final utility report willow bend subdivision · willow bend – phase 1 february 10, 2015 page 4 t...

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FINAL UTILITY REPORT

WILLOW BEND SUBDIVISION Thornton, CO

February 10, 2015 Revised: October 2015 Revised: November 2016 Revised: February 2017

JN: 13023

Prepared for:

The True Life Companies 5251 DTC Parkway, Suite 1175 Greenwood Village, CO 80111

Prepared by:

Jansen Strawn Consulting Engineers 45 West 2nd Avenue Denver, CO 80223

Thomas C. Jansen, PE No. 35942

Principal

Willow Bend – Phase 1 February 10, 2015


CERTIFICATIONS The True Life Companies hereby certifies that the utilities (water and sanitary sewer) for the Willow Bend Subdivision will be constructed to the design presented in this report. I understand that the City of Thornton does not and shall not assume liability for the utilities designed and/or certified by my engineer. I understand that the City of Thornton reviews utility plans but cannot, on behalf of True Life, guarantee that final utility design review will absolve True Life and/or their successors and/or assigns of future liability for improper design. I further understand that approval of the Final Plan and/or Final Development Plan does not imply of my engineer’s utility design.

Attest:

Name of Responsible Party

Notary Public Authorized Signature

I hereby certify that this report (plan) for the Final Utility design of water and sanitary sewer for the Willow Bend Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Thornton Standards and Specifications for the Responsible Parties thereof. I understand that the City of Thornton does not and will not assume liability for utilities designed by others.

Thomas C. Jansen, PE Date State of Colorado Registration No. 35942 For and on behalf of Jansen Strawn Consulting Engineers, Inc.



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

I. INTRODUCTION ....................................................................................................................... 4

II. GENERAL LOCATION AND DESCRIPTION ................................................................................. 4

III. EXISTING UTILITIES .................................................................................................................. 4

IV. PROPOSED UTILITIES ............................................................................................................... 5

V. REFERENCES ............................................................................................................................ 8

A P P E N D I C E S APPENDIX A – Maps Vicinity Map

APPENDIX B – Water Water Calculations

APPENDIX C – Sanitary Sewer Sanitary Sewer Calculations APPENDIX D – Plans Overall Utility Plan



I. INTRODUCTION

The purpose of this Final Utility Report is to analyze the impact of the proposed Phase 1

and future phases of the Willow Bend subdivision on the existing water and sanitary

sewer infrastructure and adequately size proposed infrastructure to service the users of

this development.

II. GENERAL LOCATION AND DESCRIPTION

A. Site Location The Willow Bend Subdivision (Site) is located in the southeast quarter of Section 18,

Township 1 South, Range 67 West of the Sixth Principal Meridian, Adams County,

Colorado. The site lies to the north of East 144th Avenue and west of Holly Street.

The Lewis Pointe subdivision recently constructed is located adjacent to the South and

existing large estate residential located east and west of the site. Undeveloped

property and the E470 highway are located to the north. See Appendix A for the

vicinity and phasing map.

B. Description of Property The overall site consists of approximately 204 acres of land proposed to be developed

into 543 single family detached residential units, two City parks, a school site, and

drainage improvements to the Todd Creek drainage channel. Phase 1 work consists of

approximately 208 single family detached lots, a portion of one City park and

improvements to the Todd Creek drainage channel. Phase 2‐3 consists of

approximately 335 single family detached lots and a portion of one City park. This

report addresses the site’s overall utility improvement for all phases.

To the north of Signal Ditch Parkway and west of Holly Street lies an 18‐acre offsite

parcel zoned for multifamily and single family attached residences. At 18 du/ac, a

maximum of 324 multifamily units are anticipated.

The existing site is undeveloped farmland with two farm ponds and an irrigation ditch

in the northwest corner of the site. The site has experienced limited oil and gas

development with five capped wells. The topography slopes gradually from

southwest to northeast.

III. EXISTING UTILITIES

A. Potable Water System Information regarding existing water facilities has been gathered from the City of

Thornton, utilities located in the field and approved Construction Plans for the Lewis

Pointe subdivision recently constructed to the South. According to the City of



Thornton’s Volume 1: Wastewater Systems Master Plan (May 2010), the subject

property is located within Pressure Zone 3H. This zone has a stated hydraulic grade

line (HGL) of 5,416 feet as shown on Exhibit VII‐3, Wastewater Systems Master Plan.

The highest anticipated ground elevation for the subject site after grading is 5,280

feet and the lowest developable elevation on the site is 5,200. Based on this

information, the highest static pressure on the site has been calculated to be 58.9 psi

and the lowest static pressure is 93.5 psi.

An existing City of Thornton 16‐inch water main is located within Holly Street which

previously had terminated near 141st Avenue approximately 1500 feet to the south of

the Willow Bend development. The Lewis Pointe subdivision to the south of the

subject site extended this 16‐inch water main approximately 1500 feet north along

Holly Street to the intersection of 144th Avenue. Also, an 8‐inch water line was

constructed and extended to the intersection of Fairfax Drive and 144th Avenue as

part of the Lewis Pointe subdivision project.

In addition to the City of Thornton water mains, a High Plains Water Association 4‐

inch water main line is located within both Holly Street to the east of the subject site

and within 144th Avenue to the south of the subject site. The Lewis Pointe subdivision

has relocated the 4‐inch main within 144th to the south side of the right‐of‐way.

B. Sanitary Sewer The Willow Bend site is located in the Todd Creek sanitary outfall system. As

referenced above, the Wastewater Systems Master Plan which was completed by the

City of Thornton includes sections related to the Willow Bend subdivision. Some of

the improvements to the required downstream sanitary system were constructed

through the Parterre Metropolitan District in 2016. The as‐built plans show these

improvements and are dated 8/24/2016, North Holly Interceptor Sanitary Sewer. The

remaining improvements to tie the North Holly Interceptor Sanitary Sewer into the

subject site will require approximately 1500 feet of 15‐inch PVC pipe to be installed

and will be constructed concurrently with the Willow Bend Project.

IV. PROPOSED UTILITIES

The Willow Bend project is planned to be constructed in three Phases. Each phase will

require looped water system and sanitary sewer outfall. Utilities for Willow Bend are

addressed within this report.



A. Potable Water System This project shall rely on the existing 8‐inch water main stub located at the

intersection of Fairfax Drive and 144th Avenue, as well as an existing 16‐inch water

main located at the intersection of 144th Avenue and Holly Street. The first

connection, at 144th Avenue & Holly Street where the 16‐inch main will be continued

north during phase 1 along Holly Street to a future roadway entrance (146th Avenue)

and looped back. The Holly Street 16‐inch main will be extended north to the site

limits during later project phases and stubbed for future tie‐in north of the project.

The second connection will be to the 8‐inch stub in 144th Avenue and Fairfax Drive

where the system extends from the Lewis Point subdivision. All waterlines are looped

except at cul‐de‐sac locations as shown on the attached Utility Map. All waterline

mains will be 8‐inch PVC except in Holly Street where 16‐inch ductile iron pipe will be

utilized. All fire hydrant connections will be 6‐inch ductile iron pipe except where

hydrants are temporarily placed at the end of waterline mains to be used in future

phases.

In addition, the High Plains 4‐inch water line will be relocated outside the paved limits

of Holly Street just as it was done along 144th Avenue with the Lewis Pointe

Subdivision. This work was based on a sketch from High Plains dated 5/3/2016.

Pressure Regulating Valves (PRVs) will be required at the 144th Avenue connections to

transition from City of Thornton Zone 3A to Zone 3H. The PRVs will reduce the high

pressure approximately 20 psi (3A high HGL of 5494 to 3H high HGL of 5416). The PRVs

must meet the City of Thornton Standards and Specifications and initial controls set

by city staff.

A WaterCAD model was prepared for Willow Bend utilizing the model from Lewis

Point Phase 2 & 3 (pressure zone 3A) using City of Thornton criteria and the following

scenarios within Zone 3H:

Average Day ‐ Max Pressure = 100 psi, Min Pressure=50 psi

Max Daily + Fire Flow ‐ Min Pressure = 20 psi, Max Velocity=11.2 fps (8”)

Max Velocity=10.0 fps (Other)

Peak Hour ‐ Min Pressure = 40 psi, Max Velocity=5 fps

Residential Fire Flow Rate = 1,500 gpm

Commerical/School Fire Flow Rate=3,000 gpm



Design criteria used is as follows:

3.45 persons per dwelling – Single Family Dwelling

2.20 persons per dwelling – Multi Family Dwelling

Average Day = 150 gallons per person per day

Maximum Monthly = 1.8 x Average Day

Maximum Daily = 3.2 x Average Day

Maximum Hourly = 5.76 x Average Day

Added demands for future school site:

Persons/school = 2,000 (Based on Brighton 27J, typical for elementary)

Average Day Demand = 20gpdpp

Maximum Daily Demand = 1.8 x Avg. Day Demand

Maximum hourly Demand = 3.24 x Avg. Day Demand

Water demands for each water node were determined using the above criteria and

scenarios. Based on the model the peak hour max pressure is 86.6 psi and the min

pressure is 58.0 psi. The maximum daily plus fire flow scenario yielded a min pressure

of 29.6 psi with a max velocity of 11.20 fps. The max pressure for all scenarios is found

in the northeast corner of the site at Junction J‐5 and the minimum pressure is found

in the south‐west portion of the site within at Junction J‐63. Based on the high

pressures, PRVs have been proposed at both points of connection to Lewis Pointe

waterlines located near Fairfax Drive and 144th Avenue as well as Holly Street and

144th Avenue. The proposed PRVs will reduce the pressure from zone 3A to zone 3H.

Detailed results can be found in Appendix B. The proposed waterline will cross the

Todd Creek drainage at 144th Lane, 148th Avenue, Signal Ditch Parkway and Holly

Street at which point it will be encased per criteria. Cathodic protection will be

installed per the geotech report.

B. Sanitary Sewer The sanitary sewer has been designed to meet City of Thornton Standards and

Specifications. The entire Willow Bend subdivision will tie into a proposed 15‐inch

sanitary sewer main that was designed and analyzed as part of the Parterre Sanitary

Sewer Calculation where more detailed information can be found. The 1500+/‐ feet

of 15‐inch sewer line within the Todd Creek Sewer Basin will be constructed

concurrently with the Willow Bend Project and will be connected to the North Holly

Interceptor as shown on the plans by the Parterre Metropolitan District. A design for

this outfall was previously completed by Jansen Strawn Consulting Engineers. A map

of the Todd Creek Sewer Basin can be found in Appendix C.



Criteria used is as follows:

3.45 persons per single family dwelling‐ Low Density

2.20 persons per multi family dwelling – High Density

Commercial ‐ 600 gallons per acre per day

Average Day (F) = 80 gallons per person per day

Peaking factor = 1.72 / (F 0.295) [3.5 max, 2.0 min]

Design Slope for 8‐inch pipe between 0.40% and 5.00%

Velocity between 2 and 10 feet per second

Design capacity for pipes smaller 15‐inch = 50% maximum capacity

The Willow Bend site, including a future school, future Willow Bend North

developments and two offsite properties have been analyzed as multiple basins

connecting to the North Holly Interceptor main on the northwest portion of the site.

Basins #1 ‐ #4 is Willow Bend South, the subject site consisting of 543 dwelling units

and a future school site. Basin #5 ‐ #6 is Willow Bend North, the future multi‐family

and commercial development to the northwest of the site. The offsite properties to

the west and south west known as Layton and Oxley respectively. Both of these offsite

area demands have been previously calculated and can be found in Appendix C. All of

these properties have been accounted for in the sanitary sewer design. The average

flow for the basin is 0.79 million gallons per day (mgd). Eight, ten, and twelve inch

mains shall adequately serve these basins utilizing minimum slopes as shown in the

calculations within the appendix. The proposed sanitary sewer will cross the Todd

Creek drainage at 144th Lane, 148th Avenue, and Signal Ditch Parkway, at which points

it will be encased per criteria. Cathodic protection will be installed per the geotech

report.

V. REFERENCES

1. City of Thornton Standards and Specifications, City of Thornton, October 2012.

2. Water and Wastewater Systems Master Plan – City of Thornton, The Engineering Company, May 2010

3. Final Utility Report – Lewis Pointe Subdivision Phase 2 & 3, Jansen Strawn Consulting Engineers, November 2013.

4. Sanitary Sewer Master Plan – Parterre, City of Thornton, Jansen Strawn Consulting Engineers, April 2011.


APPENDIX A – Maps Vicinity and Subdivision Map

SUBDIVISION LAYOUT WITH CONCEPTUAL PHASING


APPENDIX B – Domestic Water

Water Demands

WaterCAD Plan View

WaterCAD Output

tjansen

Typewritten Text

Willow Bend - WaterCAD Pipe Names

tjansen

Typewritten Text

tjansen

Typewritten Text

tjansen

Typewritten Text

Date: 2/6/2017Prepared by: MAB

SFD Persons/Unit = 3.45 School = 2,000 PersonsMF Persons/Unit = 2.20 = 20 Gal/Day/Person

Average Day Demand = 150 gpdpp =Max Daily Demand = 3.2 x Avg Day Demand Fire Demand = 3000 gpm

Max Hourly Demand = 5.76 x Avg Day DemandSF Fire Demand = 1500 gpmMF Fire Demand = 3000 gpm

gpd gpm gpd gpm gpd gpmJ02 0 0.00 0 0.0 0 0.0 0 0.0J03 0 0.00 0 0.0 0 0.0 0 0.0J04 0 0.00 0 0.0 0 0.0 0 0.0J05 0 0.00 0 0.0 0 0.0 0 0.0J06 162 356.40 53,460 37.1 171,072 118.8 307,930 213.8 MF Future Use

J07 162 356.40 53,460 37.1 171,072 118.8 307,930 213.8 MF Future Use

J08 0 0.00 0 0.0 0 0.0 0 0.0J09 0 0.00 0 0.00 0 0.00 0 0.00J10 3 10.35 1,553 1.1 4,968 3.5 8,942 6.2J11 10 34.50 45,175 31.4 88,560 61.5 159,408 110.7 + School Use

J12 0 0.00 0 0.0 0 0.0 0 0.0J13 7 24.15 3,623 2.5 11,592 8.1 20,866 14.5J14 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6J15 10 34.50 5,175 3.6 16,560 11.5 29,808 20.7J16 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J17 16 55.20 8,280 5.8 26,496 18.4 47,693 33.1J18 19 65.55 9,833 6.8 31,464 21.9 56,635 39.3J19 21 72.45 10,868 7.5 34,776 24.2 62,597 43.5J20 17 58.65 8,798 6.1 28,152 19.6 50,674 35.2J21 6 20.70 3,105 2.2 9,936 6.9 17,885 12.4J22 4 13.80 2,070 1.4 6,624 4.6 11,923 8.3J23 13 44.85 6,728 4.7 21,528 15.0 38,750 26.9J24 12 41.40 6,210 4.3 19,872 13.8 35,770 24.8J25 11 37.95 5,693 4.0 18,216 12.7 32,789 22.8J26 6 20.70 3,105 2.2 9,936 6.9 17,885 12.4J27 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6J28 3 10.35 1,553 1.1 4,968 3.5 8,942 6.2J29 16 55.20 8,280 5.8 26,496 18.4 47,693 33.1J30 15 51.75 7,763 5.4 24,840 17.3 44,712 31.1J31 20 69.00 10,350 7.2 33,120 23.0 59,616 41.4J32 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6J33 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6J34 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J35 13 44.85 6,728 4.7 21,528 15.0 38,750 26.9J36 16 55.20 8,280 5.8 26,496 18.4 47,693 33.1J37 10 34.50 5,175 3.6 16,560 11.5 29,808 20.7J38 7 24.15 3,623 2.5 11,592 8.1 20,866 14.5J39 10 34.50 5,175 3.6 16,560 11.5 29,808 20.7J40 7 24.15 3,623 2.5 11,592 8.1 20,866 14.5J41 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J42 12 41.40 6,210 4.3 19,872 13.8 35,770 24.8J43 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6

Number of units PersonsJunction

Willow Bend - All PhasesWater Demand Calculations

DemandAverage Day Maximum Daily Maximum Hourly

Residential

40000 Gallons

1 of 2

Date: 2/6/2017

Willow Bend - All PhasesWater Demand Calculations

J44 7 24.15 3,623 2.5 11,592 8.1 20,866 14.5J45 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J46 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6J47 10 34.50 5,175 3.6 16,560 11.5 29,808 20.7J48 11 37.95 5,693 4.0 18,216 12.7 32,789 22.8J49 12 41.40 6,210 4.3 19,872 13.8 35,770 24.8J50 4 13.80 2,070 1.4 6,624 4.6 11,923 8.3J51 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J52 15 51.75 7,763 5.4 24,840 17.3 44,712 31.1J53 14 48.30 7,245 5.0 23,184 16.1 41,731 29.0J54 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J55 7 24.15 3,623 2.5 11,592 8.1 20,866 14.5J56 4 13.80 2,070 1.4 6,624 4.6 11,923 8.3J57 3 10.35 1,553 1.1 4,968 3.5 8,942 6.2J58 10 34.50 5,175 3.6 16,560 11.5 29,808 20.7J59 5 17.25 2,588 1.8 8,280 5.8 14,904 10.4J60 4 13.80 2,070 1.4 6,624 4.6 11,923 8.3J61 19 65.55 9,833 6.8 31,464 21.9 56,635 39.3J62 9 31.05 4,658 3.2 14,904 10.4 26,827 18.6J63 14 48.30 7,245 5.0 23,184 16.1 41,731 29.0J64 8 27.60 4,140 2.9 13,248 9.2 23,846 16.6

Totals 867 297.2 912.1 1641.7~ 543 (Willow Bend)~ 324 (Willow Bend - North Future Use)

2 of 2

Active Scenario: Average DayWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

67.1461.65,415.95,273.5J-267.1463.75,416.05,268.7J-30.0080.75,415.95,229.4J-40.0088.55,415.85,211.2J-5

74.3887.45,415.65,213.5J-6102.9680.65,415.65,229.2J-7

0.0065.95,415.75,263.3J-80.0069.55,415.65,254.9J-91.0874.15,415.65,244.3J-10

31.3275.35,415.65,241.6J-110.0084.05,415.65,221.5J-122.5270.55,415.65,252.7J-132.8871.35,415.65,250.8J-143.6072.25,415.65,248.7J-153.2473.15,415.65,246.6J-165.7672.55,415.65,248.1J-176.8471.05,415.65,251.4J-187.5680.75,415.65,229.1J-196.1285.65,415.65,217.8J-202.1684.95,415.65,219.3J-211.4464.75,415.65,266.1J-224.6865.25,415.65,264.8J-234.3266.55,415.65,261.9J-243.9667.75,415.65,259.0J-253.2474.55,415.65,243.5J-511.0878.05,415.65,235.3J-285.7684.65,415.65,220.1J-295.4086.75,415.65,215.1J-307.2084.55,415.65,220.2J-312.8883.55,415.65,222.5J-322.8880.95,415.65,228.6J-333.2477.55,415.65,236.5J-344.6874.05,415.65,244.6J-355.7669.75,415.65,254.4J-363.6071.45,415.65,250.5J-372.5268.65,415.65,257.1J-383.6074.55,415.65,243.3J-392.5270.35,415.65,253.0J-403.2472.25,415.65,248.6J-414.3271.35,415.65,250.9J-423.2469.05,415.65,256.1J-432.5267.55,415.65,259.6J-443.2465.45,415.65,264.4J-452.8863.05,415.65,270.0J-463.6063.45,415.65,269.1J-473.9663.05,415.65,270.1J-484.3270.25,415.65,253.4J-49

Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

2/7/2017

Bentley WaterCAD V8i (SELECTseries 6)[08.11.06.113]

Bentley Systems, Inc. Haestad Methods Solution Center13023 - WaterCAD.wtg

Active Scenario: Average DayWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

1.4468.95,415.65,256.4J-505.4073.65,415.65,245.5J-525.0476.55,415.65,238.8J-533.2478.75,415.65,233.6J-542.5280.75,415.65,229.1J-551.4476.45,415.65,239.0J-561.0875.55,415.65,241.0J-573.6081.85,415.65,226.4J-581.8083.05,415.65,223.7J-591.4470.75,415.65,252.1J-606.8467.45,415.65,259.7J-613.2479.65,415.65,231.5J-625.0461.85,415.65,272.7J-632.8866.25,415.65,262.6J-642.1671.15,415.65,251.2J-262.8872.65,415.65,247.7J-27


2/7/2017



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Active Scenario: Max DayWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

214.4761.55,415.65,273.5J-2214.4763.65,415.85,268.7J-3

0.0080.55,415.45,229.4J-40.0088.25,415.15,211.2J-5

118.9186.95,414.35,213.5J-6118.9180.05,414.15,229.2J-7

0.0065.35,414.25,263.3J-80.0068.85,413.95,254.9J-93.4573.45,413.85,244.3J-10

60.9574.55,413.85,241.6J-110.0083.25,413.95,221.5J-128.0569.75,413.85,252.7J-139.2070.55,413.85,250.8J-14

11.5071.45,413.85,248.7J-1510.3572.35,413.85,246.6J-1618.4071.75,413.75,248.1J-1721.8570.25,413.75,251.4J-1824.1579.95,413.75,229.1J-1919.5584.85,413.75,217.8J-206.9084.15,413.75,219.3J-214.6063.95,413.85,266.1J-22

14.9564.55,413.85,264.8J-2313.8065.75,413.85,261.9J-2412.6567.05,413.85,259.0J-2510.3573.75,413.85,243.5J-513.4577.25,413.85,235.3J-28

18.4083.85,413.85,220.1J-2917.2586.05,413.85,215.1J-3023.0083.85,413.85,220.2J-319.2082.85,413.95,222.5J-329.2080.25,413.95,228.6J-33

10.3576.75,413.95,236.5J-3414.9573.25,413.95,244.6J-3518.4069.05,413.95,254.4J-3611.5070.75,413.95,250.5J-378.0567.85,413.85,257.1J-38

11.5073.85,413.85,243.3J-398.0569.65,413.95,253.0J-40

10.3571.55,413.95,248.6J-4113.8070.55,413.95,250.9J-4210.3568.35,413.95,256.1J-438.0566.85,413.95,259.6J-44

10.3564.75,414.05,264.4J-459.2062.35,414.05,270.0J-46

11.5062.75,413.95,269.1J-4712.6562.25,413.95,270.1J-4813.8069.45,413.95,253.4J-49


2/7/2017



Active Scenario: Max DayWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

4.6068.15,413.95,256.4J-5017.2572.85,413.95,245.5J-5216.1075.75,413.95,238.8J-5310.3578.05,413.95,233.6J-548.0580.05,413.95,229.1J-554.6075.75,413.95,239.0J-563.4574.85,413.95,241.0J-57

11.5081.15,413.95,226.4J-585.7582.35,413.95,223.7J-594.6069.95,413.85,252.1J-60

21.8566.65,413.75,259.7J-6110.3578.85,413.75,231.5J-6216.1061.15,414.05,272.7J-639.2065.55,413.95,262.6J-646.9070.45,413.85,251.2J-269.2071.95,413.85,247.7J-27


2/7/2017



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Active Scenario: Peak HourWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

386.0561.25,414.95,273.5J-2386.0563.45,415.35,268.7J-3

0.0080.05,414.25,229.4J-40.0087.45,413.35,211.2J-5

214.0485.35,410.75,213.5J-6214.0478.35,410.15,229.2J-7

0.0063.75,410.65,263.3J-80.0066.95,409.65,254.9J-96.2171.45,409.45,244.3J-10

109.7172.65,409.45,241.6J-110.0081.45,409.55,221.5J-12

14.4967.85,409.35,252.7J-1316.5668.65,409.25,250.8J-1420.7069.45,409.25,248.7J-1518.6370.35,409.25,246.6J-1633.1269.65,409.05,248.1J-1739.3368.25,409.05,251.4J-1843.4777.85,409.05,229.1J-1935.1982.85,409.15,217.8J-2012.4282.15,409.15,219.3J-218.2861.95,409.25,266.1J-22

26.9162.55,409.25,264.8J-2324.8463.75,409.25,261.9J-2422.7765.05,409.25,259.0J-2518.6371.75,409.35,243.5J-516.2175.35,409.45,235.3J-28

33.1281.85,409.35,220.1J-2931.0584.05,409.35,215.1J-3041.4081.85,409.35,220.2J-3116.5680.95,409.55,222.5J-3216.5678.35,409.55,228.6J-3318.6374.85,409.55,236.5J-3426.9171.35,409.55,244.6J-3533.1267.15,409.55,254.4J-3620.7068.85,409.45,250.5J-3714.4965.95,409.45,257.1J-3820.7071.95,409.45,243.3J-3914.4967.75,409.45,253.0J-4018.6369.65,409.45,248.6J-4124.8468.65,409.55,250.9J-4218.6366.45,409.65,256.1J-4314.4964.95,409.75,259.6J-4418.6362.95,409.95,264.4J-4516.5660.55,409.85,270.0J-4620.7060.85,409.75,269.1J-4722.7760.35,409.65,270.1J-4824.8467.55,409.55,253.4J-49


2/7/2017



Active Scenario: Peak HourWillowBend

Demand(gpm)

Pressure(psi)

Hydraulic Grade(ft)

Elevation(ft)

Label

8.2866.25,409.55,256.4J-5031.0570.95,409.55,245.5J-5228.9873.85,409.55,238.8J-5318.6376.15,409.55,233.6J-5414.4978.15,409.65,229.1J-558.2873.85,409.55,239.0J-566.2172.95,409.55,241.0J-57

20.7079.25,409.65,226.4J-5810.3580.45,409.65,223.7J-598.2868.05,409.25,252.1J-60

39.3364.65,409.05,259.7J-6118.6376.85,409.05,231.5J-6228.9859.35,409.85,272.7J-6316.5663.65,409.55,262.6J-6412.4268.55,409.45,251.2J-2616.5670.05,409.45,247.7J-27


2/7/2017



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: J-2

358

2P-

250.

000

0.21

-32.

955.

0015

0.0

PVC

8.0

46: J

-14

65: J

-24

497

P-26

0.00

00.

17-2

6.19

5.00

150.

0PV

C8.

048

: J-1

567

: J-2

549

8P-

270.

000

0.49

-76.

725.

0015

0.0

PVC

8.0

73: J

-51

48: J

-15

261

P-28

0.00

00.

2639

.96

5.00

150.

0PV

C8.

081

: J-3

079

: J-2

922

0P-

320.

000

0.28

-43.

335.

0015

0.0

PVC

8.0

83: J

-31

81: J

-30

854

P-33

0.00

00.

2539

.49

5.00

150.

0PV

C8.

079

: J-2

983

: J-3

167

4P-

340.

000

0.71

-111

.97

5.00

150.

0PV

C8.

081

: J-3

058

: J-2

052

4P-

350.

000

0.38

-59.

725.

0015

0.0

PVC

8.0

83: J

-31

81: J

-30

401

P-36

0.00

11.

17-1

83.9

45.

0015

0.0

PVC

8.0

41: J

-12

83: J

-31

187

P-37

Pag

e 1

of 3

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

662/

7/20

17

Ben

tley

Wat

erC

AD

V8i

(S

ELE

CTs

erie

s 6)

[08.

11.0

6.11

3]B

entle

y S

yste

ms,

Inc.

Hae

stad

Met

hods

Sol

utio

n C

ente

r13

023

- W

ater

CA

D.w

tg

Act

ive

Sce

nari

o: P

eak

Hou

rW

illow

Ben

d

Head

loss

Gr

adie

nt(ft

/ft)

Velo

city

(ft/s

)Fl

ow(g

pm)

Min

or L

oss

Coef

ficie

nt

(Loc

al)

Haze

n-W

illiam

s C

Mat

eria

lDi

amet

er(in

)St

op N

ode

Star

t Nod

eLe

ngth

(ft)

Labe

l

0.00

00.

1422

.49

5.00

150.

0PV

C8.

089

: J-3

241

: J-1

218

4P-

380.

000

0.30

46.8

55.

0015

0.0

PVC

8.0

91: J

-33

89: J

-32

226

P-39

0.00

00.

3657

.15

5.00

150.

0PV

C8.

093

: J-3

491

: J-3

327

8P-

400.

000

0.31

47.9

05.

0015

0.0

PVC

8.0

95: J

-35

93: J

-34

284

P-41

0.00

00.

1523

.56

5.00

150.

0PV

C8.

097

: J-3

695

: J-3

527

0P-

420.

000

0.14

22.4

05.

0015

0.0

PVC

8.0

99: J

-37

97: J

-36

502

P-43

0.00

00.

0914

.49

5.00

150.

0PV

C8.

010

1: J

-38

99: J

-37

295

P-44

0.00

00.

40-6

2.53

5.00

150.

0PV

C8.

010

3: J

-39

39: J

-11

226

P-45

0.00

00.

20-3

0.58

5.00

150.

0PV

C8.

010

5: J

-40

103:

J-3

927

7P-

460.

000

0.02

3.89

5.00

150.

0PV

C8.

010

7: J

-41

105:

J-4

036

9P-

470.

000

0.08

12.7

95.

0015

0.0

PVC

8.0

99: J

-37

107:

J-4

126

8P-

480.

000

0.34

-52.

655.

0015

0.0

PVC

8.0

110:

J-4

210

3: J

-39

619

P-49

0.00

00.

63-9

8.16

5.00

150.

0PV

C8.

011

2: J

-43

110:

J-4

236

8P-

500.

000

0.75

-117

.90

5.00

150.

0PV

C8.

011

4: J

-44

112:

J-4

327

0P-

510.

001

0.98

-153

.69

5.00

150.

0PV

C8.

011

6: J

-45

114:

J-4

424

4P-

520.

000

0.72

112.

635.

0015

0.0

PVC

8.0

120:

J-4

711

8: J

-46

272

P-54

0.00

00.

7211

3.24

5.00

150.

0PV

C8.

012

2: J

-48

120:

J-4

726

9P-

550.

000

0.31

48.9

65.

0015

0.0

PVC

8.0

105:

J-4

012

4: J

-49

478

P-57

0.00

42.

1133

0.49

5.00

150.

0PV

C8.

011

6: J

-45

33: J

-818

7P-

580.

000

0.56

87.7

55.

0015

0.0

PVC

8.0

118:

J-4

611

6: J

-45

361

P-59

0.00

00.

1421

.31

5.00

150.

0PV

C8.

012

0: J

-47

114:

J-4

441

2P-

600.

000

0.09

-13.

605.

0015

0.0

PVC

8.0

112:

J-4

335

: J-9

188

P-61

0.00

00.

08-1

2.50

5.00

150.

0PV

C8.

012

2: J

-48

112:

J-4

353

2P-

620.

000

0.13

20.6

85.

0015

0.0

PVC

8.0

124:

J-4

911

0: J

-42

269

P-63

0.00

00.

058.

285.

0015

0.0

PVC

8.0

133:

J-5

012

4: J

-49

183

P-64

0.00

00.

04-6

.21

5.00

150.

0PV

C8.

037

: J-1

075

: J-2

822

5P-

680.

000

0.20

-31.

965.

0015

0.0

PVC

8.0

141:

J-5

297

: J-3

673

2P-

700.

000

0.19

-29.

535.

0015

0.0

PVC

8.0

143:

J-5

314

1: J

-52

264

P-71

0.00

00.

43-6

7.88

5.00

150.

0PV

C8.

014

5: J

-54

143:

J-5

326

9P-

720.

000

0.72

-113

.38

5.00

150.

0PV

C8.

014

7: J

-55

145:

J-5

419

0P-

730.

003

1.77

-277

.90

5.00

150.

0PV

C8.

031

: J-7

147:

J-5

520

0P-

74

Pag

e 2

of 3

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

662/

7/20

17

Ben

tley

Wat

erC

AD

V8i

(S

ELE

CTs

erie

s 6)

[08.

11.0

6.11

3]B

entle

y S

yste

ms,

Inc.

Hae

stad

Met

hods

Sol

utio

n C

ente

r13

023

- W

ater

CA

D.w

tg

Act

ive

Sce

nari

o: P

eak

Hou

rW

illow

Ben

d

Head

loss

Gr

adie

nt(ft

/ft)

Velo

city

(ft/s

)Fl

ow(g

pm)

Min

or L

oss

Coef

ficie

nt

(Loc

al)

Haze

n-W

illiam

s C

Mat

eria

lDi

amet

er(in

)St

op N

ode

Star

t Nod

eLe

ngth

(ft)

Labe

l

0.00

00.

5078

.07

5.00

150.

0PV

C8.

015

0: J

-56

147:

J-5

563

3P-

750.

000

0.04

6.21

5.00

150.

0PV

C8.

015

2: J

-57

150:

J-5

627

4P-

760.

000

0.46

71.9

65.

0015

0.0

PVC

8.0

154:

J-5

814

7: J

-55

366

P-77

0.00

00.

0710

.35

5.00

150.

0PV

C8.

015

6: J

-59

154:

J-5

819

0P-

780.

000

0.26

-40.

915.

0015

0.0

PVC

8.0

154:

J-5

889

: J-3

257

4P-

790.

000

0.17

-26.

865.

0015

0.0

PVC

8.0

145:

J-5

491

: J-3

359

3P-

800.

000

0.06

-9.3

85.

0015

0.0

PVC

8.0

143:

J-5

393

: J-3

465

2P-

810.

000

0.18

-27.

535.

0015

0.0

PVC

8.0

95: J

-35

107:

J-4

150

4P-

820.

000

0.19

-30.

105.

0015

0.0

PVC

8.0

141:

J-5

295

: J-3

558

1P-

830.

000

0.41

-63.

585.

0015

0.0

PVC

8.0

150:

J-5

614

1: J

-52

300

P-84

0.00

32.

221,

388.

425.

0013

0.0

Duct

ile Ir

on16

.023

: J-3

164:

R-1

265

P-85

0.00

00.

3351

.90

5.00

150.

0PV

C8.

017

3: J

-60

67: J

-25

357

P-87

0.00

00.

2843

.62

5.00

150.

0PV

C8.

050

: J-1

617

3: J

-60

334

P-88

0.00

00.

1727

.36

5.00

150.

0PV

C8.

017

6: J

-61

52: J

-17

613

P-89

0.00

00.

08-1

1.97

5.00

150.

0PV

C8.

054

: J-1

817

6: J

-61

616

P-90

0.00

00.

023.

405.

0015

0.0

PVC

8.0

179:

J-6

256

: J-1

924

9P-

910.

000

0.10

-15.

235.

0015

0.0

PVC

8.0

52: J

-17

179:

J-6

261

0P-

920.

000

0.45

70.4

25.

0015

0.0

PVC

8.0

182:

J-6

311

6: J

-45

421

P-93

0.00

00.

2641

.44

5.00

150.

0PV

C8.

011

8: J

-46

182:

J-6

340

9P-

940.

000

0.50

77.9

75.

0015

0.0

PVC

8.0

185:

J-6

412

2: J

-48

338

P-95

0.00

00.

3961

.41

5.00

150.

0PV

C8.

012

4: J

-49

185:

J-6

443

0P-

960.

005

2.91

1,02

4.78

5.00

150.

0PV

C12

.022

: J-2

197:

R-2

239

P-97

0.00

00.

8112

7.58

5.00

150.

0PV

C8.

021

0: J

-26

35: J

-929

2P-

980.

000

0.40

62.3

15.

0015

0.0

PVC

8.0

213:

J-2

721

0: J

-26

275

P-10

00.

000

0.02

3.25

5.00

150.

0PV

C8.

037

: J-1

021

3: J

-27

271

P-10

10.

000

0.60

-52.

850.

0013

0.0

Duct

ile Ir

on6.

021

0: J

-26

73: J

-51

542

P-10

20.

000

0.48

42.5

10.

0013

0.0

Duct

ile Ir

on6.

073

: J-5

121

3: J

-27

648

P-10

30.

000

0.38

33.5

90.

0013

0.0

Duct

ile Ir

on6.

079

: J-2

939

: J-1

190

3P-

104

Pag

e 3

of 3

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

662/

7/20

17

Ben

tley

Wat

erC

AD

V8i

(S

ELE

CTs

erie

s 6)

[08.

11.0

6.11

3]B

entle

y S

yste

ms,

Inc.

Hae

stad

Met

hods

Sol

utio

n C

ente

r13

023

- W

ater

CA

D.w

tg

Act

ive

Sce

nari

o: M

ax D

ay P

lus

Fire

Will

owB

end

Velo

city

of

Max

imum

Pi

pe(ft

/s)

Is F

ire

Flow

Run

Ba

lanc

ed?

Junc

tion

w/

Min

imum

Pr

essu

re

(Sys

tem

)

Pres

sure

(C

alcu

late

d Sy

stem

Lo

wer

Lim

it)(p

si)

Junc

tion

w/

Min

imum

Pr

essu

re

(Zon

e)

Pres

sure

(Z

one

Low

er

Limit)

(psi)

Pres

sure

(C

alcu

late

d Re

sidua

l)(p

si)

Flow

(Tot

al

Avai

labl

e)(g

pm)

Flow

(Tot

al

Need

ed)

(gpm

)

Fire

Flo

w

(Ava

ilabl

e)(g

pm)

Fire

Flo

w

(Nee

ded)

(gpm

)

Satis

fies

Fire

Flo

w

Cons

train

ts?

Labe

l

8.66

True

182:

J-6

358

.018

2: J

-63

20.0

57.5

3,21

4.47

1,71

4.47

3,00

0.00

1,50

0.00

True

J-2

5.70

True

182:

J-6

360

.118

2: J

-63

20.0

61.9

3,21

4.47

1,71

4.47

3,00

0.00

1,50

0.00

True

J-3

5.58

True

182:

J-6

357

.518

2: J

-63

20.0

75.4

3,00

0.00

1,50

0.00

3,00

0.00

1,50

0.00

True

J-4

6.71

True

182:

J-6

355

.718

2: J

-63

20.0

80.9

3,00

0.00

1,50

0.00

3,00

0.00

1,50

0.00

True

J-5

9.66

True

182:

J-6

349

.518

2: J

-63

20.0

71.4

3,61

8.91

3,11

8.91

3,50

0.00

3,00

0.00

True

J-6

9.98

True

182:

J-6

348

.818

2: J

-63

20.0

59.5

3,61

8.91

3,11

8.91

3,50

0.00

3,00

0.00

True

J-7

11.2

0Tr

ue18

2: J

-63

48.2

182:

J-6

320

.051

.72,

740.

351,

500.

002,

740.

351,

500.

00Tr

ueJ-

811

.20

True

62: J

-22

46.1

62: J

-22

20.0

50.5

2,99

8.86

1,50

0.00

2,99

8.86

1,50

0.00

True

J-9

10.9

1Tr

ue18

2: J

-63

47.1

182:

J-6

320

.048

.23,

003.

451,

503.

453,

000.

001,

500.

00Tr

ueJ-

1010

.46

True

182:

J-6

347

.518

2: J

-63

20.0

55.2

3,06

0.95

1,56

0.95

3,00

0.00

1,50

0.00

True

J-11

9.94

True

182:

J-6

348

.918

2: J

-63

20.0

66.5

3,00

0.00

1,50

0.00

3,00

0.00

1,50

0.00

True

J-12

11.2

0Tr

ue62

: J-2

240

.662

: J-2

220

.045

.42,

942.

041,

508.

052,

933.

991,

500.

00Tr

ueJ-

1310

.97

True

62: J

-22

39.8

62: J

-22

20.0

43.3

3,00

9.20

1,50

9.20

3,00

0.00

1,50

0.00

True

J-14

10.9

3Tr

ue62

: J-2

240

.762

: J-2

220

.045

.43,

011.

501,

511.

503,

000.

001,

500.

00Tr

ueJ-

1510

.85

True

176:

J-6

140

.017

6: J

-61

20.0

42.9

3,01

0.35

1,51

0.35

3,00

0.00

1,50

0.00

True

J-16

11.2

0Tr

ue17

6: J

-61

32.7

176:

J-6

120

.037

.52,

868.

651,

518.

402,

850.

251,

500.

00Tr

ueJ-

1711

.20

True

176:

J-6

129

.617

6: J

-61

20.0

30.8

2,93

9.78

1,52

1.85

2,91

7.93

1,50

0.00

True

J-18

10.8

7Tr

ue17

6: J

-61

32.1

176:

J-6

120

.040

.83,

024.

151,

524.

153,

000.

001,

500.

00Tr

ueJ-

1911

.20

True

176:

J-6

142

.917

6: J

-61

20.0

51.3

2,86

6.10

1,51

9.55

2,84

6.55

1,50

0.00

True

J-20

11.2

0Tr

ue18

2: J

-63

55.2

182:

J-6

320

.061

.51,

754.

721,

506.

901,

747.

821,

500.

00Tr

ueJ-

2111

.20

True

63: J

-23

50.9

63: J

-23

20.0

43.7

1,75

4.72

1,50

4.60

1,75

0.12

1,50

0.00

True

J-22

10.9

9Tr

ue62

: J-2

230

.262

: J-2

220

.030

.73,

014.

951,

514.

953,

000.

001,

500.

00Tr

ueJ-

2310

.96

True

62: J

-22

36.9

62: J

-22

20.0

36.5

3,01

3.80

1,51

3.80

3,00

0.00

1,50

0.00

True

J-24

10.9

4Tr

ue62

: J-2

239

.462

: J-2

220

.037

.53,

012.

651,

512.

653,

000.

001,

500.

00Tr

ueJ-

2510

.94

True

62: J

-22

43.2

62: J

-22

20.0

44.4

3,01

0.35

1,51

0.35

3,00

0.00

1,50

0.00

True

J-51

11.2

0Tr

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0.00

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stad

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ente

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ater

CA

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tg

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ive

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nari

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ax D

ay P

lus

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owB

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city

of

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pe(ft

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ire

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tion

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imum

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essu

re

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tem

)

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sure

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alcu

late

d Sy

stem

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wer

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it)(p

si)

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imum

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essu

re

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e)

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one

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er

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al

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pm)

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1,51

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0.00

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3,21

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3,20

6.16

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0.35

1,51

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0.00

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3,01

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0.00

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2,88

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2,87

7.33

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3,01

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0.00

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n C

ente

r13

023

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ater

CA

D.w

tg

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ive

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nari

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ax D

ay P

lus

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owB

end

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city

of

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imum

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pe(ft

/s)

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ire

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tion

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imum

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re

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pm)

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21.3

2,90

0.98

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1.85

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023

- W

ater

CA

D.w

tg


APPENDIX C – Sanitary Sewer Sanitary Demands and Flows

Job

No.

130

23W

illow

Ben

dS

anita

ry S

ewer

Cal

cula

tions

2/7/

2017

3:57

PM

San

itar

y S

ewer

Dem

and

s fo

r W

illo

w B

end

City

of T

horn

ton

Sta

ndar

ds

low

den

sity

(le

ss th

an 5

DU

/acr

e)3.

45pe

ople

/ un

it

mid

den

sity

(5

to 1

2 D

U/ a

cre)

2.45

peop

le /

unit

high

den

sity

(m

ore

than

12

DU

/acr

e)2.

20pe

ople

/ un

it

Res

iden

tial a

vera

ge d

eman

d:80

gal /

per

son

/ day

Com

mer

cial

ave

rage

dem

and:

600

gal /

acr

e

DU

= d

wel

ling

units

Will

ow B

end

Subd

ivis

ion

Pla

nnin

g A

rea

Land

U

se:

DU

(A

C. f

or

Sch

ool

/Com

m.)

Peo

ple

/ Uni

tN

o. o

f P

eopl

eA

vera

ge D

eman

d (g

al/p

erso

n/da

y)

Ave

rage

F

low

(g

pd)

Ave

rage

F

low

(gpm

)

Ave

rage

F

low

(cfs

)

Use

d P

ea

king

F

acto

r

Pea

k

Flo

w

(gpd

)

Pe

ak

Flo

w

(cfs

)

OS

-1 (

La

yton

)S

FD

12

63

.45

435

8034

,776

240.

053.

50

1

21,7

16

0.19

1 (W

illow

Ben

d -

Pha

se 1

)S

FD

100

3.45

345

8027

,600

190.

043.

50

96,6

00

0.15

OS

-2 (

Oxl

ey)

SF

D1

12

3.4

538

680

30,9

1221

0.05

3.50

108

,192

0.

17

2 (W

illow

Ben

d -

Pha

se 1

)S

FD

114

3.45

393

8031

,464

220.

053.

50

1

10,1

24

0.17

3 (W

illow

Ben

d -

Pha

se 2

&3)

SF

D69

3.45

238

8019

,044

130.

033.

50

66,6

54

0.10

4A (

Will

ow B

end

- P

hase

2&

3)S

FD

198

3.45

683

8054

,648

380.

083.

50

1

91,2

68

0.30

4B (

Will

ow B

end

- P

hase

2&

3)S

FD

623.

4521

480

17,1

1212

0.03

3.50

59

,892

0.

09

4C (

Fut

ure

Sch

ool S

ite)

Sch

oo

l11

0.1

Acr

es6

00

Gal

/Ac

---

---

6,0

60

40.

013.

50

21,2

10

0.03

6 (F

utur

e W

B N

orth

)M

FD

324

2.20

713

8057

,024

400.

093.

50

1

99,5

84

0.31

To

tal=

278,

640

194

0.43

2.51

698,

689

1.08

Ful

l Flo

w

Min

imum

Q

ca

p.

Qfu

ll q

/Qfu

ll

134

,776

3.50

0.19

850

%0.

50%

0.43

0.85

22.0

%2

62,3

763.

500.

348

50%

0.50

%0.

430.

8539

.5%

312

4,75

23.

180.

6110

50%

0.44

%0.

731.

4542

.2%

414

3,79

63.

050.

6810

50%

0.50

%0.

771.

5543

.8%

520

4,50

42.

750.

8712

50%

1.00

%1.

783.

5624

.4%

627

8,64

02.

511.

0812

50%

0.48

%1.

232.

4644

.0%

1. S

choo

l Ave

rage

Dem

and

Flo

w b

ased

on

600

gal/a

cre

x 10

acr

es.

2. F

utur

e M

FD

uni

ts b

ased

on

Par

terr

e S

anita

ry S

ewer

Cal

cula

tions

.

2. P

ipes

sm

alle

r th

an 1

5" a

re d

esig

ned

with

no

mor

e th

an 5

0% m

axim

um f

low

(q/

Q)

per

2012

City

of

Tho

rnto

n S

tand

ards

and

Spe

cs.

Des

ign

Pea

k fl

ow

(q

) (c

fs)

Pip

e S

ize

(in)

Avg

flow

(q

) (g

pd)

Pea

king

F

acto

r

Pag

e 1

of 1

1302

3-S

ewer

Dem

ands

Will

ow B

end.

xlsx

Channel Report

Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Dec 6 2016

8 Inch Sanitary Sewer

CircularDiameter (ft) = 0.67

Invert Elev (ft) = 1.00Slope (%) = 0.50N-Value = 0.013

CalculationsCompute by: Known QKnown Q (cfs) = 0.43

HighlightedDepth (ft) = 0.34Q (cfs) = 0.430Area (sqft) = 0.18Velocity (ft/s) = 2.38Wetted Perim (ft) = 1.07Crit Depth, Yc (ft) = 0.31Top Width (ft) = 0.67EGL (ft) = 0.43

0 1

Elev (ft)Section

0.75

1.00

1.25

1.50

1.75

2.00

Reach (ft)

Channel Report







0 1

Elev (ft)Section

0.75

1.00

1.25

1.50

1.75

2.00

Reach (ft)

Channel Report







0 1 2 3

Elev (ft) Depth (ft)Section

0.50 -0.50

1.00 0.00

1.50 0.50

2.00 1.00

2.50 1.50

3.00 2.00

Reach (ft)

DE

SIG

NP

OIN

TA

VG

FLO

W(C

FS)

PE

AK

FAC

TOR

CU

ML

PE

AK

FLO

W (C

FS)

AV

G F

LOW

(CFS

)P

EA

KFA

CTO

R

CU

ML

PE

AK

FLO

W1

0.77

2.15

1.65

0.77

2.15

1.65

20.

143.

470.

500.

143.

470.

503

0.13

3.50

0.47

0.13

3.50

0.47

40.

282.

850.

800.

282.

850.

805

0.69

2.19

1.50

0.66

2.22

1.45

61.

452.

153.

121.

422.

153.

067

2.06

2.15

4.42

1.94

2.15

4.17

80.

352.

670.

930.

352.

670.

939

2.40

2.15

5.17

2.29

2.15

4.92

100.

362.

650.

950.

352.

670.

9311

0.52

2.37

1.24

0.51

2.38

1.22

120.

682.

201.

490.

672.

201.

4715

0.84

2.15

1.81

0.84

2.15

1.80

160.

902.

151.

940.

902.

151.

9217

0.94

2.15

2.01

0.93

2.15

2.00

202.

452.

155.

272.

332.

155.

0121

2.61

2.15

5.60

2.49

2.15

5.35

222.

712.

155.

832.

592.

155.

5723

3.74

2.15

8.03

3.61

2.15

7.76

ALT

. 1A

LT. 2

(Lo

wer

Den

sity

)

Alte

rnat

iveLi

ft S

tatio

nD

ensi

tyFl

ow ra

teP

eak

Flow

toD

P 9

(cfs

)P

eak

Flow

toD

P 1

5 (c

fs)

Max

. HG

Lov

er p

ipe

(ft)

Min

. HG

Lbe

low

gra

deM

ax. H

GL

over

pip

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Job No. 3612 ParterreSanitary Sewer Calculations

12/6/2016

12:17 PM

City of Thornton Standards

Residential (100 gal/person/day)

low density (less than 5 DU/acre) 3.45 people / unit

Sanitary Sewer Demands for Parterre mid density (5 to 12 DU/ acre) 2.45 people / unit

high density (more than 12 DU/acre) 2.20 people / unit

Average demand: 80 gal / person / day

Commercial & Industrial: 600 gal / per acre / day

DU = dwelling units

Design Area B-1 - Parterre

Planning

Area

Land

Use:

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

4A PARK - - 8.2 - - - 80 0 0 0.00

4B PARK - - 9.7 - - - 80 0 0 0.00

4C SFD4 - 125 16.6 7.5 2.45 305 80 24,402 17 0.04

4D-1 MF - 301 15.1 20.0 2.20 662 80 52,976 37 0.08

4D-2 SFA - 335 28.0 12.0 2.45 822 80 65,738 46 0.10

4E MF - 340 17.0 20.0 2.20 748 80 59,840 42 0.09

5A-1 HC 600 - 22.2 - - - - 13,314 9 0.02

Total= 216,270 150 0.33 2.70 2.70 584,388 406 0.90

Design Area B-2 - Parterre

Planning

Area

Land

Use:

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

1A SFD2 - 300 75.0 4.0 3.45 1035 80 82,800 58 0.13

1B SFD3 - 165 33.0 5.0 2.45 404 80 32,340 22 0.05

2A-1 SFD4 - 128 17.0 7.5 2.45 312 80 24,990 17 0.04

2A-2 SFA - 204 17.0 12.0 2.45 500 80 39,984 28 0.06

2A-3 MF - 340 17.0 20.0 2.20 748 80 59,840 42 0.09

2B-1 SFD4 - 300 40.0 7.5 2.45 735 80 58,800 41 0.09

2B-2 SFA - 180 15.0 12.0 2.45 441 80 35,280 25 0.05

2C-1 NC 600 - 7.9 - - - - 4,746 3 0.01

2C-2 MF - 294 14.7 20.0 2.20 646 80 51,709 36 0.08

2D PARK 600 - 2.0 - - - - 1,200 1 0.00

Total= 391,689 272 0.61 2.27 2.27 888,284 617 1.37

Off-Site Area OS-A1 - Willow Bend South

Land Use:

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

SFD - 499 157.7 2.45 1223 80 97,804 68 0.15

SCHOOL 600 - 10.0 - - - - 6,000 4 0.01

Total= 103,804 72 0.16 3.36 3.36 348,305 242 0.54

Off-Site Area OS-A2a - Willow Bend North

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

MF - 324 18.0 18 2.20 713 80 57,024 40 0.09

Total= 57,024 40 0.09 4.00 3.50 199,584 139 0.31

Off-Site Area OS-A2b - Willow Bend North

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

MF - 274 15.2 18 2.20 602 80 48,154 33 0.07

RETAIL 600 - 6.6 - - - - 3,960 3 0.01

Total= 52,114 36 0.08 4.11 3.50 182,398 127 0.28

Off-Site Area OS-A3 - Layton

Land Use:

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

Res. SFD - 126 36.0 3.5 3.45 435 80 34,776 24 0.05

Total= 34,776 24 0.05 4.63 3.50 121,716 85 0.19

Off-Site Area OS-B1 - Holly Hills

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

Res. SFD - 316 137.4 2.3 3.45 1090 80 87,216 61 0.13

Total= 87,216 61 0.13 3.53 3.50 305,256 212 0.472

Off-Site Area OS-B2 - Holly Street Estates

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

Res. SFD - 67 19.2 3.5 3.45 232 80 18,547 13 0.03

Total= 18,547 13 0.03 5.58 3.50 64,915 45 0.10

Off-Site Area OS-B3 - Lewis Pointe

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

Res. SFD - 300 160.0 1.9 3.45 1035 80 82,800 58 0.13

Total= 82,800 58 0.13 3.59 3.50 289,800 201 0.45

Off-Site Area OS-B4 - Oxley

Demand

(gpd/acre)DU Acres

DU /

Acre

People /

Unit

No. of

People

Average

Demand

(gal/person/d

ay)

Average Flow

(gpd)

Average

Flow

(gpm)

Average

Flow

(cfs)

Calc.

Peaking

Factor

Used

Peak

Factor

Peak

Flow

(gpd)

Peak

Flow

(gpm)

Peak

Flow (cfs)

Res. SFD - 112 32.0 3.5 3.45 386 80 30,912 21 0.05

Total= 30,912 21 0.05 4.80 3.50 108,192 75 0.17

Page 1 of 1 20161130_City Reimb Sewer Demands.xls


APPENDIX D – Plans

Overall Utility Plan

final utility report willow bend subdivision · willow bend – phase 1 february 10, 2015 page 4 t...

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