topgolf thornton a watercad results ... the topgolf thornton project will be constructed according...

FINAL UTILITY REPORT

Topgolf Thornton Thornton, Colorado

Prepared for: ARCO/Murray National Construction Company, Inc.

3110 Woodcreek Drive

Downers Grove, IL 60515

Prepared by: Baseline Engineering Corporation

1950 Ford Street

Golden, CO 80401

Project #: CO-3223

REVISED 7/22/16

Final Utility Report

Topgolf Thornton – Thornton, Colorado

1

RESPONSIBLE PARTY CERTIFICATION .............................................................................................. 2

ENGINEER’S NOTE ........................................................................................................................... 3

REPORT INTENT AND PROJECT LOCATION ...................................................................................... 4

Location ....................................................................................................................................... 4

Vicinity Map (Not to Scale) .......................................................................................................... 4

DESCRIPTION OF PROJECT AND PROPERTY ..................................................................................... 5

WATER AND SANITARY SEWER CRITERIA AND DESIGN .................................................................. 5

Regulatory Information ............................................................................................................... 5

Water System Design Criteria...................................................................................................... 5

Water System Design Information .............................................................................................. 6

Sanitary Sewer System Design Criteria ........................................................................................ 7

Sanitary Sewer System Design Information ................................................................................ 8

REFERENCES .................................................................................................................................... 9

APPENDIX A WaterCAD Results ................................................................................................... 10

APPENDIX B Sanitary Sewer Calculations ...................................................................................... 11

APPENDIX C Lift Station Design ..................................................................................................... 12



2

RESPONSIBLE PARTY CERTIFICATION

“ARCO/Murray Construction Company, Inc. hereby certifies that the sewer and water system for

the Topgolf Thornton project will be constructed according to the design presented in this report.

I understand that the City of Thornton does not and shall not assume liability for the sewer and

water system designed and/or certified by my engineer. I understand that the City of Thornton

reviews utility plans but cannot, on behalf of the Topgolf Thornton project, guarantee that final

utility design review will absolve Topgolf Thornton and/or their successors and/or assigns of

future liability for improper design. I further understand that approval of the Plat and/or

Development Permit does not imply approval of my engineer’s utility design.”

Attest: _____________________________________________________________________

Bill Krol, ARCO/Murray Construction Company, Inc.

________________________________ _______________________________________

Notary Public Authorized Signature



3

ENGINEER’S NOTE

“I hereby state that this Final Utility Report for the Topgolf Thornton facility was prepared by me

(or under my direct supervision) in general accordance with the provisions of the City of

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

Improvements. I understand that the City of Thornton does not assume liability for utilities

design by others.”

_____________________________________________

Chris Manning, P.E.

Baseline Engineering Corporation

State of Colorado Registration No. 43840



4

REPORT INTENT AND PROJECT LOCATION

The intent of this report is to summarize the overall analysis and design that was specifically

prepared for the water and sewer services at the proposed Topgolf Thornton facility.

Location The project site is located on a portion of the northeast ¼ of Section 27, Township 1 South,

Range 68 West of the 6th Principal Meridian, City of Thornton, County of Adams, State of

Colorado.

More specifically, the project site is located at the southeast corner of Interstate 25 and East 136th

Avenue as shown on the Vicinity Map below. The site is bordered to the west by Interstate 25, to

the south by Thorncreek golf course, to the east by Big Dry Creek, and to the north by

undeveloped land abutting East 136th Avenue.

Vicinity Map (Not to Scale)

Source: Google Maps 2015

Project Site



5

DESCRIPTION OF PROJECT AND PROPERTY

The project consists of a 64,000 square foot golf entertainment complex, which will include 102

hitting bays, an outdoor outfield, restaurant, bar, lounges, corporate/event meeting space and a

family entertainment area. Also included on the project site will include the support facilities for

the complex including roads, parking lot, detention pond(s), and landscaping.

The project site consists of approximately 15 acres that are currently vacant and part of a larger

planned commercial mixed use development identified as the Rolling Hills Thorncreek

Commons. The site is currently designated as “Gateway Mixed Use”. Existing groundcover

includes sparse native vegetation. A small portion of the southeast corner of the property falls

within the current 100-year floodplain.

WATER AND SANITARY SEWER CRITERIA AND DESIGN

Regulatory Information The current “City of Thornton Standards and Specifications for the Design and Construction of

Public and Private Improvements” dated October 2012, specifically Section 200: Water System

Standards and Section 300: Sanitary Sewer System Standards was utilized to establish the design

criteria. In addition to the standards and specifications, applicable review comments from the

Pre-Application submittal were used as supplemental design criteria.

Water System Design Criteria Section 200: Water System Standards of the standards and specifications outlines the following

applicable criteria for the evaluation and design of the water system (not all-inclusive):

Commercial Demands

o Shopping Center 680 gallons per 1,000 square feet of building area per day

o Restaurants/Fast Food 1,000 gallons per 1,000 square feet of building area per day

o Professional Centers 800 gallons per 1,000 square feet of building area per day

Demand Factors/Allowed Flows

o The High HGL of the zone with no demands on the system. The maximum pressure in

this scenario is 100 psi.

o The Low HGL of the zone with no demands of the system. The minimum pressure in

this scenario is 50 psi.

o The Low HGL of the zone with the peak hour demands (Demand Factor of 3.24 for

commercial) added to the system. The minimum pressure under this scenario shall be 40

psi, with a maximum velocity permitted of 5 fps.

o The Low HGL of the zone with the maximum daily demands (Demand Factor of 1.8 shall

be utilized for Office/Commercial) in addition to the required fire flow. The minimum

pressure under this scenario is 20 psi. The maximum velocity under this scenario shall

not exceed 11.2 fps for eight (8) inch lines, and 10 fps for all other lines.



6

Water System Layout and Main Sizing

o Sizing of on-site mains shall be accomplished by utilizing WaterCAD or approved equal.

Results shall be submitted to Development Engineering together with engineered

drawings.

o The diameter for water mains supplying hydrants shall be a minimum of eight (8) inches.

o Water services for non-residential facilities shall be constructed from looped mains.

o The number, location and spacing of fire hydrants shall be determined by the City of

Thornton Fire Department in accordance with the City’s currently adopted and effective

International Fire Code.

The following Pre-Application review comments were utilized as design criteria for the water

system:

Comments from Thornton Fire Department

o “The required fire flow is 2,625 gpm. Three Fire hydrants shall be provided on site. The

maximum spacing is 400 feet and one fire hydrant shall be provided within 225 of

building frontage.”

Water System Design Information The water main will loop around the Topgolf site, with two connections to the proposed

development 8” water main west of the project site and north of the project site (refer to

Appendix A – Utility Layout). The water system will consist of an 8” water main supplying

domestic and fire flow to the facility and three on-site hydrants. Refer to Appendix B – Water

System Design Calculations for the WaterCAD model and simulation results of the proposed

system under the specified criteria.

The calculated system average daily demand of the facility based on the previously identified

criteria would be 64,000 gallons per day (gpd) (or 44 gallons per minute gpm) utilizing the

Restaurants and Fast Food demand of 1,000 gallons per 1,000 square feet of building area per day

with a building area of 64,000 square feet (sf). As a result of other Topgolf facilities being in

operation and that all of the facilities are nearly identical in terms of floor space, layout, fixture

count, landscaping, etc., utilizing actual flows compared to general assumption factors will prove

more accurate.

As shown in the Topgolf utility bills included in Appendix C – Example Utility Bills, the

average daily flows range from 10,000 to 13,000 gpd. Conservatively, we will estimate an

average daily flow of 15,000 gpm for the Thornton Topgolf facility. The maximum daily demand

would then be 27,000 gpd (or 18.8 gpm) based on a Demand Factor of 1.8 and the peak hour

demand is 33.8 gpm based on a Demand Factor of 3.24. The calculations for these demands are

as follows:

𝑆𝑦𝑠𝑡𝑒𝑚 𝐷𝑒𝑚𝑎𝑛𝑑 (𝑔𝑝𝑑) = 15,000 𝑔𝑝𝑑 = 10.42 𝑔𝑝𝑚

𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐷𝑎𝑖𝑙𝑦 𝐷𝑒𝑚𝑎𝑛𝑑 (𝑔𝑝𝑑) = 15,000 𝑔𝑝𝑑 ∗ 1.8 (𝐷𝑒𝑚𝑎𝑛𝑑 𝐹𝑎𝑐𝑡𝑜𝑟) = 27,000 𝑔𝑝𝑑 = 18.8 𝑔𝑝𝑚

𝑃𝑒𝑎𝑘 𝐻𝑜𝑢𝑟 𝐷𝑒𝑚𝑎𝑛𝑑 (𝑔𝑝𝑚) = 15,000 𝑔𝑝𝑑 ∗1 𝑑𝑎𝑦

24 ℎ𝑟∗

1 ℎ𝑟

60 𝑚𝑖𝑛∗ 3.24 (𝐷𝑒𝑚𝑎𝑛𝑑 𝐹𝑎𝑐𝑡𝑜𝑟) = 33.8 𝑔𝑝𝑚

Section 203.2.C lists standard daily demands based on use. A variance from this Criteria is

requested. Per the code, a restaurant the size of the Topgolf facility (64,000sf) indicates a demand



7

of 64,000 gpd. As noted above, usage records from other Topgolf facilities inidicate a much

lower demand (15,000 gpd).

This site falls within City of Thornton pressure Zone 1, which has a High and Low HGL of 5,375

ft and 5,351 ft and High and Low Service Elevations of 5,250 ft and 5,104 ft, respectively. The

High Service Pressure for Zone 1 is 117 psi while the Low Service Pressure is 44 psi (Reference:

City of Thornton Water and Wastewater Systems Master Plan, May 2010). The high and low

finished grades for the Topgolf facility are 5,168 ft and 5,196 ft, respectively. Complete

WaterCAD results are available in the appendices of this report.

The Topgolf facility will be constructed per the 2012 International Building Code (IBC) and the

2012 International Fire Code (IFC). Fire flows will be supplied as required by the IFC.

The model and simulation results provided in Appendix B identify that the system will provide all

of the flow and pressures required by the City and Fire Department during all operational

scenarios. The only minor variance from the City criteria is the maximum velocity of 11.2 fps in

an 8” line. During one scenario where the max daily flow of the facility and fire hydrant 1 were

run at the low HGL, the maximum velocity in one run of pipe at the connection to the main

reached 11.63 fps. This is a direct result of the required water main routing and the vicinity of

fire hydrant 1 to one of the connection points. We do not feel that this slight exceedance of the

City’s specified maximum velocity under one specific scenario is justification for a redesign that

would not provide optimal fire protection due to hydrant locations.

Sanitary Sewer System Design Criteria Section 300: Sanitary Sewer System Standards of the standards and specifications outlines the

following applicable criteria for the evaluation and design of the sanitary sewer system (not all-

inclusive):

Commercial Flow Calculations

o 600 gallons per acre per day

Pipe Sizing and Slope Criteria

o Sanitary sewers must be designed to carry the peak discharge with the pipe being no

more than 50% of maximum flow capacity for mains smaller than 15 inches in diameter.

o It is essential that the sewer have capacity for peak hourly sewage flow and adequate

velocity at minimum sewage flows.

o The Manning formula, with an “n” value of 0.013, shall be utilized for the sizing of

sanitary sewer mains.

o Peaking Factor for commercial flows is a minimum of 2.6 and a maximum of 3.5 (3.5

will be used based on projected flows)

o The minimum and maximum slopes for services and mains are as follows:

Pipe Size Min. Slope Max. Slope

4” 2.0% 8.0%

6” 1.0% 8.0%



8

Sanitary Sewer System Design Information Based on the City of Thornton commercial flow calculations, the estimated average daily flow in

the sanitary sewer from the Topgolf facility will be 9,000 gallons per day (gpd). The peak flow

based on a 3.5 Peaking Factor is 31,500 gpd or 21.88 gpm.

As a result of the substantial distance between the Topgolf facility and the proposed sanitary

sewer main, and the elevation of the site sitting lower than the rest of the development, a full

gravity system will not work. The distance between the proposed grease interceptor and the

sewer service tap is approximately 700 lf. The slope required to provide a minimum scouring

velocity at average daily flows is 4.0%, which would necessitate a 28 ft drop across the service

(not including drops in manholes).

The design will include a sanitary sewer lift station downstream of the grease interceptor that will

pump the sewage up to a manhole near the new sewer main at which point the fluid will gravity

flow to the sewer tap location. The lift station will be a duplex system with dual 2” force mains.

The pumps will be sized to exceed the hourly peak flow with a capacity of 40 gpm per pump.

The force mains will discharge at a 4’ manhole with a 6” effluent pipe at 4.0% slope running to

the service tap at the main.

DETAILED DESIGN INFORMATION FOR THE SANITARY LIFT STATION WILL BE

INCLUDED IN SUBSQUENT REVISIONS OF THIS DOCUMENT.

Refer to Appendix A – Utility Layout for detailed layout of the proposed sanitary sewer. The

following summarizes the sanitary sewer flow and capacity calculations provided in Appendix C

– Sanitary Sewer System Design Calculations:

Average Daily Flow (ADF) = 9,000 gpd (600 gpd per acre, 15 acre parcel)

Hourly Peak Flow (HPF) = 21.88 gpm (3.5 Peaking Factor)

Pipe Size and Slope = 6” @ 4% slope

Flow Velocity at ADF = 2.0 feet per second (fps)

Flow Velocity at HPF = 2.9 fps

Percent of Sanitary Sewer Service Capacity* Utilized at ADF = 1.24%

Percent of Sanitary Sewer Service Capacity* Utilized at HPF = 4.33%

Percent of Sanitary Sewer Main Capacity* at ADF (assumes 8” @ 0.4%) = 1.87%

Percent of Sanitary Sewer Main Capacity* at HPF (assumes 8” @ 0.4%) = 6.53%

* Pipe capacity based on pipe at 100% full



9

REFERENCES

City of Thornton Volume 1: Water and Wastewater Systems Master Plan, City of Thornton; May,

2010.

City of Thornton - Standards and Specifications, Section 200 – Water System Standards, City of

Thornton; October 2012.

City of Thornton - Standards and Specifications, Section 300 – Sanitary Sewer System Standards,

City of Thornton; October 2012.



10

APPENDIX A Utility Layout



11

APPENDIX B Sanitary Sewer Calculations and WaterCAD Results

Topgolf Thornton


Sanitary Sewer System Calculations

System Flow Calculations

Average Daily Flowrate = Commercial Flow Factor x Site Acreage = 600 gpd/acre x 14 acres

Average Daily Flowrate = 8,400 gpd = 5.83 gpm

Peaking Factor = 3.5

Peak Hourly Flowrate = 20.42 gpm

Pipe Sizing Calculations

Manning Factor = 0.013

Pipe Type = PVC ‐ SDR 35

Pipe Velocity (fps) @ 8,400 gpd

Pipe Size 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%

4" (Actual ID = 3.975") 1.59 1.83 2.03 2.2 2.34 2.47 2.59

6" (Actual ID = 5.915") 1.19 1.5 1.74 1.92 2.08 2.21 2.33 2.44

Pipe Velocity (fps) @ 20.42 gpm

Pipe Size 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%

4" (Actual ID = 3.975") 2.29 2.65 2.94 3.18 3.4 3.58 3.76

6" (Actual ID = 5.915") 1.73 2.2 2.53 2.8 3.03 3.23 3.41 3.57

Sanitary Sewer Service Pipe Dia. Water Depth Slope Flow Flow Velocity

Pipe Capacity ‐ 4" @ 4.0% D (ft) h (ft) S (ft/ft) Q (cfs) Q (gpm) V (fps)

Full Pipe Capacity 0.33 0.33 0.040 0.38 168.44 4.36

50% Pipe Capacity 0.33 0.17 0.040 0.19 84.22 4.36

Sanitary Sewer Main Pipe Dia. Water Depth Slope Flow Flow Velocity

Pipe Capacity ‐ 8" @ 0.4% D (ft) h (ft) S (ft/ft) Q (cfs) Q (gpm) V (fps)

Full Pipe Capacity 0.66 0.66 0.004 0.75 334.82 2.18

50% Pipe Capacity 0.66 0.33 0.004 0.37 167.41 2.18

Topgolf Flow Percentage of Service and Main Capacity

Average Daily Flowrate = 5.83 gpm

Peak Hourly Flowrate = 20.42 gpmCapacity of Sewer Service

(@ 100% Full) = 168 gpmCapacity of Sewer Main

(@ 100% Full) = 335 gpm

Pipe Slope

Pipe Slope

% of Sewer Service

3.46%

12.12%

% of Sewer Main

1.74%

6.10%

Active Scenario: High HGL No DemandScenario: High HGL No Demand

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Topgolf Facility

Active Scenario: High HGL No DemandFlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

925,375.0005,162.30J-1895,375.0005,168.20J-2875,375.0005,174.70J-3905,375.0005,167.30J-4905,375.0005,167.30J-5905,375.0005,167.30J-6875,375.0005,174.80FH-2905,375.0005,167.80FH-3905,375.0005,168.00J-9905,375.0005,168.00J-10895,375.0005,168.50FH-1925,375.0005,162.89J-12


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Active Scenario: High HGL No DemandFlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C

MaterialDiameter(in)

Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0000.000150.0PVC8.0J-1R-180P-10.0000.000150.0PVC8.0J-3J-2460P-30.0000.000150.0PVC8.0J-4J-3432P-40.0000.000150.0PVC8.0J-5J-47P-50.0000.000150.0PVC8.0J-6J-58P-60.0000.000150.0PVC8.0J-1J-61,276P-70.0000.000150.0PVC6.0FH-2J-328FH-20.0000.000150.0PVC6.0FH-3J-425FH-3

0.0000.000140.0Type K Copper3.0J-9J-51033" SVC

0.0000.000140.0Ductile Iron6.0J-10J-61036" FIRE

0.0000.000150.0PVC6.0FH-1J-233FH-10.0000.000150.0PVC8.0J-12J-128P-140.0000.000150.0PVC8.0J-2J-12487P-150.0000.000150.0PVC8.0R-2J-12123P-2


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Active Scenario: Low HGL No DemandFlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label



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Active Scenario: Low HGL No DemandFlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C


Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0000.000150.0PVC8.0J-1R-180P-10.0000.000150.0PVC8.0J-3J-2460P-30.0000.000150.0PVC8.0J-4J-3432P-40.0000.000150.0PVC8.0J-5J-47P-50.0000.000150.0PVC8.0J-6J-58P-60.0000.000150.0PVC8.0J-1J-61,276P-70.0000.000150.0PVC6.0FH-2J-328FH-20.0000.000150.0PVC6.0FH-3J-425FH-3



0.0000.000150.0PVC6.0FH-1J-233FH-10.0000.000150.0PVC8.0J-12J-128P-140.0000.000150.0PVC8.0J-2J-12487P-150.0000.000150.0PVC8.0R-2J-12123P-2


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Active Scenario: Low HGL Peak HourFlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label



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Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C


Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0000.1219150.0PVC8.0J-1R-180P-10.0000.1117150.0PVC8.0J-3J-2460P-30.0000.1117150.0PVC8.0J-4J-3432P-40.0000.1117150.0PVC8.0J-5J-47P-50.0000.11-17150.0PVC8.0J-6J-58P-60.0000.11-17150.0PVC8.0J-1J-61,276P-70.0000.000150.0PVC6.0FH-2J-328FH-20.0000.000150.0PVC6.0FH-3J-425FH-3



0.0000.000150.0PVC6.0FH-1J-233FH-10.0000.012150.0PVC8.0J-12J-128P-140.0000.1117150.0PVC8.0J-2J-12487P-150.0000.10-15150.0PVC8.0R-2J-12123P-2


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Active Scenario: Low HGL Max Daily + FH-1FlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

815,348.7705,162.30J-1695,327.8805,168.20J-2685,332.1705,174.70J-3735,336.2005,167.30J-4735,336.2705,167.30J-5735,336.3505,167.30J-6685,332.1705,174.80FH-2735,336.2005,167.80FH-3735,336.15195,168.00J-9735,336.3505,168.00J-10645,316.512,6255,168.50FH-1805,348.6105,162.89J-12


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Active Scenario: Low HGL Max Daily + FH-1FlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C


Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0289.271,452150.0PVC8.0J-1R-180P-10.0095.12-803150.0PVC8.0J-3J-2460P-30.0095.12-803150.0PVC8.0J-4J-3432P-40.0095.12-803150.0PVC8.0J-5J-47P-50.0105.24-822150.0PVC8.0J-6J-58P-60.0105.24-822150.0PVC8.0J-1J-61,276P-70.0000.000150.0PVC6.0FH-2J-328FH-20.0000.000150.0PVC6.0FH-3J-425FH-3



0.34029.792,625150.0PVC6.0FH-1J-233FH-10.0064.02630150.0PVC8.0J-12J-128P-140.04311.631,822150.0PVC8.0J-2J-12487P-150.0197.61-1,192150.0PVC8.0R-2J-12123P-2


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chris.manning

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Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

815,348.7305,162.30J-1725,333.6705,168.20J-2635,319.4905,174.70J-3695,326.6505,167.30J-4695,326.7705,167.30J-5695,326.9105,167.30J-6595,310.042,6255,174.80FH-2695,326.6505,167.80FH-3695,326.64195,168.00J-9695,326.9105,168.00J-10715,333.6705,168.50FH-1805,348.6705,162.89J-12


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Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C


Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0299.371,469150.0PVC8.0J-1R-180P-10.0319.771,530150.0PVC8.0J-3J-2460P-30.0176.99-1,095150.0PVC8.0J-4J-3432P-40.0176.99-1,095150.0PVC8.0J-5J-47P-50.0177.11-1,114150.0PVC8.0J-6J-58P-60.0177.11-1,114150.0PVC8.0J-1J-61,276P-70.34029.792,625150.0PVC6.0FH-2J-328FH-20.0000.000150.0PVC6.0FH-3J-425FH-3



0.0000.000150.0PVC6.0FH-1J-233FH-10.0022.27355150.0PVC8.0J-12J-128P-140.0319.771,530150.0PVC8.0J-2J-12487P-150.0197.50-1,175150.0PVC8.0R-2J-12123P-2


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Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

815,348.7005,162.30J-1735,337.6305,168.20J-2665,327.1705,174.70J-3655,317.3605,167.30J-4655,317.5305,167.30J-5655,317.7405,167.30J-6665,327.1705,174.80FH-2615,308.862,6255,167.80FH-3655,317.41195,168.00J-9655,317.7405,168.00J-10735,337.6305,168.50FH-1805,348.7005,162.89J-12


2/24/2016




Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C


Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0299.421,476150.0PVC8.0J-1R-180P-10.0238.291,298150.0PVC8.0J-3J-2460P-30.0238.291,298150.0PVC8.0J-4J-3432P-40.0248.47-1,327150.0PVC8.0J-5J-47P-50.0248.59-1,345150.0PVC8.0J-6J-58P-60.0248.59-1,345150.0PVC8.0J-1J-61,276P-70.0000.000150.0PVC6.0FH-2J-328FH-20.34029.792,625150.0PVC6.0FH-3J-425FH-3



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2/24/2016





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APPENDIX C Sanitary Lift Station Design

topgolf thornton a watercad results ... the topgolf thornton project will be constructed according...

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