Embed Size (px)
Citation preview
[1]
FINAL DRAINAGE REPORT FOR
LOT 2 BECKETT AT WOODMEN HILLS FILING NO. 3
7368 MCLAUGHLIN ROAD
COLORADO SPRINGS, COLORADO
October 4, 2017
Revised July 2018
Prepared For:
TBONE CONSTRUCTION
1310 FORD STREET
COLORADO SPRINGS, CO 80915
(719) 570-1456
Prepared By:
TERRA NOVA ENGINEERING, INC.
721 S. 23RD STREET Colorado Springs, CO 80904
(719) 635-6422
Job No. 1729.00
PCD FILE NO. PPR-17-055
[2]
FINAL DRAINAGE REPORT FOR
LOT 2 BECKETT AT WOODMEN HILLS FILING NO. 3
7368 MCLAUGHLIN ROAD
COLORADO SPRINGS, COLORADO
TABLE OF CONTENTS
Engineer’s Statement Page 3
Purpose Page 4
General Description Page 4
Historic Drainage Conditions Page 5
Developed Drainage Conditions Page 5
Hydrologic Calculations Page 6
Floodplain Statement Page 6
Erosion Control Page 6
Construction Cost Opinion Page 7
Drainage Fees Page 7
Maintenance Page 7
Summary Page 7
Bibliography Page 8
REQUIRED MAPS AND DRAWINGS GENERAL LOCATION MAP
S.C.S. SOILS MAP
FEMA FIRM MAP
HYDROLOGIC/HYDRAULIC CALCULATIONS
DRAINAGE MAP
[3]
CERTIFICATION STATEMENT:
Engineers Statement This attached drainage plan and report were prepared under my direction and supervision and are
correct to the best of my knowledge and belief. Said drainage report has been prepared according to the criteria established by the County for drainage reports and said report is in conformity with the
master plan of the drainage basin. I accept responsibility for any liability caused by any negligent acts, errors or omissions on my part in preparing this report.
___________________________________________
L Ducett, P.E. 32339 Seal Developers Statements I, ____________, the developer have read and will comply with all of the requirements specified in
this drainage report and plan.
Shops at McLaughlin 2 LLC
Business Name
By:_______________________________________________________________
Title:_____________________________________________________________
Address:__________________________________________________________
___________________________________________________________
El Paso County Approval:
Filed in accordance with the requirements of the Drainage Criteria Manual, Volumes 1 & 2, El Paso County Engineering Criteria Manual and Land Development Code as amended.
__________________________________________ _______________________
Jennifer Ervine, P.E. Date
County Engineer / ECM Administrator
Conditions:
[4]
FINAL DRAINAGE LETTER FOR
LOT 2 BECKETT AT WOODMEN HILLS FILING NO. 3
7368 MCLAUGHLIN ROAD
COLORADO SPRINGS, COLORADO
PURPOSE The purpose of this Final Drainage Report is to identify and analyze the existing drainage patterns,
determine existing runoff quantities and to analyze the current development of this site as a
commercial site. This lot was previously platted with an existing drainage report entitled “Final
Drainage Report for Beckett at Woodmen Hills Filing 3” by URS dated May 27, 2003. The proposed
use and development is in conformance with the previously approved report.
GENERAL DESCRIPTION
This Final Drainage Letter (F.D.L.) for the site located at 7368 McLaughlin Road is an analysis of
approximately 37,497 square feet. The site is currently vacant and is platted as Lot 2 Beckett at
Woodmen Hills Filing No. 3. This area is part of a previous study entitled “Final Drainage Report
for Becket at Woodmen Hills Filing No. 3” by URS dated May 27, 2003. The property is located in
the northwest quarter of Section 7, Township 13 South, Range 64 West of the 6th Principal Meridian
in the El Paso County, Colorado, near the intersection of McLaughlin and Woodmen Roads (See
vicinity map, Appendix A) More specifically, the site is bounded by platted acreage properties with
the same zoning on all sides.
The site lies within the Falcon Drainage Basin
The site consists of Columbine gravelly sandy loam (19) and is part of the hydrologic soil group ‘B’
therefore hydrologic group “B” was used to represent the dominant soil type. (See map in appendix)
The study area consists of undeveloped land consisting of prairie vegetation. The existing
topography is sloping from the north west to the south east.
HISTORIC DRAINAGE CONDITIONS- Basin 1 from the URS Report
[5]
Currently the existing storm runoff drains overland to the southwest via sheet flow and then into the
existing McLaughlin Road curb and gutter and into the existing 10’ sump inlet at the south east
corner of the site. From here, the flow continues in existing storm sewer to the existing regional
detention pond 5 east of the site. This pond was designed with water quality and detention volume
for this developed site. Total onsite existing flows from approximately 0.88 acres is 0.2 cfs in the 5
year event and 1.5 cfs in the 100 year event.
DEVELOPED DRAINAGE CONDITIONS
In the proposed condition, there will be an onsite storm gutter system that will convey flows to the
existing inlet in McLaughlin Road. This inlet is sized for the developed flows. The sizing and basin
areas for the onsite storm gutters are shown on the map and calculations in the appendix. The roof of
the proposed building will drain into a proposed storm gutter.
Basin A, B, C and D are roof areas that will drain into the proposed storm gutter in Basin E. Flows at
each point are less than 0.6 cfs in both the 5 and 100 year events.
Basins E (0.22 acres) has sheet and channel flow, and flow from the roof basins, that will discharge
into a private road at Design Point 2. These combined flows will be approximately 3.6 cfs in the 100
year even and will be directed to the existing inlet at the south east corner of the site.
Basin F (0.28 acres) will flow much as it does today directly into the existing inlet. It will join with
flows from Basin E and Basin G for total combined flows of 4.0 cfs in the 5 year event and 3.6 cfs in
the 100 year event at Design Point 1, at the existing inlet.
These flows are consistent with the flows anticipated in the original drainage report for this area.
Please see detailed calculations in the appendix.
[6]
HYDROLOGIC CALCULATIONS
Hydrologic calculations were performed using the El Paso County Storm Drainage Design Criteria
Manual Volumes 1 & 2 latest editions. The Rational Method was used to estimate storm water
runoff anticipated from the 24-Hour Rainfall Depths listed in the El Paso County Drainage Criteria
Manual. Figure 6-5 Intensity Frequency Duration Curve was used to obtain the intensity.
FLOODPLAIN STATEMENT
No portion of this site is within a designated F.E.M.A. floodplain, as determined by Flood Insurance
Rate Map No. 08041C0575 F dated March 17, 1997 (see appendix).
EROSION CONTROL/WATER QUALITY
An erosion control plan is included with this drainage report as we are under one acre.
Below is a description of the BMP’s to be used for erosion control and water quality. For more detail
see the erosion control plan.
The first and most effective way to eliminate erosion is to minimize disturbance. Therefore, we have
shown on the plan to reseed as soon as possible.
In an effort to protect receiving water and as part of the “four step process to minimize adverse
impacts of urbanization” this site was analyzed in the following manner:
1. Runoff Reduction - The new improvements and impervious area to the site will be routed to
an existing public extended detention basin (EDB). In addition to this, runoff will be trapped
behind the back of walks and curbs. There is also the surface roughing that has been added to
the undeveloped slopes that some of the flow will be trapped and infiltrate into the ground.
These above mentioned items will reduce the volume of runoff using ponding and
infiltration.
2. Stabilize Drainageways - By reducing the rate of runoff to the adjacent watershed the site is
helping to stabilize the creek. The creek is currently stable as it was regraded with low flow
water channel and stabilized with vegetation with previous development.
3. Provide WQCV- The EDB has been sized and designed to sufficiently capture the required
[7]
WQCV and slowly release it though the restrictor plate outlet, thereby also allowing solids
and contaminants to settle out.
4. Need for Industrial and Commercial BMPs - This development will not include outdoor
storage or the potential for the introduction of contaminants to the City’s MS4, as it is not an
industrial or commercial site, so no industrial or commercial BMPs are proposed or
necessary.
CONSTRUCTION COST OPINION
Public Non Reimbursable
NOT APPLICABLE
Private Non Reimbursable
RipRap Rundown 2.3 CY $85/ LF $ 196
Storm Gutter Chase 32 LF $250/ LF $ 8,000
Total: $ 8,196
DRAINAGE FEES
This site is not being platted. Drainage or bridge fees do not apply.
MAINTENANCE
The proposed erosion control and water quality measures will be repaired and maintained by the
property owner or owner’s representative as required.
SUMMARY
Development of this site will not adversely affect the surrounding development at this time per the
previously approved drainage reports, this site will drain into the existing storm sewer system that
drains into the existing pond. See the attached previous drainage report in the appendix.
[8]
PREPARED BY:
TERRA NOVA ENGINEERING, INC.
L Ducett P.E. President
Terra Nova Engineering, Inc.
[9]
BIBLIOGRAPHY “El Paso County Drainage Criteria Manual-Volumes 1 & 2, latest edition”
SCS Soils Map for El Paso County
Federal Emergency Management Agency (FEMA) flood maps
“Final Drainage Report for Beckett at Woodmen Hills Filing 3” by URS dated May 27, 2003
Falcon Drainage Basin Planning Study
VICINITY MAP
S.C.S. SOILS MAP
Soil Map—El Paso County Area, Colorado(Lot 2 Beckett at Woodmen Hills Filing No. 3)
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
6/27/2018Page 1 of 3
4310
100
4310
110
4310
120
4310
130
4310
140
4310
150
4310
160
4310
170
4310
100
4310
110
4310
120
4310
130
4310
140
4310
150
4310
160
4310
170
534040 534050 534060 534070 534080 534090 534100 534110 534120 534130 534140 534150 534160
534040 534050 534060 534070 534080 534090 534100 534110 534120 534130 534140 534150 534160
38° 56' 23'' N10
4° 3
6' 2
6'' W
38° 56' 23'' N
104°
36'
20'
' W
38° 56' 20'' N
104°
36'
26'
' W
38° 56' 20'' N
104°
36'
20'
' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 25 50 100 150
Feet0 5 10 20 30
MetersMap Scale: 1:590 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point FeaturesBlowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: El Paso County Area, ColoradoSurvey Area Data: Version 15, Oct 10, 2017
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: May 22, 2016—Mar 9, 2017
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Soil Map—El Paso County Area, Colorado(Lot 2 Beckett at Woodmen Hills Filing No. 3)
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
6/27/2018Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
19 Columbine gravelly sandy loam, 0 to 3 percent slopes
0.6 100.0%
Totals for Area of Interest 0.6 100.0%
Soil Map—El Paso County Area, Colorado Lot 2 Beckett at Woodmen Hills Filing No. 3
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
6/27/2018Page 3 of 3
El Paso County Area, Colorado
19—Columbine gravelly sandy loam, 0 to 3 percent slopes
Map Unit SettingNational map unit symbol: 367pElevation: 6,500 to 7,300 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 46 to 50 degrees FFrost-free period: 125 to 145 daysFarmland classification: Not prime farmland
Map Unit CompositionColumbine and similar soils: 85 percentEstimates are based on observations, descriptions, and transects of
the mapunit.
Description of Columbine
SettingLandform: Fan terraces, fans, flood plainsDown-slope shape: LinearAcross-slope shape: LinearParent material: Alluvium
Typical profileA - 0 to 14 inches: gravelly sandy loamC - 14 to 60 inches: very gravelly loamy sand
Properties and qualitiesSlope: 0 to 3 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: Very lowCapacity of the most limiting layer to transmit water (Ksat): High to
very high (5.95 to 19.98 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Very low (about 2.5 inches)
Interpretive groupsLand capability classification (irrigated): 4eLand capability classification (nonirrigated): 6eHydrologic Soil Group: AEcological site: Gravelly Foothill (R049BY214CO)Hydric soil rating: No
Minor Components
Fluvaquentic haplaquollsPercent of map unit: Landform: Swales
Map Unit Description: Columbine gravelly sandy loam, 0 to 3 percent slopes---El Paso County Area, Colorado
Lot 2 Beckett at Woodmen Hills Filing No. 3
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
6/27/2018Page 1 of 2
Hydric soil rating: Yes
Other soilsPercent of map unit: Hydric soil rating: No
PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes
Data Source Information
Soil Survey Area: El Paso County Area, ColoradoSurvey Area Data: Version 15, Oct 10, 2017
Map Unit Description: Columbine gravelly sandy loam, 0 to 3 percent slopes---El Paso County Area, Colorado
Lot 2 Beckett at Woodmen Hills Filing No. 3
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
6/27/2018Page 2 of 2
FEMA FIRM MAP
HYDROLOGIC/HYDRAULIC CALCULATIONS
SHOPS AT MCLAUGHLIN II
AREA DRAINAGE SUMMARY
WEIGHTED OVERLAND STREET / CHANNEL FLOW T t INTENSITY TOTAL FLOWS
BASINAREA
TOTALC5 C100 C5 Length Height TC Length Slope Velocity Tt TOTAL I5 I100 Q5 Q100
(Acres) (ft) (ft) (min) (ft) (%) (fps) (min) (min) (in/hr) (in/hr) (c.f.s.) (c.f.s.)
EX-1 0.88 0.09 0.36 0.09 220 5.0 21.4 172 1.7% 2.5 1.1 22.5 2.9 4.8 0.2 1.5
EXISTING CONDITIONS
* For Calcs See Runoff Summary
4:25 PM7/18/201835172900 fdr calculations
SHOPS AT MCLAUGHLIN II
AREA DRAINAGE SUMMARY
WEIGHTED OVERLAND STREET / CHANNEL FLOW T t INTENSITY TOTAL FLOWS
BASINAREA
TOTALC5 C100 C5 Length Height TC Length Slope Velocity Tt TOTAL I5 I100 Q5 Q100
(Acres) (ft) (ft) (min) (ft) (%) (fps) (min) (min) (in/hr) (in/hr) (c.f.s.) (c.f.s.)
A 0.04 0.73 1.00 0.73 0 0.0 0.0 45 2.0% 2.5 0.3 0.3 6.8 13.5 0.2 0.6
B 0.03 0.73 0.81 0.73 0 0.0 0.0 45 2.0% 2.5 0.3 0.3 6.8 13.5 0.1 0.3
C 0.03 0.78 0.87 0.78 0 0.0 0.0 45 2.0% 2.5 0.3 0.3 6.8 13.5 0.1 0.3
D 0.04 0.83 0.93 0.83 0 0.0 0.0 45 2.0% 2.5 0.3 0.3 6.8 13.5 0.2 0.4
E 0.22 0.81 0.88 0.81 30 2.0 1.6 215 0.7% 1.7 2.1 3.7 5.4 9.9 1.0 1.9
F 0.28 0.81 0.88 0.81 10 0.5 1.0 320 3.0% 3.5 1.5 2.5 5.7 10.7 1.3 2.6
G 0.24 0.81 0.88 0.81 30 1.0 2.0 180 0.5% 1.4 2.1 4.1 5.2 9.6 1.0 2.0
Calculated by: DLF
Date: 7/17/2018
Checked by: LD
* For Calcs See Runoff Summary
DEVELOPED CONDITIONS
4:25 PM7/18/201845172900 fdr calculations
SHOPS AT MCLAUGHLIN II
SURFACE ROUTING SUMMARY
1
2
3
4
5
6
7
8
9
10
11
12
13
A B C D E
Flow
Design
Point(s)
Contributing
BasinsArea (Acres) Q 5 Q 100
1 A,B,C,D,E,F,G 0.88 4.0 8.2
2 A,B,C,D,E 0.36 1.7 3.6
3 G 0.24 1.0 2.0
4 A 0.04 0.2 0.6
5 B 0.03 0.1 0.3
6 C 0.03 0.1 0.3
7 D 0.04 0.2 0.4
Calculated by: DLF
Date: 7/17/2018
Checked by: LD
DEVELOPED CONDITIONS
4:25 PM7/18/201855172900 fdr calculations
MANNING'S EQUATION for OPEN CHANNEL FLOW
Project: Shops at MCLaughlin 2 Location: 2' Chase at Southwest Property Corner - Capacity
By: Dane Frank Date: 7/17/2018
Chk By: Date: version 12-2004
INPUT
z (sideslope)= 0
Mannings Formula z (sideslope)= 0
b (btm width, ft)= 2
Q = (1.486/n)ARh2/3
S1/2
d (depth, ft)= 0.5
R = A/P S (slope, ft/ft) 0.15
A = cross sectional area n low = 0.012
P= wetted perimeter n high = 0.012
S = slope of channel V = (1.49/n)Rh2/3
S1/2
n = Manning's roughness coefficient Q = V x A
Depth, ft Area, sf
Wetted
Perimeter, ft
Hydraulic
Radius, ft Velocity, fps Flow, cfs
Velocity,
fps Flow, cfs
0.5 1.00 3.00 0.33 23.0561321 23.0561 23.05613 23.0561 T = 2
Dm = 0.500
Sc low = 0.0045 Sc high = 0.0045
sc = critical slope ft / ft
T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc
dm = a/T = mean depth of flow 0.0032 0.0059 0.0032 0.0059
Created by: Mike O'Shea
Low N High N
d
w
z
11
z
T
Clear Data Entry Cells
MANNING'S EQUATION for OPEN CHANNEL FLOW
Project: Shops at MCLaughlin 2 Location: 4' Chase at Northeast of Building - Capacity
By: Dane Frank Date: 7/17/2018
Chk By: Date: version 12-2004
INPUT
z (sideslope)= 0
Mannings Formula z (sideslope)= 0
b (btm width, ft)= 4
Q = (1.486/n)ARh2/3
S1/2
d (depth, ft)= 0.5
R = A/P S (slope, ft/ft) 0.0105
A = cross sectional area n low = 0.012
P= wetted perimeter n high = 0.012
S = slope of channel V = (1.49/n)Rh2/3
S1/2
n = Manning's roughness coefficient Q = V x A
Depth, ft Area, sf
Wetted
Perimeter, ft
Hydraulic
Radius, ft Velocity, fps Flow, cfs
Velocity,
fps Flow, cfs
0.5 2.00 5.00 0.40 6.88851501 13.777 6.888515 13.777 T = 4
Dm = 0.500
Sc low = 0.0036 Sc high = 0.0036
sc = critical slope ft / ft
T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc
dm = a/T = mean depth of flow 0.0025 0.0046 0.0025 0.0046
Created by: Mike O'Shea
Low N High N
d
w
z
11
z
T
Clear Data Entry Cells
MANNING'S EQUATION for OPEN CHANNEL FLOW
Project: Shops at MCLaughlin 2 Location: Northwest Pan Gutter - Capacity
By: Dane Frank Date: 7/17/2018
Chk By: Date: version 12-2004
INPUT
z (sideslope)= 100
Mannings Formula z (sideslope)= 100
b (btm width, ft)= 0
Q = (1.486/n)ARh2/3
S1/2
d (depth, ft)= 0.68
R = A/P S (slope, ft/ft) 0.005
A = cross sectional area n low = 0.012
P= wetted perimeter n high = 0.012
S = slope of channel V = (1.49/n)Rh2/3
S1/2
n = Manning's roughness coefficient Q = V x A
Depth, ft Area, sf
Wetted
Perimeter, ft
Hydraulic
Radius, ft Velocity, fps Flow, cfs
Velocity,
fps Flow, cfs
0.68 46.24 136.01 0.34 4.26525581 197.225 4.265256 197.225 T = 136
Dm = 0.340
Sc low = 0.0030 Sc high = 0.0030
sc = critical slope ft / ft
T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc
dm = a/T = mean depth of flow 0.0021 0.0039 0.0021 0.0039
Created by: Mike O'Shea
Low N High N
d
w
z
11
z
T
Clear Data Entry Cells
MANNING'S EQUATION for OPEN CHANNEL FLOW
Project: Shops at MCLaughlin 2 Location: Northeast Pan Gutter - Capacity
By: Dane Frank Date: 7/17/2018
Chk By: Date: version 12-2004
INPUT
z (sideslope)= 45
Mannings Formula z (sideslope)= 27
b (btm width, ft)= 0
Q = (1.486/n)ARh2/3
S1/2
d (depth, ft)= 0.89
R = A/P S (slope, ft/ft) 0.005
A = cross sectional area n low = 0.012
P= wetted perimeter n high = 0.012
S = slope of channel V = (1.49/n)Rh2/3
S1/2
n = Manning's roughness coefficient Q = V x A
Depth, ft Area, sf
Wetted
Perimeter, ft
Hydraulic
Radius, ft Velocity, fps Flow, cfs
Velocity,
fps Flow, cfs
0.89 28.52 64.11 0.44 5.10228938 145.495 5.102289 145.495 T = 64.08
Dm = 0.445
Sc low = 0.0027 Sc high = 0.0027
sc = critical slope ft / ft
T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc
dm = a/T = mean depth of flow 0.0019 0.0036 0.0019 0.0036
Created by: Mike O'Shea
Low N High N
d
w
z
11
z
T
Clear Data Entry Cells
MANNING'S EQUATION for OPEN CHANNEL FLOW
Project: Shops at MCLaughlin 2 Location: Southeast Gutter Channel- Capacity
By: Dane Frank Date: 7/17/2018
Chk By: Date: version 12-2004
INPUT
z (sideslope)= 0
Mannings Formula z (sideslope)= 11
b (btm width, ft)= 0
Q = (1.486/n)ARh2/3
S1/2
d (depth, ft)= 0.5
R = A/P S (slope, ft/ft) 0.007
A = cross sectional area n low = 0.012
P= wetted perimeter n high = 0.012
S = slope of channel V = (1.49/n)Rh2/3
S1/2
n = Manning's roughness coefficient Q = V x A
Depth, ft Area, sf
Wetted
Perimeter, ft
Hydraulic
Radius, ft Velocity, fps Flow, cfs
Velocity,
fps Flow, cfs
0.5 1.38 6.02 0.23 3.8699657 5.3212 3.869966 5.3212 T = 5.5
Dm = 0.250
Sc low = 0.0038 Sc high = 0.0038
sc = critical slope ft / ft
T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc
dm = a/T = mean depth of flow 0.0026 0.0049 0.0026 0.0049
Created by: Mike O'Shea
Low N High N
d
w
z
11
z
T
Clear Data Entry Cells
DRAINAGE MAP
S 89°27'15" E 90.72
S
4
1
°
2
9
'
3
2
"
W
2
0
7
.
9
3
S
2
8
°
4
6
'
5
6
"
W
9
2
.
7
0
2
1
9
.
8
1
R
=
1
8
0
.
0
0
Δ
=
6
9
°
5
8
'
0
6
"
N
7
0
°
2
1
'0
5
"
W
1
1
6
.
1
3
N
2
0
°
3
4
'3
9
"
E
8
7
.
6
8
3
0
'
C
R
O
S
S
-
A
C
C
E
S
S
,
U
T
I
L
I
T
Y
&
D
R
A
I
N
A
G
E
E
A
S
E
M
E
N
T
R
E
C
E
P
T
I
O
N
N
O
.
2
0
3
1
6
7
9
7
7
3
0
'
C
R
O
S
S
-
A
C
C
E
S
S
,
U
T
I
L
I
T
Y
&
D
R
A
I
N
A
G
E
E
A
S
E
M
E
N
T
R
E
C
E
P
T
I
O
N
N
O
.
2
0
3
1
6
7
9
7
7
D
Y
H
D
Y
H
D
Y
H
P
R
O
P
E
R
T
Y
L
I
N
E
BU
IL
DIN
G S
ET
BA
CK
S
I
D
E
B
U
I
L
D
I
N
G
S
E
T
B
A
C
K
16
15
14
6
5
4
3
EXISTING PRIVATE ROAD
E
X
I
S
T
I
N
G
P
R
I
V
A
T
E
R
O
A
D
E
X
I
S
T
I
N
G
P
R
I
V
A
T
E
R
O
A
D
8
7
R
O
A
D
S
E
T
B
A
C
K
,
N
O
N
-
A
R
T
E
R
I
A
L
B
U
I
L
D
I
N
G
S
E
T
B
A
C
K
20
21
22
23
24
19
2
5
,
9
1
2
S
F
R
E
T
A
I
L
C
E
N
T
E
R
C
R
O
S
S
A
C
C
E
S
S
D
R
I
V
E
L
a
n
d
U
s
e
:
M
E
R
C
H
A
N
D
I
Z
I
N
G
I
m
p
r
o
v
e
m
e
n
t
s
:
N
E
I
G
H
B
O
R
H
O
O
D
S
H
O
P
P
I
N
G
C
T
R
.
M
T
D
B
L
L
C
7
3
5
8
M
C
L
A
U
G
H
L
I
N
R
O
A
D
L
O
T
5
B
E
C
K
E
T
T
@
W
O
O
D
M
E
N
H
I
L
L
S
F
I
L
N
O
.
1
Z
O
N
E
:
P
B
C
Land Use: SPECIAL PURPOSE
Improvements: SERVICE GARAGE
SA MANAGEMENT LLC
7352 MCLAUGHLIN ROAD
LOT 2 BECKETT @ WOODMEN HILLS
FIL NO.2 ZONE:PBC
Land Use: CODE 200
PAHK, CHUN
7344 MCLAUGHLIN ROAD
LOT 3 BECKETT @ WOODMEN HILLS
FIL NO. 3
Land U
se: S
PE
CIA
L U
SE
Im
provem
ents: R
ES
TA
UR
AN
T
KLE
IN
, E
DW
AR
D A
.
7336 M
CLA
UG
HLIN
R
OA
D
LO
T 5A
B
EC
KE
TT
@
W
OO
DM
EN
H
ILLS
FIL N
O. 3
L
a
n
d
U
s
e
:
S
P
E
C
I
A
L
U
S
E
I
m
p
r
o
v
e
m
e
n
t
s
:
R
E
S
T
A
U
R
A
N
T
K
L
E
I
N
,
E
D
W
A
R
D
A
.
7
3
3
6
M
C
L
A
U
G
H
L
I
N
R
O
A
D
L
O
T
5
A
B
E
C
K
E
T
T
@
W
O
O
D
M
E
N
H
I
L
L
S
F
I
L
N
O
.
3
Land Use: SPECIAL PURPOSE
Improvements: FAST FOOD RESTAURANT
HARMAN CAFES EMPLOYEE PROFIT
SHARING TRUST
7384 MCLAUGHLIN ROAD
LOT 3 BECKETT @ WOODMEN HILLS
FIL NO.1
Land Use: MERCHANDIZING
Improvements: DISCOUNT STORE
CF NET LEASE PORTFOLIO I DST
7392 MCLAUGHLIN ROAD
LOT 4 BECKETT @ WOODMEN HILLS
FIL NO.1
1
0
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
1
0
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
R
E
C
E
P
T
I
O
N
#
2
0
3
1
6
7
9
7
7
D
U
M
P
S
T
E
R
T
T
1
910
1112
13
1718
CHECKED
DRAWN BY
DATE
CO
NSTRU
CTIO
N IN
C.
GEN
ERAL CO
NTRACTO
R
T-B
ON
E
(7
19
) 5
70
-1
45
6C
OL
OR
AD
O S
PR
IN
GS
, C
O 8
09
15
13
10
F
OR
D S
TR
EE
T
Design D
evelopm
ent
Consultants @
(C
) A
LL
R
IG
HT
S R
ES
ER
VE
D
1/1
SHO
PS A
T M
CLA
UG
HLI
N II
LD
JF
8/01/18
D1-7
074
73
68
M
cL
au
gh
lin
R
oa
d, P
eyto
n C
O 8
08
31
Re
visio
ns
#D
ES
CR
IP
TIO
ND
AT
E
1 of 4
2N
Engineering, Inc.Terra Nova
"Cr ea t ive Civ i l Eng ineer ing Solu t i ons "
PROPOSED
DRAINAGE
MAP
N:\jo
bs\1729.00\D
raw
in
gs\172900 D
P.d
wg
, D
RA
IN
GA
GE M
AP
, 8/1/2018 8:53:18 A
M
HISTORIC DRAINAGE REPORT
Markup Summary
Subject: CalloutPage Label: 7Lock: LockedAuthor: dsdlaforceDate: 9/12/2018 1:14:24 PMColor:
County's
County's (1)
Subject: CalloutPage Label: 7Lock: LockedAuthor: dsdlaforceDate: 9/12/2018 1:14:27 PMColor:
Remove. A retail center is a commercial site.
Remove. A retail center is a commercial site. (1)
Subject: LinePage Label: 7Lock: LockedAuthor: dsdlaforceDate: 9/12/2018 1:14:25 PMColor:
(2)
Subject: LinePage Label: 7Lock: LockedAuthor: dsdlaforceDate: 9/12/2018 1:14:26 PMColor:
development will not include outdoo
minants to the City’s MS4, as it is not a
or commercial BMPs are proposed o
County's
or the potential for the introduction of contaminants to t
ial or commercial site, so no industrial or commerc
ary.
TION COST OPINION
eimbursable
ABLE
Reimbursable
Remove. A retailcenter is acommercial site.
include outdoor
S4, as it is not an
are proposed or
and contaminants to settle out.
4. Need for Industrial and Commercial
storage or the potential for the introdu
industrial or commercial site, so n
necessary.
CONSTRUCTION COST OPINION
