Woodbury - Aurora Metro Station

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1 Woodbury - Aurora Metro Station Master Utility Report Aurora, Colorado E. Centrepoint Dr. and E. Alameda Dr. Prepared By: Galloway 6162 S. Willow Drive, Suite 32 Greenwood Village, CO POC: Randy Smith RandySmith@GallowayUS.com Job no. WOC2.1 Date: February 19, 216

2 2/19/16 Page 3 of 16 Project Location and Description Water Design Criteria Water Demand Calculations Sanitary Sewer Design Criteria Sanitary Sewer Flow Calculations Conclusion Appendix 1 Water & Sanitary Demand Calculations Appendix 2 Water Model Output Appendix 3 Utility Maps

3 2/19/16 Page 4 of 16 Project Location and Description The proposed Aurora Metro Station development consists of approximately 69-acres of the overall 8 acres of the master Centrepoint development and located in the Northwest Quarter of Section 18, Township 4 South, Range 66 West of the 6 th P.M., in the City of Aurora, Arapahoe County, State of Colorado. The site is bound by East Alameda Parkway on the north, East Center Avenue on the south, South Sable Boulevard on the west and South Chambers Road on the east. The property to be developed is vacant and covered by native grasses. There are four existing developments located within the overall master development. The existing Kaiser Hospital and Village at City Center are adjacent to the site along the south side of East Center Avenue. Arapahoe County site is located at the southeast corner of Alameda Parkway and Alameda Drive. Finally, the RTD Park-n-Ride is located at the northeast corner of South Sable Boulevard and East Centrepointe Drive. Other onsite existing improvements includes a utility corridor in the northwest corner of the site. The utility corridor contains the Sable City Center storm sewer system which is a 96 /18 RCP that crosses under Alameda Pkwy and discharges into City Center Park Detention Pond. There is also an additional 96 CMP that parallels the 96 /18 RCP that conveys on and offsite flows to the City Center Park water quality pond. The utility corridor also contains a 15 sanitary sewer and a 36 waterline. The proposed site is approximately 69 acres in size. Approximately 33-acres of the development will be commercial. Approximately 18-acres will be high density residential and the remainder roadway and landscape tracts.

2/19/16 Page 5 of 16 Figure 1 - VICINITY MAP Water Design Criteria All water lines were designed according to City of Aurora and Aurora Water Water,

Water mains will be located a minimum of 1 feet from sanitary and storm sewer pipes. 2.

Where the road is too narrow for the water line to be 1 feet from the sewer line and 4 feet from the curb, the water line will be located 5 feet

4 2/19/16 Page 5 of 16 Figure 1 - VICINITY MAP Water Design Criteria All water lines were designed according to City of Aurora and Aurora Water Water, Sanitary Sewer and Storm Drainage Infrastructure as noted below: 1. Water mains will be located a minimum of 1 feet from sanitary and storm sewer pipes. 2. Water lines will be kept a minimum of four feet from the lip of curb except for short distances. 3. Where the road is too narrow for the water line to be 1 feet from the sewer line and 4 feet from the curb, the water line will be located 5 feet east or north of the road center line. The road may be too narrow only at bump outs or similar traffic control devices. 4. The pipe velocity will be between 2 and 1 feet per second during max day demand plus fire flow for 12 mains. 5. The pipe velocity will be between 2 and 15 feet per second during max day demand plus fire flow for 8 mains.

5 2/19/16 Page 6 of Water valves will be located in the main on L-1 of the legs at any tee or cross except fire hydrant laterals. 7. Water valves will be located a minimum of every 75 feet. 8. The maximum day demand plus fire flow results in a residual pressure is greater or equal to 2 psi. 9. The maximum demand residual pressure is greater or equal to 5 psi. 1. Final locations of main line and service stubs, fire hydrants, valves will be determined with the final development plan for each parcel. Water flow peaking factors and infiltration calculations were determined from section 5 of the City of Aurora and Aurora Water Water, Sanitary Sewer and Storm Drainage Infrastructure. Water Demand Calculations Water demand is based off of City of Aurora Standards and Specifications section 1734 Water, Sanitary and Storm Drainage Infrastructure paragraph 5.2. Average Daily Flow was determined using the demand rate table in Paragraph Residential based on 16 Gallons per capita per day Zoning Average Day (gpm/acre) Max Day (gpm/acre) Max Hour (gpm/acre) People per Unit Units Per Acre MH Table 1 RESIDENTIAL WATER DEMAND The above residential table was used Multi-family and Senior Living. The maximum number of units was used when a range of the number of units was provided. Then the number of units was converted to acres based on 4 DU per acre to calculate the specific load. I.e. If a parcel is zoned for 2 to 35 Sr. Units. We used 35 units divided for 4 du / acre to get 8.75 acres. Then 8.75 acres was multiplied by the factors in the above table to calculate the water load. Hotel Water demand was based on the number of rooms times a 1.5 person per room occupancy rate times 16 gal / day / capita. I.e. 112 room hotel times 1.5 person per room 16 gal / day / capita equals and average day flow of 26,88 gal per day.. Commercial Zoning Average Day (gpm/acre-building) Max Day (gpm/acre-building) Max Hour (gpm/acre-building) A/B-* (office / retail) Table 2 COMMERCIAL WATER DEMAND

6 2/19/16 Page 7 of 16 The above commercial table was used for retail and office demand calculations. The office and retail square footages were converted to acres to use the table. Restaurant Restaurant service water demand is based on a conservative estimate of 7 gallons water per seat per day. It was assumed that in a restaurant that there would be one seat per 25 SF of restaurant. This results in a restaurant service water demand rate of 2.8 gallon per SF per day. Peak flow will be based off of 4.5 times the average daily flow. At the time of this report the estimated uses for the development are: Multi Family Senior Living Parcel Retail Office Restaurant Hotel Units Area land Units Area land SF SF SF Rooms AC AC 1 8, 24, , , 18, , 45, 5, , 7 175, 15, Table 3 RESTAURANT WATER DEMAND The resultant domestic flows for each parcel are as follows; Total Water Demand Parcel Avg Max Load Hr gpm gpm Table 4 DOMESTIC WATER DEMAND PER PARCEL

7 2/19/16 Page 8 of 16 Fire Flow Fire flow was calculated based current IFC flow rates. The square footages of each use for each parcel were used to calculate the fire flow required for each parcel. It was assumed all buildings are Type IV or better. We assumed we would only fight one fire at a time. We assumed that each parcel would contain one building with all the uses for the parcel in that one building. This is conservative. When more detailed plans are available some uses may be more decentralized creating more building that in turn could have less fire flow demand. The calculations are included in the two tables below. Restaurant Retail Office Hotel 1 Multifamily 2 Sr. Living 3 Parcel SF SF SF Rooms SF Units SF Units SF 1 8, 24, ,6 2 1, 6 72, 3 11, 18, 25 3, 4 5, 45, 5, 17 24, , , 6 5, 7 175, 15, Total 29, 128, 29, , ,26, , Average Sq. footage Table 5 SQUARE FOOTAGE PER USE PER PARCEL Notes 1. Hotel square footage was estimated at 8 sf per room 2. Multifamily square footage was estimated at 12 sf per room 3. Sr. Living square footage was estimated at 9 sf per room

8 2/19/16 Page 9 of 16 Total Fire Flow Parcel SF Required⁴ w/ Sprinkler Required⁵ 1 122, , , , , , , Total 1,483,717 Table 6 FIRE FLOW PER PARCEL Notes 4. Fire Flows were estimated for Type IV buildings 5. It is assumed that each building will have automatic sprinklers, based on sprinklers the fire flow was reduced to 25% The domestic and fire flows were entered into a Bentley water cad v8i model. For each run of the model one fire flow was activated for each parcel. The resultant flows, velocities and pressures resulted in the pipe sizes indicated in the table below and on the provided utility sheets in appendix 3. Parcel Spine Road Water Pipe Dia (") Table 7 WATER MAIN SIZE Additional water model output is available in appendix 2.

9 2/19/16 Page 1 of 16 Sanitary Sewer Design Criteria All sanitary sewer lines were designed according to City of Aurora and Aurora Water Water, Sanitary Sewer and Storm Drainage Infrastructure as noted below: 1. There are no horizontal or vertical curves on sanitary sewers. 2. Sanitary sewer lines will be located along the road center line. 3. It there is a median the sewer line will be located in the center of the lane closest to the median on the south or west side of the median. 4. Where the road is too narrow for the water line to be 1 feet from the sewer line and 4 feet from the curb, the sewer line will be located 5 feet west or south of the road center line. The road may be too narrow only at bump outs or similar traffic control devices. 5. A Manning s n value of.11 was used for new PVC pipe per Water, Sanitary Sewer and Storm Drainage Infrastructure. 6. A minimum slope of.4% was observed in the design. 7. Minimum slopes were also determined as the greater of.4% or the slope required to achieve a minimum velocity of 2. feet per second. 8. The flow velocity does not exceed 1. feet per second for the full-pipe and halffull-pipe conditions. 9. A minimum of.2 feet drop through the manhole for straight-trough and near straight-through manholes. 1. A minimum of.3 feet drop through the manhole for 45 degree bend or greater manholes. 11. The depth of flow in pipes does not exceed 75% of capacity pipes 12 and smaller and does not exceed 9% for pipes larger than All service line taps will be a minimum of 5 from the outside of the nearest manhole and not in the manholes. 13. Direct service line taps will not be allowed on sewer mains 24 in diameter and larger. 14. Sanitary sewer loading rates are based on the type and density of development. 15. Final locations of main line and service stubs, manholes will be determined with the final development plan for each parcel. Sanitary Sewer flow peaking factors and infiltration calculations were determined from section 5 of the City of Aurora and Aurora Water Water, Sanitary Sewer and Storm Drainage Infrastructure.

10 2/19/16 Page 11 of 16 Sanitary Sewer Design Calculations Sanitary sewer flows are calculated at 5% of water demand flows. Peak flow will be based off of 4.5 times the average daily flow. Based off the water demand calculations the sewer flows for each parcel will be; Total Sanitary Sewer Flow Parcel Avg Max Load Hr gpm gpm Table 8 SANITARY SEWER FLOWS PER PARCEL Pipes were modeled using Bentley stand-alone sewer cad v8i. The max hour flow rate was entered into the pipe model as appropriate. Each flow was increased by 1% for I & I. Parcel 2 and 3 were entered into one outfall together. Parcel 6 and 7 were also entered into one outfall. Because Parcel 5 has two outfalls the flow was increased by 25% and divided into two halves. The resultant flow was entered into each outfall. All pipes were sized to 8 for the initial calculation. All pipes had velocities less than 1 FPS at the 8 diameter. The maximum velocity is 5.1 FPS. The maximum depth of flow is.32 feet. The maximum percent flow capacity is 35.1%. Detailed results are available in the appendix. Conclusion The water and sanitary sewer system design will meet the City of Aurora design standards.

11 2/19/16 Page 12 of 16 Appendix 1 - Water & Sanitary Demand Calculations Retail Water Demand Parcel SF Demand Avg Load Peak Day Max Hr Avg Day gpm/sf gpm gpm gpm gpd 1 8, 4.13E , 4.13E , 4.13E , 4.13E E E , 4.13E ,413 Total 29, 4.13E-5 Based on SF Office Water Demand Parcel SF Demand Avg Load Peak Day Max Hr Avg Day gpm/sf gpm gpm gpm gpd E E , 4.13E , , 4.13E , E , 4.13E , , 4.13E Total 128, 4.13E-5 Based on SF Restaurant Service Water Demand Parcel SF Demand Avg Load Peak Day Max Hr Avg Day gpm/sf gpm gpm gpm gpd 1 24,8 1.94E , E E , 1.94E , E E E Total 29,8.194 Based on SF

12 2/19/16 Page 13 of 16 Hotel Water Demand Parcel Rooms Demand Avg Load Peak Day Max Hr Avg Day gpm/sf gpm gpm gpm gpd , Total Based on Rooms Multi Family Parcel units Demand Avg Load Peak Day Max Hr Avg Day gpm/ac gpm gpm gpm gpd , , , , Total Based on area Sr Living Parcel Units Demand Avg Load Peak Day Max Hr Avg Day gpm/ac gpm gpm gpm gpd , Total Based on area

13 2/19/16 Page 14 of 16 Parcel Total Water Demand Parcel Total Sanitary demand Parcel Avg Load Peak Day Max Hr Avg Day Avg Load Peak Day Max Hr Avg Day gpm gpm gpm gpd gpm gpm gpm gpd , , , , , , , , , , , , , ,653 Total 466, ,329

14 2/19/16 Page 15 of 16 Appendix 2 - Water Model Output

16 Fire Flow Node FlexTable: Fire Flow Report J-11 J4 J2&3 J5 J6 J7 Label Fire Flow (Needed) (gpm) 2, 3,313 2, 1, 1,938 Flow (Total Needed) (gpm) 2,198 3,651 2,617 1,9 1,973 Flow (Total Available) (gpm) 3,5 3,698 3,839 4,117 3,59 3,535 Pressure (Calculated Residual) (psi) Pressure (Calculated System Lower Limit) (psi) Junction w/ Minimum Pressure (System) J5 J5 J5 J6 J5 J5 Velocity of Maximum Pipe (ft/s) Pipe w/ Maximum Velocity P-11 P-14 P-22 P-33 P-35 P-38 WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 1

17 FlexTable: Junction Table J-11 J4 J2&3 J5 J6 J7 Label Elevation (ft) 5, , , , ,51.5 5,481.9 Demand (gpm) Hydraulic Grade (ft) 5, , , , , , Pressure (psi) Pressure (Calculated Total Flow Needed) (psi) Velocity of Maximum Pipe (ft/s) WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 1

18 FlexTable: Pipe Table P-11 P-13 P-14 P-21 P-22 P-33 P-34 P-35 P-36 P-37 P-38 Label Length (Scaled) (ft) Diameter (in) PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC Material Start Node R-1 J-11 J4 J-11 J2&3 R-2 J5 R-3 J6 R-5 J7 Stop Node J-11 J4 R-7 J2&3 R-2 J5 R-3 J6 R-4 J7 R-6 Flow (gpm) Velocity (Maximum) (ft/s) Headloss (ft) WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 1

19 Project Inventory: WOC2.1_P_UTIL WaterCAD Water.wtg Title Engineer Company Date Notes Scenario Summary ID Label Notes Active Topology Physical Demand Initial Settings Operational Age Constituent Trace Fire Flow Energy Cost Transient Pressure Dependent Demand Failure History SCADA User Data Extensions Calculation Options Label Calculation Options Label 2/17/ Fire Flow Base Active Topology Base Physical Base Demand Base Initial Settings Base Operational Base Age Base Constituent Base Trace Base Fire Flow Base Energy Cost Base Transient Base Pressure Dependent Demand Base Failure History Base SCADA Base User Data Extensions New Steady State/EPS Solver - 1 Base Calculation Options Network Inventory Pipes 11 Variable Speed Pump Batteries Junctions 6 PRV's Hydrants PSV's Tanks PBV's Reservoirs 7 FCV's WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 2

20 Project Inventory: WOC2.1_P_UTIL WaterCAD Water.wtg Network Inventory Customer Meters 6 TCV's SCADA Elements GPV's Pumps Isolation Valves Pump Stations Spot Elevations Transient Network Inventory Turbines Rupture Disks Periodic Head-Flows Discharges to Atmosphere Air Valves Orifices Between Pipes Hydropneumatic Tanks Valves With Linear Area Change Surge Valves Surge Tanks Check Valves Pressure Pipes Inventory 8. (in) 1,524 ft All Diameters 4,523 ft 12. (in) 2,999 ft WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 2 of 2

21 FlexTable: Reservoir Table R-1 R-2 R-3 R-4 R-5 R-6 R-7 Label Flow (Out net) (gpm) Hydraulic Grade (ft) 5, , , , , , ,712.4 WOC2.1_P_UTIL WaterCAD Water.wtg 2/19/216 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 2 W Watertown, CT 6795 USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 1

22 2/19/16 Page 16 of 16 Appendix 3 Utility Maps

23 W WM WM C 214. Galloway & Company, Inc. All Rights Reserved PARCEL SCALE: 1"=1' UT-1 PARCEL 4 NOT FOR CONSTRUCTION PARCEL 2 PARCEL 3 COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. UT-2 12" DIP PARCEL 7A PARCEL 7B UT-4 SA PARCEL 5A UT-3 PARCEL 7C # PARCEL 6 PARCEL 5B

24 C 214. Galloway & Company, Inc. All Rights Reserved SCALE: 1"=4' PROPOSED 12" COPYRIGHT NOT FOR CONSTRUCTION THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED MATCHLINE STA SEE SHEET UT-2 PROPOSED 12" #

25 C 214. Galloway & Company, Inc. All Rights Reserved W SEE SHEET UT-1 MATCHLINE STA MATCHLINE SEE SHEET UT-3 PROPOSED 12" PROPOSED 12" " DIP SCALE: 1"=4' COPYRIGHT # NOT FOR CONSTRUCTION THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED.

26 SEE SHEET UT-2 MATCHLINE PROPOSED 12" PROPOSED 12" SEE SHEET UT-4 MATCHLINE STA SCALE: 1"=4' 196+ C 214. Galloway & Company, Inc. All Rights Reserved COPYRIGHT NOT FOR CONSTRUCTION THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. #

C 214. Galloway & Company, Inc. All Rights Reserved 199+ 2+ 2+39.64 2+ 3+ 3+46.

27 C 214. Galloway & Company, Inc. All Rights Reserved SCALE: 1"=4' NOT FOR CONSTRUCTION COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED MATCHLINE STA SEE SHEET UT # 193+

KUM & GO 300 SUBDIVISION THORNTON, COLORADO

FINAL UTILITY STUDY KUM & GO 300 SUBDIVISION THORNTON, COLORADO PREPARED FOR: KUM & GO, L.C. 6400 WESTOWN PARKWAY WEST DES MOINES, IOWA 50266 PH: (515) 457-6232 CONTACT: RYAN J. HALDER PREPARED BY: OLSSON