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t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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 Page 2
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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.
Willow Bend – Phase 1 February 10, 2015 Page 3
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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
Willow Bend – Phase 1 February 10, 2015 Page 4
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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
Willow Bend – Phase 1 February 10, 2015 Page 5
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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.
Willow Bend – Phase 1 February 10, 2015 Page 6
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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
Willow Bend – Phase 1 February 10, 2015 Page 7
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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.
Willow Bend – Phase 1 February 10, 2015 Page 8
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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.
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
APPENDIX A – Maps Vicinity and Subdivision Map
SUBDIVISION LAYOUT WITH CONCEPTUAL PHASING
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
APPENDIX B – Domestic Water
Water Demands
WaterCAD Plan View
WaterCAD Output
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
Page 2 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
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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
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: 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
Page 2 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
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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
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: 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
Page 2 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
Act
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35: J
-919
9P-
120.
000
0.67
104.
215.
0015
0.0
PVC
8.0
46: J
-14
44: J
-13
241
P-13
0.00
00.
3554
.71
5.00
150.
0PV
C8.
048
: J-1
546
: J-1
426
1P-
140.
000
0.54
84.5
45.
0015
0.0
PVC
8.0
50: J
-16
48: J
-15
259
P-15
0.00
00.
7010
9.52
5.00
150.
0PV
C8.
052
: J-1
750
: J-1
640
0P-
160.
000
0.22
33.8
15.
0015
0.0
PVC
8.0
54: J
-18
52: J
-17
260
P-17
0.00
00.
11-1
7.49
5.00
150.
0PV
C8.
056
: J-1
954
: J-1
867
1P-
180.
000
0.41
-64.
365.
0015
0.0
PVC
8.0
58: J
-20
56: J
-19
769
P-19
0.00
00.
0812
.42
5.00
150.
0PV
C8.
060
: J-2
158
: J-2
022
0P-
200.
000
0.05
-8.2
85.
0015
0.0
PVC
8.0
63: J
-23
62: J
-22
146
P-21
0.00
00.
2640
.37
5.00
150.
0PV
C8.
065
: J-2
463
: J-2
327
4P-
220.
000
0.31
48.4
75.
0015
0.0
PVC
8.0
67: J
-25
65: J
-24
258
P-23
0.00
00.
48-7
5.56
5.00
150.
0PV
C8.
044
: J-1
363
: 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
ue18
2: J
-63
54.9
182:
J-6
320
.058
.91,
754.
721,
503.
451,
751.
271,
500.
00Tr
ueJ-
2811
.20
True
182:
J-6
348
.518
2: J
-63
20.0
56.0
2,96
8.40
1,51
8.40
2,95
0.00
1,50
0.00
True
J-29
11.2
0Tr
ue17
6: J
-61
48.6
176:
J-6
120
.061
.72,
888.
521,
517.
252,
871.
271,
500.
00Tr
ueJ-
30
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: 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
11.2
0Tr
ue18
2: J
-63
50.1
182:
J-6
320
.063
.12,
735.
221,
523.
002,
712.
221,
500.
00Tr
ueJ-
319.
82Tr
ue18
2: J
-63
49.2
182:
J-6
320
.063
.43,
009.
201,
509.
203,
000.
001,
500.
00Tr
ueJ-
329.
75Tr
ue18
2: J
-63
49.3
182:
J-6
320
.058
.93,
009.
201,
509.
203,
000.
001,
500.
00Tr
ueJ-
339.
80Tr
ue18
2: J
-63
49.2
182:
J-6
320
.054
.33,
010.
351,
510.
353,
000.
001,
500.
00Tr
ueJ-
349.
89Tr
ue10
1: J
-38
48.1
101:
J-3
820
.051
.63,
014.
951,
514.
953,
000.
001,
500.
00Tr
ueJ-
359.
91Tr
ue10
1: J
-38
46.0
101:
J-3
820
.044
.23,
018.
401,
518.
403,
000.
001,
500.
00Tr
ueJ-
3610
.72
True
101:
J-3
838
.810
1: J
-38
20.0
41.6
3,01
1.50
1,51
1.50
3,00
0.00
1,50
0.00
True
J-37
11.2
0Tr
ue18
2: J
-63
55.6
182:
J-6
320
.046
.91,
754.
721,
508.
051,
746.
671,
500.
00Tr
ueJ-
3811
.20
True
122:
J-4
845
.412
2: J
-48
20.0
51.2
3,21
7.66
3,01
1.50
3,20
6.16
3,00
0.00
True
J-39
10.5
3Tr
ue18
2: J
-63
47.2
182:
J-6
320
.048
.93,
008.
051,
508.
053,
000.
001,
500.
00Tr
ueJ-
4010
.08
True
101:
J-3
846
.210
1: J
-38
20.0
48.4
3,01
0.35
1,51
0.35
3,00
0.00
1,50
0.00
True
J-41
10.9
0Tr
ue12
2: J
-48
45.8
122:
J-4
820
.049
.53,
013.
801,
513.
803,
000.
001,
500.
00Tr
ueJ-
4211
.16
True
182:
J-6
344
.918
2: J
-63
20.0
49.8
3,01
0.35
1,51
0.35
3,00
0.00
1,50
0.00
True
J-43
11.2
0Tr
ue18
2: J
-63
43.6
182:
J-6
320
.046
.52,
943.
221,
508.
052,
935.
171,
500.
00Tr
ueJ-
4411
.20
True
182:
J-6
342
.618
2: J
-63
20.0
45.9
2,88
7.68
1,51
0.35
2,87
7.33
1,50
0.00
True
J-45
11.2
0Tr
ue18
2: J
-63
40.9
182:
J-6
320
.040
.22,
913.
881,
509.
202,
904.
681,
500.
00Tr
ueJ-
4611
.20
True
182:
J-6
343
.118
2: J
-63
20.0
41.4
2,95
5.47
1,51
1.50
2,94
3.97
1,50
0.00
True
J-47
11.1
7Tr
ue18
2: J
-63
44.3
182:
J-6
320
.040
.03,
012.
651,
512.
653,
000.
001,
500.
00Tr
ueJ-
4810
.86
True
122:
J-4
845
.612
2: J
-48
20.0
47.6
3,01
3.80
1,51
3.80
3,00
0.00
1,50
0.00
True
J-49
11.2
0Tr
ue18
2: J
-63
54.5
182:
J-6
320
.051
.71,
754.
721,
504.
601,
750.
121,
500.
00Tr
ueJ-
509.
81Tr
ue18
2: J
-63
49.2
182:
J-6
320
.051
.13,
017.
251,
517.
253,
000.
001,
500.
00Tr
ueJ-
529.
78Tr
ue18
2: J
-63
49.2
182:
J-6
320
.053
.33,
016.
101,
516.
103,
000.
001,
500.
00Tr
ueJ-
539.
70Tr
ue18
2: J
-63
49.4
182:
J-6
320
.056
.83,
010.
351,
510.
353,
000.
001,
500.
00Tr
ueJ-
549.
54Tr
ue18
2: J
-63
49.8
182:
J-6
320
.061
.73,
008.
051,
508.
053,
000.
001,
500.
00Tr
ueJ-
5510
.21
True
152:
J-5
747
.815
2: J
-57
20.0
48.6
3,00
4.60
1,50
4.60
3,00
0.00
1,50
0.00
True
J-56
11.2
0Tr
ue18
2: J
-63
55.8
182:
J-6
320
.054
.91,
754.
721,
503.
451,
751.
271,
500.
00Tr
ueJ-
5710
.42
True
182:
J-6
349
.518
2: J
-63
20.0
55.1
3,01
1.50
1,51
1.50
3,00
0.00
1,50
0.00
True
J-58
11.2
0Tr
ue18
2: J
-63
55.9
182:
J-6
320
.064
.21,
754.
721,
505.
751,
748.
971,
500.
00Tr
ueJ-
59
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
+
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3-75
5-16
662/
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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
10.9
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: J-2
540
.567
: J-2
520
.035
.93,
004.
601,
504.
603,
000.
001,
500.
00Tr
ueJ-
6011
.20
True
54: J
-18
34.5
54: J
-18
20.0
21.3
2,90
0.98
1,52
1.85
2,87
9.13
1,50
0.00
True
J-61
11.2
0Tr
ue17
6: J
-61
31.5
176:
J-6
120
.035
.32,
978.
321,
510.
352,
967.
971,
500.
00Tr
ueJ-
6211
.20
True
118:
J-4
642
.711
8: J
-46
20.0
34.1
2,90
4.83
1,51
6.10
2,88
8.73
1,50
0.00
True
J-63
11.0
6Tr
ue12
2: J
-48
43.0
122:
J-4
820
.038
.53,
009.
201,
509.
203,
000.
001,
500.
00Tr
ueJ-
6411
.01
True
62: J
-22
46.2
62: J
-22
20.0
46.8
3,00
6.90
1,50
6.90
3,00
0.00
1,50
0.00
True
J-26
10.8
7Tr
ue62
: J-2
246
.862
: J-2
220
.047
.13,
009.
201,
509.
203,
000.
001,
500.
00Tr
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27
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
+
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3-75
5-16
662/
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tley
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erC
AD
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(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
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
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
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Dec 6 2016
10 Inch Sanitary Sewer
CircularDiameter (ft) = 0.83
Invert Elev (ft) = 1.00Slope (%) = 0.44N-Value = 0.013
CalculationsCompute by: Known QKnown Q (cfs) = 0.77
HighlightedDepth (ft) = 0.44Q (cfs) = 0.770Area (sqft) = 0.29Velocity (ft/s) = 2.63Wetted Perim (ft) = 1.36Crit Depth, Yc (ft) = 0.39Top Width (ft) = 0.83EGL (ft) = 0.55
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Dec 6 2016
12 Inch Sanitary Sewer
CircularDiameter (ft) = 1.00
Invert Elev (ft) = 1.00Slope (%) = 0.48N-Value = 0.013
CalculationsCompute by: Known QKnown Q (cfs) = 1.23
HighlightedDepth (ft) = 0.50Q (cfs) = 1.230Area (sqft) = 0.39Velocity (ft/s) = 3.12Wetted Perim (ft) = 1.57Crit Depth, Yc (ft) = 0.47Top Width (ft) = 1.00EGL (ft) = 0.65
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
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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
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APPENDIX D – Plans
Overall Utility Plan