FINAL DRAINAGE REPORT WILLOW BEND HOLLY STREETcityofthornton.net/.../2nd_Submittal/17-4088_Holly_Street_Drainage_Report.pdfWillow Bend – Holly Street 04/06/2018 990 South Broadway

990 South Broadway #230 Denver, CO 80209 P 303.561.3333

1.24.2019 PAGE 1

FINAL DRAINAGE REPORT

WILLOW BEND HOLLY STREET SUPPLEMENTAL DRAINAGE REPORT TO

WILLOW BEND PHASE I DRAINAGE REPORT Thornton, CO

April 6, 2018

JN: DCS-17-4088

Prepared for:

Lennar

9781 S. Meridian Blvd., #120

Englewood, CO 80112

Prepared by:

Ware Malcomb Engineering and Surveying

990 S Broadway

Denver, CO 80209

P: 303.561.3333

F: 303.561.3339

Thomas C. Jansen, PE No. 35942

Principal

Willow Bend – Holly Street

04/06/2018

1.24.2019 PAGE 2 990 South Broadway #230 Denver, CO 80209 P 303.561.3333

Lennar hereby certifies that the drainage facilities for the Holly Street will be constructed

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

not and shall not assume liability for the drainage facilities designed and/or certified by my

engineer. I understand that the City of Thornton reviews drainage plans but cannot, on behalf

of Holly Street, guarantee that final drainage design review will absolve Lennar and/or their

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

approval of the Plat and/or development permit does not imply approval of my engineer’s

drainage design.

Attest: __________________________________

Name of Responsible Party

_____________________________ _________________________________

Notary Public Authorized Signature

CERTIFICATION

I hereby certify that this report (plan) for the final drainage design of Holly Street was

prepared by me (or under my direct supervision) in accordance with the provisions of the City

of Thornton Standards and Specifications for the Design and Construction of Public and

Private Improvements for the Responsible parties thereof. I understand that the City of

Thornton does not and shall not assume liability for drainage facilities designed by others.

Thomas C. Jansen, PE Date

State of Colorado Registration No. 35942

For and on behalf of Ware Malcomb Engineering and Surveying


04/06/2018


T A B L E O F C O N T E N T S

I. GENERAL LOCATION AND DESCRIPTION .............................................................................................. 5

II. DRAINAGE BASINS AND SUB-BASINS .................................................................................................... 6

III. DRAINAGE DESIGN AND CRITERIA ........................................................................................................ 6

IV. STORMWATER MANAGEMENT FACILITY DESIGN ................................................................................. 8

V. CONCLUSION....................................................................................................................................... 13

VI. REFERENCES ........................................................................................................................................ 14


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A P P E N D I C E S

APPENDIX A – Reference Materials

FEMA Flood Insurance Rate Map

NRCS Soil Information

Related Drainage Reports

Future Land Use Map

APPENDIX B – Site Hydrology and Hydraulics

% Impervious Calculations

“C” Value Calculations

Time of Concentration

SF2 & SF3 Rational Method Calculations

Inlet Calculations

Storm Sewer Design

APPENDIX C – Clogged Inlets and Street Capacity

Clogged Inlet Analysis

Street Section Capacity Checks

APPENDIX D - Maps

Developed Basin Map


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I. GENERAL LOCATION AND DESCRIPTION

The purpose of this report is to define and analyze developed runoff quantities and

conveyance for the Willow Bend Holly Street improvements. Runoff will generally drain

toward the curb and gutter on the west side of Holly Street and enter the on-grade inlets.

The storm sewer will ultimately convey the runoff to the existing Full Spectrum EURV and

100-year detention pond, part of Willow Bend Phase 1, prior to being discharged into

Todd Creek below Holly Street. A section of Holly Street will enter a sump inlet and be

conveyed directly into the pond outfall pipe as outlined in the Willow Bend Phase I

Drainage Report.

A. Site Location

The Willow Bend Holly Street improvements are located along the eastern border of the

Willow Bend Subdivision which is in the east ½ of Section 18, Township 1 South, Range 67

West of the Sixth Principal Meridian, County of Adams, Colorado. Holly Street is bounded

by adjacent developments which include Willow Bend Phase I and Phase II. The developed

portion of Holly Street lies north of E 144th Avenue and south of E-470. See the enclosed

vicinity map and the Final Drainage Map in Appendix D for exact locations.

B. Description of Property

The entire Willow Bend Holly Street improvements are approximately 5.66 acres, which

includes paving, median installation, storm sewer, curb and gutter, sanitary line

realignment, signage and striping.

The existing road is an asphalt and dirt road with faint striping that has no curb and gutter.

The USCS Soils Survey indicates that the site is underlain by Platner loam (PIB and PIC)

hydrological groups C and D, as well as Ulm loam (UIC and UID) hydrologic soil groups C

and D. See the soil map located in Appendix A. Platner and Ulm soils are described as

having slow permeability on nearly level to mildly sloping areas. Land cover currently

consists of agricultural row crops.

Hydrologic soil group C soils are identified as soils having a slow infiltration rate when

thoroughly wetted and consisting chiefly of soils with a layer that impedes downward

movement of water or soils with moderately-fine to fine texture. Hydrologic soil group D

soils are identified as soils having high runoff potential when thoroughly wet. Water

movement through Type D soils is restricted to very restricted.


04/06/2018


II. DRAINAGE BASINS AND SUB-BASINS

A. Major Drainage Basins

This site lies within the Todd Creek major drainage basin.

In the developed condition, the actual imperviousness is 100% for the paved areas per

Urban Drainage Criteria. According to the Thornton Future Land Use Map (Appendix A),

the vacant property to the east of the proposed roadway is zoned for Low Density

Residential, while the property to the west is zoned for Medium and High Density

Residential.

As previously mentioned, there is a FEMA Zone A Floodplain on the site. According to the

Flood Insurance Rate Map Number 08001C0308H (03/05/2007), Holly Street is mostly

within Zone X, with a portion of the site identified as being within Zone A running north

to south towards the eastern portion of the site. Refer to Appendix A for the Flood

Insurance Rate Map information. The Zone A floodplain shown in the map has been

conditionally approved to be amended by a CLOMR recorded on January 1, 2004.

B. Sub-Basin Description

The entire site lies within the Todd Creek major drainage basin and historically drains

towards the existing undefined drainageway running through the Willow Bend

Subdivision to the west and connects into Todd Creek. The basins of Willow Bend Holly

Street have been evaluated in this report as “Basin A”. Ultimately all flows within Basin A

will be conveyed to the existing detention and WQCV pond either by way of curb and

gutter and storm sewer. Holly Street was analyzed with the preparation of the Willow

Bend Phase I drainage report in order to properly size the proposed detention and water

quality pond as well as sizing the Todd Creek channel and identifying storm sewer outfall

locations. The Holly Street drainage design will work to fit within the framework for the

existing pond and Todd Creek channel presented within Willow Bend Phase I Drainage

Report.

III. DRAINAGE DESIGN AND CRITERIA

A. Regulations

The regulations, guidelines, and drainage design criteria used for this report are those

contained within the City of Thornton Standards and Specifications for the Design and

Construction of Public Improvements, October 2012 and the Urban Drainage Criteria

Manual, Volume 1, 2, and 3, 2017 edition. The UDFCD USDCM (Volume 1, March 2017)

Table 6-3 has been used for impervious values for all runoff conveyance and BMP sizing.

Similarly, riprap has been designed in accordance with UDFCD criteria in lieu of City of


04/06/2018


Thornton criteria that requires grouted riprap. Onsite inlets have been sized and designed

utilizing both UDFCD and City of Thornton Criteria, with street capacities and storm sewer

being designed in accordance with UDFCD criteria and supplemental requirements

contained within the City of Thornton Criteria.

B. Drainage Studies, Outfall Systems Plans, Site Constraints

There are no irregular site constraints that come by way of any streets, utilities, structures

or other potential conflicts to the overall drainage design.

C. Hydrology

For the purpose of this report, the onsite flows routed to the storm sewer were calculated

using rational method calculations. These calculations have been included in Appendix B.

The minor and major storm frequencies for design are the 5-year and 100-year storm

events, respectively. The one hour point rainfall for the 5-year event is 1.38 inches and

2.69 inches for the 100-year event. For consistency, the same one hour point rainfall data

was used on this design as was used on Willow Bend Phase 1. These values have been

taken directly from the City of Thornton Standards and Specifications (Revised October

2012).

The peak discharge for sizing the onsite storm sewer and for the street capacity

calculations was calculated using the following Rational Method formula:

Q=CIA

Where:

Q = peak discharge (cfs)

C = runoff coefficient from Table 6-4 of the UDSCM

I = rainfall intensity (inches/hour)

A = drainage area (acres)

These flows were routed through the site using the UDFCD SF-3 form to determine the

total flow at respective design points. See Appendix B for routing spreadsheets.

The water quality and detention pond is located in the northwest corner of Holly Street

and Signal Ditch Parkway and has been sized for all three phases of Willow Bend, including

Holly Street. The pond was designed using Hydrographs provided from Urban Drainage

for full spectrum detention and in accordance with Urban Drainage and City of Thornton

criteria. Storage for the 100-year detention volume is provided within this pond.


04/06/2018


D. Hydraulics

Allowable street capacities for the proposed improvements are in accordance with

UDFCD and the City of Thornton Standards. In the minor storm event, runoff in the streets

is not allowed to overtop the crown and is not allowed to over top the curb. In the major

storm event runoff cannot flow at a depth greater than 12 inches or extend beyond the

right-of-way. Flows will not encroach upon residential lots in accordance with City of

Thornton Criteria. Street capacity was checked for Holly Street. The Flowmaster output is

included in Appendix C.

Inlets have been designed throughout the site to capture runoff from Holly Street before

maximum allowable street capacities are exceeded and at the sump location. Inlet

calculations have been prepared for the site using the Urban Drainage and Flood Control

District UD-Inlet_V4.05.xls spreadsheet. Inlet capture calculations are provided in

Appendix B. All inlets have also been analyzed to ensure there is an emergency overflow

route which keeps runoff away from residential lots. All Type R inlets will have a 6-inch

throat height as shown on the CDOT M Standard drawings.

Proposed storm sewers have been designed in accordance with the City of Thornton

Standards. During the minor storm event, flows within the storm sewer remain within

the pipe, that is, the storm sewer system does not become pressurized. City of Thornton

criteria allows the 100-year storm to be conveyed in the overall drainage system, which

can include the street as well as the proposed storm sewer provided street capacities are

not exceeded with the additional flows. Bentley StormCAD CONNECT software was

utilized to perform hydraulic computations on the proposed storm sewer, including the

calculation of hydraulic grade lines. StormCAD output for the proposed storm sewer,

including profiles with hydraulic grade lines, is included in Appendix B. In the design of

Phase II, the system is not surcharged in the major storm event.

Riprap for all pipe outlet locations has been sized and designed in accordance with UDFCD

USDCM Volume 2, Section 3.4 criteria.

IV. STORMWATER MANAGEMENT FACILITY DESIGN

A. General Concept

Stormwater within the developed street will be conveyed within the street section to

proposed storm sewer inlets. Runoff captured in proposed inlets will be conveyed

through proposed storm sewer to the existing regional pond. Runoff rates will be

attenuated to allowable release rates based of UDFCD criteria and existing downstream

offsite conditions for full spectrum detention and released offsite back into the Todd

Creek drainageway.


04/06/2018


B. Sub-Basin Descriptions

Basin A:

Willow Bend Holly Street Basin A development consists of the redevelopment of Holly

Street. Proposed drainage basins for the site will generally follow historic patterns.

Basin A-1 (1.98 acres)

Basin A-1 accounts for 1.98 acres of proposed roadway and adjacent sidewalk that is

tributary to an on-grade 15’ Type R inlet located at DP 1 within Holly Street. This basin lies

on the southern portion of the proposed roadway. A 15’ Type R inlet has been designed

to capture runoff from Basin A-1 during the major storm event. Captured runoff at DP 1

will be conveyed to the existing regional pond via proposed storm sewer and

drainageway. Peak runoff rates are anticipated to be 6.4 cfs and 14.6 cfs in the minor and

major storm events, respectively. Should the inlet need to overflow, flow will continue

north to DP2.

Basin A-1 Data

5 Year = 6.4 cfs C5 = 0.79

100 Year = 14.6 cfs C100 = 0.86



tributary to an on-grade 10’ Type R inlet located at DP2 within Holly Street. This basin lies

on the southern portion of the proposed roadway, just north of Basin A-1. Runoff from

this basin, upon entering into the proposed inlet, will be conveyed by storm sewer to the

existing regional detention pond. Runoff rates are anticipated to be 0.7 cfs and 1.6 cfs in

the minor and major storm events, respectively. This inlet also takes carryover flow from

Basin A-1.

Basin A-2 Data

5 Year = 0.7 cfs C5 = 0.72

100 Year = 1.6 cfs C100 = 0.83




along the proposed roadway, just north of Basin A-2 and south of the intersection

between Holly Street and Hudson Way. Runoff from this basin, upon entering into the

proposed inlet, will be conveyed by storm sewer to the existing regional detention pond.

Runoff rates are anticipated to be 0.6 cfs and 1.5 cfs in the minor and major storm events,

respectively.


04/06/2018


Basin A-3 Data

5 Year = 0.6 cfs C5 = 0.72

100 Year = 1.5 cfs C100 = 0.83




along the proposed roadway, just north of Basin A-3 and south of Basin A-5. Runoff from



the minor and major storm events, respectively.

Basin A-4 Data

5 Year = 3.9 cfs C5 = 0.77

100 Year = 9.3 cfs C100 = 0.85




along the proposed roadway, just north of Basin A-4 and south of Basin A-6. Runoff from



the minor and major storm events, respectively.

Basin A-5 Data

5 Year = 2.1 cfs C5 = 0.72

100 Year = 5.6 cfs C100 = 0.82




along the proposed roadway, just north of Basin A-5 and south of the intersection

between Holly Street and Signal Ditch Parkway. Runoff from this basin, upon entering into

the proposed inlet, will be conveyed by storm sewer to the existing regional detention

pond. Runoff rates are anticipated to be 1.7 cfs and 3.8 cfs in the minor and major storm

events, respectively.

Basin A-6 Data

5 Year = 2.1 cfs C5 = 0.72

100 Year = 5.7 cfs C100 = 0.83


04/06/2018




tributary to a sump inlet located at DP7 within Holly Street. This basin lies along the

proposed roadway, just north of Basin A-6 and south of the intersection between Holly

Street and E-470. Runoff from within this basin, is tributary to the 15’ Type R sump inlet

at DP7. Runoff from this basin, upon entering into the proposed inlet, will be conveyed

by storm sewer south and ultimately enter into the proposed pond at DP9. Runoff rates

are anticipated to be 4.5 cfs and 9.6 cfs in the minor and major storm events, respectively.

Basin A-7 Data

5 Year = 4.5 cfs C5 = 0.77

100 Year = 9.6 cfs C100 = 0.85



tributary to a sump inlet located at DP8 within Signal Ditch Parkway. This basin lies along

the southern half of Signal Ditch Parkway, west of Basin A-7 and south of the regional

pond. Runoff from within this basin, is tributary to the 10’ Type R sump inlet at DP8.

Runoff from this basin, upon entering into the proposed inlet, will be conveyed north by

storm sewer and ultimately enter into the proposed pond at DP9. Runoff rates are

anticipated to be 2.0 cfs and 5.1 cfs in the minor and major storm events, respectively.

Basin A-8 Data

5 Year = 2.0 cfs C5 = 0.76

100 Year = 5.1 cfs C100 = 0.84



tributary to a sump inlet located at DP9 within Signal Ditch Parkway. This basin lies along

the northern half of Signal Ditch Parkway, west of Basin A-7 and south of the regional

pond. Runoff from within this basin, is tributary to the 10’ Type R sump inlet at DP9.

Runoff from this basin, upon entering into the proposed inlet, will be conveyed north by

storm sewer and enter into the proposed pond at DP9. Runoff rates are anticipated to be

1.1 cfs and 2.4 cfs in the minor and major storm events, respectively.

Basin A-9 Data

5 Year = 1.1 cfs C5 = 0.73

100 Year = 2.4 cfs C100 = 0.83


04/06/2018


SUMP AND EMERGENCY OVERFLOWS:

Clogged Inlet Scenario Check

A scenario has been analyzed in order to route flow in the case that the inlet at the sump

location is clogged. Appendix C provides plan sheets, overflow sections and UD inlet

calculations that were used to route the flows from the clogged inlet through the site, as

well as associated street capacity checks. For all clogged inlet scenarios analyzed,

overflow will either enter directly into the regional pond or into the channel that carries

flow into the pond. The channel and pond have both been sized adequately to accept any

additional flow from these inlets and those calculations can be seen as a part of the

Willowbend Phase I drainage report.

The following summaries detail a scenario when the named design points have been

clogged and a description of the resulting action of the flow during these clogged

instances. Please note, the following descriptions only summarize sump inlets, but include

all the flows that would be conveyed to those areas. In instances where the downstream

section is a street, the additional flow that would already be going to the next

downstream inlets is included in the analysis.

DP7

In the case that this 10-foot Type R sump inlet were clogged a total flow during a 100-year

storm would be 9.6 cfs. Per the Flowmaster analysis provided the ponding elevation

would be at an elevation of 5202.25. At this elevation, the ponding would not affect any

nearby property and would overtop the back of curb at DP7 where it enters directly into

the existing regional pond constructed with Willowbend Phase I. Due to the fact that the

regional pond was designed to capture this flow no downstream profile has been

provided for potential impact on the system downstream.

DP8





the existing Todd Creek drainage channel. Due to the fact that the drainage channel was

designed to capture this flow no downstream profile has been provided for potential

impact on the system downstream.

DP9






04/06/2018


the existing regional pond constructed with Willowbend Phase I. Due to the fact that the

regional pond was designed to capture this flow no downstream profile has been

provided for potential impact on the system downstream.

C. Full Spectrum Detention

Runoff from the site will be conveyed by way of storm sewer inlets and pipe running north

up Holly Street. The flows conveyed from the proposed Willow Bend Holly Street

development will be discharged to the regional detention pond located at the intersection

of Todd Creek and Holly Street. The proposed detention pond was sized based on the

Todd Creek OSP that includes Willow Bend Phases 1, 2 and 3 (including the school and

park), offsite Willow Bend multifamily, portions of Lewis Pointe, and the offsite properties

to the west and Holly Street. Due to invert of the pipe at DP9 coming into the pond being

below the tailwater elevation, the pipes are designed to have the water be stored partially

in the pipes for the 5-year and 100-year storm. Water will pond at the sump inlet at DP7

during the 100-year storm, but will not encroach the right-of-way.

V. CONCLUSION

This drainage report has been prepared in conformity, except where otherwise allowed

by variance, with the City of Thornton 2012 Standards and Specifications for the Design

and Construction of Public and Improvements, and Urban Drainage Criteria Manuals, the

2017 edition. The proposed drainage plan is also in conformance with assumptions made

within the OSP and MDP studies that were prepared for the Todd Creek major drainage

basin. The proposed drainage facilities shall safely and effectively convey significant storm

events to adequate outfall locations.


04/06/2018


VI. REFERENCES

1. Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3, Urban Drainage and Flood

Control District, June 2001, with updates to September 2017.

2. Natural Resources Conservation Center Web Soil Survey, United States Department of

Agriculture, site visited January 2012.

3. Federal Emergency Management Agency Flood Insurance Rate Map, Community-Panel

Number 08001C0308H, Revised March 5, 2007.

4. City of Thornton – Standards and Specifications, City of Thornton, CO, Revised February

2012.

5. Todd Creek and DFA 0052 Watersheds Outfall Systems Planning Study, City of Thornton,

Adams County and UDFCD, December 2003.

6. Willow Bend Drainage Report, Released 11/19/2018

7. UD-Inlet_V4.01 (May 2016)

8. Bentley StormCAD CONNECT Edition Update 1 (5/1/2018)

9. Bentley FlowMaster V8i (SELECTseries 1) (11/4/2009)


04/06/2018


APPENDIX A – Reference Materials

FEMA Flood Insurance Rate Map

NRCS Soil Information

Related Drainage Reports

Future Land Use Map

Soil Map—Adams County Area, Parts of Adams and Denver Counties, Colorado(Willowbend)

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

12/16/2014Page 1 of 3

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505800 505900 506000 506100 506200 506300 506400 506500 506600 506700 506800

505800 505900 506000 506100 506200 506300 506400 506500 506600 506700 506800

39° 58' 10'' N10

4° 5

5' 5

9'' W

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104°

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' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 300 600 1200 1800

Feet0 100 200 400 600

MetersMap Scale: 1:7,170 if printed on A portrait (8.5" x 11") sheet.

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 1:20,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Adams County Area, Parts of Adams andDenver Counties, ColoradoSurvey Area Data: Version 11, Sep 23, 2014

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

Date(s) aerial images were photographed: Apr 22, 2011—Apr 13,2012

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.

Soil Map—Adams County Area, Parts of Adams and Denver Counties, Colorado(Willowbend)



12/16/2014Page 2 of 3

Map Unit Legend

Adams County Area, Parts of Adams and Denver Counties, Colorado (CO001)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

PlB Platner loam, 0 to 3 percentslopes

74.0 32.7%

PlC Platner loam, 3 to 5 percentslopes

71.2 31.5%

UlC Ulm loam, 3 to 5 percent slopes 3.4 1.5%

UlD Ulm loam, 5 to 9 percent slopes 74.6 33.0%

W Water 3.0 1.3%

Totals for Area of Interest 226.3 100.0%

Soil Map—Adams County Area, Parts of Adams and Denver Counties, Colorado Willowbend



12/16/2014Page 3 of 3


APPENDIX B – Site Hydrology and Hydraulics

% Impervious Calculations

“C” Value Calculations

Time of Concentration

SF2 & SF3 Rational Method Calculations

Inlet Calculations

Storm Sewer Design

= FORMULA CELLS

= USER INPUT CELLS

PROJECT:

JOB NO.:CALC. BY: �

DATE:

� �

Minutes

5

10

20

30

40

50

60

120

Equation 5-1 I=(28.5*P1)/(10+Td)^0.786

I = rainfall intensity (inches per hour)

P1 = 1-hour point rainfall depth (inches)

Td = storm duration (minutes)

Reference:

1) Urban Drainage and Flood Control District - Urban Storm Drainage Criteria Manual Volume 1, 2017

2) NOAA Atlas 14, Volume 8, Version 2

http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=co

1.38 2.69

9.12

7.28

5.29

4.22

3.54

3.07

4.68

3.73

2.71

2.17

1.82

1.57

1.39

Thornton - Civic Center

Project Location

P1: 1-hour Rainfall Depths (inches)

Willow Bend - Holly Street

17-4088LMO

4/6/2018

IDF Rainfall Data

5-Year

Minor Storm Major StormTd 100-Year

1.670.86

2.72

PROJECT:

JOB NO.:

CALC. BY:

DATE:

Impervious Percentages - from Urban Drainage Table 6-3

Paved 100% 0%

Drives and Walks 90% 0%

Lawns & Landscaping 10% 0%

Residetnial 45% 0%

SOIL TYPE: C or D � (use equation from Table 6-4) = FORMULA CELLS

= USER INPUT CELLS

Basin Area (ac) Imp. C2 C5 C10 C100 PavedDrives and

Walks

Lawns &

LandscapingResidetnial Land Use 5 Land Use 6 Land Use 7 Land Use 8

A-1 1.98 81% 0.66 0.70 0.73 0.82 1.28 0.32 0.38

A-2 0.22 73% 0.58 0.63 0.67 0.78 0.12 0.04 0.06

A-3 0.22 73% 0.58 0.63 0.67 0.78 0.12 0.03 0.06

A-4 1.38 75% 0.60 0.65 0.69 0.79 0.67 0.30 0.26 0.15

A-5 1.04 60% 0.47 0.53 0.58 0.73 0.27 0.16 0.17 0.45

A-6 1.02 61% 0.48 0.53 0.58 0.73 0.28 0.15 0.17 0.41

A-7 1.27 91% 0.75 0.78 0.81 0.86 0.92 0.25 0.09

A-8 0.92 69% 0.55 0.60 0.64 0.77 0.39 0.12 0.13 0.27

A-9 0.33 84% 0.68 0.72 0.75 0.83 0.18 0.10 0.05

Weighted Impervious and C Values Areas (ac)

Land Use 5

Land Use 6

Land Use 7

Land Use 8

PROPOSED COMPOSITE IMPERVIOUSNESS


17-4088

LMO

4/6/2018

JANSEN STRAWN COMPOSITE C VALUES - PROP1/24/2019

17-4088-SF2 SF3 - Holly St.xlsx

Project: Willow Bend - Holly Street

Job No.: 17-4088

Calculated By: Checked By: TG

Date: 4/6/2018

FINAL REMARKS

tc

Basin i C5 AREA LENGTH SLOPE ti LENGTH SLOPE VEL. tt COMP. TOT. LENGTH So

Ac Ft % Min Ft % FPS Min tc Ft % Min Min

(1) (2) (3) (4) (5) (6) (7) (8) (9) (11) (12) (13) (14) (15) (16)

A-1 0.81 0.70 1.98 96 2.7 5.09 1,048 20 3.6 3.79 0.09 5.2 116 2.86 12.8 5.18

A-2 0.73 0.63 0.22 37 3.0 3.56 87 20 2.5 3.16 0.11 3.7 57 2.82 13.9 5.00

A-3 0.73 0.63 0.22 37 3.1 3.54 87 20 2.5 3.2 0.5 4.0 124 2.68 14.3 5.0

A-4 0.75 0.65 1.38 37 5.9 2.75 578 20 1.8 2.7 3.6 6.3 615 2.05 16.9 6.3

A-5 0.60 0.53 1.04 105 2.7 7.59 273 20 1.0 2.0 2.3 9.9 378 1.47 18.7 9.9

A-6 0.61 0.53 1.02 103 3.1 7.14 283 20 1.9 2.8 1.7 8.8 386 2.22 18.1 8.8

A-7 0.91 0.78 1.27 51 5.9 2.27 338 20 0.7 1.7 3.4 5.6 389 1.38 13.0 5.6

A-8 0.69 0.60 0.92 154 4.4 6.83 480 20 1.3 2.3 3.5 10.3 634 2.05 18.2 10.3

A-9 0.84 0.72 0.33 19 2.0 2.36 408 20 0.8 1.8 3.8 6.2 427 0.85 15.5 6.2

Equation 6-3 ti=((0.395(1.1-C5)SQRT(L))/(So^0.33))

Equation 6-5 tc=(26-17i)+(Lt/(60(14i+9)SQRT(So))) = FORMULA CELLS

= USER INPUT CELLS

NRCS Conveyance Factor K Table - Cv Value

20Paved Areas and Shallow Paved Swales

Short Pasture and Lawns

Nearly Bare Ground

Grassed Waterway

7

10

15

Heavy Meadow 2.5

Tillage/Field 5

INITIAL/OVERLAND

TIME (ti)

LMO

DATA

SUB-BASIN

STANDARD FORM SF-2

tc (Equation 6-5)

TIME OF CONCENTRATION SUMMARY

tc CHECK

(URBANIZED BASINS)

TRAVEL TIME

(tt)

Cv

JANSEN STRAWN

TOC1/24/2019


Calculated By: Project: Willow Bend - Holly Street

Date: Job No.: 17-4088

Checked By: Design Storm: 5-Year

= FORMULA CELLS

= USER INPUT CELLS

DE

SIG

N

PO

INT

AR

EA

DE

SIG

N

AR

EA

(AC

)

RU

NO

FF

CO

EF

F

tc

(MIN

)

C *

A

(AC

)

I

(IN

/HR

)

Q

(CF

S)

t c

(MIN

)

S (

C *

A)

(CA

)

I

(IN

/HR

)

Q

(CF

S)

SL

OP

E

(%)

ST

RE

ET

FL

OW

DE

SIG

N

FL

OW

(C

FS

)

SL

OP

E

(%)

PIP

E

DIA

M.

(IN

.)

(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)

A-1 1 1.98 0.70 5.2 1.39 4.64 6.4 Flow from Basin A-1 to DP1









STANDARD FORM SF-3LMO

4/6/2018

TG

5-Year

STORM DRAINAGE SYSTEM DESIGN

(RATIONAL METHOD PROCEDURE)1.38

1-hour rainfall=

VE

LO

CIT

Y

(FP

S)

t t

(MIN

)

REMARKSBASIN

DIRECT RUNOFF TOTAL RUNOFF STREET PIPE

LE

NG

TH

(FT

)

JANSEN STRAWN

Minor SF-31/24/2019


Calculated By: Project: Willow Bend - Holly Street

Date: Job No.: 17-4088

Checked By: Design Storm: 100-Year

= FORMULA CELLS

= USER INPUT CELLS

DE

SIG

N

PO

INT

AR

EA

DE

SIG

N

AR

EA

(AC

)

RU

NO

FF

CO

EF

F

tc

(MIN

)

C *

A

(AC

)

I

(IN

/HR

)

Q

(CF

S)

t c

(MIN

)

S (

C *

A)

(CA

)

I

(IN

/HR

)

Q

(CF

S)

SL

OP

E

(%)

ST

RE

ET

FL

OW

DE

SIG

N

FL

OW

(C

FS

)

SL

OP

E

(%)

PIP

E

DIA

M.

(IN

.)

(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)










REMARKS

4/6/2018

TG

2.69

STANDARD FORM SF-3

100-Year

1-hour rainfall=

LMO

STORM DRAINAGE SYSTEM DESIGN

(RATIONAL METHOD PROCEDURE)

DIRECT RUNOFF TOTAL RUNOFF STREET

BASIN

PIPE

LE

NG

TH

(FT

)

VE

LO

CIT

Y

(FP

S)

t t

(MIN

)JANSEN STRAWN

Major SF-31/24/2019


PROJECT:

JOB NO.:

CALC. BY:

DATE:

Q5 Q100 Q5 Q100

A-1 1 1.98 6.4 14.6

A-2 2 0.22 0.7 1.6

A-3 3 0.22 0.6 1.5

A-4 4 1.38 3.9 9.3

A-5 5 1.04 2.1 5.6

A-6 6 1.02 2.1 5.7

A-7 7 1.27 4.5 9.6

A-8 8 0.92 2.0 5.1

A-9 9 0.33 1.1 2.4

= FORMULA CELLS

= USER INPUT CELLS

BASIN LABEL AREALOCAL (CFS) ACCUMULATIVE (CFS)DESIGN

POINT


17-4088

LMO

4/6/2018

RUNOFF SUMMARY

Version 4.05 Released March 2017

Worksheet Protected

INLET NAME DP1 DP2 DP3 DP4 DP5 DP6

URBAN URBAN URBAN URBAN URBAN URBAN

STREET STREET STREET STREET STREET STREET

On Grade On Grade On Grade On Grade On Grade On Grade

CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening

USER-DEFINED INPUT

User-Defined Design Flows

6.4 0.7 0.6 3.9 2.1 2.1

14.6 1.6 1.5 9.3 5.6 5.7

No Bypass Flow Received DP1 DP2 No Bypass Flow Received DP4 DP5

0.0 0.0 0.0 0.0 0.0 0.0

0.0 2.8 0.1 0.0 0.5 0.8

Watershed Characteristics

Watershed Profile

Minor Storm Rainfall Input

Major Storm Rainfall Input

CALCULATED OUTPUT

6.4 0.7 0.6 3.9 2.1 2.1

14.6 4.4 1.6 9.3 6.1 6.5

0.0 0.0 0.0 0.0 0.0 0.0

2.8 0.1 0.0 0.5 0.8 0.0

Minor Storm (Calculated) Analysis of Flow Time

N/A N/A N/A N/A N/A N/A












Major Storm (Calculated) Analysis of Flow Time













Site Type (Urban or Rural)

Calculated Local Peak Flow, Qp

Overland Flow Velocity, Vi

Channel Flow Velocity, Vt

Overland Flow Time, Ti

Channel Travel Time, Tt

Calculated Time of Concentration, Tc

Regional Tc


C

Recommended Tc

Tc selected by User

Design Rainfall Intensity, I

C5

Minor Total Design Peak Flow, Q (cfs)

Major Total Design Peak Flow, Q (cfs)

C

C5


Recommended Tc

Tc selected by User


Minor Flow Bypassed Downstream, Qb (cfs)

Major Flow Bypassed Downstream, Qb (cfs)





Regional Tc

Channel Slope (ft/ft)

Channel Length (ft)

Design Storm Return Period, Tr (years)

One-Hour Precipitation, P1 (inches)



Overland Length (ft)

INLET MANAGEMENT

Inlet Application (Street or Area)

Hydraulic Condition

Minor QKnown (cfs)

Major QKnown (cfs)

Receive Bypass Flow from:

Minor Bypass Flow Received, Qb (cfs)

Major Bypass Flow Received, Qb (cfs)

Subcatchment Area (acres)

Percent Impervious

NRCS Soil Type

Overland Slope (ft/ft)

Inlet Type

Bypass (Carry-Over) Flow from Upstream


Worksheet Protected

INLET NAME

USER-DEFINED INPUT

User-Defined Design Flows

Watershed Characteristics

Watershed Profile

Minor Storm Rainfall Input

Major Storm Rainfall Input

CALCULATED OUTPUT

Minor Storm (Calculated) Analysis of Flow Time

Major Storm (Calculated) Analysis of Flow Time

Site Type (Urban or Rural)







Regional Tc


C

Recommended Tc

Tc selected by User


C5

Minor Total Design Peak Flow, Q (cfs)

Major Total Design Peak Flow, Q (cfs)

C

C5


Recommended Tc

Tc selected by User


Minor Flow Bypassed Downstream, Qb (cfs)

Major Flow Bypassed Downstream, Qb (cfs)





Regional Tc

Channel Slope (ft/ft)

Channel Length (ft)





Overland Length (ft)

INLET MANAGEMENT

Inlet Application (Street or Area)

Hydraulic Condition

Minor QKnown (cfs)

Major QKnown (cfs)

Receive Bypass Flow from:

Minor Bypass Flow Received, Qb (cfs)

Major Bypass Flow Received, Qb (cfs)

Subcatchment Area (acres)

Percent Impervious

NRCS Soil Type

Overland Slope (ft/ft)

Inlet Type

Bypass (Carry-Over) Flow from Upstream

DP7 DP8 DP9 User-Defined

URBAN URBAN URBAN

STREET STREET STREET

In Sump In Sump In Sump

CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening

4.5 2.0 1.1

9.6 5.1 2.4

No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received

0.0 0.0 0.0

0.0 0.0 0.0

4.5 2.0 1.1

9.6 5.1 2.4

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

N/A N/A N/A

Project:

Inlet ID:

Gutter Geometry (Enter data in the blue cells)

Maximum Allowable Width for Spread Behind Curb TBACK = 8.0 ft

Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft

Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.016

Height of Curb at Gutter Flow Line HCURB = 6.00 inches

Distance from Curb Face to Street Crown TCROWN = 40.0 ft

Gutter Width W = 2.00 ft

Street Transverse Slope SX = 0.020 ft/ft

Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft

Street Longitudinal Slope - Enter 0 for sump condition SO = 0.036 ft/ft

Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015

Minor Storm Major Storm

Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft

Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.3 inches

Allow Flow Depth at Street Crown (leave blank for no) check = yes

Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm

Water Depth without Gutter Depression (Eq. ST-2) y = 4.08 4.08 inches

Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches

Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches

Water Depth at Gutter Flowline d = 5.59 5.59 inches

Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft

Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.350 0.350

Discharge outside the Gutter Section W, carried in Section TX QX = 14.3 14.3 cfs

Discharge within the Gutter Section W (QT - QX) QW = 7.7 7.7 cfs

Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs

Maximum Flow Based On Allowable Spread QT = 22.0 22.0 cfs

Flow Velocity within the Gutter Section V = 10.0 10.0 fps

V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 4.7 4.7

Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm

Theoretical Water Spread TTH = 18.7 28.3 ft

Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 26.3 ft


Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 19.0 63.7 cfs

Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 19.0 63.7 cfs

Discharge within the Gutter Section W (Qd - QX) QW = 8.9 16.6 cfs


Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 27.9 84.3 cfs

Average Flow Velocity Within the Gutter Section V = 10.6 13.6 fps

V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 5.3 9.4

Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = 0.64 0.52

Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = 17.9 44.0 cfs

Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 5.27 6.87 inches

Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 0.00 0.00 inches

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 17.9 22.0 cfs

Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'

Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'


ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)

(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)


DP1

17-4088-UD-Inlet_v4.05.xlsm, DP1 1/24/2019, 3:45 PM

Design Information (Input) MINOR MAJOR

Type of Inlet Type =

Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches

Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3

Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft

Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft

Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A

Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10

Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR

Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 6.4 14.6 cfs

Water Spread Width T = 10.1 14.4 ft

Water Depth at Flowline (outside of local depression) d = 3.9 5.0 inches

Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches

Ratio of Gutter Flow to Design Flow Eo = 0.575 0.414

Discharge outside the Gutter Section W, carried in Section Tx Qx = 2.7 8.6 cfs

Discharge within the Gutter Section W Qw = 3.7 6.0 cfs

Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs

Flow Area within the Gutter Section W AW = 0.49 0.66 sq ft

Velocity within the Gutter Section W VW = 7.5 9.1 fps

Water Depth for Design Condition dLOCAL = 6.9 8.0 inches

Grate Analysis (Calculated) MINOR MAJOR

Total Length of Inlet Grate Opening L = N/A N/A ft

Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A

Under No-Clogging Condition MINOR MAJOR

Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps

Interception Rate of Frontal Flow Rf = N/A N/A

Interception Rate of Side Flow Rx = N/A N/A

Interception Capacity Qi = N/A N/A cfs

Under Clogging Condition MINOR MAJOR

Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A

Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A

Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft




Actual Interception Capacity Qa = N/A N/A cfs

Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs

Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR

Equivalent Slope Se (based on grate carry-over) Se = 0.128 0.098 ft/ft

Required Length LT to Have 100% Interception LT = 14.35 24.74 ft


Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 14.35 15.00 ft

Interception Capacity Qi = 6.4 11.9 cfs


Clogging Coefficient CurbCoef = 1.31 1.31

Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.04 0.04

Effective (Unclogged) Length Le = 14.34 14.34 ft

Actual Interception Capacity Qa = 6.4 11.8 cfs

Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 2.8 cfs

Summary MINOR MAJOR

Total Inlet Interception Capacity Q = 6.4 11.8 cfs

Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 2.8 cfs

Capture Percentage = Qa/Qo = C% = 100 81 %

INLET ON A CONTINUOUS GRADE


CDOT Type R Curb OpeningCDOT Type R Curb Opening


Project:

Inlet ID:












































MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm








DP2



















































Summary MINOR MAJOR








Project:

Inlet ID:




















































DP3



















































Summary MINOR MAJOR








Project:

Inlet ID:




















































DP4



















































Summary MINOR MAJOR








Project:

Inlet ID:




















































DP5



















































Summary MINOR MAJOR








Project:

Inlet ID:




















































DP6



















































Summary MINOR MAJOR








Project:

Inlet ID:















Check boxes are not applicable in SUMP conditions











Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs














Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP

Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs

Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches

Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches


MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs





DP7




Local Depression (additional to continuous gutter depression 'a' from above) alocal = 3.00 3.00 inches

Number of Unit Inlets (Grate or Curb Opening) No = 3 3

Water Depth at Flowline (outside of local depression) Ponding Depth = 5.6 5.6 inches

Grate Information MINOR MAJOR

Length of a Unit Grate Lo (G) = N/A N/A feet

Width of a Unit Grate Wo = N/A N/A feet

Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A

Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A

Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A

Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A

Curb Opening Information MINOR MAJOR

Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet

Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches

Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches

Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees

Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet

Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10

Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60

Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67

Grate Flow Analysis (Calculated) MINOR MAJOR

Clogging Coefficient for Multiple Units Coef = N/A N/A

Clogging Factor for Multiple Units Clog = N/A N/A

Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR

Interception without Clogging Qwi = N/A N/A cfs

Interception with Clogging Qwa = N/A N/A cfs

Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR

Interception without Clogging Qoi = N/A N/A cfs

Interception with Clogging Qoa = N/A N/A cfs

Grate Capacity as Mixed Flow MINOR MAJOR

Interception without Clogging Qmi = N/A N/A cfs

Interception with Clogging Qma = N/A N/A cfs

Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs

Curb Opening Flow Analysis (Calculated) MINOR MAJOR

Clogging Coefficient for Multiple Units Coef = 1.31 1.31

Clogging Factor for Multiple Units Clog = 0.04 0.04

Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR

Interception without Clogging Qwi = 11.6 11.6 cfs

Interception with Clogging Qwa = 11.1 11.1 cfs

Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR

Interception without Clogging Qoi = 28.3 28.3 cfs

Interception with Clogging Qoa = 27.1 27.1 cfs

Curb Opening Capacity as Mixed Flow MINOR MAJOR

Interception without Clogging Qmi = 16.9 16.9 cfs

Interception with Clogging Qma = 16.1 16.1 cfs

Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 11.1 11.1 cfs

Resultant Street Conditions MINOR MAJOR

Total Inlet Length L = 15.00 15.00 feet

Resultant Street Flow Spread (based on street geometry from above) T = 17.0 17.0 ft

Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches

Low Head Performance Reduction (Calculated) MINOR MAJOR

Depth for Grate Midwidth dGrate = N/A N/A ft

Depth for Curb Opening Weir Equation dCurb = 0.30 0.30 ft

Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.53 0.53

Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.76 0.76

Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 11.1 11.1 cfs

Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 4.5 9.6 cfs

CDOT Type R Curb Opening

INLET IN A SUMP OR SAG LOCATION


H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths


Project:

Inlet ID:


















































DP8



























































MINOR MAJOR






H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths


Project:

Inlet ID:


















































DP9



























































MINOR MAJOR






H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths


Scenario: 5 - Year

PIPE - 26

PIPE - 25

PIPE - 24

PIPE - 23

PIPE - 22

PIPE - 4

PIPE - 28

PIPE - 27

O-1

STM INLET-01

STM INLET-0.1

STM INLET-00

STM INLET-07

STM INLET-06

STM INLET-05

STM INLET-04

STM INLET-03

STM INLET-02

STM MH-10

STM MH-09

STM MH-08

STM MH-07

STM MH-06

STM MH-05

STM MH-04

STM MH-03

STM MH-02

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661/24/2019

Bentley StormCAD CONNECT Edition[10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center17-4088_StormCAD.stsw

Active Scenario: 5 - Year

FlexTable: Conduit Table

Froude Number (Normal)

Velocity(ft/s)

Slope (Calculated)

(ft/ft)

Manning's n

Length (User

Defined)(ft)

Flow / Capacity (Design)

(%)

Diameter(in)

Invert (Stop)

(ft)

Invert (Start)

(ft)

Stop NodeStart Node

1.1891.130.0070.01382.522.818.05,193.465,194.03STM INLET-00STM INLET-0.1

1.0510.110.0050.01349.71.542.05,191.015,191.26O-1STM INLET-00

2.4379.390.0300.01312.735.218.05,231.035,231.41STM MH-09STM INLET-07

1.9414.300.0200.01312.64.718.05,228.165,228.41STM MH-08STM INLET-06

1.9274.110.0200.01312.74.018.05,224.605,224.85STM MH-07STM INLET-05

2.0137.080.0200.01312.626.318.05,211.125,211.37STM MH-05STM INLET-04

2.0145.940.0200.01312.714.118.05,208.055,208.30STM MH-04STM INLET-03

2.0145.940.0200.01312.714.118.05,201.915,202.16STM MH-03STM INLET-02

1.1324.130.0050.013343.16.342.05,194.105,195.81STM MH-02STM INLET-01

1.1942.110.0050.013152.327.742.05,191.465,192.27STM INLET-00STM MH-10

1.5938.000.0090.013151.720.842.05,192.475,193.89STM MH-10STM MH-02

3.23213.270.0430.013134.718.530.05,194.895,200.71STM MH-02STM MH-03

2.2339.780.0210.013297.123.230.05,200.915,207.05STM MH-03STM MH-04

1.4017.160.0100.013296.952.224.05,207.555,210.42STM MH-04STM MH-05

2.2298.690.0220.013297.122.924.05,210.625,217.21STM MH-05STM MH-06

2.2468.740.0230.013297.022.724.05,217.415,224.10STM MH-06STM MH-07

2.4209.650.0300.013112.139.018.05,224.605,227.96STM MH-07STM MH-08

2.1778.690.0240.013110.039.118.05,228.165,230.83STM MH-08STM MH-09

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

1/24/2019



FlexTable: Copy of Conduit Table

Hydraulic Grade Line

(Out)(ft)


(In)(ft)

Stop NodeStart Node

5,196.415,196.44STM INLET-00STM INLET-0.1

5,196.415,196.41O-1STM INLET-00

5,232.155,232.39STM MH-09STM INLET-07

5,229.275,229.27STM MH-08STM INLET-06

5,225.325,225.30STM MH-07STM INLET-05

5,211.955,212.13STM MH-05STM INLET-04

5,208.465,208.85STM MH-04STM INLET-03

5,202.325,202.71STM MH-03STM INLET-02

5,196.565,196.54STM MH-02STM INLET-01

5,196.415,196.47STM INLET-00STM MH-10

5,196.475,196.49STM MH-10STM MH-02

5,196.565,202.05STM MH-02STM MH-03

5,202.385,208.30STM MH-03STM MH-04

5,208.585,211.64STM MH-04STM MH-05

5,211.955,218.20STM MH-05STM MH-06

5,218.065,225.09STM MH-06STM MH-07

5,225.255,228.99STM MH-07STM MH-08

5,229.275,231.81STM MH-08STM MH-09


1/24/2019

Bentley StormCAD CONNECT Edition[10.01.01.04]

Bentley Systems, Inc. Haestad Methods Solution Center17-4088_StormCAD.stsw


FlexTable: Catch Basin Table

Flow (Known)(cfs)

Manning's n (Inlet)

NotesHydraulic Grade Line

(In)(ft)

Elevation (Invert)

(ft)

Elevation (Rim)(ft)

Elevation (Ground)

(ft)

Label

4.5015' TYPE 'R'5,196.545,195.815,201.475,201.47STM INLET-01

2.100.01315' TYPE'R'5,202.715,202.165,209.785,209.78STM INLET-02

2.100.01310' TYPE 'R'5,208.855,208.055,215.555,215.55STM INLET-03

3.900.01315' TYPE'R'5,212.135,211.125,218.335,218.33STM INLET-04

0.600.01310' TYPE 'R'5,225.305,224.605,231.815,231.81STM INLET-05

0.700.01310' TYPE 'R'5,229.275,228.165,234.615,234.61STM INLET-06

6.400.01315' TYPE'R'5,232.395,231.165,237.365,237.36STM INLET-07

1.1010' TYPE 'R'5,196.415,191.265,205.625,205.62STM INLET-00

2.0010' TYPE 'R'5,196.445,194.035,205.845,205.84STM INLET-0.1


1/24/2019



FlexTable: Manhole Table

NotesHeadloss Coefficient (Standard)


(Out)(ft)


(In)(ft)

Flow (Total Out)(cfs)

Elevation (Invert in 1)(ft)

Elevation (Rim)(ft)

Elevation (Ground)

(ft)

LabelID

5' MANHOLE0.8005,231.815,232.156.405,231.035,237.235,237.23STM MH-0932

5' MANHOLE0.6005,228.995,229.277.105,228.165,234.485,234.48STM MH-0834

5' MANHOLE0.6005,225.095,225.327.705,224.605,231.685,231.68STM MH-0736

5' MANHOLE0.5005,218.205,218.397.705,217.415,224.265,224.26STM MH-0637

5' MANHOLE0.6005,211.645,211.9511.605,210.625,218.195,218.19STM MH-0539

5' MANHOLE0.6005,208.305,208.5913.705,207.555,215.425,215.42STM MH-0441

5' MANHOLE0.6005,202.055,202.3815.805,200.915,209.655,209.65STM MH-0343

8' MANHOLE0.6005,196.495,196.5620.305,194.895,207.025,207.02STM MH-0244

8' MANHOLE0.0005,196.475,196.4720.305,192.475,206.185,206.18STM MH-1045


1/24/2019



Profile Report

Engineering Profile - Profile - 1 (17-4088_StormCAD.stsw)

5,190.00

5,195.00

5,200.00

5,205.00

5,210.00

5,215.00

5,220.00

5,225.00

5,230.00

5,235.00

5,240.00

-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00

Station (ft)

STM MH-09

Rim: 5,237.23 ftInvert: 5,230.58 ft

STM MH-02

Rim: 5,207.02 ftInvert: 5,193.43 ft

STM MH-03

Rim: 5,209.65 ftInvert: 5,200.34 ft

STM MH-04

Rim: 5,215.42 ftInvert: 5,206.68 ft

STM MH-05

Rim: 5,218.19 ftInvert: 5,210.13 ft

STM MH-06

Rim: 5,224.26 ftInvert: 5,217.21 ft

STM MH-07

Rim: 5,231.68 ftInvert: 5,223.81 ft

STM MH-08

Rim: 5,234.48 ftInvert: 5,227.71 ft

STM INLET-01

Rim: 5,201.47 ftInvert: 5,195.81 ft

PIPE - 7 (1): 297.1 ft @ 0.022 ft/ft

RCP

PIPE - 7: 297.0 ft @ 0.023 ft/ft

RCP

PIPE - 6: 112.1 ft @ 0.030 ft/ft

RCP

PIPE - 19: 110.0 ft @ 0.024 ft/ft

RCP

PIPE - 17: 343.1 ft @ 0.005 ft/ft RCP

PIPE - 3: 134.7 ft @

0.043 ft/ft

RCP

PIPE - 8 (1): 297.1 ft @ 0.021 ft/ft

RCP

PIPE - 8: 296.9 ft @ 0.010 ft/ft

RCP


1/24/2019



Profile Report



1/24/2019



Profile Report



1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIPE - 28: 12.7 ft @ 0.020 ft/ft

RCP


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIPE - 26: 12.6 ft @ 0.020 ft/ft

RCP


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIP

E - 23: 12.7 ft @

0.030 ft/ft

RC

P


1/24/2019



FlexTable: Conduit Table

Froude Number (Normal)

Velocity(ft/s)

Slope (Calculated)

(ft/ft)

Manning's n

Length (User

Defined)(ft)

Flow / Capacity (Design)

(%)

Diameter(in)

Invert (Stop)

(ft)

Invert (Start)

(ft)

Stop NodeStart Node

1.1132.890.0070.01382.558.218.05,193.465,194.03STM INLET-00STM INLET-0.1

1.0990.250.0050.01349.73.442.05,191.015,191.26O-1STM INLET-00

2.1148.260.0300.01312.780.318.05,231.035,231.41STM MH-09STM INLET-07

2.0030.910.0200.01312.610.818.05,228.165,228.41STM MH-08STM INLET-06

2.0005.390.0200.01312.710.118.05,224.605,224.85STM MH-07STM INLET-05

1.8615.260.0200.01312.662.618.05,211.125,211.37STM MH-05STM INLET-04

1.9837.820.0200.01312.737.718.05,208.055,208.30STM MH-04STM INLET-03

1.9817.850.0200.01312.738.418.05,201.915,202.16STM MH-03STM INLET-02

1.1591.000.0050.013343.113.542.05,194.105,195.81STM MH-02STM INLET-01

1.0954.980.0050.013152.365.342.05,191.465,192.27STM INLET-00STM MH-10

1.5264.980.0090.013151.749.242.05,192.475,193.89STM MH-10STM MH-02

3.12716.900.0430.013134.744.930.05,194.895,200.71STM MH-02STM MH-03

2.10812.310.0210.013297.155.330.05,200.915,207.05STM MH-03STM MH-04

1.0718.590.0100.013296.9121.424.05,207.555,210.42STM MH-04STM MH-05

2.12010.860.0220.013297.152.524.05,210.625,217.21STM MH-05STM MH-06

2.13810.920.0230.013297.052.124.05,217.415,224.10STM MH-06STM MH-07

1.99911.630.0300.013112.189.118.05,224.605,227.96STM MH-07STM MH-08

1.79710.470.0240.013110.089.218.05,228.165,230.83STM MH-08STM MH-09


1/24/2019



FlexTable: Copy of Conduit Table


(Out)(ft)


(In)(ft)

Stop NodeStart Node

5,200.425,200.62STM INLET-00STM INLET-0.1

5,200.425,200.42O-1STM INLET-00

5,233.175,233.42STM MH-09STM INLET-07

5,230.205,230.20STM MH-08STM INLET-06

5,226.065,226.06STM MH-07STM INLET-05

5,214.505,214.60STM MH-05STM INLET-04

5,209.595,209.59STM MH-04STM INLET-03

5,203.515,203.53STM MH-03STM INLET-02

5,201.345,201.37STM MH-02STM INLET-01

5,200.425,200.77STM INLET-00STM MH-10

5,200.775,201.11STM MH-10STM MH-02

5,201.345,202.80STM MH-02STM MH-03

5,203.515,208.99STM MH-03STM MH-04

5,209.595,213.81STM MH-04STM MH-05

5,214.505,218.73STM MH-05STM MH-06

5,219.105,225.62STM MH-06STM MH-07

5,226.065,229.39STM MH-07STM MH-08

5,230.205,232.32STM MH-08STM MH-09


1/24/2019

Bentley StormCAD CONNECT Edition[10.01.01.04]

Bentley Systems, Inc. Haestad Methods Solution Center17-4088_StormCAD.stsw


FlexTable: Catch Basin Table

Flow (Known)(cfs)

Manning's n (Inlet)

NotesHydraulic Grade Line

(In)(ft)

Elevation (Invert)

(ft)

Elevation (Rim)(ft)

Elevation (Ground)

(ft)

Label

9.6015' TYPE 'R'5,201.375,195.815,201.475,201.47STM INLET-01

5.700.01315' TYPE'R'5,203.535,202.165,209.785,209.78STM INLET-02

5.600.01310' TYPE 'R'5,209.595,208.055,215.555,215.55STM INLET-03

9.300.01315' TYPE'R'5,214.605,211.125,218.335,218.33STM INLET-04

1.500.01310' TYPE 'R'5,226.065,224.605,231.815,231.81STM INLET-05

1.600.01310' TYPE 'R'5,230.205,228.165,234.615,234.61STM INLET-06

14.600.01315' TYPE'R'5,233.425,231.165,237.365,237.36STM INLET-07

2.4010' TYPE 'R'5,200.425,191.265,205.625,205.62STM INLET-00

5.1010' TYPE 'R'5,200.625,194.035,205.845,205.84STM INLET-0.1


1/24/2019



FlexTable: Manhole Table

NotesHeadloss Coefficient (Standard)


(Out)(ft)


(In)(ft)

Flow (Total Out)(cfs)

Elevation (Invert in 1)(ft)

Elevation (Rim)(ft)

Elevation (Ground)

(ft)

LabelID

5' MANHOLE0.8005,232.325,233.1714.605,231.035,237.235,237.23STM MH-0932

5' MANHOLE0.6005,229.395,230.2016.205,228.165,234.485,234.48STM MH-0834

5' MANHOLE0.6005,225.625,226.0617.705,224.605,231.685,231.68STM MH-0736

5' MANHOLE0.5005,218.735,219.1017.705,217.415,224.265,224.26STM MH-0637

5' MANHOLE0.6005,213.815,214.5027.005,210.625,218.195,218.19STM MH-0539

5' MANHOLE0.6005,208.995,209.5932.605,207.555,215.425,215.42STM MH-0441

5' MANHOLE0.6005,202.805,203.5138.305,200.915,209.655,209.65STM MH-0343

8' MANHOLE0.6005,201.115,201.3447.905,194.895,207.025,207.02STM MH-0244

8' MANHOLE0.0005,200.775,200.7747.905,192.475,206.185,206.18STM MH-1045


1/24/2019



Profile Report


5,190.00

5,195.00

5,200.00

5,205.00

5,210.00

5,215.00

5,220.00

5,225.00

5,230.00

5,235.00

5,240.00

-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00

Station (ft)

STM MH-09

Rim: 5,237.23 ftInvert: 5,230.58 ft

STM MH-02

Rim: 5,207.02 ftInvert: 5,193.43 ft

STM MH-03

Rim: 5,209.65 ftInvert: 5,200.34 ft

STM MH-04

Rim: 5,215.42 ftInvert: 5,206.68 ft

STM MH-05

Rim: 5,218.19 ftInvert: 5,210.13 ft

STM MH-06

Rim: 5,224.26 ftInvert: 5,217.21 ft

STM MH-07

Rim: 5,231.68 ftInvert: 5,223.81 ft

STM MH-08

Rim: 5,234.48 ftInvert: 5,227.71 ft

STM INLET-01

Rim: 5,201.47 ftInvert: 5,195.81 ft

PIPE - 7 (1): 297.1 ft @ 0.022 ft/ft

RCP

PIPE - 7: 297.0 ft @ 0.023 ft/ft

RCP

PIPE - 6: 112.1 ft @ 0.030 ft/ft

RCP

PIPE - 19: 110.0 ft @ 0.024 ft/ft

RCP

PIPE - 17: 343.1 ft @ 0.005 ft/ft RCP

PIPE - 3: 134.7 ft @

0.043 ft/ft

RCP

PIPE - 8 (1): 297.1 ft @ 0.021 ft/ft

RCP

PIPE - 8: 296.9 ft @ 0.010 ft/ft

RCP


1/24/2019



Profile Report



1/24/2019



Profile Report



1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIPE - 28: 12.7 ft @ 0.020 ft/ft

RCP


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIPE - 26: 12.6 ft @ 0.020 ft/ft

RCP


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)


1/24/2019



Profile Report


Ele

va

tio

n (

ft)

PIP

E - 23: 12.7 ft @

0.030 ft/ft

RC

P


1/24/2019



APPENDIX C – Clogged Inlets and Street Capacity

Clogged Inlet Analysis

Street Section Capacity Checks

A1

A1

100 YR PONDING

WSEL=5202.25

5202.83 ROW

5201.67 FL

5202.68 FL

5202.00 FL

5202.96 ROW

5202.24 FL

5203.71 FL

5202.16 ROW

5201.00 FL

PROJECT NAME:

JOB NO.:

SHEET

SCALE:DRAWN: PA/PM:

DATE :

CIVIL ENGINEERING & SURVEYING

DP 7 CLOGGED INLET SECTION

WILLOWBEND - HOLLY STREET

DCS-17-4088 04/06/2018

LO TG 1"=50'

SCALE: 1" = 100'

ORIGINAL GRAPHIC SCALE

0 50 100

AutoCAD SHX Text

7

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Channel Slope 0.02000 ft/ft

Discharge 9.60 ft³/s

Section Definitions

Station (ft) Elevation (ft)

10+00 5202.83

10+50 5202.35

11+00 5202.13

11+18 5202.12

11+50 5202.18

12+00 5202.25

12+50 5202.48

Roughness Segment Definitions

Start Station & Elevation End Station & Elevation Roughness Coefficient

(10+00, 5202.83) (12+50, 5202.48) 0.030

Options

Current Roughness Weighted Method

Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.13 ft

Elevation Range 5202.12 to 5202.83 ft

Flow Area 8.28 ft²

Wetted Perimeter 123.11 ft

Hydraulic Radius 0.07 ft

Top Width 123.11 ft

Worksheet for Inlet DP7 @ ROW

1/25/2019 10:50:59 AM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page

Results


Critical Depth 0.11 ft

Critical Slope 0.03325 ft/ft

Velocity 1.16 ft/s

Velocity Head 0.02 ft

Specific Energy 0.15 ft

Froude Number 0.79

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s






1/25/2019 10:50:59 AM



Project Description



Input Data




Cross Section Image

Cross Section for Inlet DP7 @ ROW

1/25/2019 10:50:33 AM



29

S

W

S

S

A1

A1

5208.38

5211.00

5209.59

5208.62

5209.22

5207.42

5207.17 ROW

5206.07 ROW

5206.73 ROW

5206.14 FL

5205.33 FL

5206.20 FL

100 YR PONDING WSEL=5206.14

5206.51 FL

5206.08 FL

5206.94 FL

PROJECT NAME:

JOB NO.:

SHEET

SCALE:DRAWN: PA/PM:

DATE :


DP8 CLOGGED INLET SECTION


DCS-17-4088 04/06/2018

LO TG 1"=50'

SCALE: 1" = 100'


0 50 100

AutoCAD SHX Text

8

Project Description



Input Data



Section Definitions


10+50 5206.52

11+00 5206.20

11+50 5206.08

11+79 5206.06

12+00 5206.08

12+50 5206.21

13+00 5206.66



(10+50, 5206.52) (13+00, 5206.66) 0.030

Options


Pavlovskii's Method



Results



Flow Area 5.22 ft²



Top Width 100.33 ft


1/25/2019 10:51:42 AM



Results




Velocity 0.98 ft/s



Froude Number 0.75


GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description









1/25/2019 10:51:42 AM



Project Description



Input Data




Cross Section Image


1/25/2019 10:51:26 AM



29

STS

A1

A1

5207.12 ROW

5206.09 ROW

5206.96 ROW

5206.14 FL

5205.11 FL

5205.98 FL

100 YR PONDING WSEL=5206.15

5206.91 FL

5205.90 FL

5206.75 FL

PROJECT NAME:

JOB NO.:

SHEET

SCALE:DRAWN: PA/PM:

DATE :


DP9 CLOGGED INLET SECTION


DCS-17-4088 04/06/2018

LO TG 1"=50'

SCALE: 1" = 100'


0 50 100

AutoCAD SHX Text

9

Project Description



Input Data



Section Definitions


10+50 5206.59

11+00 5206.25

11+36 5206.12

11+64 5206.09

12+00 5206.14

12+50 5206.38

13+00 5206.75



(10+50, 5206.59) (13+00, 5206.75) 0.030

Options


Pavlovskii's Method



Results



Flow Area 2.98 ft²



Top Width 76.58 ft


1/25/2019 10:52:38 AM



Results




Velocity 0.81 ft/s



Froude Number 0.72


GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description









1/25/2019 10:52:38 AM



Project Description



Input Data




Cross Section Image


1/25/2019 10:52:08 AM




APPENDIX D – Maps

Developed Basin Map

TR

AC

T E

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AC

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WW

W

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W W W W W W

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W W W W W

W W W W W

W W W W W W

W

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E

E

E

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E E E

E

E

E

X X XXXX

X

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X X X X

U

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ST

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ST

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B

R

TR

AC

T P

TR

AC

T N

TR

AC

T R

TR

AC

T X

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AC

T X

TR

AC

T E

TR

AC

T R

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AC

T Q

TR

AC

T X

TR

AC

T X

TRACT E

T

R

A

C

T

U

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A

C

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Z

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T Q

30

13

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26

15

G

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.

E. 148T

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HUDSON ST.

GR

AP

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DRAWN BY:

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Sheet of

DATE:

suite 230

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denver, co 80209

p 303.561.3333

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17-4088

TG

LMO

04/06/2018

DR01

01 01

LEGEND

DESIGN POINT

PROPOSED FLOW DIRECTION

STREET SLOPE

EXISTING GRADE CONTOUR

A = DEVELOPED BASIN DESIGNATION

B = BASIN AREA (ACRES)

C = 5 YEAR COMPOSITE RUNOFF

COEFFICIENT

D = 100 YEAR COMPOSITE RUNOFF

5250

PROPOSED PROPERTY LINE

6.00%

HIGH POINT

LOW POINT

PROPOSED STORM SEWER W/ F.E.S.

PROPOSED TYPE 13 (SPECIAL) INLET

EXISTING TYPE 13 (SPECIAL) INLET

EXISTING CULVERT

PROPOSED GRADE CONTOUR

5250

CATCHMENT BOUNDARY

PROPOSED MAJOR BASIN BOUNDARY

A

B

AC.

C

D

H.P.

L.P.

BASIN BOUNDARY FROM PREVIOUS

STUDY

PROPOSED BASIN BOUNDARY

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9

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AutoCAD SHX Text

13

AutoCAD SHX Text

13

AutoCAD SHX Text

14

AutoCAD SHX Text

14

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2

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4

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7

AutoCAD SHX Text

1

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3

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5

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6

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8

AutoCAD SHX Text

9

AutoCAD SHX Text

35942

AutoCAD SHX Text

A1

Documents

FINAL DRAINAGE REPORT WILLOW BEND HOLLY STREETcityofthornton.net/.../2nd_Submittal/17-4088_Holly_Street_Drainage_Report.pdfWillow Bend – Holly Street 04/06/2018 990 South Broadway