HomeMy WebLinkAboutDrainage Reports - 07/13/2017City of Fort Collins
Pa
by:
Date: ' r�
Drainage Report
For
Merit Midpoint 1590, LLC
formerly Hess Land, LLC
2590 Midpoint Drive
Fort Collins, CO 80525
Prepared by: Mike Beach, P.E.
Date: February 27, 2017
Revised May 10, 2017
RiDGIVd.�P
ENGINEERING & CONSULTING
5255 Ronald Reagan Blvd, Suite 210 Johnstown; CO 80534
(303) 322-6480 EMAIL: mbeach@ridgetopeng.com
i.
Plans
- sa
Page
1. Project Engineer's Certification........................................................................................ 3
2. Project Location & Overview..:......................................................................................... 4
3. Drainage Design Criteria.................................................................................................... 4
4. Hydraulic Calculations........................................................ :.............................................. 5
5. Facility Design.................................................................................................................... 6
6. Conclusion.........................................................................................................................8
7. References.........................................................................................................................9
Appendix A — Site Vicinity Map
Appendix B — Flood Insurance Rate Map
Appendix C — NRCS Soils Map
Appendix D — Hydrologic Criteria
Fort Collins Rainfall Intensity Curve
Fort Collins Rainfall Intensity Table
Table RO-3 — Recommended Percentage Imperviousness Values
Appendix E — Hydraulic Calculations
Runoff Coefficients & Imperviousness
Time of Concentration - SF-2
Rational Method Runoff Flows — SF-3 (2-Year Event)
Rational Method Runoff Flows — SF-3 (100-Year Event)
Detention Volume by Modified FAA Method (Subbasins 1 & 2)
Orifice Calculations
Detention Basin Stage -Discharge Table (Subbasins 1 & 2)
Rain Garden Calculations (Subbasins 1 & 2)
Historic Runoff Flow Calculations (Coefficients, TOC, 2-Yr event)
LID Table
Spillway Calculations (Ponds 1 & 2)
Drain Times (Ponds 1 & 2)
Appendix F — Maps
Subbasin Map
Project # 16-015-002 Page 2
Section 1: PROJECT ENGINEER'S CERTIFICATION
I hereby attest that this Final Drainage Report for the design of stormwater management
facilities for Lot 18 (2590 Midpoint Drive) was prepared by me, or under my direct supervision,
in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards for the responsible parties thereof.
t.
E� 45088 =e
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ass/ NAI Ejr,
Mike Beach, P.E.
Registered Professional Engineer
State of Colorado No. 45088
Project # 16-015-002
Section 2: Project Location & Overview
Location
The sites address is 2590 Midpoint Drive, Fort Collins, CO; which is in the SE 1/4, of the NW 1/4,
of Section 20, TWP 7 N, R 68 W of the 6th PM in Larimer County, CO.
W'
Located along the north side of Midpoint Drive and east of South Timberline Road, the site is
described as Lot 18 of the Prospect Industrial Park and contains 0.86 acres of undeveloped
vacant land. (See Appendix A — Site Vicinity Map)
Existing Condition
The existing site is covered by native vegetation and slopes predominately towardsfMidpoint
Drive at approximately 0.5% slope. Stormwater runoff collected nto,Midpoint Drive is
;P_ .� ..
conveyed via gutter towards Sharp Point Drive where it is depositedinto ah-inlet that conveys
the water to Poudre River.
Proposed Condition
The intent of the development is to construct a new single story pre-engineered metal building,
approximately 9,047 SF, asphalt concrete parking, crushed asphalt overflow parking,
landscaping and a stormwater detention and conveyance system.
Floodplain
FEMA Floodplain mapping in this neighborhood is located on map -panel 08069C0992G, revised
May 2, 2012, which indicates the subject property is located in Zone X, which is outside the
100-year floodplain. (Appendix B — Flood Insurance Rate Map)
Existing Soils
The Natural Resource Conservation Service mapped the historic soils on the site as part of the
Caruso clay loam. The Hydrologic Class is Type 'D' Soils. (Appendix C — NRCS Soils Map)
Section 3: Drainage Design Criteria
Reference Manuals
Storm drainage design criteria is defined in the City of Fort Collins "Storm Drainage Design
Criteria and Construction Standards Manual (FCSDCM) and Amendments, which references to
the "Urban Drainage and Flood Control District" (UDFCD) and the "Urban Storm Drainage
Criteria Manual" (USDCM), Volumes 1, 2, and 3, dated 2008 with revisions (the Manual), are
used and referenced in this report.
Four Step Process
The City of Fort Collins has adopted the "Four Step Process" that is recommended in Volume 3
of the USDCM for selecting BMP's in urban redevelopment areas. The goal of this process is to
minimize adverse impacts on receiving waters. The following describe how each step of the
process are incorporated in the proposed development:
Project # 16-015-002 Page 4
Step 1 — Employ Runoff Reduction Practices
By selecting a site that is undeveloped that currently does not have detention or water quality
treatment, the impacts of the proposed development will be less due to the addition of the
detention pond with the water quality capture volume included. The project proposes to install
rain gardens with underdrains and dry wells to aid in conveyance and infiltration opportunities
and reduce the effects of the added impervious areas.
Step 2 — Water Quality Capture Volume (WQCV)
In order to reduce the sediment load and other pollutants leaving the site, it is important to
provide WQCV to minimize the downstream impacts. This project proposes to provide rain
garden/detention ponds located on the site. These ponds are sized to capture the WQCV and
allow infiltration & release to the proposed drywells.
Step 3 — Stabilize Drainageways
Since this site is in close proximity to Poudre River it is important to take this Step into
consideration. By providing stormwater detention and water quality and lowering the historic
runoff and providing a metered outflow the project impacts to the drainageway are essentially
reduced. The majority of the drainageway leaving the site is already stabilized.
Step 4 — Implement Site Specific and Other Source Control BMP's
The proposed project will contain the following BMP's:
Rain Garden/Dry Wells: All runoff from the site will be directed into and through the
proposed BMP facilities prior to leaving the site. As in the adjacent site (2600 Midpoint
Dr., lot 19), we are proposing to install Dry Wells as necessary to connect the Rain
Garden Underdrains and aid in infiltration into the existing soil stratum.
Maintenance: In order for BMP's to remain effective proper maintenance needs are
required. Scheduled visual inspections and routine repair after larger storm events are
critical in the maintenance and effectiveness of the installed BMP's. The sites owner will
be advised of these practices during installation in order to maximize the efficiency of
the installed BMP's. Maintenance Standard Operating Procedures are also included in
the Development Agreement with the City.
Section 4: Hydraulic Calculations
Criteria
Runoff criteria for the proposed sites was analyzed for the 2-YR and 100-YR storm events. The
Rational Method is being used for the design of the proposed improvements.
Rainfall Intensities used in the proposed design were determined as a function of the Time of
Concertation for each subbasin. The values used were determined by the City of Fort Collins
Rainfall Intensity/Duration/Frequency curve (Figure 3-1 and Table 3-1a (see Appendix D).
Project # 16-015-002 Page 5
Imperviousness
Values from Table RO-3 (USDCM) were used in determining the sites imperviousness. The
overall proposed site improvements and landscaping equate to a total onsite proposed
Imperviousness of 58%.
Level 1 Watershed -Level Volume Reduction Method is applied to the extent possible on the
site. Grass areas are strategically located in order to provide surface flow where allowed, prior
to the stormwater leaving the site.
Time of Concentration & Runoff Coefficient
The onsite area was separated into two (2) subbasins with slopes varying between 0.5% to 4%.
The calculated Time of Concentration (Tc) for each basin are listed in Appendix E. See Basin
Map in Appendix F for more information.
W CV
The UD-BMP_v3.03 (UDFCD) spreadsheet was used to calculate the required Rain Garden water
quality capture volume for each of the two subbasins. See Appendix E for design information.
Detention
A "Modified FAA" Detention Spreadsheet for each of the subbasins was used to analyze the
100-year storm event with the allowable predeveloped 2-year release. See Appendix E for
design information.
Section 5: Facility Design
The proposed improvements will increase the amount of impervious area; however, measures
have been included in the design to minimize the amount of stormwater release from the site.
Detention is sized for the 100-year rainfall event for each of the proposed ponds. The outlet
structures are designed to release at the historic predeveloped 2-year event at a release of
0.142 cfs per for Subbasin 1.0 and 0.201 cfs per for Subbasin 2.0, see Appendix E for Historic
calcs). The runoff will sheet flow until a concentrated point and then be conveyed via trickle
channel or gutters and then deposited into the respective pond.
The site was broken into three developed subbasins; Subbasin 1.0 (0.331 acres), Subbasin 2.0
(0.470 acres), and Subbasin 3.0 (0.053 acres). See Appendix E for breakdown of the different
area types for each subbasin and Appendix F for the Subbasin Map.
Subbasin 1.0 contains the proposed building and minor areas adjacent to the building. The
runoff will be conveyed to the back of the building and outlet into proposed drainage pan
behind the building, which will convey the water to the new pond located between the new
building and Midpoint Drive.
Project # 16-015-002 Page 6
The Emergency Overflow Spillway for this Subbasin is designed with a length of 4-ft and will
provide a designed flow rate capacity of 5.940 cfs, whereas the required 100-year developed
flow rate is 2.98 cfs, therefore the designed spillway is sufficient. See Appendix for calculations.
Subbasin 2.0 is primarily the parking and paved areas which drains to the west to a swale (with
a trickle channel), then deposited into anew detention/water quality pond located in the
western corner of the site. See Appendix F for Subbasin location.
The required Water Quality Control Volume (of 0.008 ac-ft) for this Subbasin will be treated via
Rain Garden (RG). Orifice calculations are included in the appendix of this report. The Water
Quality depth as designed is 1.0-ft in depth.
A new detention outlet structure with a steel orifice plate will be constructed onsite. The
orifice plate as detailed in the construction drawings will require one orifice with a 2-1/2"
diameter orifice for detention. See Appendix E for calculations. The outlet structure will
convey the detained water to Midpoint Drive. Provided Detention Volume for this Subbasin
after construction of Lot 18 will include approximately 0.109 ac-ft.
The Emergency Overflow Spillway for this pond is designed with a length is 4' and will provide a
designed flow rate of 5.940 cfs, whereas the required 100-yr event required flow rate for the
contributing basin is 3.07 cfs.
Subbasin 3.0 contains a small portion of the access driveway, sidewalk, and landscape area that
due to the existing grades on the site being substantially higher than the adjacent roadway
cannot be directed to one of the detention ponds. The contributing area for this Subbasin is
approximately 0.053 acres. This runoff would sheet flow to Midpoint Drive and continue along
the curb and gutter to the next available catch basin.
For Water Quality, the project proposes to include the WQCV as Rain Gardens (as described
above) below the Detention Pond with Underdrains tied directly to Drywells to aid in the
infiltration and natural discharge of the runoff. Both of the ponds include sized Rain Gardens
for the appropriate events in accordance with the City of Fort Collins criteria.
The Drywells shall be excavated untila depth where the sand and gravel material is
encountered, but shall not be less than 6ft below the Proposed Finish Grade. A boring log
shows the existing sand and gravel material was encountered near 7.5-ft below Existing Grade.
See boring log within the appendix of this report for reference.
Project # 16-015-002 Page 7
Below is a summary of each of subbasins design with supporting calculations within the
Appendix of this report.
Dev. 2-
Year
Flow
(cfs)
Dev. 100-
Year Flow
(cfs)
WQCV
Req'd
(ac-ft)
100-
Year
Vol.
Req'd
(ac-ft)
Tot.
Volume
Req'd
(ac-ft)
Tot.
Volume
Provided
(ac-ft)
2-Yr Hist.
Release
Rate (cfs)
Orifice
(in)
Sub 1.0
0.60
2.98
0.005
0.076
0.081
0.101
0.142
1-13/16"
Sub 2.0
0.62
3.07
0.008
0.087
0.095
0.119
0.201
2-1/2-
Sub 3.0
0.12
0.54
N/A
N/A
N/A
N/A
N/A
N/A
Section 6: Conclusions
All computations that have been reviewed or completed within this report are in compliance
with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual
and the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual
Volumes 1 & 2.
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for stormwater detention and water quality treatment of impervious areas
by releasing the 100-Year storm event at the Predeveloped 2-Year runoff rates. The Water
Quality design will benefit the site by reducing the initial discharge from the site and removal of
any sediments or other pollutants generated by the developed site.
Section 7: References
• The Natural Resource Conservation Service Soil Survey for Larimer County and the WSS
website.
• FEMA FIRM map -panel 08069C0992G Effective 05/02/2012.
• "City of Fort Collins Stormwater Criteria Manual" dated December 2011
• Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual
(UDFCD), Volumes 1, 2, and 3, dated 2008 with revisions (the.Manual).
Project # 16-015-002 Page 8
Appendix A
Site Vicinity Map
E. PROSPECT RD.. \ E. PROSPECT RD.
SITE LOCATION
Cp
�`ell
112,
9y o9 f
P
E. DRAKE RD.
VICINITY MAP
Appendix B
Flood Insurance Rate Map
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40° 33 W N
40' 33'3 N
3 Soil Map—Larimer County Area, Colorado 3
(Lot 18 - Midpoint Dr)
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Map Sole: 1:944 fi printed on A poroait (8.5" x 11") sheer.
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G 10 20 40 60
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usDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
497490 497510
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497530
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2/29/2016
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Map Unit Legend
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Larimer County Area, Colorado (CO644)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1
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slope
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USDA Natural Resources Web Soil Survey 2/29/2016
Conservation Service National Cooperative Soil Survey Page 3 of 3
Appendix D
Hydrologic Criteria
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9.00
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RAINFALL INTENSITY -DURATION -FREQUENCY CURVE
10.00 20.00 30.00 40.00 50.00 60.00
STORM DURATION (minutes)
-2-Year Storm - - - 10-Year Storm -100-Year StOnn
Figure RA-16 City of Fort Collins Rainfall Intensity -Duration -Frequency Curves
4.0 Intensity -Duration -Frequency Curves for Rational Method:
The one -hour rainfall Intensity -Duration -Frequency tables for use the Rational Method
of runoff analysis are provided in Table RA-7 and in Table RA-8.
Table RA-7 -- City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for Use with the Rational Method
(5 minutes to 30 minutes)
Duration
(min)
5
2-Year
Intensity
(in/hr)
2.85
10-Year
Intensity
(in/hr)
4.87
100-Year
Intensity
(in/hr)
9.95
6
2.67
4.56
9.31
7
2.52
4.31
8.8
8
2.4
4.1
8.38
9
2.3
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
2.05
3.5
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.87
3.19
6.52
16
1.81
3.08
6.3
17
1.75
2.99
6.1
18
1.7 .
2.9
5.92
19
1.65
2.82
5.75
20
1.61
2.74
5.6
21
1.56
2.67
5.46 '
22
1.53
2.61
5.32 '
23
1.49
2.55
5.2
24
1.46
2.49
5.09
25
1.43
2.44
4.98
26
1.4
2.39
4.87
27
1.37
2.34
4.78
28
1.34
2.29
4.69
29
1.32
2.25
4.6
30
1.3
2.21
4.52
DRAINAGE CRITERIA MANUAL (V. 1)
RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas
95
Neighborhood areas
85
Residential:
Single-family
Multi -unit (detached)
60
Multi -unit (attached)
75
Half -acre lot or larger
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis
(when land use not defined)
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
0
Lawns, clayey soil
0
* See Figures RO-3 through RO-5 for percentage imperviousness.
CA = KA + (1.31i'—1.44i2 + 1.135i — 0.12) for CA >! 0, otherwise CA = 0 (RO-6)
CCD = KCD + (0.858i' — 0.786i 2 + 0.774i + 0.04) _ (RO-7)
CB = (CA + CCD )12
2007-01 RO-9
Urban Drainage and Flood Control District
THUNDERPUP CONSTRUCTION
FORT COLLINS, COLORADO
PROJECT NO: 1142088A
LOG OF BORING B-2
SHEET i OF 1
DATE: DECEMBER 2014
RIG TYPE: CME55
WATER DEPTH
FOREMAN: DG
START DATE
1211012014
WHILE DRILLING
1W
AUGER TYPE: 4" CFA
FINISH DATE -
1211012014
AFTER DRILLING
NIA
SPT HAMMER: AUTOMATIC
SURFACE ELEV
NIA
24 HOUR
NIA
SOIL DESCRIPTION
D
N
pU
MC
DU
A-LIMRS
400
SWELL
LL
PI
PRESSURE
%® 500 PSF
TYPE
(FEET)
(BLOWSIFT)
(PSF)
(%)
(PCF)
(%)
TOPSOIL & VEGETATION
CLAYEY SAND (SC)
mottled / brown / red
2
medium dense
mottled
3
4
CS
5
19
9000i
6.3
119.3
27
14
45.1
2000 psf
2.1%
6
_7_
8
-
SAND 8 GRAVEL (SP/GP)
brown / grey / red
dense
9
E
10
48
4.3
with cobbles
_ _
11
12
13
14
cave in, auger cuttings SS
15
16
17
18
19
cave in, auger cuttings FSS
20
21
22
23
24
CLAYSTONE
grey
—
—
wet cave in, auger cuttings [SS
25
BOTTOM OF BORING DEPTH 25.5'
Earth Engineenng consultants, LLc
Appendix E
Hydraulic Calculations
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m D
O Z
T
O
O A
Z O
j, c)
m0
Z A
DI T
D O N
-i Z
m
Location: Lot 18 RATIONAL METHOD PEAK RUNOOF
Calculated By: RSB Event: 2-Year
Date: 4/2712017 Historic Flow Rate
Cf = 1.00
SUB -BASIN
DATA
Direct Runoff
Q = Cf•C•i•A
Q = Peak Discharge (cfs)
C = Runoff Coefficient
Cf = Frequency Adjustment Factor
I = Rainfall Intensity (in/hr) from COFC IDF Curve (1 = 24.221 / (10+tc)A0.7968
A = Drainage Area (ac)
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Location: Lot 18 RATIONAL METHOD PEAK RUNOOF
Calculated By: RSB Event: 2-Year
Date: 4/27/2017
Cf = 1.00
SUB -BASIN
DATA
DirectRunoff
Q = Cf C`i`A
Q = Peak Discharge (cfs)
C = Runoff Coefficient
Cf = Frequency Adjustment Factor
= Rainfall Intensity (in/hr) from COFC IDF Curve (1•= 24.221 / (10+tc)^0.7968
A = Drainage Area (ac)
Location: Lot 18 RATIONAL METHOD PEAK RUNOOF
Calculated By: RSB Event: 100-Year
Date: 4/27/2017
Cf = 1.25
SUB -BASIN
DATA
Direct Runoff
Q = Cf C*i*A
Q = Peak Discharge (cfs)
C = Runoff Coefficient
Cf = Frequency Adjustment Factor
i = Rainfall Intensity (in/hr) from COFC IDF Curve (i = 84.682 / (10+tc)^0.7975
A = Drainage Area (ac)
rI
Equations:
LOCATION:
CALCULATED BY:
PROJECT NUMBER:
DATE:
BASIN:
Qo = CiA
Vi = T*CiA = T*Qo
V. =m'Qro*(60*T)
S=V; -Va
DETENTION VOLUME CALCULATIONS
RATIONAL VOLUMETRIC (FAA) METHOD
Lot 18 - Midpoint Dr
MRB
16-015-002
7/26/2016
1.0
Rainfall intensity from Larimer County Area 1 IDF Curve
A trib. To pond =
0.331
acre
C100 =
0.90
(C*Cf)
Developed C*A =
0.30
acre
Qpo =
0.142
cfs
tc =
5
min
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
Qo
(cfs)
Vol. In
V;
(ft)
Outflow
Adjustment
Factor, m
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
3.0
889
1.00
43
847
0.019
10
7.72
2.3
1380
0.75
64
1316
0.030
20
5.60
1.7
2002
0.63
107
1895
0.044
30
4.52
1.3
2424
0.58
149
2275
0.052
40
3.74
1.1
2674
0.56
192
2482
0.057
50
3.23
1.0
2887
0.55
234
2652
0.061
60
2.86
0.9
3067
0.54
277
2790
0.064
70
2.62
0.8
3278
0.54
320
2959
0.068
80
2.38
0.7
3403
0.53
-362
3041
0.070
90
2.22
0.7
3571
0.53
405
3167
0.073
100
2.05
0.6
3664
0.53
447
3217
0.074
110
1.93
0.6
3795
0.52
490
3305
0.076
120
1.80
0.5
3861
0.52
533
3328
0.076
130
1.60
0.5
3718
0.52
575
3143
0.072
140
1.40
0.4
3503
0.52
618
2886
0.066
150
1.20
0.4
3217
0.52
660
2557
0.059
160
1.15
0.3
3289
0.52
703
2586
0.059
170
1.10
0.3
3342
0.51
746
2597
0.060
180
1.05
0.3
3378
0.51
788
2590
0.059
Required Storage Volume: 3328 ft3
0.076 acre-ft
Equations:
DETENTION VOLUME CALCULATIONS
RATIONAL VOLUMETRIC (FAA) METHOD
LOCATION:
CALCULATED BY:
PROJECT NUMBER:
DATE:
BASIN:
QD = CiA
V; = T*CiA = T*QD
V. =m*Qeo*(60*T)
S=V; -Vo
Lot 18 - Midpoint Dr
MRB
16-015-002
4/27/2017
2.0
Rainfall intensity from Larimer County Area I IDF Curve
A trib. To pond =
0.470
acre
C100 =
0.75
(C*Cf)
Developed C*A =
0.35
acre
QPo =
0.201
cfs
tc =
7.6
min
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
QD
(cfs)
Vol. In
V;
W)
Outflow
Adjustment
Factor, m
Vol. Out
V.
(0
Storage
S
(ft3)
Storage
S
(ac-ft)
5
9.95
3.5
1052
1.00
60
992
0.023
10
7.72
2.7
1633
0.88
106
1527
0.035
20 1
5.60
2.0
2369
0.69
166
2202
0.051
30
4.52
1.6
2868
0.63
227
2641
0.061
40
3.74
1.3
3164
0.60
287
2877
0.066
50
3.23
1.1
3416
0.58
347
3068
0.070
60
2.86
1.0
3629
0.56
408
3222
0.074
70
2.62
0.9
3879
0.55
468
3411
0.078
80
2.38
0.8
4027
0.55
528
3499
0.080
90
2.22
0.8
4226
0.54
589
3637
0.083
100
2.05
0.7
4336
0.54
649
3687
0.085
110
1.93
0.7
4490
0.53
709
3781
0.087
120
1.80
0.6
4568
0.53
769
3799
0.087
130
1.60
0.6
4399
0.53
830
3569
0.082
140
1.40
0.5
4145
0.53
890
3255
0.075
150
1.20
0.4
3807
0.53
950
2857
0.066
160
1.15
0.4
3892
0.52
1011
2881
0.066
170
1.10
0.4
3955
0.52
1071
2884
0.066
180
1.05
0.4
3997
0.52
1131
2866
0.066
Required Storage Volume: 3799 ft3
0.087 acre-ft
j
Detention Orifice Calculations
Project: Lot 18 - Midpoint Dr
Date: 4/27/2017
A = Area of Orifice (ftA2)
Q = orifice flow rate (cfs)
H = effective head on each orifice opening (ft)
C = Discharge Coefficient (0.60 for square edges)
g = Gravitational acceleration constant (32.2 ft/secA2)
Q=CA(2gH)A0.5 Eq 12-19 UDFCD
A = Q/(C(2gH)A0.5
Subbasin 1.0
Q (cfs) = 0.142
H (ft) = 2.5
Total Area (sq-in) Diameter(in) Standard Size Dia. (in)
A = 0.013/(0.6((2*32.2*1.0)A0.5)). 2.69 1.85 1-13/16" Orifice
Diam. = 2*(A/3.14)A0.5
Subbasin 2.0
Q (cfs) = 0.201
H (ft) = 1.6
Total Area (sq-in) Diameter (in) Standard Size Dia.,(in)o
A = 0.028/(0.6((2*32.2*1.0)A0.5)) 4.69 2.45 2-1/2" Orifice
Diam. = 2*(A/3.14)A0.5
Spillway
Emergency Spillways for both Subbasins are set at the same elevation as the 100-Year WSEL, which
is the same elevation of the top of the outlet structure. Any event above the 100-Year event
will fill the ponds and overtop the structure/spillway and be released into the adjacent roadway.
See Overflow Spillway Weir Calculations in this report.
N
PROPOSED DETENTION POND - STAGE/STORAGE
Pond: 1.0
Location: Lot 18
Calculated By: MRS
Date: 7/28/2016
V = 1/3 d (A + B + sgrt(A*B))
V = Volume between Contours, ftA2
d = Depth between Contours, ft
A = Surface Area of Contour, ftA2
WQCV =
100-Year WSEL =
Stage
(ft)
Surface
Area
(ftA2)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
Detention
Storage(ac
ft)
96
0
96.5
245
0.00
0.00
97
525
0.00
0.01
97.5
835
0.01
0.01
0.00
98
1125
0.01
0.02
0.01
99
1665
0.03
0.06
0.04
100
2228
0.04
0.10
0.09
Required Detention Volume =
Provided Detention =
Required WQCV =
Provided WQCV =
Total Required Volume =
Total Volume Provided =
0.076 See "Detention Volume Calculations"
0.090
0.005 See "WQCV" RG Calc Sheet
0.010
0.081
0.100
Location:
Calculated By:
Date:
WQCV =
100-year WSEL =
PROPOSED DETENTION POND - STAGEISTORAGE
Pond: 2.0
Lot 18
MRB
4/27/2017
V = 1/3 d (A+ B + sgrt(A-B))
V = Volume between Contours, ft^2
d = Depth between Contours, ft
A = Surface Area of Contour, ft^2
Stage
ft
Surface
Area
ft^2
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
Detention
Storage (ac
ft)
96.5
0
96.66
244
0.0003
0.0003
97
370
0.0024
0.0027
97.66
655
0.008
0.010
98
1 1305
1 0.008
1 0.018
0.008
99.3
6075
0.101
0.119
0.109
Required Detention Volume =
Provided Detention =
Required WQCV =
Provided WQCV =
Total Required Volume =
Total Volume Provided =
0.087 See "Detention Volume Calculations"
0.109
0.008 See "WQCV" RG Calc Sheet
0,010
0.095
0.119
Design Procedure Form: Rain Garden (RG) 11
Sheet 1 of 2
Designer: MRB
Company: Ridgetop En(
Dafa: May 24, 2016
Project: Lot 18 - Micip
Location: Basin 1
1. Basin Storage Volume
A) Effective Imperviousness of Tr bulary Area, I,
1, =
62.0
%
(100% d all paved and roofed areas upstream M rain garden)
B) Tributary Area's Imperviousness Ratio (I - I f100)
I =
0.92a'
C) Water Duality Capture Volume (WQCV) for a 12-hour Drain Tans
WQCV=
0.19
vmlershed inches
(WQCV= 0.8 , (0.91, i3- 1.19' 2. 0.78 *1)
Of Contributing Watershed Area (including rain garden area)
Area =
14,418
sq It
E) Water Quality Capture Volume (WDCV) Design Volume
Vwvcv =
cu It
Vol - (WQCV / 12) - Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
0.43
In
Average Runoff Producing Stem
G) For Watersheds Outside of the Denver Region,
Vwocvomee -
233.6.
cut 9
Water Quality Capture Volume (WOCV) Design Volume
H) User Input of Water Ouallty, Capture Volume(WQCV) Design Volume
Vwvcv usse=
cuff
(Only it a different WQCV Design Volume Is desired)
2. Basin Geometry
A)WQCV Depth (12-inch maumum)
Dwocv-
12
In
B) Rea Garden Side Slopes (Z - 4 min., hone. list per unit vertical)
Z -
4.00
6 / fl
(Use "0' 8 rain garden has vertical wells)
C) Mlmlmum Flat Surface Area
A.e, -
199
sq a
D) Actual Flat Surface Area
A, =
245
sq it
E) Area at Design Depth (Top Surface Area)
A, =
835
sq it
F) Rain Garden Total Volume
V,
540
cu g
(Vr ((AT.. A,,.) / 2)' Depth)
3. Graying Media chnsa one
018" pout Gad. GFwag MMIa
Q other (6lmletiq
4. Underdrain System
A)Ara undartlralns provided?
Chou One
O YES
NO
B) Underdeen system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y= WA ff
Volume to the Center of the Critics
1) Volume to Drain in 12 Hours
Vcl,z= WA cut it
III) Orifice Diameter. 318" Minimum
D. = N/A in
UD-BMP v3.03 Basin i, RG 512412016, 4.39 PM
Design Procedure Form: Rain Garden (RG)
Sheet a el z
Designer: MRB
Company: Rldgetop Engineering
Date: May 24, 2016
Project: Lot 18-Midpoint Drive
Location: Basin 1
5. Impermeable Geomembrana Liner and Geomidde Separator Fabric
aooecOns,
0YES
AI Is an Impermeable Ilner provided due to proximity
QND
of structures or groundwater contamination?
6. Inlet / Oullet Control
Choose one
Q Sheet FPow- No Energy Dissipation Rlctured
A) Inlet Control
O Concentrated Flmv- Energy Dissipated Provided
Choose One
7. Vegetation
QSeed(Plen for frequent waedcontrol)
Q Plantings
Q Send Grown or Other High Infiltration Sod
B. Irrigation
Choose one
YES NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be Irrigated?
ONO
Notes:
•
•
C
•
•
•
•
•
•
•
UD-BMP_v3.03_Basin 1, RG
•
5/24/2016, 4:39 PM
II Design Procedure Form: Rain Garden (RG) 11
Designer:
MRB
Company:
Rldgetop Engineering
Data:
April 27, 2017
Project:
Lot 18-Midpoint Or
Location:
Basin 2
I. Bash Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, =
53.0 %
(100% if all paved and roofed areas upstream of min garden)
B) Tributary Area's Imparviousriess Ratio (I =101100)
=
0.530
C) Water Duality Capture Volume(WDCV) for a 124%nur Drain Time
WDCV=
0.17 walershed inches
(WDCV=0.8"(0.91. 1'- 1.19-1'-0.78.1)
D) Centrtbuflrg Watershed Area (including min garden area)
Area =
23,029 sq it
E) Water Duality Capture Volume(WOCV) Design Volume
Vwocv'
cuff
Vol = ( WDCV 112)' Area
F) For Watersheds Outside of the Denver Region, Depth of
it. =
0.43 In
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
Vwewoiesn - 32025i cu fl
Water Duality Capture Volume (WDCV) Design Volume
H) User Input of Water Ouellry Capture Volume (WDCV) Design Volume
Vwacvussn =
cu a
(Only it a different WDCV Design Volume Is desired)
2. Basin Geometry
A) WDCV Depth (12-inch maximum)
Dwaw =
12
In
B) Rain Garden Side Slopes (Z = 4 min., hodz. disl per unit vertical)
Z -
4.00
hill
(Use "0" N rain garden has vertical walla)
C) Montreal Fiat Surface Area
Aw„ =
220
sq It
D) Actual Flat Surface Area
A.a,w -
501
sq 8
E) Area at Design Depth (Tap Surface Area)
A,. =
sq It
F) Rain Garden Total Volume
Vr=
cu tt
IV,- ((Arun - A„e,)12) • Depth)
3. Griming Media aoo'a 0ae
Q 18' Pain Garden 6rowhq Made
Q Other (Explain):
4. Underdreio System
A) Are underdrains provided?
moose one
O YEg
Q NO
B) Underdrein system orlgce diameter for 12 hour drain lime
I) Distance From Lpwest Elevation of the Storage
Y. WA If
Volume to the Center of the Orifice
Iq Volume to Drain In 12 Hours
vul, = NIA cu a
i10 Orifice Diameter, 318" Minimum
U.-, = NIA in
LID-BMP v3.03 Basin 2. RG 4 27 2C17 2 19 PM
r-1
•
Design Procedure Form: Rain Garden (RG)
51,02of2
Designer: MRB
Company: Ridgetop Engineering
Date: April 27, 2017
Project: Lot 18-Midpoint Dr
Location: Basin 2
S. Impermeable Geomembrane Liner and Gemextile Separator Fabric
rChoose ones
I Q YFS
A) Is an impermeable liner provided due to proximity
I Q NO
of structures or groundwater contamination?
8. Inlet I Dullet Control
Ors,
I Q Sheet Flow- No Energy Dlssipa0oo Required
A) Inlet Control
I Q Concentrata0 Flow. Energy Dissipation Pmvked
CTIWH DIK'
7. Vegetation
QSee0(PWn for frequent weed cunlsel)
Q Plantings
0 Sand Grew or Other High Is txdon Sad
B. Irrigation
Choose One
1p'
1 ® YES NO SPRINKLER HEADS ON FLAT SURFACE
A) WIII the min garden he irrigated?
I ONO
Notes:
41Z72017, 2:19 PM
LID Table
75% On -Site Treatment by LID Requried
mpervious Area 15.691 sq. ft.
red Minimum Impervious Area to be Treated 11768 sq. ft.
tributary to Rain Gardens 13,751 sq. ft.
)n Area N/A sq. ft.
vious Area Treated by Rain Gardens 13751 sq. ft.
Actual % On -Site Treated by LID 88%
Overflow Weir Calculations
PROJECT: Lot 18 - Midpoint Dr
Basin/Pond: Basin 1
Date: 1/8/2017
Per UDFCD Chapter 12, Section 5.14.2
Q = flow (cfs)
CBCW = Broad Crested Weir Coefficient
L = Broad -Crested Weir Length (ft)
H = Head above Weir Crest (ft)
Z = Side Slope (horizontal : vertical
Equation 12-20
Q = (CBcw)(L)(HA1.5)
CBcw = 3
L= 4
H = 0.5
Equation 12-21
Q = (2/5)(CBcw)(Z)(HA2.5)
CBcw = 3
Z= 4
H = 0.5
Q = 4.243 cfs
Q = 0.849 cfs
Total Flow Over Weir
Q = (Eq. 12-20) + (2)(Eq. 12-21) = 5.940 cfs
Design Ono at Basin = 2.98 cfs
Total allowable flow over weir exceeds the Design Q
m
C
Overflow Weir Calculations
PROJECT: Lot 18 - Midpoint Dr
Basin/Pond: Subbasin 2
Date: 4/27/2017
Per UDFCD Chapter 12, Section 5.14.2
Q = flow (cfs)
CBcw= Broad Crested Weir Coefficient
L = Broad -Crested Weir Length (ft)
H = Head above Weir Crest (ft)
Z = Side Slope (horizontal : vertical
Equation 12-20
Q = (CBcw)(L)(HA1.5)
CBcw =
3
L=
4
H =
0.5
Q = 4.243 cfs
Equation 12-21
Q = (2/5)(CBcw)(Z)(HA2.5)
CBCw =
3
Z=
4
H =
0.5
Q = 0.849 cfs
Total Flow Over Weir
Q = (Eq.
12-20) + (2)(Eq. 12-21) = 5.940 cfs
Design Qioo at Basin = 3.07 cfs
Total allowable flow over weir exceeds the Design Q
Stormwater Detention and Infiltration Design Data Sheet
Lot 18 - Pond 1
Stormwater Facility Name:
Facility Location & Jurisdiction: 2590 Midpoint Dr, Fort Collins
User (input) Watershed Charauterisl
Watershed Slope =
Watershed Length -to -Width Ratio=
Watershed Area =
Watershed Imperviousness=
Percentage Hydrologic Soil Group A =
Percentage Hydrologic Soil Group B =
Percentage Hydrologic Soil Groups C/D =
0.005
2.00
0.50
50.0%
0.0%
0.0%
100.0%
L: W
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 12.00 hours
After completing and printing this worksheet to a pelf, go to:
https://mauerture. digita Idataservices. com/gvh/7viewer=cswdlf.
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Design Storm Return Period -
Two -Hour Rainfall Depth =
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97%of Inflow Volume
Time to Drain 99%of Inflow Volume =
Maximum Forcing Depth -
Maximum Ponded Area -
Maximum Volume Stored -
•
• Drain times Pond 1, Design Data
User Defined
Stage [III
User Defined
Area IftA2]
User Defined
Stage ]it]
User Defined
Discharge Ids]
0.00
1
0.00
0.00
0.50
245
0,50
0.00
1.00
601
1.00
0.14
1.50
835
1.50
0.14
2.00
1,085
2.00
0.14
3.00
1,665
3.00
0.14
3.50
1,921
3.50
0.14
4.00
2,228
4.00
0.14
4.50
2,600
4.50
2.98
Rm,tpd Hvdrnarnnh Rp<i lta
WQCV
2Year
5Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.007
0.019
0.033
0,047
0,072
0.095
0.127
0.007
0.019
0.033
0,047
0.071
0.094
0.127
9
7
6
5
7
8
11
10
9
10
10
11
12
12
0.72
1.16
1.71
2.19
2.88
3.4U
4.02
0,009
0.015
0.022
0.027
0.037
O.U43
0.051
0,003
0.009
0.019
0,030
O.OS2
0.073
0.102
in
acre-ft
acre-ft
acre-ft
hours
hours
It
acres
acre ft
11/23/2016, 7:11 AM
L- Stormwater Detention and Infiltration Design Data Sheet
3
F
RIN
R OUT
IN
2.5 -
OUT
2
� 1.5
0
1
0.5
0
0.1
4.5
—100YR
4
3.5
3
r
p 2.5
0
z
z
e 2
1.5
1
0.5
0
D.1
t
Drain times Pond 1, Design Data
1
TIME [hr)
1 10
DRAIN TIME (hr]
Stormwater Detention and Infiltration Design Data Sheet
Lot 18 - Pond 2
Stormwater Facility Name:
Facility Location &Jurisdiction: 2590 Midpoint Dr, Fort Collins
User (Input( Watershed Characteristics
Watershed Slope=
Watershed Length -to -Width Ratio =
Watershed Area =
Watershed Imperviousness=
Percentage Hydrologic Soil Group A=
Percentage Hydrologic Soil Group B =
Percentage Hydrologic Soil Groups C/D=
ft/ft
L:W
acres
percent
percent
percent
percent
0.005
2.00
0.47
53.0%
0.0%
0.0%
100.0%
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 12.00 hours
After completing and printing this worksheet to a pdf, go to:
httos://ma oerture.dieitaldata servlces.com/evh/?viewer=cswdif.
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Design Storm Return Period
Two -Hour Rainfall Depth
Calculated Runoff Volume
OPTIONAL Override Runoff Volume
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume
Time to Drain 99% of Inflow Volume
Maximum Ponding Depth
Maximum Ponded Area =
Maximum Volume Stored
r rr
0
r rr
r rr
Routed Hvdmcraoh Result,
WQCV
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.007
0.019
0.033
0.045
0.069
0.091
0.121
0.006
0.019
0.032
0.045
0.068
0.090
0.121
9
9
a
8
7
7
8
10
10
10
10
11
11
13
0.59
1.D4
1.41
1.69
2.02
2.25
2.52
0.009
0.014
0.026
0.046
0.074
0.093
0.116
0.004
0.009
0.016
0.026
0.045
0,065
1 0.093
in
acre-ft
acre-ft
acre-ft
tours
tours
t
¢res
¢re-ft
�. Drain times Pond 2, Design Data 4/28/2017, 1:11 PM
Stormwater Detention and Infiltration Design Data Sheet
zs
—100YR IN
— — 100YR OUT
2
1.5 -
t
3
0
1
0.5
0 ..........................
01
TIME [hri
3
—100YR
—50YR
25
2
s_
x
0
z 1.5
e
z
0
0
1
0.5
a
Drain times Pond 2, Design Data
0
0.1 1 10
DRAIN TIME [hr]
4/28/2017, 1:11 PM
Appendix F
Maps
Project # 16-015-002
Page 14
sun• sia+ n �
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CAIWIIWMIP2 m cow .COT
BEDDING REOUIRMENTS
Cttyof
„FOFIin58,VVVV
B
PIPE TRENCH AND BEDDING DETAIL
NTS
U 40
MITT ^MG O ,D
N40 W.tl
Ilo.1 suX. 0
W
TRAFFIC RATED CLEANOUT
cm, CoL ns 5+ 11'�!,'1 I'i a N'MC N - 1ik 1tHl
�VI l L�rVIUi i VVW-15
CLEANOUT DETAIL
NTS
SUBBASIN 1.0
POND BOTTOM. M96.M
WOCV EL 4897.50
DEEVIRM DMRQ DIM 1-13/16-
DE7ENTIm OIFBCE IF 4B17 •BD
OD -AR WSEL 490000
TOP OF POND EL: 49DO.50
TOTAL POND DE➢M: 3.5'
5LIBBASN 2.0
POND BOTTOP. 4896.65
WON EL 1697.65
DETENTON ORFifF DINT.: 2-1/2'
DETENTION ORIFICE E: 4897.66
100-1W WYL 4899.30
TOP OF POND EL 4899.80
TOTAL POND OPTI: 2.64'
TOP OF POND ELEV. r • , 4 POND TOP ELEV.
STAINLESS STEEL PLATE
100-YR ELEV. 100 YR ELEV. I
STAINLESS STEEL PLATE I I < - ORIFICE OIAM.
WOCV (ORIFICE IE) o
4 POND BOTTOM .—I � -� - � �1 . �n.n n.+T.n,, r r„ - - . •
. - 30' DIM ADS DRAIN BASIN OR
EOUIVA.ENT
- SOLID UO FLUSH WITH BOTTOM OF POND
- SIDE PERFORATORS
-
- RAIN GARDEN
L
�I
EDT
�
ER
4' PERFORATE PIPE PER DRAINAGE PLAY
-- 90' DOWNTURNED EIROW
W ai
TELL DRAIN BASIN MtH WASHED 12 ROCK
- PERFORATED BOTTOM WTH I' DIM, NOES
`
VNGlsturbeG Soll�
DRY WELL DETAIL
NTS
I' T
CONCRETE VALLEY CUTTER
PAVEMENT
MINIMUM 5' BAY COURSE
NOTES.
1. 30PE SMALL PROMOTE F09TWE DRAINAGE TO ORAINACE STRUCTURES. SLOPE TOWARDS OR AWAY RON
CURB AS REOUIRED.
2. EXPANSION JOINT PLACE AT ENDS OF Al RADA, 5' ON EACH SIDE OF DRAINAGE STRUCTURES, AND
AT 0 MAX. INTERVALS IN STRAIGHT CJRB AND GUTTER. PROVIDE 16 118' LONG SMOOTH SUL DONEE
BARS MT 1'r GREASE CAP THROUGH EXPANSION JONTS. (1/2- THICK BITUMINWR FILLER MATERIAL)
3, CONTRACTION JOINT: PROVIDE Y DEEP , 1/4- WOE CONTRACTOR JOINTS AT 15'INTERVALS.
4. 2'-6' LONG DE BAR ON 2'-6' CENTERS SNARL BE PROVIDED WHEN MRS IS ADJACENT TO PC C.
PAVEMENT.
5. PROVIDE 2 06 A 2-6' LONC TE BARS TO CONNECTEXISTING AND NEW CURB AND OJTIER.
6. REMOVE FORMS AS EARLY AS POSSIBLE BRUSH TOP AND FACE OF CURBS TO REMOVE ALL IMPERFECTIONS.
TYPICAL OF ALL FORM WORT(.
7. UGHT BROOM FNSH ON All EXTEMOR CONCRETE
DRAIN PAN
NTS
WO AND OUTLET STRUCTURE
N TS
A,
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SECTION C-C
DETAIL 1
!:ETAL SIDEWALK CULVERT FOR 'VERT. CURB & GJTTER AND DETACHED SIDEWALK - OUTFALL TO CURB
TOSTORMWATER
ZE C oor uPs,
_
DETAILAoc�t
wns CNSiRUCT10N DETAILS
N
D-1r B
.NI uvl-nm
GN4NN !++' p. 4CGEN
METAL SIDEWALK CULVERT - DETACHED SIDEWALK
(CONCRETE OUTFALL)
NTS
CITY OF FORT COLLINS. COLORADO
UTIIJTY PLAN APPROVAL
APPROVED:
CITY ENGINEER
DATE
CHECKED By:
---
WATER A: WASTEWATER UDUTY
DATE
CHECKED BY:
STORMWATER UTILITY
DATE
CHECKED BY:
PARKS AND RECREARON
DATE
CHECKED BY:
TRAFFIC ENGINEER
DATE
RIDGETIOP
�
ENGINEER]NA: & A'IINN II L'l INI:
rv+N a.nr Nw.
SEx
PROJECT TIRE
LOT 18,
PROSPECT
INDUSTRIAL
PARK
2590 MIDPOINT DR
FORT COLLINS CO
PREPAREOFOR
R4 ARCHITECTS
226 REMINGTON, UNIT 3
FORT COLLINS. CO
BUBM TIAL
FINAL DEVELOPMENT
PLAN
uunwN ev
uc.n
CHF 1", I, EY
MITI,
PROJECT NG
1601'i110)
ommuON6 .
: _-mm
CITYCOMMENTS
09fOs01•
CRYCOMMENTS
OL2il2bl;
CONSTRUCTION
CHANOES
Pit ...0,
OATS
7/27/2016
BHEEFTTTLE.
STORM &
SEWER DETAIL
SHEET
SHEETINFORMMIDN
C-4.2
SUBBASIN 3.0
AREA = 0.053 AC
Ud
z
Z
0
a
0
ad
LOT 19, HOLSINGER
DRYWALL
RAN � Will MOD, See Menin
MHAR ]PIN Man
evil
WATER QUALITY TREATMENT LEGEND
SUBBI 1 (RAN Gai PoNMNG AEA)
Si 2 (RAN GNDA POIgNG ASu
BA9N BOUNDARY see
1G0-m Mss - � AM AAAAAAM
nrMl lO • P222 e e ® e e e
DEMdI RYFI
AND
Wo
� r
41,
-- SUBBASIN 2.0
— AREA = 0.470 AC
I tOD-1F/II MRR 9JiAS �—_
BEWTIBM-IewdO
BUILDING
9,047 SF SUBBASIN 1.0
�FE = 4901 AREA = 0.331 AC
75 % On -Site Treatment b)
Gervious Area
d Minimum Impervious Area to be Treated
)utary to Rain Gardens
Area
Treated by Rain Gardens
Actual % OnStte Treated by LID
181
11768 Eq. ft.
13,751 sq. ft.
N/A sq. ft.
13751 sq. ft.
86%
,arkin Builtll�l
later SUAd[e ENGINEERINGi CONSML G
IDf watlPyNfd. T M3224500
IIIw aminion m•
Mesw,06N
Qe/L
12' Ponding Depth
Inimum 12' mICN (Ayer
_ OF eloreter Lion Sand Media
CONNEQ ONOERDRAIN (see Blonuentlon Sand
TO DRY WELL Media SpeCficatIGn below)
J •
ove and Sel=M
_�
COOT No. 4 Aggregate
&M/K
PVC Pipe (Optional
Depending on Underlying
Soil Conditions)
BIORETENTION CROSSSECTION
NOTE'
ONTFACTOR TO ETON TO THE ER09O1 OGNTRO PUNS FOR TEMPORARY MEMIRIES
WRING ODMORTAROI TO UNIT THE AMOUNT O )MRBANCE 00 HEAVY EWINENT
EITTIN THE RAN GARDEN FORD AYAi ALBO EN9R3£ PROPER BMPIS AND EEOUENONG 5
FOLLOWED TO PREVENT LOA9NG OF THE CNAINAO WITTY end aDMENT DURING
WISTRUCTOI,
CITY OF FORT CONLINE
[RNDON 3AND UMA NEOFIC AT
PART I GENERAL
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Ott OF FORT GOWNS, COLOtADO
HUTT PUN APPROVAL
j APPROVED:
1 Ott ENGINEER DATE
CHECKED BY:
WATER a WASTEWATER URUW DATE
17Ea(ED BY:
STORMWATER UTIUTY DATE
I OIEOED BY: _
PARKS AND RECREATION DATE
I CHECKED BY:
' TRAFFIC ENGINEER DATE
PROJEnTTRLE
LOT 18,
PROSPECT
INDUSTRIAL
PARK
2590 MIDPOINT DR
FORT COLLINS, CO
PREPARED FOR
R4 ARCHITECTS
220 REMINGTON, UNIT 3
FORT COLLINS, CO
SUBMITTED
FINAL DEVELOPMENT
PLAN
DMNW BY
BSA
CHECKED By
MRS
PROJECT NO:
I60150S1
RENSIONS
RITE
CIT"COMMENTS
DAhDgPa
CITYCOMMENTS
GiO272%7
COAST1`UL710N
GVNGES
M M017
wIPee
7/27/2016
SHEETma
DRAINAGE
PLAN
sHFFr IFFORMATM
C-2.1
IDIWw whals below.
I mPa - eD R. Call before you
7 Or 11