the
Boxelder Creek floodplain overtopping State Highway 14, as discussed below.
Best Management Practices (BMP's) for the site will include grass swale sedimentation
_facilities and extended detention ponds. Swale 1, Swale 2 and the flood channel will act as grass-
- swale.sedimentation facilties and will become effective in the first stages of construction.:
---Extended detention.ponds will be constructed for each lot at the time the lot is developed -Each - - -
lot will be required to design its own extended detention pond according to the procedures
outlined in the Urban Storm Drainage Criteria Manual (Reference 3).
3.5 Boxelder Creek Floodplain
- ------ The Boxelder Creek floodplain, mapped in the Larimer County FIRM panel-] 80 currently `
' encroaches on a large portion of the proposed site. The floodplain consists of an overflow
channel and a. main channel. At State Highway 14; the overflow channel experiences a flow split— -
which sendss-a-portion offlows _to the -main channel. The remaining portion- of flows -overtop -the --.----
highway and -flow south across the project site as sheet flow to the main channel. It is proposed
to capture the flows that overtop State Highway 14 and re-route them directly to the main
Page 3 —
' Final .Drainage Repoli Northern Engineering services, Inc.
Interchange Business Park _
April 13, 2001 — -- —
— _=channel-viathe-flood_channel. Part ofthe.flows overtopping State Highway 14 (194 cfs) :will go. -
over the highway and -directly into the flood channel. The remainder of the flows (147 cfs)-will-be =
caught in the sump at the entrance of Interchange Blvd. Weir 1B located east of Inlet I will
release this flow east into the flood channel.
VI. TEMPORARY EROSION- CONTROL _-
- Erosion control will consist of gravel inlet filters placed at all curb inlets and at the curb
cut on Denrose Court. Straw bail dikes will be placed in Swales 1 and 2 and in the flood channel.
,i Silt fence will be placed at the outlets of Swales 1 and 2, and at the outlet of the flood channel.
All landscaped areas will receive hay mulch and temporary seeding until permanent growth is
established.
-
Page 4 -- - -
�1
.. Final Drainage Report
- .. .. __
.. Northern Engmeenng-Service Ina--
Interchange Business Park
—
April 13, 2001
REFERENCES-
fi
_
1)
Larimer County Storm -Water Management Manual, Circa August 18, 1978.
2)
Drainage Design Manual, 1995-Draft,
Colorado Department of Transportation,
July 1995.
}
_2)
Urban Storm Drainage criteria Manual,
Urban Drainage and Flood Control.. -
District, September 1, 1999.
--
Page 5
Final Drainage Report _ Northern Engineering Services, Inc....—.
s
Interchange Business Park
April 13, 2001 — ----
APPENDIX
Appendix A - Developed Hydrology
Developed 5-Year, 10-Year, and 100-Year Calculations
Appendix B - Hydraulic Calculations
la Swale 1 and 2 Calculations
• Riprap Calculations
'0 Street Capacity Calculations
Storm Line 1 Summary and Calculations
• Storm Line 2 Summary and Calculations
i0 Denrose Court Curb Cut Summary and Calculations
Appendix C - Boxelder Creek Floodplain Overtopping Calculations
Page 6
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I
ENGINEER'S OPINION OF PROBABLE COST
¢i MARTIN/MARTIN
CONSULTING ENGINEERS
Project: Air Care Colorado - Ft. Collins
Location: Fort Collins, CO
Subject: Erosion Control Costs
Client: Envirotest Systems, Inc.
Date: 4/15/10
Job No.: 21044.C.02
Prep. By: JER
Ckd. By:
Note: Any opinions of price, probable project costs or construction costs rendered by MARTIN/MARTIN represent
its best judgment and are furnished for general guidance. MARTIN/MARTIN makes no warranty of guarantee,
either expressed or implied as to the accuracy of such opinions as compared to bid or actual cost.
Item No.
Item Description
Units
Quantity
Unit Price
Item Cost
1
Silt Fence
LF
620
$ 2.00
$ 1,240.00
2
Vehicle Tracking Control
EA
2
$ 750.00
$ 1,500.00
3
Curb Socks
EA
3
$ 25.00
$ 75.00
4
Concrete Washout Area
EA
1
$ 750.00
$ 750.00
5
Inlet Protection
EA
3
$ 150.00
$ 450.00
6
Riprap
SY
7
$ 20.00
$ 140.00
Remarks:
Cost of Items:
$ 4,155.00
50% City Factor
$ 2,077.50
6,232.50
S�SAAS� �L $✓- ASubtotal:
M r.�i+V'i')"3Y"Jr vu xr :.•nY
WW . T i „ p *5L
y}$!.(T,,y
SC�RT.Y .s {r f Yi-t�g Sk`:
I Total Cost:
$ 6,232.50
run date: 4/14/2010 9:59 AM
Page 1 of 1
TYPE III BARRICADE
1
WATER QUALITY
OUREF STRUNRE
__�3BLF 12"
PVC W/ FESEXISTING INLET TO REMAIN.
SOP
S OP
fR01
UNA
EFFEC'
i
/
LEGEND
BASIN BOUNDARY ■ ■ ■ ■ ■
SUB -WIN BOUNDARY ■ ■ ■ ■ ■ ■ ■
DIRECTION OF FLOW
also
DESIGN POINT
Q
BASIN
C5
12
AREA IN
9
L100
ACRES
BEEVARONS ARE BASED ON THE CITY OF FORT COLLINS BM 425-01 A CITY OF FORT COLLINS
1-1/1' ALUMINUM CAP QV MCRETE HEADWALL AT THE EAST .40E CF EAST fAgJTALT ROAD
APPROXIMATELY OS MILES NORTH OF PROS^ECT ROAD ON PlE NOPTH END LY INE HEADWALL
TO AN IRRIGATION CANAL
E V..-491841 FEET (NCVDi929) DATUM
BEEVARCNS ARE BASED ON DIE CITY On FORT CIXLNS B.M 126-01 A COLORADO OEPARTMENT
On HILHWA YS BRASS OISM ON DIE BWDGE PARAPET WALL ON NE S N SIDE OF HIGHWAY 14
APPROXINATBLY O4 MILES EAST or THE CENTERLINE OF wnrils ATE 25
BIEV. - 4937266 (NGIDI9P9) DA NM
NOTES•
1. SEE GRADING PLAN (C100) AND SITE DETAILS (C120) FOR
ADDITIONAL INFORMATION REGARDING BASE ROOD
ELEVATIONS
2. RE: STRUCTURAL PLANS FOR FOUNDATION DETAILS
UNCC Know WNar-below.
� Eu ROFMlr cc CBllhefareyoudig.
CALL 811 z-BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG GRACE OR EXCAVATE FOR
MARKING OF UNDERGROUND MEMBER UTILITIES
MARTIN/MARTIN ASSUMES NO RESPONSIBILITY FOR U➢LITY
LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE
BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT 15,
HOWEVER. THE CONTRACTORS RESPONSIBILI TO FIELD VERIFY
THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT
OF ANY CONSTRUCTION.
y of Fort Collins. Coloa
U➢I PUN APPROVAL
Q93:T•z I.
5 yF En9lnee—_—ate _
CHECKED SY.
wma. n w".l.w"t., unry Doric
CHECKED BY: git-o—Water Utility -ale --
BY:
P"Ms h Recreation Date
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