final drainage report for monument powder coating

FINAL DRAINAGE REPORT FOR

MONUMENT POWDER COATING

PRESENTED TO:

The City of Fruita

Prepared For:

Laci and Jesse Mease

Prepared By:

Brynn Boyd, P.E.

Colorado Land Advisor

September 30, 2019

CERTIFICATION STATEMENTS

I hereby certify that this Final Drainage Report for the design of Monument Powder Coating was

prepared by me, or under my direct supervision, in accordance with the provisions of the Storm

Water Management Manual for the owners thereof. I understand that the City of Fruita does not and

will not assume liability for drainage facilities designed by others.

__________________________

Brynn Boyd, P.E.

Registered Professional Engineer

State of Colorado No. 44855

I, ____________, hereby certify that the Drainage facilities for Monument Powder Coating shall be

constructed according to the design presented in this report. I understand that the City of Fruita does

not and will not assume liability for drainage facilities designed and/or certified by my engineer. I

understand that the City of Fruita reviews drainage plans but cannot, on behalf of Monument Powder

Coating, guarantee that final drainage design review will absolve _______________ and/or their

successors and/or assigns of future liability for improper design. I further understand that approval

of the Final Plat and/or Final Development Plan does not imply approval of my engineer’s drainage

design.

________________________________

Name of Developer

__________________________ _____________

Authorized Signature Date

TABLE OF CONTENTS certification statements ............................................................................................................................... 2

I. SITE LOCATION AND DESCRIPTION ...................................................................................................... 4

II. MAJOR BASIN DESCRIPTION ............................................................................................................... 4

III. EXISTING SITE DESCRIPTION AND SOIL GROUP ............................................................................... 4

IV. PROPOSED SITE DESCRIPTION .......................................................................................................... 5

V. EXISTING DRAINAGE CONDITIONS ...................................................................................................... 5

VI. PROPOSED DRAINAGE CONDITIONS ................................................................................................. 5

VII. DESIGN CRITERIA ............................................................................................................................... 6

VIII. CONCLUSIONS................................................................................................................................... 7

APPENDIX A .................................................................................................................................................. 8

APPENDIX B .................................................................................................................................................. 9

APPENDIX C ............................................................................................................................................... 10

APPENDIX D ............................................................................................................................................... 11

I. SITE LOCATION AND DESCRIPTION

The project site is located in the SE¼ Section 12 T1N, R3W, of the Ute Meridian, Mesa County,

Fruita, Colorado. The proposed project is for a commercial building that will house a powder coating

company. The lot is approximately 2.05 acres. The project is about 3 miles west of Fruita, Colorado.

The project is bordered by 16 Road to the east, Cipolla Road to the south, another commercial

development to the north and vacant, undeveloped commercial land to the west. About 1000 feet

north of the property is Colorado State Highway 6 & 50 and about 1500 feet south is Interstate 70

and the Colorado River. There is a large pond, owned by the City of Fruita just south of Cipolla Road.

Refer to the provided General Location Map below.

II. MAJOR BASIN DESCRIPTION The site lies directly north of the Colorado River and it’s associated lakes and wetland areas.

According to FEMA FIRM map 0420F (Appendix A), this site is in an area designated “Zone X” which

is described as an area determined to be outside a 500- year floodplain. Drainage characteristics

within the major drainage basin will remain unchanged.

III. EXISTING SITE DESCRIPTION AND SOIL GROUP The site is currently undeveloped. Historically the site has been undeveloped. According to the USDA

Soil Survey, Grand Junction Area, Colorado, United States department of Agriculture, Soil

Conservation Service, the soil type for this site is 100% Turley clay loam (0-2 percent slopes). The

site has an SCS Hydrologic Soil Group C. Runoff coefficients were averaged for runoff calculations.

The average slope across the existing site is approximately 3% to the southwest. See Appendix B.

Subject Property

NORTH

Vicinity Map

IV. PROPOSED SITE DESCRIPTION Proposed improvements will be consistent with commercial development, including a large building

with associated parking lot. There will be one large building, approximately 12,100 sf and one

smaller building approximately 800 sf. The parking lot and drive ways will be about 47,086 sf.

Landscaping will consist of 28,480 sf. The site will be graded to flow to a detention pond at the

southwest corner of the site. The detention pond will then release the drainage according to the

allowable release rates to the existing gutter in the street.

V. EXISTING DRAINAGE CONDITIONS

On-Site Flows

The site is considered to be one basin that drains from northeast to southwest at an average slope

of 3 percent. Runoff flows to an existing drainage channel which flows south along the east site

boundary. Flows are tributary to the Colorado River.

Off-Site Flows

There are no anticipated off-site flows that run onto the site.

VI. PROPOSED DRAINAGE CONDITIONS General Discussion

The general drainage pattern from northeast to southwest is maintained in the proposed drainage

basin. Developed Basins surface runoff will flow toward the southwest corner of the site via concrete

valley pans and swales and flow to the detention basin in the southwest corner. Grading provides for

runoff to be directed to the detention pond and minimal undetained runoff is anticipated to leave the

site.

BASIN DESCRIPTIONS

Basin A: This developed basin is 2.03 acres and flows in a southwesterly direction to the detention

pond. Flows are detained and released at allowable rates to the existing gutter.

Off-Site and Undetained Flows and System Impact

Off-site flow will remain unchanged in the proposed drainage condition. No offsite, undetained flows

are anticipated.

Detention Pond Summary

The detention pond will be required to detain for WQV (Water Quality Volume), release specific rates

for 10 year and 100 year events. Using UCFD’s software, UD-Detention, the pond was calculated to

have a total volume of 0.12 acre-ft. No reduction factor was used for the WQCV. Information input to

the spreadsheet included Soils information from the Web Soil Survey (Appendix B) and NOAA Rainfall

Data (Appendix C). Due to the nature of the site, the pond cannot be very deep. The outlet to the

pond has to run to the gutter in Cipolla. In addition, the site is not steep. Therefore the pond is only 2

feet deep. UD Detention information can be found in Appendix D.

WQCV elevation = 1.25 feet depth

100 YR elevation = 2 foot depth

Volume Summary

WQCV Volume = 0.044 acre-ft

100 YR Volume = 0.073 acre-ft

Allowable Release Rates

The pond release rates are calculated using Detention Basin Outlet Structure Design, UD-Detention,

Version 3.07. The Detention Basin Outlet Structure Design spreadsheet was used to calculate actual

release rates which are below the allowable rates and are as follows. UD Detention information can

be found in Appendix D.

100 YR = 0.1 cfs

Due to the shallow nature of the outlet structure, a curb chase will be installed with a weir plate on

the front of the chase to control flows. The weir plate is designed according to UD Detention

information. And the sidewalk chase will guide the water to the gutter.

Operation and Maintenance

The detention pond and outlet structure will be the responsibility of the property owner.

Easements

None.

VII. DESIGN CRITERIA Regulation

The drainage analysis and design for this project is prepared using methods as described the Mesa

County (SWMM) Development Criteria. There are no known drainage constraints affecting this site

from major basin studies or other nearby drainage studies. According to the SWMM, the site requires

a detention pond sized to capture water quality volume and detain the 100 year storm event

volumes.

Hydrologic Criteria

The hydrologic analysis for this project is prepared using methods as described in the Mesa County

SWMM. Historic and developed runoff rates have been calculated for the 100 Year storm event

using the Rational Formula method as outlined in the Mesa County SWMM. The detention pond will

be sized to capture the water quality design volume and detain the 100 year storm event volumes. A

release structure in the detention area will control the release from the pond such that the release

rate will not exceed historic rates for the site.

Hydraulic Criteria

Detention Pond Volume

Detention pond volume was determined using UDFCD’s software, UD-Detention v3.07. Allowable

release rates were determined via SWMM requirements of 0.1 cfs/acre for the 100 year event.

VIII. CONCLUSIONS The site designed and presented in this report was prepared based upon the Storm Water

Management Manual. Proposed construction will not increase the flow rates to the existing storm

infrastructure which is tributary to the Colorado River. Construction of the proposed drainage

facilities will improve runoff conditions and reduce sediments leaving the site and will not increase

flows leaving the site.

APPENDIX A Fema Firmette

APPENDIX B NRCS Web Soils Survey

Hydrologic Soil Group—Mesa County Area, Colorado

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

9/27/2019Page 1 of 4

4337

410

4337

420

4337

430

4337

440

4337

450

4337

460

4337

470

4337

480

4337

490

4337

500

4337

410

4337

420

4337

430

4337

440

4337

450

4337

460

4337

470

4337

480

4337

490

4337

500

693640 693650 693660 693670 693680 693690 693700 693710 693720 693730 693740 693750 693760 693770 693780 693790

693650 693660 693670 693680 693690 693700 693710 693720 693730 693740 693750 693760 693770 693780 693790

39° 9' 54'' N10

8° 4

5' 3

1'' W

39° 9' 54'' N

108°

45'

24'

' W

39° 9' 51'' N

108°

45'

31'

' W

39° 9' 51'' N

108°

45'

24'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS840 35 70 140 210

Feet0 10 20 40 60

MetersMap Scale: 1:720 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 Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating LinesA

A/D

B

B/D

C

C/D

D


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


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: Mesa County Area, ColoradoSurvey Area Data: Version 10, Sep 13, 2019

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Sep 13, 2010—Aug 8, 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.




9/27/2019Page 2 of 4

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

Tr Turley clay loam, 0 to 2 percent slopes

C 2.1 100.0%

Totals for Area of Interest 2.1 100.0%

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 (A/D, B/D, and C/D). 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 (A/D, B/D, or C/D), 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

Component Percent Cutoff: None Specified




9/27/2019Page 3 of 4

Tie-break Rule: Higher




9/27/2019Page 4 of 4

APPENDIX C NOAA Rainfall Data

APPENDIX D UD-Detention Information

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Top of Micropool 0.00 4.2 4.2 18 0.000

Selected BMP Type = EDB ISV 0.33 4.2 4.2 18 0.000 6 0.000

Watershed Area = 2.03 acres 0.50 16.4 8.2 134 0.003 12 0.000

Watershed Length = 323 ft Floor 0.91 99.6 35.5 3,538 0.081 609 0.014

Watershed Slope = 0.030 ft/ft 1.00 101.8 36.6 3,726 0.086 940 0.022

Watershed Imperviousness = 67.00% percent Zone 1 (WQCV) 1.25 103.4 38.1 3,944 0.091 1,937 0.044

Percentage Hydrologic Soil Group A = 0.0% percent 1.50 104.8 39.6 4,150 0.095 2,908 0.067

Percentage Hydrologic Soil Group B = 0.0% percent 2.00 107.8 42.6 4,592 0.105 5,093 0.117

Percentage Hydrologic Soil Groups C/D = 100.0% percent Zone 2 (100-year) 2.00 107.9 42.6 4,601 0.106 5,139 0.118

Desired WQCV Drain Time = 40.0 hours 2.50 110.9 45.6 5,062 0.116 7,554 0.173

Location for 1-hr Rainfall Depths = User Input 3.00 113.9 48.6 5,540 0.127 10,204 0.234

Water Quality Capture Volume (WQCV) = 0.044 acre-feet 3.50 116.9 51.6 6,037 0.139 13,098 0.301

Excess Urban Runoff Volume (EURV) = 0.132 acre-feet 4.00 119.9 54.6 6,552 0.150 16,244 0.373

2-yr Runoff Volume (P1 = 0.47 in.) = 0.050 acre-feet 0.47 inches 4.50 122.9 57.6 7,084 0.163 19,652 0.451







Approximate 2-yr Detention Volume = 0.047 acre-feet 8.00 143.9 78.6 11,317 0.260 51,597 1.184






11.00 161.9 96.6 15,646 0.359 91,879 2.109

Stage-Storage Calculation 11.50 164.9 99.6 16,431 0.377 99,898 2.293

Zone 1 Volume (WQCV) = 0.044 acre-feet 12.00 167.9 102.6 17,234 0.396 108,313 2.487

Zone 2 Volume (100-year - Zone 1) = 0.073 acre-feet 12.50 170.9 105.6 18,054 0.414 117,134 2.689

Select Zone 3 Storage Volume (Optional) = acre-feet 13.00 173.9 108.6 18,893 0.434 126,370 2.901

Total Detention Basin Volume = 0.118 acre-feet 13.50 176.9 111.6 19,749 0.453 136,030 3.123

Initial Surcharge Volume (ISV) = 6 ft 3̂ 14.00 179.9 114.6 20,624 0.473 146,123 3.355

Initial Surcharge Depth (ISD) = 0.33 ft 14.50 182.9 117.6 21,517 0.494 156,657 3.596

Total Available Detention Depth (Htotal) = 2.00 ft 15.00 185.9 120.6 22,427 0.515 167,642 3.849

Depth of Trickle Channel (HTC) = 0.10 ft

Slope of Trickle Channel (STC) = 0.005 ft/ft

Slopes of Main Basin Sides (Smain) = 3 H:V

Basin Length-to-Width Ratio (RL/W) = 3

Initial Surcharge Area (AISV) = 18 ft 2̂

Surcharge Volume Length (LISV) = 4.2 ft

Surcharge Volume Width (WISV) = 4.2 ft

Depth of Basin Floor (HFLOOR) = 0.48 ft

Length of Basin Floor (LFLOOR) = 101.3 ft

Width of Basin Floor (WFLOOR) = 36.1 ft

Area of Basin Floor (AFLOOR) = 3,658 ft 2̂

Volume of Basin Floor (VFLOOR) = 627 ft 3̂

Depth of Main Basin (HMAIN) = 1.09 ft

Length of Main Basin (LMAIN) = 107.9 ft

Width of Main Basin (WMAIN) = 42.6 ft

Area of Main Basin (AMAIN) = 4,601 ft 2̂

Volume of Main Basin (VMAIN) = 4,497 ft 3̂

Calculated Total Basin Volume (Vtotal) = 0.118 acre-feet

Optional User Override1-hr Precipitation

Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

Optional Override

Area (ft 2̂)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft 2̂)

Width (ft)

Monument Powder Coating

On-Site

UD-Detention, Version 3.07 (February 2017)

Example Zone Configuration (Retention Pond)

UD-Detention_v3.07, Basin 9/30/2019, 11:32 AM

0 User Defined Stage-Area Boolean for Message

0 Equal Stage-Area Inputs Watershed L:W

1 CountA

0 Calc_S_TC

0.48 H_FLOOR

L_FLOOR_OTHER

0.33 ISV 0.33 ISV

0.91 Floor 0.91 Floor

1.25 Zone 1 (WQCV) 1.25 Zone 1 (WQCV)

2.00 Zone 2 (100-year) 2.00 Zone 2 (100-year)

0.00 Zone 3 0.00 Zone 3

DETENTION BASIN STAGE-STORAGE TABLE BUILDER


0.000

0.965

1.930

2.895

3.860

0.000

0.130

0.260

0.390

0.520

0.00 4.00 8.00 12.00 16.00

Vo

lum

e (

ac-f

t)

Are

a (a

cre

s)

Stage (ft.)

Area (acres) Volume (ac-ft)

0

5700

11400

17100

22800

0

50

100

150

200

0.00 4.00 8.00 12.00 16.00

Are

a (s

q.f

t.)

Len

gth

, W

idth

(ft

.)

Stage (ft)

Length (ft) Width (ft) Area (sq.ft.)

UD-Detention_v3.07, Basin 9/30/2019, 11:32 AM

Project:

Basin ID:

Stage (ft) Zone Volume (ac-ft) Outlet Type

Zone 1 (WQCV) 1.25 0.044 Orifice Plate

Zone 2 (100-year) 2.00 0.073 Rectangular Orifice

Zone 3

0.118 Total

User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain

Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2

Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet

User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate

Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.389E-03 ft2

Depth at top of Zone using Orifice Plate = 1.50 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet

Orifice Plate: Orifice Vertical Spacing = 2.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 0.20 sq. inches (diameter = 1/2 inch) Elliptical Slot Area = N/A ft2

User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)

Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)

Stage of Orifice Centroid (ft) 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40

Orifice Area (sq. inches) 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20

Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)

Stage of Orifice Centroid (ft)

Orifice Area (sq. inches) 0.20 0.20 0.20 0.20 0.20 0.20 0.20

User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice

Zone 2 Rectangular Not Selected Zone 2 Rectangular Not Selected

Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =

Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid =

Vertical Orifice Height = inches

Vertical Orifice Width = inches

User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir

Not Selected Not Selected Not Selected Not Selected

Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht =

Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length =

Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area =

Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =

Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris =

Debris Clogging % = %

User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate

Not Selected Not Selected Not Selected Not Selected

Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area =

Circular Orifice Diameter = inches Outlet Orifice Centroid =

Half-Central Angle of Restrictor Plate on Pipe = N/A N/A

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway

Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet

Spillway Crest Length = feet Stage at Top of Freeboard = feet

Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres

Freeboard above Max Water Surface = feet

Routed Hydrograph ResultsDesign Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 YearOne-Hour Rainfall Depth (in) = 0.53 1.07 0.47 0.63 0.77 0.97 1.14 1.31

Calculated Runoff Volume (acre-ft) = 0.044 0.132 0.050 0.074 0.095 0.133 0.162 0.196OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.044 0.131 0.050 0.074 0.095 0.133 0.163 0.196Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.07 0.20 0.50 0.68 0.90

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.4 1.0 1.4 1.8Peak Inflow Q (cfs) = 0.9 2.8 1.1 1.6 2.0 2.8 3.4 4.1

Peak Outflow Q (cfs) = 0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.1Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.3 0.1 0.1 0.0 0.0

Structure Controlling Flow = Plate Plate Plate Plate Plate Plate Plate PlateMax Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/AMax Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A

Time to Drain 97% of Inflow Volume (hours) = 22 41 24 30 34 41 46 51Time to Drain 99% of Inflow Volume (hours) = 23 43 25 31 36 43 49 54

Maximum Ponding Depth (ft) = 1.20 2.05 1.26 1.51 1.72 2.07 2.33 2.61Area at Maximum Ponding Depth (acres) = 0.09 0.11 0.09 0.10 0.10 0.11 0.11 0.12

Maximum Volume Stored (acre-ft) = 0.040 0.123 0.045 0.069 0.088 0.125 0.154 0.186

Detention Basin Outlet Structure Design

UD-Detention, Version 3.07 (February 2017)Graff Meadows

On-Site

Example Zone Configuration (Retention Pond)

ft2

feet

feet

feet

should be > 4

ft2

ft2

Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate

ft2

feet

radians

500 Year1.73

0.273

0.2731.382.85.70.10.0

PlateN/AN/A6165

3.210.13

0.261

COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2

Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 3 1

Count_WQPlate = 1 0.14(diameter = 7/16 inch)

Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean

Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch) 1 1 5yr, <72hr 1

Count_Weir1 = 0 0.29(diameter = 5/8 inch) >5yr, <120hr 1

Count_Weir2 = 0 0.36(diameter = 11/16 inch) Max Depth Row

Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch) WQCV 120 Watershed Constraint Check

Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch) 2 Year 126 Slope 0.030

COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch) EURV 205 Shape 1.18

MaxPondDepth_Error? FALSE 0.67(diameter = 15/16 inch) 5 Year 151

Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 172 Spillway Depth

0.86(diameter = 1-1/16 inches) 25 Year 208

WQ Plate Flow at 100yr depth = 0.07 0.97(diameter = 1-1/8 inches) 50 Year 234

CLOG #1= 0% 1.08(diameter = 1-3/16 inches) 100 Year 262 1 Z1_Boolean

Cdw #1 = 1.20(diameter = 1-1/4 inches) 500 Year 322 0 Z2_Boolean

Cdo #1 = 1.32(diameter = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 1.45(diameter = 1-3/8 inches) 1 Opening Message

CLOG #2= 0% 1.59(diameter = 1-7/16 inches) Draintime Running

Cdw #2 = 1.73(diameter = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4)

Cdo #2 = 1.88(diameter = 1-9/16 inches) Vertical Orifice 1 0 0 0

Overflow Weir #2 Angle = 2.03(diameter = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean

Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth

VertOrifice1 Q at 100yr depth = 0.00 2.36(diameter = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth

VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches) Outlet Pipe 1 0 0 0 Freeboard

EURV_draintime_user = 2.72(diameter = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway

Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches) 0 Spillway Length

CountA_3 (EURV & 100yr) = 0 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 0 3.29(use rectangular openings) 1 Button_Trigger

0 Underdrain

1 WQCV Plate

0 EURV-WQCV Plate

0 EURV-WQCV VertOrifice

0 Outlet 90% Qpeak

0 Outlet Undetained

S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis

minimum bound

maximum bound



0

1

2

3

4

5

6

0.1 1 10

FLO

W [

cfs]

TIME [hr]

500YR IN

500YR OUT

100YR IN

100YR OUT

50YR IN

50YR OUT

25YR IN

25YR OUT

10YR IN

10YR OUT

5YR IN

5YR OUT

2YR IN

2YR OUT

EURV IN

EURV OUT

WQCV IN

WQCV OUT

0

0.5

1

1.5

2

2.5

3

3.5

0.1 1 10 100

PO

ND

ING

DEP

TH [

ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

0.05

0.10

0.15

0.20

0.25

0

20,000

40,000

60,000

80,000

100,000

120,000

140,000

160,000

180,000

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00

OU

TFLO

W [

cfs]

AR

EA [

ft^2

], V

OLU

ME

[ft^

3]

PONDING DEPTH [ft]

User Area [ft^2]

Interpolated Area [ft^2]

Summary Area [ft^2]

Volume [ft^3]

Summary Volume [ft^3]

Outflow [cfs]

Summary Outflow [cfs]

Outflow Hydrograph Workbook Filename:

Storm Inflow Hydrographs

The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program.

SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK

Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs]

4.01 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:04:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:08:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Constant 0:12:02 0.04 0.13 0.05 0.07 0.09 0.13 0.16 0.19 0.26

1.248 0:16:02 0.12 0.34 0.13 0.19 0.25 0.34 0.42 0.50 0.69

0:20:03 0.30 0.87 0.34 0.50 0.63 0.88 1.07 1.28 1.77

0:24:04 0.82 2.38 0.92 1.37 1.74 2.41 2.94 3.52 4.86

0:28:04 0.95 2.77 1.07 1.58 2.02 2.81 3.43 4.12 5.71

0:32:05 0.89 2.63 1.01 1.50 1.91 2.67 3.25 3.92 5.43

0:36:05 0.81 2.39 0.91 1.36 1.74 2.43 2.96 3.56 4.94

0:40:06 0.71 2.12 0.80 1.20 1.53 2.15 2.62 3.16 4.39

0:44:07 0.60 1.81 0.68 1.02 1.31 1.83 2.24 2.71 3.77

0:48:07 0.53 1.58 0.60 0.89 1.14 1.60 1.96 2.37 3.29

0:52:08 0.48 1.43 0.54 0.81 1.03 1.45 1.77 2.14 2.98

0:56:08 0.38 1.16 0.43 0.65 0.84 1.18 1.44 1.74 2.44

1:00:09 0.30 0.93 0.34 0.52 0.67 0.95 1.16 1.41 1.97

1:04:10 0.22 0.70 0.25 0.38 0.50 0.71 0.87 1.06 1.50

1:08:10 0.16 0.50 0.18 0.27 0.36 0.51 0.63 0.77 1.10

1:12:11 0.12 0.37 0.13 0.20 0.26 0.38 0.47 0.57 0.80

1:16:11 0.09 0.29 0.11 0.16 0.21 0.30 0.37 0.45 0.63

1:20:12 0.08 0.24 0.09 0.13 0.17 0.25 0.30 0.37 0.52

1:24:13 0.07 0.21 0.08 0.11 0.15 0.21 0.26 0.31 0.44

1:28:13 0.06 0.18 0.07 0.10 0.13 0.19 0.23 0.28 0.39

1:32:14 0.05 0.17 0.06 0.09 0.12 0.17 0.21 0.25 0.35

1:36:14 0.05 0.15 0.06 0.09 0.11 0.16 0.19 0.23 0.33

1:40:15 0.04 0.11 0.04 0.06 0.08 0.11 0.14 0.17 0.24

1:44:16 0.03 0.08 0.03 0.05 0.06 0.08 0.10 0.12 0.17

1:48:16 0.02 0.06 0.02 0.03 0.04 0.06 0.08 0.09 0.13

1:52:17 0.01 0.04 0.02 0.02 0.03 0.04 0.05 0.07 0.09

1:56:17 0.01 0.03 0.01 0.02 0.02 0.03 0.04 0.05 0.07

2:00:18 0.01 0.02 0.01 0.01 0.02 0.02 0.03 0.03 0.05

2:04:19 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03

2:08:19 0.00 0.01 0.00 0.00 0.01 0.01 0.01 0.01 0.02

2:12:20 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01

2:16:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01

2:20:21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:24:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:28:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:32:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:36:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:40:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:44:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:48:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:52:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:56:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:00:27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:04:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:08:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:12:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:16:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:20:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:24:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:28:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:32:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:36:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:40:33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:44:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:48:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:52:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:56:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:00:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:04:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:08:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:12:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:16:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:20:39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:24:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:28:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:32:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:36:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:40:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:44:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:48:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Summary Stage-Area-Volume-Discharge Relationships

The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically.

The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points.

Stage Area Area Volume VolumeTotal

Outflow

[ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs]

For best results, include the

stages of all grade slope

changes (e.g. ISV and Floor)

from the S-A-V table on

Sheet 'Basin'.

Also include the inverts of all

outlets (e.g. vertical orifice,

overflow grate, and spillway,

where applicable).


Stage - Storage

Description


final drainage report for monument powder coating

Documents