F i n a l D r a i n a g e R e p o r t A m b a r y G a r d e n s

1 0 6 5 5 W . 7 2 n d A v e .

Prepared For:

72nd Ave, LLC 1950 Bellerive Lane, Suite 109

Coeur d’Alene, Idaho 83814

Prepared By:

603 Park Point Drive, Suite 100 Golden, CO 80401

(303) 674-7355

Job Number: 020297-01-001

Contact: Clif Dayton, PE

March 2017

i

Engineers Statement This report for the drainage design of 10655 W. 72nd Avenue – Ambary Gardens was prepared by me (or under my supervision) in accordance with the requirements of the City of Arvada “Engineering Code of Standards and Specifications for the Design and Construction of Public Improvements”, and was designed to comply with the provisions thereof. I understand that the City of Arvada does not, and will not, assume liability for drainage facilities designed by others. Clif Dayton Registered Professional Engineer State of Colorado Registration No. 48189 For and on Behalf of Bowman Consulting

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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TABLE OF CONTENTS

1.0 GENERAL LOCATION AND DESCRIPTION………………………………………. 1

2.0 DRAINAGE BASINS AND SUB-BASINS…………………………………………... 2

3.0 DRAINAGE DESIGN CRITERIA……………………………………………………...4

4.0 DRAINAGE FACILITY DESIGN……………………………………………………… 5

5.0 CONCLUSIONS………………………………………………………………………... 7

6.0 REFERENCES………………………………………………………………………….8

APPENDICES

A. Location Map B. Hydrologic Calculations C. Hydraulic Calculations D. Drainage Basin Maps

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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1.0 GENERAL LOCATION AND DESCRIPTION 1.1 LOCATION 1.1.1 City, County, State Highway, and Local Streets The Ambary Gardens site is located in the City Arvada, County of Jefferson, State of Colorado. The site is bounded by West 72nd Avenue to the south, the Union Pacific Railroad to the North, vacant private property to the east and existing residential development as well as Oberon Junior High School to the west (see Location Map in Appendix A). 1.1.2 Township, Range, Section The Site is located within a portion of the Southeast ¼ of Section 33, Township 2 South, Range 69 West of the 6th Principal Meridian. 1.2 DESCRIPTION OF PROPERTY 1.2.1 General Project Description The Ambary Gardens site improvements will consist of the construction of approximately 44,000 square feet of additional greenhouse space, and associated parking and drive aisles. No improvements to the existing buildings will be made. 1.2.2 Area The total area of the project site is 6.47 acres. Construction activities will result in an area of disturbance of approximately 4.13 acres. An additional offsite area of 1.44 acres drains through the property as well. 1.2.3 Ground Cover The site is currently occupied by several existing structures and their associated gravel parking areas. Soils are Nunn-Urban land complex soils, which are classified as hydrologic Type C soil. Existing site topography generally slopes from North to South with slopes of approximately 5% over the majority of the site. 1.2.4 Major Drainage-Ways and Facilities There are no major drainage-ways adjacent to the site. The Croke Canal is located north/northeast of the site on the opposite site of the adjacent railroad tracks.

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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1.2.5 Existing Major Irrigation Facilities There are no major irrigation facilities adjacent to the site. 1.2.6 History of Flooding The Site does not have a previous history of flooding that we are aware of nor is the site located within or near a regulatory floodplain. 1.2.7 Easements Within and Adjacent to the Site There is an existing utility easement on the east side of the existing cell phone tower and associate fiber optic lines. An additional 20’ utility easement is proposed with this project to accompany the proposed looped water line. 2.0 DRAINAGE BASINS AND SUB-BASINS 2.1 MAJOR BASIN DESCRIPTION 2.1.1 Major Drainage-Way Studies The Site is located within the Ralston Creek watershed. Ralston Creek is located approximately 0.7 miles directly south of the site. All flows from the site currently drain from the site undetained into the W 72nd Ave R.O.W. From there, the flows are conveyed via a storm sewer system across W 72nd Ave and into the roadside ditch. 2.2 SUB-BASIN DESCRIPTION 2.2.1 Historic Drainage Patterns The Site currently surface drains to the south toward W 72nd Ave. There are no existing detention facilities on the site. 2.2.2 On-Site and Off-Site Sub-Basin Characteristics The proposed site has been divided into several sub-basins. On-site sub-basins A-1, A-2, A-3, and A-4 will be directed into the proposed detention basin while sub-basin UD-1 will remain undetained. An offsite area which drains through the site has been split into several sub-basins to facilitate inlet sizing. Sub-basins OS-2, OS-3, OS-4, and OS-5 will be directed into the proposed detention basin. However, the flows from these sub-basins will pass through the detention basin undetained. Sub-basins OS-1 and OS-6 will continue to flow through the site as well, but will not be directed to the proposed detention basin.

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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Sub-basin A-1 (Area=0.45 acres, I=29.5%, Q5=0.64 cfs, Q100=2.30 cfs) is located to the north of the proposed greenhouses. Stormwater runoff from this sub-basin will sheet flow into a lawn area and then be collected by lawn inlet A-8. The runoff will then enter the proposed detention basin through the proposed storm sewer network. Sub-basin A-2 (Area=0.27 acres, I=50.2%, Q5=0.50 cfs, Q100=1.44 cfs) is also located to the north of the proposed greenhouses. Stormwater runoff from this sub-basin will sheet flow into a lawn area and then be collected by lawn inlet A-11. The runoff will then enter the proposed detention basin through the proposed storm sewer network. Sub-basin A-3 (Area=1.42 acres, I=66.2%, Q5=4.68 cfs, Q100=8.92 cfs) is located in the northern portion of the site and includes most of the proposed buildings, and a portion of the drive aisle/parking improvements. Stormwater runoff will sheet flow and then collect into swales which will direct the runoff into the proposed detention and water quality pond. Sub- basin UD-1 (Area=4.32acres, I=58.5%, Q5=6.42 cfs, Q100=17.17 cfs) is located in the southern portion of the site and includes the existing buildings, one of the proposed greenhouses, the front parking areas, a portion of the proposed drive aisles and frontage sidewalks. The runoff from this sub-basin will continue to flow undetained to the W 72nd Ave R.O.W. as it does under existing conditions. Sub-basin OS-1 (Area=0.32 acres, I=2%, Q5=0.24 cfs, Q100=1.43 cfs) is located in the northern corner of the site. This offsite area is owned by the railroad and flows through the site under existing conditions. Under proposed conditions, the runoff from this area will continue to flow through the site undetained. Sub-basin OS-2 (Area=0.37 acres, I=2%, Q5=0.29 cfs, Q100=1.69 cfs) is located northeast of Sub-basin A-1. This offsite area is owned by the railroad and flows through the site under existing conditions. Under proposed conditions, the runoff from this area will be collected by lawn inlet A-8 which will discharge to the proposed detention basin. This runoff will flow through the detention basin, although the flows will remain undetained. Sub-basin OS-3 (Area=0.33 acres, I=2%, Q5=0.25 cfs, Q100=1.50 cfs) is located northeast of Sub-basin A-2. This offsite area is owned by the railroad and flows through the site under existing conditions. Under proposed conditions, the runoff from this area will be collected by lawn inlet A-11 which will discharge to the proposed detention basin. This runoff will flow through the detention basin, although the flows will remain undetained. Sub-basin OS-4 (Area=0.21 acres, I=2%, Q5=0.16 cfs, Q100=0.95 cfs) is located northeast of Sub-basin A-3. This offsite area is owned by the railroad and flows through the site under existing conditions. Under proposed conditions, the runoff from this area will sheet flow and then collect into swales which will direct runoff into the proposed detention basin. This runoff will flow through the detention basin, although the flows will remain undetained.

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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Sub-basin OS-5 (Area=0.16 acres, I=2%, Q5=0.13 cfs, Q100=0.75 cfs) is located southeast of Sub-basin OS-4. This offsite area is owned by the railroad and flows through the site under existing conditions. Under proposed conditions, the runoff from this area will continue to flow through the site undetained. All times of concentration are conservatively assumed as 5 minutes with the exception of sub-basin UD-1. The time of concentration for sub-basin UD-1 was calculated as being 13.2 minutes. 3.0 DRAINAGE DESIGN CRITERIA 3.1 REGULATIONS This site’s stormwater drainage system design was developed using regulations, standards, and criteria found within the City of Arvada Engineering Code of Standards and Specifications for the Design and Construction of Public Improvements and the Urban Drainage and Flood Control District’s Drainage Criteria Manual, Volumes I, II, and III. Per conversations with City staff, the FAA method was used for the design of the detention basin. 3.2 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 3.2.1 Previous Drainage Studies for the Site We are not aware of any previous drainage studies that included this Site. 3.2.2 Site Drainage Impact The proposed project includes a series of swales and lawn inlets to direct flows from the northern half of the site to a proposed water quality and detention basin that has been sized to capture and treat the water quality capture volume and detain the 5-year (minor) and 100-year (major) storm events. The release rates for the detention basin have accounted for all on-site and off-site drainage flowing to the detention basin. Runoff will be detained such that under proposed conditions, the flows from the site will be equal to or less than those found under existing conditions. Offsite flows not required to be treated or detained will pass through the detention basin. The water quality capture volume is incorporated into the detention basin. The site will not adversely impact surrounding drainage systems within W 72nd Ave as flows will not increase as a result of the proposed improvements. 3.2.3 Hydrologic Criteria

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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Design Rainfall: 1-hour point rainfall depths were used per UDFCD’s UD-Rainfall spreadsheet for Westminster City Hall.

Hydrologic Soil Group: NRCS hydrologic soil group C Runoff Calculation Method: Rational Method. Design Storm Recurrence Intervals: 5-year & 100-year Detention volume determined by modified FAA method (see Appendix B). 3.2.4 Hydraulic Criteria Size swales, lawn inlets, and storm piping for the 100-year event (5-year required by City of

Arvada) Size detention facilities for the WQCV, 5-year and 100-year event Do not adversely impact existing storm systems 3.2.5 Storm Water Quality Criteria Water quality will be provided via an extended detention basin. A micropool has been

incorporated into the detention basin and the orifice plate on the outlet structure will release the WQCV at a rate that will result in a drain time of 40 hours. The WQCV has been calculated using equations 3-1 and 3-3 of the Manual. The calculated WQCV is 0.065 ac-ft or 2831.4 cf. To achieve a drain time of 40 hours, the WQCV will release through 5 – 7/16” holes in the orifice plate, each vertically spaced 4” apart.

3.2.6 Waivers from Criteria The City of Arvada “Engineering Code of Standards and Specifications for the Design and

Construction of Public Improvements” specifies a minimum pipe size of 15”. The existing storm pipes with the 72nd Ave ROW are only 12” in diameter. So as to not overwhelm the existing storm system, the outlet piping from the proposed detention basin is specified as 12” HDPE and flows have been restricted such that they do not exceed the capacity of the pipe.

4.0 DRAINAGE FACILITY DESIGN 4.1 GENERAL CONCEPT The proposed swales and lawn inlets will capture the 100-year runoff producing event from a majority of the northern half of the site and direct it to the proposed detention basin in the center of the site. Inlet A-8 will collect runoff from sub-basins A-1 and OS-2. Inlet A-11 will collect runoff from sub-basins A-2 and OS-3. Sub-basin A-3 will drain directly to the detention basin via swales and roof drains. The proposed detention basin will provide storage for the WQCV, 5-year, and 100-year events. A forebay, trickle channel, and micropool are proposed creating an extended detention basin. An

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

Bowman Consulting 303.674.7355

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outlet structure will control release rates from the pond. The pond outfall will discharge to the existing storm system within the 72nd Ave Right of Way. In case of an emergency, an emergency spillway has been provided at the east end of the proposed detention basin. Any flows which overtop the spillway will be directed toward the W 72nd Ave R.O.W. via the existing vehicular path on the east side of the existing greenhouses. 4.2 SPECIFIC DETAILS 4.2.1 Conveyance System The stormwater conveyance system for the Site will consist of: Swales to collect sheet flow and direct flow to the detention basin. Two (2) 18” Nyoplast lawn inlets, two (2) nyoplast manholes, and one (1) standard manhole. Approximately 91 l.f. of 15” HDPE and 329 l.f. of 18” HDPE pipe to convey runoff captured

by the inlets to the detention basin. An outlet structure with micropool and orifice plate to control the 5-year and 100-year storm

and water quality release rates. Approximately 619 l.f. of 12” HDPE to convey outflow from the detention basin to the

existing storm sewer within the 72nd Ave Right of Way. 4.2.2 Detention Facility Stormwater detention for the site will be provided by an extended detention basin. This detention basin will provide water quality as well as 5-year and 100-year detention for sub-basins A-1, A-2, and A-3. Per City of Arvada requirements, the runoff from these sub-basins will be detained such that flows from the entire site do not exceed existing flows emanating from the site. Offsite flows will enter the proposed detention basin and will pass through undetained. The outlet structure and orifice plate have been sized to pass the allowable flow from the basin as well as the offsite flows. The following tables offers a summary of flows under existing and proposed conditions.

Existing Site Runoff (6.47 ac) Undetained Site Runoff UD1 (4.32 ac) – Proposed Conditions

Allowable release from detention basin = Existing – UD1

Q5 Q100 Q5 Q100 Q5 Q100 7.33 cfs 25.70 cfs 6.42 cfs 17.17 cfs 0.91 cfs 8.53 cfs

Allowable release from pond

based on Onsite flows Qallow

Offsite Flows in to pond Qoffsite in to pond

Total allowable release from detention basin =

Qallow + Qoffsite in to pond Q5 Q100 Q5 Q100 Q5 Q100

0.91 cfs 8.53 cfs 0.70 cfs 4.14 cfs 1.61 cfs 12.67 cfs

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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Outlet Pipe Capacity

Total allowable release from detention basin

Actual release rate from detention basin

12” HDPE @ 0.50% 1.75 cfs

Q5 Q100 Q5 Q100 1.61 cfs 12.67 cfs 0.86 cfs 1.70 cfs

4.2.3 Maintenance The stormwater improvements on the site are private improvements, and will be maintained by the property owner. Proper maintenance should be as follows.

4.2.3. A. Inspection Inspect the detention basin at least quarterly (every three months) for the first two years of operation and then twice a year for the life of the facility, if a reduced inspection schedule is warranted based on the initial two years. Specifically look for debris that could cause the structure to bypass the minor event flows. Strong odors may also indicate that the facility is not draining properly. Inspection should be performed by a person who is familiar with the operation and configuration of the detention basin. 4.2.3. B. Debris Removal Remove any flow blocking debris as soon as possible following inspection. Sediment that has accumulated in the forebay, trickle channel, micropool or any other part of the detention basin must be removed as soon as possible following the inspection.

4.2.4 Ground Water A geotechnical engineering study entitled “Terracon Georeport – Proposed Greenhouse Addition” dated August 18, 2016 was prepared for the site by Terracon. Based on the information contained in the report, ground water was encountered in two of the three on-site borings at depths of between 7 and 8’ below grade. This translates to an approximate groundwater elevation of 5128.10. 5.0 CONCLUSIONS 5.1 COMPLIANCE WITH STANDARDS This drainage report presents the drainage analysis for the site and complies with the criteria and standards of the City of Arvada. The drainage system provides detention for the 5-year and 100-year storm events such that post development flows are less than or equal to pre-development flows. Water quality treatment will also be provided as required by the City.

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

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6.0 REFERENCES 1. City of Arvada. January 2016. City of Arvada Engineering Code of Standards and

Specifications for the Design and Construction of Public Improvements.

2. Urban Drainage and Flood Control District. June 2001. Urban Storm Drainage and Technical Criteria Manual, Volume I, II.

3. Urban Drainage and Flood Control District. November 2010. Urban Storm Drainage and Technical Criteria Manual, Volume III.

4. Terracon. August 2016. Terracon Georeport – Proposed Greenhouse Addition.

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

Bowman Consulting 303.674.7355

APPENDIX A Location Map

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

Bowman Consulting 303.674.7355

APPENDIX B Hydrologic Calculations

Blue cells are inputs.

Project:

Hydrologic Zone (1, 2, 3, or 4) = 1 (see map)Elevation at Center of Watershed = N/A ft

Watershed Area (Optional) = sq. mi.

(Optional) Select a location within the UDFCD boundary:Longitude: 39° 51' 45"Latitude: 105° 02' 56" W

1. Rainfall Depth-Duration-Frequency Table

If within the UDFCD Boundary, Enter the 1-hour and 6-hour rainfall depths from the USDCM Volume 1.

Otherwise, Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III.

ReturnPeriod 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr

2-yr 0.27 0.43 0.54 0.75 0.96 1.14 1.28 1.49 N/A

5-yr 0.39 0.62 0.78 1.08 1.38 1.59 1.75 2.00 N/A

10-yr 0.46 0.74 0.93 1.29 1.64 1.90 2.09 2.40 N/A

25-yr 0.57 0.92 1.15 1.59 2.03 2.33 2.56 2.91 N/A

50-yr 0.65 1.04 1.31 1.80 2.30 2.62 2.86 3.24 N/A

100-yr 0.74 1.19 1.49 2.06 2.63 2.98 3.23 3.64 N/A

500-yr 0.93 1.48 1.87 2.58 3.29 3.71 4.03 4.52 N/A

Note: Refer to Figures 4-1 through 4-12 of USDCM Volume 1 for 1-hr and 6-hr rainfall depths.

Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths.

Rainfall depths for durations less than 1-hr are calculated using Equation 4-4 in USDCM Volume 1.

2. Rainfall Intensity-Duration-Frequency Table

Return

Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr

2-yr 3.26 2.60 2.18 1.51 0.96 0.60 0.44 0.26 0.09

5-yr 4.68 3.73 3.13 2.17 1.38 0.86 0.64 0.38 0.13

10-yr 5.56 4.44 3.72 2.57 1.64 1.02 0.76 0.45 0.15

25-yr 6.89 5.49 4.61 3.19 2.03 1.26 0.94 0.55 0.19

50-yr 7.80 6.22 5.22 3.61 2.30 1.43 1.06 0.63 0.21

100-yr 8.92 7.12 5.97 4.13 2.63 1.63 1.21 0.72 0.25

500-yr 11.16 8.90 7.47 5.16 3.29 2.04 1.52 0.90 0.31

Note: Intensity approximated using 1-hr rainfall depths and Equation 4-3 in USDCM Volume 1.

Depth-Duration-Frequency and Intensity-Duration-FrequencyTables for Colorado Hydrologic Zones 1 through 4

Rainfall Depth in Inches at Time Duration

Rainfall Intensity in Inches Per Hour at Time Duration

Located within UDFCD Boundary

Located outside of UDFCD Boundary

Where is the Watershed Located?

UD-Rain_v1.03.xlsm, DDF & IDF Tables 3/8/2017, 11:59 AM

Zone

a b c d e f m n r q

1 0.2180 0.7090 0.0000 1.8970 0.4390 -0.0080 0.3420 0.6580 0.5970 0.4030

2 -0.0110 0.9420 0.0000 0.4940 0.7550 0.0000 0.3410 0.6590 0.5690 0.4310

3 0.0190 0.7110 0.0010 0.3380 0.6700 0.0010 0.2500 0.7500 0.4670 0.5330

4 0.0280 0.8900 0.0000 0.6710 0.7570 -0.0030 0.2500 0.7500 0.4670 0.5330

Ret Pd 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr

2 0.27 0.43 0.54 0.75 0.96 1.14 1.28 1.49

5 0.39 0.62 0.78 1.08 1.38 1.59 1.75 2.00

10 0.46 0.74 0.93 1.29 1.64 1.90 2.09 2.40

25 0.57 0.92 1.15 1.59 2.03 2.33 2.56 2.91

50 0.65 1.04 1.31 1.80 2.30 2.62 2.86 3.24

100 0.74 1.19 1.49 2.06 2.63 2.98 3.23 3.64

500 0.93 1.48 1.87 2.58 3.29 3.71 4.03 4.52

1 - Hour 2 - hour 3 - Hour

Depth-Duration-Frequency and Intensity-Duration-FrequencyTables for Colorado Hydrologic Zones 1 through 4

Location Map of Sites with UDFCD Boundary

Hydrologic Zones (1, 2, 3, or 4)

0

2

4

6

8

10

120

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

1 10 100

Rainfall Intensity (inches per hour)

Rainfall Depth (inches)

Return Period (years)

Design Rainfall IDF & DDF Chart 24‐hr depth

6‐hr depth

3‐hr depth

2‐hr depth

1‐hr depth

30‐min depth

15‐min depth

10‐min depth

5‐min depth

24‐hr intensity

6‐hr intensity

3‐hr intensity

2‐hr intensity

1‐hr intensity

30‐min intensity

15‐min intensity

10‐min intensity

5‐min intensity

UD-Rain_v1.03.xlsm, DDF & IDF Tables 3/8/2017, 11:59 AM

Ambary Gardens - EX Gravel 40% KCD (2) =0 KCD (10) = -0.18i + 0.21

020297-01-001 Landscape Area 2% KCD (5) = -0.10i + 0.11 KCD (100) = -0.39i + 0.46

3/8/2017 Paved Area 100% CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04)JL Roof Area 90%

*NOTE: KCD & CCD Equations from UDFCD Criteria Manual

A gravel A landscape A paved A roof A total K CD K CD K CD K CD C CD C CD C CD C CD

(ft2) (ft2) (ft2) (ft2) (acres) 02-yr 05-yr 10-yr 100-yr 02 yr 05 yr 10 yr 100 yrEX-A1 23,522 184,959 11,326 61,855 6.47 28.44% 0 0.08 0.16 0.35 0.22 0.30 0.38 0.57

EX-OS-1 0 60,863 0 0 1.40 2% 0 0.11 0.21 0.45 0.06 0.16 0.26 0.51

Basin Designation

Impervious-ness

ImperviousImperviousImperviousImpervious

Composite C Calculations

Coefficient EquationsJurisdiction Impervious ValueProject Name

Project No.Revised Date

Calculated By

Project Information

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Grassed Waterway 15Heavy Meadow 2.5 ti = 0.395(1.1 - C5)L

1/2 / S1/3

Nearly Bare Ground 10Paved Areas and Shallow Paved Swales 20

Short Pasture and Lawns 7Tillage / Field 5

*NOTE: Cv Values, Ti, Tt, & Tc Equations from UDFCD Criteria Manual

FINALti + tt tc USED

Area CCD length slope ti length slopeConveyanceCoefficient velocity tt tc Total Length tc tc

(acres) 05 yr (ft) % (min) (ft) % Cv (ft/sec) (min) (min) (ft) (min) (min)

EX-A1 6.47 0.30 100 6.50% 7.88 588 3.40%Paved areas and shallow

paved swales20 3.69 2.66 10.54 688 13.82 10.54

EX-OS-1 1.40 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

Time of Concentration

Time of Concentration Equations

tt = (L/v)/60

Project Information

3/8/2017 tc check: tc = (L/180) + 10

Project NameProject No.

Conveyance Coefficient Value

Revised Date

Type of LandSurface

tc CHECK

DATA (ti) (tt) (urbanized basins)

Basin Designation

TRAVEL TIME

Calculated By JL

SUB-BASIN INITIAL/OVERLAND TIME

020297-01-001Ambary Gardens - EX

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Intensity Equation

I = 28.5 (P1)/(10+Tc)0.786

*NOTE: P & Intensity Equation from UDFCD Criteria Manual

0.22 1.55 0.96 2.54 3.95 02 YR0.30 2.01 1.38 3.66 7.33 05 YR0.38 2.52 1.64 4.35 10.96 10 YR0.57 3.69 2.63 6.97 25.70 100 YR0.06 0.08 0.96 3.26 0.25 02 YR0.16 0.23 1.38 4.68 1.07 05 YR0.26 0.37 1.64 5.56 2.03 10 YR0.51 0.71 2.63 8.92 6.32 100 YR

Runoff Calculations (Rational Method)

intensity (in/hr)

Q (cfs)

EX-A1 6.47 10.54

P1

5.00

Basin Area (ac.) 'c' cA tc (min)

EX-OS-1 1.40

Calculated By JL

Project InformationProject Name Ambary Gardens - Ex

Project No. 020297-01-001Revised Date 3/8/2017

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Ambary Gardens - Pr Gravel Area 40% KCD (2) =0 KCD (10) = -0.18i + 0.21

020297-01-001 Landscape Area 2% KCD (5) = -0.10i + 0.11 KCD (100) = -0.39i + 0.46

3/8/2017 Paved Area 100% CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04)JL Roof Area 90%

*NOTE: KCD & CCD Equations from UDFCD Criteria Manual

A gravel A landscape A paved A roof A total K CD K CD K CD K CD C CD C CD C CD C CD

(ft2) (ft2) (ft2) (ft2) (acres) 02-yr 05-yr 10-yr 100-yr 02 yr 05 yr 10 yr 100 yrA-1 0 14,225 5,551 0 0.45 29.5% 0 0.08 0.16 0.34 0.22 0.30 0.38 0.57A-2 0 5,911 5,724 0 0.27 50.2% 0 0.06 0.12 0.26 0.34 0.40 0.46 0.60A-3 0 17,424 5,376 39,257 1.42 66.2% 0 0.04 0.09 0.20 0.46 0.50 0.55 0.66

OS-1 0 13,782 0 0 0.32 2.0% 0.11 0.21 0.45 0.06 0.16 0.26 0.51OS-2 0 16,310 0 0 0.37 2.0% 0.11 0.21 0.45 0.06 0.16 0.26 0.51OS-3 0 14,417 0 0 0.33 2.0% 0.11 0.21 0.45 0.06 0.16 0.26 0.51OS-4 0 9,181 0 0 0.21 2.0% 0.11 0.21 0.45 0.06 0.16 0.26 0.51OS-5 0 7,171 0 0 0.16 2.0% 0.11 0.21 0.45 0.06 0.16 0.26 0.51UD-1 2,755 71,175 48,136 66,090 4.32 58.5% 0.05 0.10 0.23 0.40 0.45 0.50 0.63

Basin Designation

Impervious-ness

ImperviousImperviousImperviousImpervious

Composite C Calculations

Coefficient EquationsJurisdiction Impervious ValueProject Name

Project No.Revised Date

Calculated By

Project Information

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17.xls

Grassed Waterway 15Heavy Meadow 2.5 ti = 0.395(1.1 - C5)L

1/2 / S1/3

Nearly Bare Ground 10Paved Areas and Shallow Paved Swales 20

Short Pasture and Lawns 7Tillage / Field 5

*NOTE: Cv Values, Ti, Tt, & Tc Equations from UDFCD Criteria Manual

FINALti + tt tc USED

Area CCD length slope ti length slopeConveyanceCoefficient velocity tt tc Total Length tc tc

(acres) 05 yr (ft) % (min) (ft) % Cv (ft/sec) (min) (min) (ft) (min) (min)

A-1 0.45 0.30 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

A-2 0.27 0.40 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

A-3 1.42 0.50 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

OS-1 0.32 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

OS-2 0.37 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

OS-3 0.33 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

OS-4 0.21 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

OS-5 0.16 0.16 0 Paved areas and shallow

paved swales20 0 0.00 0 10.00 5.00

UD-1 4.32 0.45 240 6.50% 9.93 553 2.0%Paved areas and shallow

paved swales20 2.83 3.26 13.19 793 14.41 13.19

Time of Concentration

Time of Concentration Equations

tt = (L/v)/60

Project Information

3/8/2017 tc check: tc = (L/180) + 10

Project NameProject No.

Conveyance Coefficient Value

Revised Date

Type of LandSurface

tc CHECK

DATA (ti) (tt) (urbanized basins)

Basin Designation

TRAVEL TIME

Calculated By JL

SUB-BASIN INITIAL/OVERLAND TIME

020297-01-001Ambary Gardens - Pr

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Intensity Equation

I = 28.5 (P1)/(10+Tc)0.786

*NOTE: P & Intensity Equation from UDFCD Criteria Manual

0.22 0.10 0.96 3.26 0.33 02 YR0.30 0.14 1.38 4.68 0.64 05 YR0.38 0.17 1.64 5.56 0.96 10 YR0.57 0.26 2.63 8.92 2.30 100 YR0.34 0.09 0.96 3.26 0.29 02 YR0.40 0.11 1.38 4.68 0.50 05 YR0.46 0.12 1.64 5.56 0.68 10 YR0.60 0.16 2.63 8.92 1.44 100 YR0.46 0.65 0.96 3.26 2.12 02 YR0.50 0.71 1.38 4.68 3.34 05 YR0.55 0.78 1.64 5.56 4.34 10 YR0.66 0.94 2.63 8.92 8.37 100 YR0.06 0.02 0.96 3.26 0.06 02 YR0.16 0.05 1.38 4.68 0.24 05 YR0.26 0.08 1.64 5.56 0.46 10 YR0.51 0.16 2.63 8.92 1.43 100 YR0.06 0.02 0.96 3.26 0.07 02 YR0.16 0.06 1.38 4.68 0.29 05 YR0.26 0.10 1.64 5.56 0.54 10 YR0.51 0.19 2.63 8.92 1.69 100 YR0.06 0.02 0.96 3.26 0.06 02 YR0.16 0.05 1.38 4.68 0.25 05 YR0.26 0.09 1.64 5.56 0.48 10 YR0.51 0.17 2.63 8.92 1.50 100 YR0.06 0.01 0.96 3.26 0.04 02 YR0.16 0.03 1.38 4.68 0.16 05 YR0.26 0.06 1.64 5.56 0.31 10 YR0.51 0.11 2.63 8.92 0.95 100 YR0.06 0.01 0.96 3.26 0.03 02 YR0.16 0.03 1.38 4.68 0.13 05 YR0.26 0.04 1.64 5.56 0.24 10 YR0.51 0.08 2.63 8.92 0.75 100 YR0.40 1.71 0.96 2.31 3.95 02 YR0.45 1.93 1.38 3.32 6.42 05 YR0.50 2.16 1.64 3.95 8.54 10 YR0.63 2.71 2.63 6.33 17.17 100 YR

Runoff Calculations (Rational Method)

13.19

5.00

OS-5 0.16 5.00

5.00

OS-3 0.33 5.00

OS-2 0.37 5.00

A-3 1.42 5.00

intensity (in/hr)

Q (cfs)

A-1 0.45 5.00

P1

5.00

Basin Area (ac.) 'c' cA tc (min)

A-2 0.27

OS-1 0.32

OS-4 0.21

UD-1 4.32

Calculated By JL

Project InformationProject Name Ambary Gardens - Pr

Project No. 020297-01-001Revised Date 3/8/2017

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Documents\Drainage\Calcs\Proposed Drainage Calcs 3-1-17.xls

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

Bowman Consulting 303.674.7355

APPENDIX C Hydraulic Calculations

Project:

Basin ID:

Design Information (Input): Design Information (Input):Catchment Drainage Imperviousness Ia = 40.14 percent Catchment Drainage Imperviousness Ia = 40.14 percent

Catchment Drainage Area A = 3.062 acres Catchment Drainage Area A = 3.062 acres

Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D

Return Period for Detention Control T = 5 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)

Time of Concentration of Watershed Tc = 5 minutes Time of Concentration of Watershed Tc = 5 minutes

Allowable Unit Release Rate q = 0.26 cfs/acre Allowable Unit Release Rate q = 0.57 cfs/acreOne-hour Precipitation P1 = 1.38 inches One-hour Precipitation P1 = 2.63 inches

Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3

Coefficient One C1 = 28.50 Coefficient One C1 = 28.50

Coefficient Two C2 = 10 Coefficient Two C2 = 10

Coefficient Three C3 = 0.786 Coefficient Three C3 = 0.786

Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):

Runoff Coefficient C = 0.35 Runoff Coefficient C = 0.58

Inflow Peak Runoff Qp-in = 5.15 cfs Inflow Peak Runoff Qp-in = 16.26 cfs

Allowable Peak Outflow Rate Qp-out = 0.80 cfs Allowable Peak Outflow Rate Qp-out = 1.75 cfsMod. FAA Minor Storage Volume = 3,882 cubic feet Mod. FAA Major Storage Volume = 14,440 cubic feet

Mod. FAA Minor Storage Volume = 0.089 acre-ft Mod. FAA Major Storage Volume = 0.331 acre-ft

5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)

Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage

Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume

minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet

(input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)

0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000

5 4.80 0.035 1.00 0.80 0.006 0.030 5 9.16 0.112 1.00 1.75 0.012 0.100

10 3.81 0.056 0.75 0.60 0.008 0.048 10 7.26 0.177 0.75 1.31 0.018 0.159

15 3.18 0.070 0.67 0.53 0.011 0.059 15 6.06 0.223 0.67 1.16 0.024 0.198

20 2.75 0.081 0.63 0.50 0.014 0.067 20 5.24 0.256 0.63 1.09 0.030 0.226

25 2.43 0.090 0.60 0.48 0.017 0.073 25 4.63 0.283 0.60 1.05 0.036 0.247

30 2.19 0.097 0.58 0.47 0.019 0.078 30 4.17 0.306 0.58 1.02 0.042 0.264

35 1.99 0.103 0.57 0.46 0.022 0.081 35 3.79 0.325 0.57 1.00 0.048 0.277

40 1.83 0.108 0.56 0.45 0.025 0.083 40 3.49 0.341 0.56 0.98 0.054 0.287

45 1.70 0.113 0.56 0.44 0.028 0.085 45 3.24 0.356 0.56 0.97 0.060 0.296

50 1.58 0.117 0.55 0.44 0.030 0.087 50 3.02 0.369 0.55 0.96 0.066 0.303

55 1.49 0.121 0.55 0.44 0.033 0.088 55 2.83 0.381 0.55 0.95 0.072 0.309

60 1.40 0.124 0.54 0.43 0.036 0.088 60 2.67 0.392 0.54 0.95 0.078 0.314

65 1.33 0.127 0.54 0.43 0.039 0.089 65 2.53 0.402 0.54 0.94 0.084 0.318

70 1.26 0.130 0.54 0.43 0.041 0.089 70 2.40 0.412 0.54 0.94 0.090 0.322

75 1.20 0.133 0.53 0.43 0.044 0.089 75 2.29 0.421 0.53 0.93 0.096 0.324

80 1.15 0.136 0.53 0.42 0.047 0.089 80 2.19 0.429 0.53 0.93 0.102 0.327

85 1.10 0.138 0.53 0.42 0.050 0.089 85 2.10 0.437 0.53 0.92 0.108 0.328

90 1.06 0.141 0.53 0.42 0.052 0.088 90 2.02 0.444 0.53 0.92 0.114 0.330

95 1.02 0.143 0.53 0.42 0.055 0.088 95 1.94 0.451 0.53 0.92 0.120 0.331

100 0.98 0.145 0.53 0.42 0.058 0.087 100 1.87 0.457 0.53 0.92 0.126 0.331

105 0.95 0.147 0.52 0.42 0.061 0.086 105 1.81 0.464 0.52 0.91 0.132 0.331

110 0.92 0.149 0.52 0.42 0.063 0.085 110 1.75 0.470 0.52 0.91 0.138 0.331

115 0.89 0.151 0.52 0.42 0.066 0.085 115 1.69 0.476 0.52 0.91 0.144 0.331

120 0.86 0.152 0.52 0.42 0.069 0.084 120 1.64 0.481 0.52 0.91 0.150 0.331

125 0.83 0.154 0.52 0.42 0.072 0.082 125 1.59 0.486 0.52 0.91 0.156 0.330

130 0.81 0.156 0.52 0.41 0.074 0.081 130 1.55 0.492 0.52 0.91 0.162 0.329

135 0.79 0.157 0.52 0.41 0.077 0.080 135 1.50 0.497 0.52 0.90 0.168 0.328

140 0.77 0.159 0.52 0.41 0.080 0.079 140 1.46 0.501 0.52 0.90 0.174 0.327

145 0.75 0.160 0.52 0.41 0.083 0.078 145 1.43 0.506 0.52 0.90 0.180 0.326

150 0.73 0.162 0.52 0.41 0.085 0.076 150 1.39 0.511 0.52 0.90 0.186 0.324

155 0.71 0.163 0.52 0.41 0.088 0.075 155 1.36 0.515 0.52 0.90 0.192 0.323

160 0.70 0.164 0.52 0.41 0.091 0.074 160 1.33 0.519 0.52 0.90 0.198 0.321

165 0.68 0.166 0.52 0.41 0.094 0.072 165 1.30 0.523 0.52 0.90 0.204 0.319

170 0.67 0.167 0.51 0.41 0.096 0.071 170 1.27 0.527 0.51 0.90 0.210 0.317

175 0.65 0.168 0.51 0.41 0.099 0.069 175 1.24 0.531 0.51 0.90 0.216 0.315

180 0.64 0.169 0.51 0.41 0.102 0.068 180 1.22 0.535 0.51 0.90 0.222 0.313

185 0.62 0.171 0.51 0.41 0.105 0.066 185 1.19 0.539 0.51 0.90 0.228 0.310

190 0.61 0.172 0.51 0.41 0.107 0.064 190 1.17 0.542 0.51 0.90 0.234 0.308

195 0.60 0.173 0.51 0.41 0.110 0.063 195 1.14 0.546 0.51 0.90 0.240 0.305

200 0.59 0.174 0.51 0.41 0.113 0.061 200 1.12 0.549 0.51 0.89 0.246 0.303

205 0.58 0.175 0.51 0.41 0.116 0.059 205 1.10 0.553 0.51 0.89 0.252 0.300

210 0.57 0.176 0.51 0.41 0.118 0.058 210 1.08 0.556 0.51 0.89 0.258 0.298

215 0.56 0.177 0.51 0.41 0.121 0.056 215 1.06 0.559 0.51 0.89 0.264 0.295

220 0.55 0.178 0.51 0.41 0.124 0.054 220 1.05 0.563 0.51 0.89 0.270 0.292

225 0.54 0.179 0.51 0.41 0.127 0.053 225 1.03 0.566 0.51 0.89 0.276 0.289

230 0.53 0.180 0.51 0.41 0.129 0.051 230 1.01 0.569 0.51 0.89 0.282 0.286

235 0.52 0.181 0.51 0.41 0.132 0.049 235 0.99 0.572 0.51 0.89 0.288 0.283

240 0.51 0.182 0.51 0.41 0.135 0.047 240 0.98 0.575 0.51 0.89 0.294 0.280

245 0.51 0.183 0.51 0.41 0.138 0.045 245 0.96 0.578 0.51 0.89 0.301 0.277

250 0.50 0.184 0.51 0.41 0.140 0.043 250 0.95 0.580 0.51 0.89 0.307 0.274

255 0.49 0.185 0.51 0.41 0.143 0.042 255 0.93 0.583 0.51 0.89 0.313 0.271

260 0.48 0.186 0.51 0.41 0.146 0.040 260 0.92 0.586 0.51 0.89 0.319 0.267

265 0.48 0.186 0.51 0.41 0.149 0.038 265 0.91 0.589 0.51 0.89 0.325 0.264

270 0.47 0.187 0.51 0.41 0.151 0.036 270 0.90 0.591 0.51 0.89 0.331 0.261

275 0.46 0.188 0.51 0.41 0.154 0.034 275 0.88 0.594 0.51 0.89 0.337 0.257

280 0.46 0.189 0.51 0.41 0.157 0.032 280 0.87 0.596 0.51 0.89 0.343 0.254

285 0.45 0.190 0.51 0.41 0.160 0.030 285 0.86 0.599 0.51 0.89 0.349 0.250

290 0.44 0.190 0.51 0.41 0.162 0.028 290 0.85 0.602 0.51 0.89 0.355 0.247

295 0.44 0.191 0.51 0.41 0.165 0.026 295 0.84 0.604 0.51 0.89 0.361 0.243

300 0.43 0.192 0.51 0.41 0.168 0.024 300 0.83 0.606 0.51 0.89 0.367 0.240

Mod. FAA Minor Storage Volume (cubic ft.) = 3,882 Mod. FAA Major Storage Volume (cubic ft.) = 14,440

Mod. FAA Minor Storage Volume (acre-ft.) = 0.0891 Mod. FAA Major Storage Volume (acre-ft.) = 0.3315

Determination of MAJOR Detention Volume Using Modified FAA Method

(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)

UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013

Determination of MINOR Detention Volume Using Modified FAA Method

DETENTION VOLUME BY THE MODIFIED FAA METHOD

Ambary Gardens

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Modified FAA 3/8/2017, 11:33 AM

Project:

Basin ID:

UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013

DETENTION VOLUME BY THE MODIFIED FAA METHOD

Ambary Gardens

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0 50 100 150 200 250 300 350

Vo

lum

e (a

cre-

feet

)

Duration (Minutes)

Inflow and Outflow Volumes vs. Rainfall Duration

Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Modified FAA 3/8/2017, 11:33 AM

Project: Basin ID:

Design Information (Input):Width of Basin Bottom, W = ft Right Triangle OR…Length of Basin Bottom, L = ft Isosceles Triangle OR…Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…

Circle / Ellipse OR…Irregular X (Use Overide values in cells G32:G52)

MINOR MAJORStorage Requirement from Sheet 'Modified FAA': 0.09 0.33 acre-ft.

Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.Storage Requirement from Sheet 'Full-Spectrum': acre-ft.

Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumesfor WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage

Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)

5528.50 (input) 56 0.001 0.0005528.80 0.00 0.00 0.00 56 17 0.001 0.0005529.00 0.25 0.00 0.00 187 41 0.004 0.0015529.50 0.25 0.00 0.00 729 270 0.017 0.0065530.00 0.25 0.00 0.00 2,361 1,043 0.054 0.0245530.30 0.25 0.00 0.00 3,378 1,903 0.078 0.0445530.40 0.25 0.00 0.00 3,679 2,256 0.084 0.0525530.50 0.25 0.00 0.00 3,906 2,636 0.090 0.0615530.60 0.25 0.00 0.00 4,079 3,035 0.094 0.0705530.70 0.25 0.00 0.00 4,240 3,451 0.097 0.0795530.80 0.25 0.00 0.00 4,400 3,883 0.101 0.0895530.90 0.25 0.00 0.00 4,558 4,331 0.105 0.0995531.00 0.25 0.00 0.00 4,713 4,794 0.108 0.1105531.50 0.25 0.00 0.00 5,498 7,347 0.126 0.1695532.00 0.25 0.00 0.00 6,243 10,282 0.143 0.2365532.50 0.25 0.00 0.00 6,984 13,589 0.160 0.3125532.60 0.25 0.00 0.00 7,137 14,295 0.164 0.3285532.70 0.25 0.00 0.00 7,293 15,016 0.167 0.3455532.80 0.25 0.00 0.00 7,452 15,754 0.171 0.3625532.90 0.25 0.00 0.00 7,611 16,507 0.175 0.3795533.00 0.25 0.00 0.00 7,770 17,276 0.178 0.3975533.10 0.25 0.00 0.00 7,947 18,062 0.182 0.4155533.20 0.25 0.00 0.00 8,126 18,865 0.187 0.4335533.30 0.25 0.00 0.00 8,308 19,687 0.191 0.4525533.40 0.25 0.00 0.00 8,491 20,527 0.195 0.471

0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #N/A #N/A0.25 #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

STAGE-STORAGE SIZING FOR DETENTION BASINS

Check Basin Shape

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Basin 3/8/2017, 11:33 AM

Project: Basin ID:

STAGE-STORAGE SIZING FOR DETENTION BASINS

5528.50

5529.50

5530.50

5531.50

5532.50

5533.50

5534.50

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Sta

ge

(ft.

ele

v.)

Storage (acre-feet)

STAGE-STORAGE CURVE FOR THE POND

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Basin 3/8/2017, 11:33 AM

Project:

Basin ID:

WQCV Design Volume (Input):Catchment Imperviousness, Ia = 40.1 percent

Catchment Area, A = 3.06 acres Diameter of holes, D = 0.438 inchesDepth at WQCV outlet above lowest perforation, H = 2.00 feet Number of holes per row, N = 1

Vertical distance between rows, h = 4.00 inches ORNumber of rows, NL = 6.00

Orifice discharge coefficient, Co = 0.60 Height of slot, H = inchesSlope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches

Time to Drain the Pond = 40 hours

Watershed Design Information (Input): 2Percent Soil Type A = %Percent Soil Type B = %

Percent Soil Type C/D = 100 %

Outlet Design Information (Output):Water Quality Capture Volume, WQCV = 0.212 watershed inches

Water Quality Capture Volume (WQCV) = 0.054 acre-feet 0.00Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.065 acre-feet

Outlet area per row, Ao = 0.18 square inchesTotal opening area at each row based on user-input above, Ao = 0.15 square inchesTotal opening area at each row based on user-input above, Ao = 0.001 square feet

3

Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 5528.50 5528.83 5529.17 5529.50 5529.83 5530.17 Flow

5528.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.005528.60 0.0016 0.0000 0.0000 0.0000 0.0000 0.0000 0.005528.70 0.0023 0.0000 0.0000 0.0000 0.0000 0.0000 0.005528.80 0.0028 0.0000 0.0000 0.0000 0.0000 0.0000 0.005528.90 0.0032 0.0013 0.0000 0.0000 0.0000 0.0000 0.005529.00 0.0036 0.0021 0.0000 0.0000 0.0000 0.0000 0.015529.10 0.0039 0.0026 0.0000 0.0000 0.0000 0.0000 0.015529.20 0.0042 0.0031 0.0009 0.0000 0.0000 0.0000 0.015529.30 0.0045 0.0035 0.0018 0.0000 0.0000 0.0000 0.015529.40 0.0048 0.0038 0.0024 0.0000 0.0000 0.0000 0.015529.50 0.0050 0.0041 0.0029 0.0000 0.0000 0.0000 0.015529.60 0.0053 0.0044 0.0033 0.0016 0.0000 0.0000 0.015529.70 0.0055 0.0047 0.0037 0.0023 0.0000 0.0000 0.025529.80 0.0057 0.0050 0.0040 0.0028 0.0000 0.0000 0.025529.90 0.0060 0.0052 0.0043 0.0032 0.0013 0.0000 0.025530.00 0.0062 0.0054 0.0046 0.0036 0.0021 0.0000 0.025530.10 0.0064 0.0057 0.0049 0.0039 0.0026 0.0000 0.025530.20 0.0066 0.0059 0.0051 0.0042 0.0031 0.0009 0.035530.30 0.0068 0.0061 0.0054 0.0045 0.0035 0.0018 0.035530.40 0.0069 0.0063 0.0056 0.0048 0.0038 0.0024 0.035530.50 0.0071 0.0065 0.0058 0.0050 0.0041 0.0029 0.035530.60 0.0073 0.0067 0.0060 0.0053 0.0044 0.0033 0.035530.70 0.0075 0.0069 0.0062 0.0055 0.0047 0.0037 0.035530.80 0.0076 0.0071 0.0064 0.0057 0.0050 0.0040 0.045530.90 0.0078 0.0072 0.0066 0.0060 0.0052 0.0043 0.045531.00 0.0080 0.0074 0.0068 0.0062 0.0054 0.0046 0.045531.10 0.0081 0.0076 0.0070 0.0064 0.0057 0.0049 0.045531.20 0.0083 0.0078 0.0072 0.0066 0.0059 0.0051 0.045531.30 0.0084 0.0079 0.0074 0.0068 0.0061 0.0054 0.045531.40 0.0086 0.0081 0.0075 0.0069 0.0063 0.0056 0.045531.50 0.0087 0.0082 0.0077 0.0071 0.0065 0.0058 0.045531.60 0.0089 0.0084 0.0079 0.0073 0.0067 0.0060 0.055531.70 0.0090 0.0085 0.0080 0.0075 0.0069 0.0062 0.055531.80 0.0092 0.0087 0.0082 0.0076 0.0071 0.0064 0.055531.90 0.0093 0.0088 0.0083 0.0078 0.0072 0.0066 0.055532.00 0.0094 0.0090 0.0085 0.0080 0.0074 0.0068 0.055532.10 0.0096 0.0091 0.0086 0.0081 0.0076 0.0070 0.055532.20 0.0097 0.0092 0.0088 0.0083 0.0078 0.0072 0.055532.30 0.0098 0.0094 0.0089 0.0084 0.0079 0.0074 0.055532.40 0.0099 0.0095 0.0091 0.0086 0.0081 0.0075 0.055532.50 0.0101 0.0097 0.0092 0.0087 0.0082 0.0077 0.055532.60 0.0102 0.0098 0.0093 0.0089 0.0084 0.0079 0.055532.70 0.0103 0.0099 0.0095 0.0090 0.0085 0.0080 0.065532.80 0.0104 0.0100 0.0096 0.0092 0.0087 0.0082 0.06

Override Area

Row 1

Override Area

Row 2

Override Area

Row 3

Override Area

Row 4

Override Area

Row 5

Override Area

Row 6

Override Area

Row 7

Override Area

Row 8

Override Area

Row 9

Override Area

Row 10

Override Area

Row 11

Override Area

Row 12

Override Area

Row 13

Override Area

Row 14

Override Area

Row 15

Override Area

Row 16

Override Area

Row 17

Override Area

Row 18

Override Area

Row 19

Override Area

Row 20

Override Area

Row 21

Override Area

Row 22

Override Area

Row 23

Override Area

Row 24

Central Elevations of Rows of Holes in feet

Collection Capacity for Each Row of Holes in cfs

STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, WQCV 3/8/2017, 11:33 AM

Project:

Basin ID:

X1

#1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice

Water Surface Elevation at Design Depth Elev: WS = 5,532.65 feetPipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 5,528.17 feetRequired Peak Flow through Orifice at Design Depth Q = 1.75 cfsPipe/Vertical Orifice Diameter (inches) Dia = 12.0 inchesOrifice Coefficient Co = 0.60

Full-flow Capacity (Calculated) Full-flow area Af = 0.79 sq ftHalf Central Angle in Radians Theta = 3.14 radFull-flow capacity Qf = 7.5 cfs

Percent of Design Flow = 431%Calculation of Orifice Flow Condition

Half Central Angle (0<Theta<3.1416) Theta = 1.10 radFlow area Ao = 0.17 sq ftTop width of Orifice (inches) To = 10.71 inchesHeight from Invert of Orifice to Bottom of Plate (feet) Yo = 0.27 feet

Elevation of Bottom of Plate Elev Plate Bottom Edge = 5,528.44 feetResultant Peak Flow Through Orifice at Design Depth Qo = 1.8 cfs

Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.63 feetCentroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 5,528.31 feet

RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Restrictor Plate 3/8/2017, 11:33 AM

Project: Basin ID:

Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.

Circular Opening: Diameter in Inches Dia. = inches

OR

Rectangular Opening: Width in Feet W = 3.50 2.00 0.63 ft.

Length (Height for Vertical) L or H = 3.50 0.25 0.27 ft.

Percentage of Open Area After Trash Rack Reduction % open = 70 100 100 %

Orifice Coefficient Co = 0.60 0.60

Weir Coefficient Cw = 2.67

Orifice Elevation (Bottom for Vertical) Eo = 5531.00 5,530.55 5,528.17 ft.

Calculation of Collection Capacity:Net Opening Area (after Trash Rack Reduction) Ao = 8.58 0.50 0.17 sq. ft.

OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.Perimeter as Weir Length Lw = 11.90 ft.

OPTIONAL: User-Overide Weir Length Lw = ft.

Top Elevation of Vertical Orifice Opening, Top = 5530.80 5528.44 ft.Center Elevation of Vertical Orifice Opening, Cen = 5530.68 5528.31 ft.

Horizontal Orifices Vertical Orifices

Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes

for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,

& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage

W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes

(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)

5528.50 0.00 0.00 0.00 0.00 0.00 0.00 0.36 0.00

5528.80 0.00 0.00 0.00 0.00 0.00 0.00 0.58 0.00

5529.00 0.00 0.00 0.00 0.00 0.00 0.00 0.68 0.00

5529.50 0.00 0.00 0.00 0.00 0.00 0.00 0.89 0.00

5530.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 0.00

5530.30 0.01 0.00 0.00 0.00 0.00 0.00 1.16 0.01

5530.40 0.01 0.00 0.00 0.00 0.00 0.00 1.18 0.01

5530.50 0.01 0.00 0.00 0.00 0.00 0.00 1.21 0.01

WQCV 5530.60 0.01 0.00 0.00 0.00 0.00 0.08 1.24 0.09

5530.70 0.01 0.00 0.00 0.00 0.00 0.40 1.27 0.41

5-YR 5530.80 0.01 0.00 0.00 0.00 0.00 0.85 1.29 0.86

5530.90 0.01 0.00 0.00 0.00 0.00 1.14 1.32 1.16

5531.00 0.02 0.00 0.00 0.00 0.00 1.37 1.34 1.34

5531.50 0.02 11.23 0.00 0.00 0.00 2.19 1.46 1.46

5532.00 0.02 31.77 0.00 0.00 0.00 2.77 1.57 1.57

5532.50 0.02 58.37 0.00 0.00 0.00 3.25 1.68 1.68

100-YR 5532.60 0.02 64.30 0.00 0.00 0.00 3.34 1.70 1.705532.70 0.03 70.43 0.00 0.00 0.00 3.43 1.72 1.72

5532.80 0.03 76.73 0.00 0.00 0.00 3.51 1.74 1.74

5532.90 0.03 83.21 0.00 0.00 0.00 3.59 1.75 1.75

100YR + WQCV 5533.00 0.03 89.87 0.00 0.00 0.00 3.67 1.77 1.77

5533.10 0.03 96.69 0.00 0.00 0.00 3.75 1.79 1.79

5533.20 0.03 103.68 0.00 0.00 0.00 3.83 1.81 1.81

5533.30 0.04 110.83 0.00 0.00 0.00 3.90 1.83 1.83

5533.40 0.04 118.13 0.00 0.00 0.00 3.97 1.85 1.85

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.06 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.06 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening (#2 horizontal opening is not used).

STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)

Current Routing Order is #2

W.S. EL. WQ

W.S. EL. Minor

W.S. EL. Major

WQ

H1

H2

V1 V2

Routing Order #1 (Standard)

V1

W.S. EL. WQ

W.S. EL. Design Storm

WQ

H1

Routing Order #3 (Single Stage) Routing Order #4

V2

V1

H1

WQ

W.S. EL. Major

W.S. EL. Minor

W.S. EL. WQ

W.S. EL. Emergency Spillway

Emergency Overflow into Pipe- H2

V2

H1

WQ

W.S. EL. Major

W.S. EL. Minor

W.S. EL. WQ V1

Routing Order #2

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Outlet 3/8/2017, 11:33 AM

Project: Basin ID:

STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)

5528.5

5529.5

5530.5

5531.5

5532.5

5533.5

5534.5

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2

Sta

ge

(fee

t, e

lev.

)

Discharge (cfs)

STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE

020297-UD-Detention_v2 34 w Offsite 3-1-17.xls, Outlet 3/8/2017, 11:33 AM

Sheet 1 of 4

Designer:

Company:

Date:

Project:

Location:

1. Basin Storage Volume

A) Effective Imperviousness of Tributary Area, Ia Ia = 56.0 %

B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.560

C) Contributing Watershed Area Area = 2.140 ac

D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm

E) Design Concept (Select EURV when also designing for flood control)

F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= 0.040 ac-ft

(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )

G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d6*(VDESIGN/0.43))

H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= 0.065 ac-ft (Only if a different WQCV Design Volume is desired)

I) Predominant Watershed NRCS Soil Group WQCV selected. Soil group not required.

J) Excess Urban Runoff Volume (EURV) Design Volume

For HSG A: EURVA = 1.68 * i1.28 EURV = ac-f t

For HSG B: EURVB = 1.36 * i1.08

For HSG C/D: EURVC/D = 1.20 * i1.08

2. Basin Shape: Length to Width Ratio L : W = 7.0 : 1(A basin length to width ratio of at least 2:1 will improve TSS reduction.)

3. Basin Side Slopes

A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred)

4. Inlet An inlet forebay will be provided. See site plans for details

A) Describe means of providing energy dissipation at concentrated inflow locations:

Design Procedure Form: Extended Detention Basin (EDB)

Ambary Gardens

Bowman Consulting

March 8, 2017

10795 W 72nd Ave

JL

Choose One

Excess Urban Runoff Volume (EURV)

Choose One

A

B

C / D

Water Quality Capture Volume (WQCV)

020297 UD-BMP_v3.05.xlsm, EDB 3/8/2017, 12:16 PM

Sheet 2 of 4

Designer:

Company:

Date:

Project:

Location:

5. Forebay

A) Minimum Forebay Volume VFMIN = 0.001 ac-ft (VFMIN = 1% of the WQCV)

B) Actual Forebay Volume VF = 0.001 ac-ft

C) Forebay Depth (DF = 12 inch maximum) DF = 15.0 in DF > DF MAXIMUM

D) Forebay Discharge

i) Undetained 100-year Peak Discharge Q100 = 16.25 cfs

ii) Forebay Discharge Design Flow QF = 0.33 cfs (QF = 0.02 * Q100)

E) Forebay Discharge Design

F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in

G) Rectangular Notch Width Calculated WN = 3.8 in

6. Trickle Channel

A) Type of Trickle Channel

F) Slope of Trickle Channel S = 0.0050 ft / ft

7. Micropool and Outlet Structure

A) Depth of Micropool (2.5-feet minimum) DM = 2.5 ft

B) Surface Area of Micropool (10 ft2 minimum) AM = 49 sq ft

C) Outlet Type

D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing(Use UD-Detention) Dorifice = 0.44 inches

E) Total Outlet Area Aot = 0.75 square inches

(flow too small for berm w/ pipe)

Ambary Gardens

March 8, 2017

Bowman Consulting

Design Procedure Form: Extended Detention Basin (EDB)

10795 W 72nd Ave

JL

Choose One

Wall with Rect. Notch

Berm With Pipe

Choose One

Orifice Plate

Other (Describe):

Choose One

Concrete

Soft Bottom

Wall with V-Notch Weir

020297 UD-BMP_v3.05.xlsm, EDB 3/8/2017, 12:16 PM

Sheet 3 of 4

Designer:

Company:Date:Project:Location:

8. Initial Surcharge Volume

A) Depth of Initial Surcharge Volume DIS = 4 in (Minimum recommended depth is 4 inches)

B) Minimum Initial Surcharge Volume VIS = cu ft (Minimum volume of 0.3% of the WQCV)

C) Initial Surcharge Provided Above Micropool Vs= 16.3 cu ft

9. Trash Rack

A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D) At = 28 square inches

Other (Y/N): N

C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =

D) Total Water Quality Screen Area (based on screen type) Atotal = 46 sq. in.

E) Depth of Design Volume (EURV or WQCV) H= 1.8 feet(Based on design concept chosen under 1E)

F) Height of Water Quality Screen (HTR) HTR= 49.6 inches

G) Width of Water Quality Screen Opening (Wopening) Wopening = 12.0 inches

(Minimum of 12 inches is recommended)

Design Procedure Form: Extended Detention Basin (EDB)

JL

Bowman ConsultingMarch 8, 2017Ambary Gardens10795 W 72nd Ave

S.S. Well Screen with 60% Open AreaB) Type of Screen (If specifying an alternative to the materials recommended in the USDCM, indicate "other" and enter the ratio of the total open are to the total screen are for the material specified.)

020297 UD-BMP_v3.05.xlsm, EDB 3/8/2017, 12:16 PM

Sheet 4 of 4

Designer:

Company:

Date:

Project:

Location:

10. Overflow Embankment

A) Describe embankment protection for 100-year and greater overtopping:

B) Slope of Overflow Embankment 4.00 (Horizontal distance per unit vertical, 4:1 or flatter preferred)

11. Vegetation

12. Access

A) Describe Sediment Removal Procedures A 12' wide maintenance access path has been graded into the site to access the forebay, trickle pan, and outlet structure/micropool.

Notes:

undetained flow.

10795 W 72nd Ave

Bowman Consulting

JL

Ambary Gardens

An emergency spillway is provided for the basin. It has been sized to convey the 100-year

Design Procedure Form: Extended Detention Basin (EDB)

March 8, 2017

Choose One

Irrigated

Not Irrigated

020297 UD-BMP_v3.05.xlsm, EDB 3/8/2017, 12:16 PM

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Roughness Coefficient 0.020

Channel Slope 0.00500 ft/ft

Diameter 1.00 ft

Discharge 1.75 ft³/s

Results

Normal Depth 0.91 ft

Flow Area 0.75 ft²

Wetted Perimeter 2.52 ft

Hydraulic Radius 0.30 ft

Top Width 0.58 ft

Critical Depth 0.56 ft

Percent Full 90.7 %

Critical Slope 0.01545 ft/ft

Velocity 2.34 ft/s

Velocity Head 0.08 ft

Specific Energy 0.99 ft

Froude Number 0.36

Maximum Discharge 1.76 ft³/s

Discharge Full 1.64 ft³/s

Slope Full 0.00571 ft/ft

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

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 90.66 %

Downstream Velocity Infinity ft/s

Worksheet for Outflow gravity pipe

3/8/2017 3:06:44 PM

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

GVF Output Data

Upstream Velocity Infinity ft/s

Normal Depth 0.91 ft

Critical Depth 0.56 ft

Channel Slope 0.00500 ft/ft

Critical Slope 0.01545 ft/ft

Worksheet for Outflow gravity pipe

3/8/2017 3:06:44 PM

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 2of2Page

Project Description

Solve For Headwater Elevation

Input Data

Discharge 16.25 ft³/s

Crest Elevation 5533.50 ft

Tailwater Elevation 5533.50 ft

Weir Coefficient 3.00 US

Crest Length 22.50 ft

Results

Headwater Elevation 5533.89 ft

Headwater Height Above Crest 0.39 ft

Tailwater Height Above Crest 0.00 ft

Equal Side Slopes 0.25 ft/ft (H:V)

Flow Area 8.74 ft²

Velocity 1.86 ft/s

Wetted Perimeter 23.30 ft

Top Width 22.69 ft

Worksheet for Emergency Spillway

3/8/2017 3:06:02 PM

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 1of1Page

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Roughness Coefficient 0.030

Channel Slope 0.12000 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 3.00 ft/ft (H:V)

Discharge 16.25 ft³/s

Results

Normal Depth 0.78 ft

Flow Area 1.83 ft²

Wetted Perimeter 4.95 ft

Hydraulic Radius 0.37 ft

Top Width 4.69 ft

Critical Depth 1.13 ft

Critical Slope 0.01703 ft/ft

Velocity 8.86 ft/s

Velocity Head 1.22 ft

Specific Energy 2.00 ft

Froude Number 2.50

Flow Type Supercritical

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

Normal Depth 0.78 ft

Critical Depth 1.13 ft

Channel Slope 0.12000 ft/ft

Critical Slope 0.01703 ft/ft

Worksheet for Spillway Swale

3/8/2017 3:05:03 PM

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 1of1Page

ID Label Start Node Stop NodeInvert 

(Start) (ft)

Invert 

(Stop) (ft)

Length 

(User 

Defined) 

(ft)

Slope 

(Calculat

ed) (%)

Diameter 

(in)Manning's n Flow (cfs)

Velocity 

(ft/s)

Capacity 

(Full Flow) 

(cfs)

Depth 

(Normal) 

(ft)

Hydraulic 

Grade 

Line (In) 

(ft)

Hydraulic 

Grade 

Line (Out) 

(ft)

37 Pipe ‐ 1 A‐8 A‐9 5534.13 5533.43 90.7 0.8 18 0.02 0.93 2.46 5.99 0.4 5534.53 5533.83

38 Pipe ‐ 2 A‐9 A‐11 5533.43 5532.44 128.8 0.8 18 0.02 0.93 2.46 5.99 0.4 5533.83 5532.8

35 Pipe ‐ 3 A‐11 A‐12 5532.44 5531.82 80 0.8 18 0.02 0.75 2.31 5.99 0.36 5532.8 5532.14

36 Pipe ‐ 4 A‐12 A‐13 5531.62 5530.95 102.2 0.7 18 0.02 0.75 2.19 5.53 0.37 5531.99 5531.32

34 Pipe ‐ 5 A‐13 O‐1 5530.95 5530.83 18.4 0.6 18 0.02 0.75 2.18 5.5 0.37 5531.32 5531.15

5‐yr Scenario ‐ Storm Collection System

Storm Collection System 5‐yr.xlsx

ID Label Start Node Stop NodeInvert 

(Start) (ft)

Invert 

(Stop) (ft)

Length 

(User 

Defined) 

(ft)

Slope 

(Calculat

ed) (%)

Diameter 

(in)Manning's n Flow (cfs)

Velocity 

(ft/s)

Capacity 

(Full Flow) 

(cfs)

Depth 

(Normal) 

(ft)

Hydraulic 

Grade 

Line (In) 

(ft)

Hydraulic 

Grade 

Line (Out) 

(ft)

37 Pipe ‐ 1 A‐8 A‐9 5534.13 5533.43 90.7 0.8 18 0.02 3.99 3.63 5.99 0.89 5535.02 5534.45

38 Pipe ‐ 2 A‐9 A‐11 5533.43 5532.44 128.8 0.8 18 0.02 3.99 3.63 5.99 0.89 5534.45 5534.05

35 Pipe ‐ 3 A‐11 A‐12 5532.44 5531.82 80 0.8 18 0.02 6.93 3.92 5.99 (N/A) 5534.05 5533.26

36 Pipe ‐ 4 A‐12 A‐13 5531.62 5530.95 102.2 0.7 18 0.02 6.93 3.92 5.53 (N/A) 5533.26 5532.22

34 Pipe ‐ 5 A‐13 O‐1 5530.95 5530.83 18.4 0.6 18 0.02 6.93 3.92 5.5 (N/A) 5532.22 5531.85

100‐yr Scenario ‐ Storm Collection System

Storm Collection System 100‐yr.xlsx

10655 W. 72nd Ave – Ambary Gardens Final Drainage Report

Bowman Consulting 303.674.7355

APPENDIX D

Drainage Basin Maps

(60'

RIG

HT

OF

WA

Y)72

ND

AVE

NU

E

DENVER AND N

ORTHW

ESTERN R

AILWAY

(125'

RIGHT O

F WAY)

SANITARY MANHOLE

RIM=5523.07'

INV SOUTHWEST=5513.58'

INV EAST=5513.68'

SANITARY MANHOLE

RIM=5520.89'

INV WEST=5511.00'

INV EAST=5511.14'

STORM DRAIN BASIN

RIM=5523.29'

INV CENTER=5520.90'

STORM DRAIN BASIN

RIM=5521.82'

INV CENTER=5519.78'

STORM DRAIN BASIN

RIM=5518.85'

INV CENTER=5516.91'

603 Park Point D

rive, Suite 100

Golden, CO

80401

Know what'sbelow.before you dig.Call

R

(60'

RIG

HT

OF

WA

Y)72

ND

AVE

NU

E

DENVER AND N

ORTHW

ESTERN R

AILWAY

(125'

RIGHT O

F WAY)

SANITARY MANHOLE

RIM=5523.07'

INV SOUTHWEST=5513.58'

INV EAST=5513.68'

SANITARY MANHOLE

RIM=5520.89'

INV WEST=5511.00'

INV EAST=5511.14'

STORM DRAIN BASIN

RIM=5523.29'

INV CENTER=5520.90'

STORM DRAIN BASIN

RIM=5521.82'

INV CENTER=5519.78'

STORM DRAIN BASIN

RIM=5518.85'

INV CENTER=5516.91'

603 Park Point D

rive, Suite 100

Golden, CO

80401

Know what'sbelow.before you dig.Call

R