FINALUTILITYREPORT 

 

 

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 12/6/16

 

 

 

   

Final Utility Report Topgolf Thornton – Thornton, Colorado

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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   UTILITY LAYOUT....................................................................................................... 10 

APPENDIX B   SANITARY SEWER CALCULATIONS AND WATERCAD RESULTS ................................ 11 

APPENDIX C  REFERENCE UTILITY BILLS ......................................................................................... 12 

 

   

Final Utility Report Topgolf Thornton – Thornton, Colorado

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RESPONSIBLEPARTYCERTIFICATION “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 

 

Final Utility Report Topgolf Thornton – Thornton, Colorado

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ENGINEER’SNOTE “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  

Final Utility Report Topgolf Thornton – Thornton, Colorado

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REPORTINTENTANDPROJECTLOCATION 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. LocationThe 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. VicinityMap(NottoScale)

Source: Google Maps 2015

Project Site 

Final Utility Report Topgolf Thornton – Thornton, Colorado

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DESCRIPTIONOFPROJECTANDPROPERTY 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.  

WATERANDSANITARYSEWERCRITERIAANDDESIGN RegulatoryInformationThe 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. WaterSystemDesignCriteriaSection 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.

Final Utility Report Topgolf Thornton – Thornton, Colorado

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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.”

WaterSystemDesignInformationThe 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. 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 D – Reference 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:

15,000 10.42

15,000 ∗ 1.8 27,000 18.8

15,000 ∗124

∗1

60∗ 3.24 33.8

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 of 64,000 gpd. As noted above, usage records from other Topgolf facilities indicate a much lower demand (15,000 gpd).

Final Utility Report Topgolf Thornton – Thornton, Colorado

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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. The following summarizes the results of the water system modeling. The complete WaterCAD results are available in Appendix B – Sanitary Sewer Calculations and WaterCAD Results. Table 1 ‐ WaterCAD System Modeling Results Summary 

   WaterCAD Model Results 

Model Scenarios Max. 

Pressure Low 

Pressure Max. 

Velocity 

High HGL of Zone with No Demand 92 psi  NA  NA 

Low HGL of the Zone with No Demand NA  76  NA 

Low HGL of the Zone with Peak Hour Demand NA  76  0.12 

Low HGL with Max Day Demand + Fire Hydrant #1 NA  64  11.78 

Low HGL with Max Day Demand + Fire Hydrant #2 NA  57  9.7 

Low HGL with Max Day Demand + Fire Hydrant #3 NA  60  9.33 

The model and simulation results provided in above and 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 11.78 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. SanitarySewerSystemDesignCriteriaSection 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.

Final Utility Report Topgolf Thornton – Thornton, Colorado

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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” 0.4% 5.0%

SanitarySewerSystemDesignInformationBased 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. The 8” sanitary main to be installed as part of the improvements constructed by the subdivision developer will terminate north and west of the Topgolf site, in the proposed access drive. This main will be extended into the Topgolf site at a slope of 0.4%, where it will terminate near the service location and grease interceptor for the building 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 B – Sanitary Sewer Calculations and WaterCAD Results: 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  

Final Utility Report Topgolf Thornton – Thornton, Colorado

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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.  

Final Utility Report Topgolf Thornton – Thornton, Colorado

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APPENDIXAUTILITYLAYOUT 

Final Utility Report Topgolf Thornton – Thornton, Colorado

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APPENDIXBSANITARYSEWERCALCULATIONSANDWATERCADRESULTS

 

Topgolf ThorntonFinal Utility ReportSanitary Sewer System Calculations

System Flow Calculations

Average Daily Flowrate = Commercial Flow Factor x Site Acreage = 600 gpd/acre x 15 acres

Average Daily Flowrate = 9,000 gpd = 6.25 gpm

Peaking Factor = 3.5

Peak Hourly Flowrate = 21.88 gpm

Pipe Sizing Calculations

Manning Factor = 0.013

Pipe Type = PVC ‐ SDR 35

Pipe Velocity (fps) @ 9,000 gpd

Pipe Size  1.0% 1.5% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%

4" (Actual ID = 3.975") 1.6 1.6 1.9 2.0 2.2 2.4 2.5 2.6

6" (Actual ID = 5.915") 1.2 1.4 1.5 1.8 2.0 2.1 2.3 2.4 2.5

Pipe Velocity (fps) @ 21.88 gpm

Pipe Size  1.0% 1.5% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%

4" (Actual ID = 3.975") 2.1 2.3 2.7 3.0 3.2 3.5 3.7 3.8

6" (Actual ID = 5.915") 1.8 2.0 2.2 2.6 2.9 3.1 3.3 3.5 3.7

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

Pipe Capacity ‐ 6" @ 4% D (ft) h (ft) S (ft/ft) Q (cfs) Q (gpm) V (fps)

Full Pipe Capacity 0.50 0.50 0.040 1.13 504.99 5.73

50% Pipe Capacity 0.50 0.25 0.040 0.56 252.49 5.73

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 = 6.25 gpm

Peak Hourly Flowrate = 21.88 gpmCapacity of Sewer Service                  

(@ 100% Full) = 505 gpmCapacity of Sewer Main                      

(@ 100% Full) = 335 gpm

Pipe Slope

Pipe Slope

% of Sewer Service

1.24%

4.33%

% of Sewer Main

1.87%

6.53%

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

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Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

905,375.0005,168.003" SVC895,375.0005,168.50FH-1875,375.0005,174.80FH-2905,375.0005,167.80FH-3905,375.0005,168.00FIRE SVC925,375.0005,162.30J-1925,375.0005,162.89J-2895,375.0005,168.20J-3875,375.0005,174.70J-4905,375.0005,167.30J-5905,375.0005,167.30J-6905,375.0005,167.30J-7

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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

0.0000.000140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.0000.000150.0PVC6.0FH-1J-333FH-10.0000.000150.0PVC6.0FH-2J-430FH-20.0000.000150.0PVC6.0FH-3J-724FH-30.0000.000150.0PVC8.0J-1R-183P-10.0000.000150.0PVC8.0J-2J-130P-20.0000.000150.0PVC8.0R-2J-2123P-30.0000.000150.0PVC8.0J-3J-2485P-40.0000.000150.0PVC8.0J-4J-3544P-50.0000.000150.0PVC8.0J-5J-4442P-60.0000.000150.0PVC8.0J-5J-69P-70.0000.000150.0PVC8.0J-6J-79P-80.0000.000150.0PVC8.0J-1J-71,353P-9

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL No DemandFlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

795,351.0005,168.003" SVC795,351.0005,168.50FH-1765,351.0005,174.80FH-2795,351.0005,167.80FH-3795,351.0005,168.00FIRE SVC825,351.0005,162.30J-1815,351.0005,162.89J-2795,351.0005,168.20J-3765,351.0005,174.70J-4795,351.0005,167.30J-5795,351.0005,167.30J-6795,351.0005,167.30J-7

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low 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

0.0000.000140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.0000.000150.0PVC6.0FH-1J-333FH-10.0000.000150.0PVC6.0FH-2J-430FH-20.0000.000150.0PVC6.0FH-3J-724FH-30.0000.000150.0PVC8.0J-1R-183P-10.0000.000150.0PVC8.0J-2J-130P-20.0000.000150.0PVC8.0R-2J-2123P-30.0000.000150.0PVC8.0J-3J-2485P-40.0000.000150.0PVC8.0J-4J-3544P-50.0000.000150.0PVC8.0J-5J-4442P-60.0000.000150.0PVC8.0J-5J-69P-70.0000.000150.0PVC8.0J-6J-79P-80.0000.000150.0PVC8.0J-1J-71,353P-9

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Peak HourFlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

795,350.62345,168.003" SVC795,351.0005,168.50FH-1765,350.9905,174.80FH-2795,350.9905,167.80FH-3795,350.9905,168.00FIRE SVC825,351.0005,162.30J-1815,351.0005,162.89J-2795,351.0005,168.20J-3765,350.9905,174.70J-4795,350.9905,167.30J-5795,350.9905,167.30J-6795,350.9905,167.30J-7

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Peak HourFlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C

MaterialDiameter(in)

Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0041.5334140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.0000.000150.0PVC6.0FH-1J-333FH-10.0000.000150.0PVC6.0FH-2J-430FH-20.0000.000150.0PVC6.0FH-3J-724FH-30.0000.1219150.0PVC8.0J-1R-183P-10.0000.011150.0PVC8.0J-2J-130P-20.0000.10-15150.0PVC8.0R-2J-2123P-30.0000.1117150.0PVC8.0J-3J-2485P-40.0000.1117150.0PVC8.0J-4J-3544P-50.0000.1117150.0PVC8.0J-5J-4442P-60.0000.11-17150.0PVC8.0J-5J-69P-70.0000.1117150.0PVC8.0J-6J-79P-80.0000.11-17150.0PVC8.0J-1J-71,353P-9

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

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

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

735,336.05195,168.003" SVC645,316.022,6255,168.50FH-1685,332.1905,174.80FH-2735,336.2605,167.80FH-3735,336.0905,168.00FIRE SVC815,348.7405,162.30J-1805,348.5505,162.89J-2695,327.3905,168.20J-3685,332.1905,174.70J-4735,336.0905,167.30J-5735,336.1805,167.30J-6735,336.2605,167.30J-7

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

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

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C

MaterialDiameter(in)

Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0010.8519140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.34029.792,625150.0PVC6.0FH-1J-333FH-10.0000.000150.0PVC6.0FH-2J-430FH-20.0000.000150.0PVC6.0FH-3J-724FH-30.0279.161,435150.0PVC8.0J-1R-183P-10.0064.07637150.0PVC8.0J-2J-130P-20.0207.71-1,208150.0PVC8.0R-2J-2123P-30.04411.781,846150.0PVC8.0J-3J-2485P-40.0094.97-779150.0PVC8.0J-4J-3544P-50.0094.97-779150.0PVC8.0J-5J-4442P-60.0094.97779150.0PVC8.0J-5J-69P-70.0095.09798150.0PVC8.0J-6J-79P-80.0095.09-798150.0PVC8.0J-1J-71,353P-9

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Max Daily + FH-2FlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

685,324.84195,168.003" SVC725,333.8705,168.50FH-1575,307.072,6255,174.80FH-2685,325.1205,167.80FH-3685,324.8105,168.00FIRE SVC815,348.6805,162.30J-1805,348.6305,162.89J-2725,333.8705,168.20J-3625,317.3405,174.70J-4685,324.8105,167.30J-5685,324.9605,167.30J-6685,325.1205,167.30J-7

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Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Max Daily + FH-2FlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C

MaterialDiameter(in)

Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0010.8519140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.0000.000150.0PVC6.0FH-1J-333FH-10.34029.792,625150.0PVC6.0FH-2J-430FH-20.0000.000150.0PVC6.0FH-3J-724FH-30.0289.291,455150.0PVC8.0J-1R-183P-10.0022.11330150.0PVC8.0J-2J-130P-20.0197.59-1,189150.0PVC8.0R-2J-2123P-30.0309.701,519150.0PVC8.0J-3J-2485P-40.0309.701,519150.0PVC8.0J-4J-3544P-50.0177.06-1,106150.0PVC8.0J-5J-4442P-60.0177.061,106150.0PVC8.0J-5J-69P-70.0177.181,125150.0PVC8.0J-6J-79P-80.0177.18-1,125150.0PVC8.0J-1J-71,353P-9

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

8/29/2016

Bentley WaterCAD V8i (SELECTseries 5)[08.11.05.61]

Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Max Daily + FH-3FlexTable: Junction Table

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

Label

645,315.40195,168.003" SVC735,337.7905,168.50FH-1655,325.6205,174.80FH-2605,307.322,6255,167.80FH-3645,315.7305,168.00FIRE SVC815,348.6605,162.30J-1805,348.6505,162.89J-2735,337.7905,168.20J-3655,325.6205,174.70J-4645,315.7305,167.30J-5645,315.5205,167.30J-6645,315.3305,167.30J-7

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

8/29/2016

Bentley WaterCAD V8i (SELECTseries 5)[08.11.05.61]

Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Active Scenario: Low HGL Max Daily + FH-3FlexTable: Pipe Table

Headloss Gradient

(ft/ft)

Velocity

(ft/s)

Flow(gpm)

Hazen-Williams

C

MaterialDiameter(in)

Stop Node

Start Node

Length (Scaled)

(ft)

Label

0.0010.8519140.0Type K Copper3.03" SVCJ-61033" SVC

0.0000.000140.0Ductile Iron6.0FIRE

SVCJ-51046" FIRE

0.0000.000150.0PVC6.0FH-1J-333FH-10.0000.000150.0PVC6.0FH-2J-430FH-20.34029.792,625150.0PVC6.0FH-3J-724FH-30.0289.331,462150.0PVC8.0J-1R-183P-10.0000.68106150.0PVC8.0J-2J-130P-20.0197.54-1,182150.0PVC8.0R-2J-2123P-30.0228.221,288150.0PVC8.0J-3J-2485P-40.0228.221,288150.0PVC8.0J-4J-3544P-50.0228.221,288150.0PVC8.0J-5J-4442P-60.0228.22-1,288150.0PVC8.0J-5J-69P-70.0228.10-1,269150.0PVC8.0J-6J-79P-80.0258.66-1,356150.0PVC8.0J-1J-71,353P-9

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

8/29/2016

Bentley WaterCAD V8i (SELECTseries 5)[08.11.05.61]

Bentley Systems, Inc. Haestad Methods Solution Center3223 WaterCAD NEW.wtg

Final Utility Report Topgolf Thornton – Thornton, Colorado

12  

APPENDIXCREFERENCEUTILITYBILLS

The City ofOKLAHOMA CITYUTILITIES DEPARTMENTOKLAHOMA CITY WATER UTILITIES TRUST

Previous Balance :Customer Name :Payments Received:Prem Address : Balance In Payplan:Account # : Balance In Dispute:Bill Type/Date:

The City ofOKLAHOMA CITYUTILITIES DEPARTMENT Amount Due On or Past DueOKLAHOMA CITY WATER UTILITIES TRUST

Amount Enclosed $____________________

ROUND IT UP to give "HELP 2 OTHERS" with theircity utility bill.Round up your paymentand check here --->

AADFTDAFDATTDDAFFTTAFTAFDFFFTAFDFFFADFAFDFAAAFFATFTTTDDDAAFADTAAF

City of Oklahoma CityP.O. Box 26570Oklahoma City, OK 73126-0570

Before 12/22/15 After 12/22/15

RESIDENTIAL ACCOUNT

¡00064023700064984102501015331869Þ

TOP GOLF USA, OKC LLC13313 PAWNEE DR250101533186Periodic 12/07/15

$3,986.94 $0.00

$0.00 $0.00

TOP GOLF USA, OKC LLC8750 N CENTRAL EXPRESSWAY SUITE 1200DALLAS TX 75231

Page 1 of 2

250101533186

$6,402.37 $6,498.41

Mandatory odd/even watering (Stage 1) is permanently in effect.This bill reflects a previous balance. If payment has been mailed, thankyou. If not, please remit immediately.

ChargeService Type Mtr Sz Mtr ID Read/Date Read/Date Units BilledWATER SPRINKLER 2 15080005 2941 3165 224 10/30/15 11/30/15WATER DOMESTIC 3_DR 14967447 224 268 44 10/30/15 11/30/15WATER DOMESTIC 3_DR 14967447 682 825 143 10/30/15 11/30/15WATER DOMESTIC 2 15080001 734 734 0 10/30/15 11/30/15

$1,134.36 Up to AWC of 0 0 411

$43.74 FIRELINE PROTEC $255.10 CUSTOMER CHG $759.22 SEWER CHARGE ** Winter Average is 0 ** 187$55.14 SEWER BASE CHG

$108.06 DRAINAGE FEE ** Fee Due To Unfunded EPA Mandate **

The City ofOKLAHOMA CITYUTILITIES DEPARTMENTOKLAHOMA CITY WATER UTILITIES TRUST

Previous Balance :Customer Name :Payments Received:Prem Address : Balance In Payplan:Account # : Balance In Dispute:Bill Type/Date:

The City ofOKLAHOMA CITYUTILITIES DEPARTMENT Amount Due On or Past DueOKLAHOMA CITY WATER UTILITIES TRUST

Amount Enclosed $____________________

ROUND IT UP to give "HELP 2 OTHERS" with theircity utility bill.Round up your paymentand check here --->

AADFTDAFDATTDDAFFTTAFTAFDFFFTAFDFFFADFAFDFAAAFFATFTTTDDDAAFADTAAF

City of Oklahoma CityP.O. Box 26570Oklahoma City, OK 73126-0570

Before 12/22/15 After 12/22/15

RESIDENTIAL ACCOUNT

¡00064023700064984102501015331869Þ

TOP GOLF USA, OKC LLC13313 PAWNEE DR250101533186Periodic 12/07/15

$3,986.94 $0.00

$0.00 $0.00

TOP GOLF USA, OKC LLC8750 N CENTRAL EXPRESSWAY SUITE 1200DALLAS TX 75231

Page 2 of 2

250101533186

$6,402.37 $6,498.41

Mandatory odd/even watering (Stage 1) is permanently in effect.This bill reflects a previous balance. If payment has been mailed, thankyou. If not, please remit immediately.

CURRENT CHARGES:

ADDITIONAL CHARGES/ADJUSTMENTS

AMOUNT DUE AFTER DUE DATE:

$2,355.62

$6,498.41

AMOUNT DUE BY 12/22/15: $6,402.37

Late Payment Charge $59.81

Service Address: TOPGOLF USA NAPERVILLE, LLC 3211 ODYSSEY CT Page 1

Account Number Cycle Bill Date Due Date Last Bill Amount $18,084.93416927-144634 40-07 10/01/15 10/28/15 Payments $.00

Adjustments $.00Balance Forward $18,084.93

Rate Class: COMMERCIAL Total Balance: $35,705.16

Last Payment Amount: $.00 Last Payment Date: 0/00/00

Electric Meter # 14550139 Billing Period: 8/21/15 - 9/22/15

Water Meter # 76933264 Billing Period: 8/26/15 - 9/29/15Current Reading: 39300 Previous Reading: 13300

Water Meter # 60866096 Billing Period: 8/26/15 - 9/29/15Current Reading: 106000 Previous Reading: 80000

Service PeriodFrom To Days Meter Number Mult Description Usage

EL 8/21/15 9/22/15 32 14550139 1.000 FGT FLAT GS 2 134445.15EL 8/21/15 9/22/15 32 14550139 1.000 FGD FLAT GS DMD 327.09WT 8/26/15 9/29/15 34 76933264 1.000 CF CUBIC FEET 26000.00WT 8/26/15 9/29/15 34 60866096 1.000 CF CUBIC FEET 26000.00

Service Unit Cost Consumption Unit Charge Total CostDelivered/Received

EL CUSTOMER CHARGE 21.65EL FLAT GS 2 .046900 134,445.15 KWH 6,305.48EL FLAT GS DMD 20.390100 327.09 KWD 6,669.40

TOTAL ELECTRIC $12,996.53

MC ADDITIONAL MTR CHRG $1.24

WT MONTHLY CUSTOMER CHG 48.18

Service Address: 3211 ODYSSEY CT Account: 416927-144634Current Charges Due Date: 10/28/15Bill Date: 10/01/15 Total Balance: $35,705.16Please Allow 10 Days for mail delivery Amount Enclosed:

TOPGOLF USA NAPERVILLE, LLCC/O KAREN SAVAGE8750 N CENTRAL EXPY STE#1200DALLAS TX 75231

01 041692701446340035705167

-------------------------------------------------------------------------------------------------------------------------------------------------------

Detach this portion and return with your payment to: City of Naperville, PO Box 4231, Carol Stream, IL 601 97-4231

TOPGOLF USA NAPERVILLE, LLC

52,000 CF per month =12,965 gallons per day