ONET UTILITY LETTER FOR ROMENADE AT ASTLE ROK D (LOTS 2, 3-A AND 4, ASLTE INES OMMERIAL FILING & UNLATTED LAND IN NORTHWEST ASTLE ROK) October 24, 2014 Revised: December 10, 2014 OWNER/DEVELOER: romenade astle Rock, LL 5750 DT arkway, Suite 210 Greenwood Village, O 80111 303-771-4004 BY: Bowman VISION LAND 603 ark oint Drive, Suite 100 Golden, O 80401 303-801-2900 ROJET NO: 020029-01-002 TOWN ROJET NO: D 14-0007
romenade at astle Rock D oncept Utility Letter age 2 of ENGINEER S STATEMENT: The enclosed utility report, and exhibits, were prepared by me or under my direct supervision and is correct to the best of my knowledge and belief. Said utility report has been prepared in accordance with applicable Town of astle Rock criteria and is in conformance with the master plan of utilities for the affected area. I accept responsibility for any liability caused by negligent acts, errors or omissions on my part in preparing this report. Lincoln J. Thomas.E. #42350 For and on Behalf of Bowman Vision Land
romenade at astle Rock D oncept Utility Letter age 3 of TABLE OF ONTENTS: roject Location and Description:... 4 Site Location:... 4 Description of roperty and Land Use:... 4 Water System:... 5 Existing Water System:... 5 roposed Water System:... 6 Wastewater System:... 6 Existing Wastewater System:... 6 roposed Wastewater System:... 6 References:... 8 Appendix A: Reference Materials... 9 Appendix B: Vicinity Map... 10 Appendix : lanned Development lan... 11 Appendix D: Utility Maps...
romenade at astle Rock D oncept Utility Letter age 4 of roject Location and Description: Site Location: The romenade at astle Rock D (Lots 2 and 4, astle ines ommercial Filing, Lot 3-A astle ines ommercial Filing 1 st Amendment and unplatted land) is a 160 acre commercial development in the northwest corner of the Town of astle Rock near the intersection of Atrium Way and Factory Shops Boulevard. The site is contained within portions of Section 22 and Section 27, Township 7 South, Range 67 West, of the 6 th.m., see Vicinity Map in Appendix B. The site is bordered on the north by astle ines Village subdivision and North Meadows extension currently under construction, on the east by The Outlets at astle Rock and Interstate 25, on the south by The Outlets at astle Rock and Lowe s, and on the west by The ines at astle Rock Apartments, existing developed parcels in Filing and State Highway 85. Description of roperty and Land Use: The 160 acre Site is planned for a maximum of 360 multi-family units, 240 hotel rooms, approximately 820,069 sf of retail/offices, 198,294 sf of restaurants, and 4.43 acres of irrigated open space. It is estimated that the development will require 2,218 SFEs of water use and 2,221 SFEs of wastewater flow. SFE flows and demands are calculated by using the table 4.4.1.1 in each of the Town Water System and Wastewater ollection System riteria Manuals, see below, and are tabulated in Appendix A. This project will be developed in phases as the market will allow. The anticipated phasing for romenade at astle Rock will be in the following order: lanning Area 1, lanning Area 7, lanning Area 4, lanning Area 5, lanning Area 6, lanning Area 2, and lanning Area 3. The developer and Town of astle Rock will determine the level of infrastructure improvements required to serve any given phase at the time of the Site Development lan (SD) for that hase. Dust mitigation measures and erosion control measures will be implemented during the grading process in accordance with the Town standards. The order of phasing may be modified as the market dictates. Water Wastewater Land Use Typical ADD (gpd) Typical SFEs Typical ADF (gpd) Typical SFEs Retail / Offices 0.2 /sf 0.0005 /sf 0.1 /sf 0.0005 /sf Restaurants 3.0 sf 0.0075 /sf 1.5 /sf 0.0075 /sf Multi-Family Residential 260 /dwelling unit 0.65 /dwelling unit 130 /dwelling unit 0.65 /dwelling unit Hotel / Motel 75 /room 0.19 /room 75 /room 0.375 /room Irrigated Land 3,750 /irrigated acre 9.38 /irrigated acre N/A N/A Easements will be provided around water mains and sanitary sewer mains that are outside of public right-of-ways in accordance with Town standards regarding location and size, and will be dedicated with new subdivision plats that will be submitted along with the construction
romenade at astle Rock D oncept Utility Letter age 5 of documents for each planning area. The Site is currently comprised of undeveloped land that has been previously graded in areas, contains native grasses, bare ground, and contains no irrigation canals or ditches, water wells, or on-site wastewater treatment facilities. There is a regulatory floodplain that encumbers a small portion of the site near the intersection of Factory Shops Boulevard and Atrium Drive; this area will be developed and a LOMR is currently being submitted. Topography on the site slopes from east to west with an elevation change of approximately 165 feet. Water System: Existing Water System: urrently on Site there are multiple existing water mains to connect to for the proposed development: - Factory Shops Boulevard (from New Memphis ourt to Atrium Drive) - astlegate Drive West (from astlegate Drive North to Atrium Drive) - Atrium Way (from State Highway 85 to Atrium Drive) - Atrium Drive (from ircular North ROW from Factory Shops Boulevard to astlegate Drive West) - V New Beale Street (from State Highway 85 to roundabout in New Beale Street) - astlegate Drive North (from State Highway 85 to asltegate Drive West) - 8 New Abbey Lane - 16 East of Highway 85 between Atrium Way and New Beale Street See Appendix D for Town provided utility maps. No known bottlenecks or shortcomings are anticipated for water distribution as the site lies entirely on the lower end of the yellow pressure zone and has adequate pressure. This Site lies entirely in the Yellow pressure zone and will rely on storage tank T A/B for water supply which is located near the intersection of Meadows arkway and oachline Road and has a capacity of 10 MG. Elevation on the site varies from 6,220 feet to 6,065 feet, which results in anticipated static water pressures of between 4 psi and 49 psi. The maximum anticipated pressure is calculated by subtracting the minimum site ground elevation from the maximum HGL and multiplying by 0.433 psi/ft, while the minimum anticipated pressure is calculated by subtracting the maximum site ground elevation from the minimum HGL. Max Ground Elevation Served (ft) Min Ground Elevation Served (ft) Yellow ressure Zone: Max HGL (ft) Min HGL (ft) Max. ressure (psi) Min. ressure (psi) 6230 6065 6352 6334 4 45
romenade at astle Rock D oncept Utility Letter age 6 of roposed Water System: roposed development anticipates the removal of a portion of the existing water system and addition of multiple water mains within the site. The existing water mains in Factory Shops Boulevard, astlegate Drive West and Atrium Way will be extended and tied together into a 4-way cross at the proposed intersection, the fourth leg of the cross will run under the proposed Atrium Way extension up to its intersection with North Meadows, then down North Meadows to its intersection with astlegate Drive North. er Town of astle Rock Water Standards, loops will be provided in each lanning Area and around building groups to supply adequate domestic and fire pressures, and fire hydrant coverage. Any future development of the existing water infrastructure needed to serve this site is the responsibility of the Developer. There are no proposed supply facilities required to adequately serve the development. See Appendix A for water demand calculations. Wastewater System: Existing Wastewater System: urrently there are multiple sanitary mains that run near and within the site: - 54 & 27 V Along east side of State Highway 85-8 V New Abbey Lane Outfall to 27 along State Highway 85-3 x 8 V Stubs in astlegate Drive West from the existing astlegate Apartments (astle ines ommercial Filing 2, 6 and 8). - 8 V Along the north side of the Outlets at astle Rock - 10 V New Beale Street The 8 V in New Abbey Lane takes flows from the existing developed lots in Filing (rimrose School and hristian Brothers Automotive), while the 8 V mains that end at astlegate Drive West take contribution flows from the existing astlegate Apartments. roposed Wastewater System: roposed development anticipates a main extension within Atrium Way from State Highway 85 to the north end of the development to serve the majority of the site (lanning Areas 1-4). lanning Area 5 will be serviced by connecting to the existing 8 main in New Abbey Lane. lanning Area 6 will be serviced by connecting into the 27 main along State Highway 85, or connect to the sewer main in Atrium Way. lanning Area 7 will tie into the sanitary stubs that exist in astegate Drive West and then outfall through astlegate Apartments and into the 27 main along State Highway 85. Any future development of the existing wastewater infrastructure needed to serve this site is the responsibility of the Developer. There are no proposed wastewater facilities that are anticipated for this development. See Appendix A for wastewater demand calculations.
romenade at astle Rock D oncept Utility Letter age 7 of There are 5 Design oints in the site that analyze in depth the adequacy of existing and proposed sanitary pipes. Design oints 1 and 2 analyze the flows from the proposed lanning Area 7. Design oint 3 is at the existing connection of the Filing sanitary to the Interceptor along State Highway 85, and is taken at the critical slope at the connection. It currently takes flows from rimrose School and hristian Brothers Automotive, and will take flows from lanning Area 5. Design oint 4 will be a new connection at the intersection of Atrium Way and State Highway 85, and will convey flows from lanning Areas 1-4, and 6. Design oint 5 is at the lower extent of the site and receives flows from the entire site and flows from further upstream. Analysis of Design oints can be found in Appendix A in a routing table, and correspond to the Design oints in Appendix. These show that the existing and proposed pipes on site will be able to convey lows through the site. ritical oints are used to verify that existing pipes on site can convey existing and proposed flows. There are 2 ritical oints in the existing astlegate Apartments at critical slopes downstream of proposed lanning Area 7 and the existing astlegate Apartments. ritical slopes were determined by as-built drawings in Appendix A. ritical oint 1 passes flows from half of lanning Area 7 (180 units) and flows from 1/4 of the astlegate Apartments (188 units). Whereas ritical oint 2 also passes flows from half of lanning Area 7 (180 units) and flows from 1/2 of the existing astlegate Apartments (375 units). Analysis of ritical oints can be found in Appendix A, and correspond to the ritical oints in Appendix. Design oint 3 was estimated in the 1 st Amendment to the Final Water and Sanitary Sewer System Study for astle ines ommercial D from March 2007 (D Utility Report) to convey 0.442 cfs, however, in this report it conveys 0.45 cfs. While this is larger than the planned value, it is still lower than the pipe capacity of 1.01 cfs, which results in the pipe being 44% of maximum capacity. Also, in the D Utility Report, Design oint 5 was estimated to have a capacity of.45 cfs and at full buildout was estimated to convey 7.87 cfs. In this report, the full buildout flow is 6.41 cfs, and the pipe max capacity is 8.68 cfs, which results in the pipe being 74% of maximum capacity. Overall, the sanitary flows from the site will convey through the proposed and existing pipes.
romenade at astle Rock D oncept Utility Letter age 8 of References: 1. Town of astle Rock Water System Design riteria Manual September 20 2. Town of astle Rock Wastewater ollection System Design riteria Manual September 20 3. Water and Sanitary Sewer System Study for astle ines ommercial D November 1994 4. 1 st Amendment to the Final Water and Sanitary Sewer System Study for astle ines ommercial D March 2007 5. 2 nd Amendment to the Final Water and Sanitary Sewer System Study, astle ines ommercial D December 2006 (rimrose School) 6. Final Utility Report for Lot 3-B, astle ines ommercial Filing, 1 st Amendment April 2013 (hristian Brothers Automotive) 7. International Fire ode 2009
Appendix A: Reference Materials romenade at astle Rock D oncept Utility Letter age 9 of
hapter 4. Water System Design riteria associated with the Town s oncept, reliminary, and Final Development ackages are documented in hapter 3 of these riteria. 4.4.1. Design Demands The tabulation below provides the Average Daily Demand (ADD) rates that shall be applied to compute the demands associated with the various types of land use within the development. Demands shall be computed for intermediate and full build-out phases of the development, and shall be assigned to the appropriate design points within the model to accurately reflect the geographical distribution of land use throughout the site. Land Use Typical ADD/Unit Typical SFEs/Unit Single Family Residential and Duplexes 400 gpd/dwelling unit 1.00/dwelling unit Multi-Family Residential (Townhomes and ondos) 260 gpd/dwelling unit 0.65/dwelling unit Retail/Offices 0.2 gpd/sf 0.0005/SF Hotels/Motels 75 gpd/room 0.19/room Restaurants 3.0 gpd/sf 0.0075/SF ar Washes 5,000 gpd/facility.5/facility Industrial / Other ommercial 1,200 gpd/acre 3.0/acre Institutional 800 gpd/acre 2.0/acre Rates for Typical Douglas ounty School Sizes: Elementary (10 ac, 675 students) 3,375 gpd/school 8.44/school Middle (25 ac, 850 students) 8,500 gpd/school 21.25/school High (50 ac, 1,700 students) 17,000 gpd/school 42.50/school Rates for Alternate School Sizes: Elementary Domestic 5 gpd/student 0.013/student Middle Domestic 10 gpd/student 0.025/student High Domestic 10 gpd/student 0.025/student Elementary Schools Irrigation 3,000 gpd/total acreage 7.5/total acreage Middle Schools Irrigation 5,250 gpd/total acreage 13.1/total acreage High Schools Irrigation 4,400 gpd/total acreage 11.0/total acreage hurches 600 gpd/church 1.5/church Irrigated Land (Sports Fields and School Sites Excluded) 3,750 gpd/ irrigated acre 9.38/acre Town of astle Rock Water System Design riteria Manual September 20 4-3
hapter 4. Wastewater ollection System Design riteria 4.4.1.1 Wastewater System Average Daily Flow (ADF) Land Use Typical ADF/Unit Typical SFEs/Unit Single Family Residential and Duplexes 200 gpd/dwelling unit 1.00/dwelling unit Multi-Family Residential (Townhomes and ondos) 130 gpd/dwelling unit 0.65/dwelling unit Retail/Offices 0.1 gpd/sf 0.0005/SF Hotels/Motels 75 gpd/room 0.375/room Restaurants 1.5 gpd/sf 0.0075/SF ar Washes 5,000 gpd/acre 25.0/acre Industrial/Other ommercial 600 gpd/acre 3.0/acre Institutional 400 gpd/acre 2.0/acre hurches 300 gpd/church 1.5/church Irrigated Land 0 gpd/acre 0.0/acre Rates for Typical Douglas ounty School Sizes: Elementary (10 ac, 675 students) 3,375 gpd/school 16.88/school Middle (25 ac, 850 students) 8,500 gpd/school 42.50/school High (50 ac, 1700 students) 17,000 gpd/school 85.00/school Rates for Alternate School Sizes: Elementary 5 gpd/student 0.025/student Middle 10 gpd/student 0.050/student High 10 gpd/student 0.050/student The demands noted in the table above represent the winter time or dry weather Average Daily Flow (ADF) with no allowance for infiltration and inflow (I/I). I/I shall be accounted for in accordance with the eak Design Flow computation discussed in the sections to follow. Regarding design flows for schools, planned school sizes shall be confirmed with the Douglas ounty School District and documented in the Utility Report. The tabulated rates shown above shall be applied as appropriate, depending on the information provided by the School District. Reasonable engineering judgment shall be used in determining the estimated ADF for commercial, industrial and institutional sites. Individual evaluation and justification shall be provided when the proposed use is not specifically represented in the table above, or when the proposed flows will be inconsistent with the tabulated values. Justification of all non-residential flows shall be addressed in the Utility Report. Town of astle Rock Wastewater ollection System Design riteria Manual September 20 4-3
lanning Area romenade at astle Rock - lanning Areas 1-7 - Water Demand Area (ac) Retail / Office (sf) Restaurant (sf) Multi-Family Residential (du) Hotel / Motel (Room) Irr. Land (ac) SFE 1 25.32 164779 33750 336 2 13.41 66241 38904 325 3 16.70 113919 17022 240 230 4 29.96 173834 61077 545 5 14.73 86621 28874 260 6 29.76 214675 18667 247 7 17.24 360 234 Open Space by A 1&4 4.43 4.43 42 Total: 151.55 820069 198294 360 240 2218
romenade at astle Rock - lanning Areas 1-7- Sanitary Demand Multi-Family lanning Area Area (ac) Retail/ Office (sf) Restaurant (sf) Residential (du) Hotel/Motel (Room) ADF (gpd) F DF (gpd) SFE 1 25.32 164779 33750 67103 5.00 342224 336 2 13.41 66241 38904 64980 5.00 331396 325 3 16.70 113919 17022 240 54925 5.00 2800 275 4 29.96 173834 61077 108998 5.00 555892 545 5 14.73 86621 28874 51973 5.00 265061 260 6 29.76 214675 18667 49469 5.00 252290 247 7 17.24 360 46800 5.00 238680 234 Total: 147. 820069 198294 360 240 444248 2221
Design oint Multi-Family Residential (Units) romenade at astle Rock - lanning Areas 1-7 - Sanitary ipes apacity Misc. Uses (gpd or units) ipe Size (in) ipe Max apacity (cfs) (75% of Full) Basin Retail / Restaurant Hotel ADF umulative umulative umulative ipe Full ipe Basin Description Office (sf) (sf) (Rooms) (gpd) ADF (gpd) F DF (gpd) DF (cfs) Slope Flow (cfs) 1 1/2 A 7 180 23400 1 23400 5.00 119340 0.18 8 1.00% 1.45 1.09 17% 1 1/2 A 7 180 23400 2 23400 5.00 119340 0.18 8 1.00% 1.45 1.09 17% 2 A 5 86621 28874 51973 rimrose School & hristian Bros 2 Auto 4680 4680 3 56653 5.00 288929 0.45 8 0.86% 1.34 1.01 44% 3 A 1 164779 33750 67103 3 A 2 66241 38904 64980 3 A 3 113919 17022 240 54925 3 A 4 173834 61077 108998 4 A 6 214675 18667 49469 4 345475 4.36 1542041 2.39 1.50% 5.16 3.87 62% 1 A 7 46800 2 A 5, School, Auto 56653 3 A 1,2,3,4 345475 4 A 6 49469 astlegate Apartments* 563 73190 Upstream Flows** 555106 555106 5 16692 3.58 4143503 6.41 27 0.10% 11.57 8.68 74% DF / Max ap ritical oint 1 2 ritical oint Retail / Restaurant Multi-Family Residential Hotel Misc. Uses (gpd or ADF umulative ipe ipe Full ipe ipe Max DF/ Max Description Office (sf) (sf) (Units) (Rooms) units) (gpd) ADF (gpd) F DF (gpd) DF (cfs) Size Slope Flow (cfs) apacity (cfs) ap 1/2 A 7 + 1/4 GA 368 47840 47840 5.00 243984 0.38 0.96% 1.42 1.07 35% 1/2 A 7 + 1/2 GA 555 72150 72150 5.00 367965 0.57 0.33% 0.83 0.62 91% Abbreviations and Notes: A lanning Area GA astlegate Apartments * In 1994, astlegate Apartments were estimated to contain 750 units, 3/4 of this development flows through this pipe **ADF Upstream Flows derived from 2007 D Utility Study and astle Rock eak Factor Equation
D-1 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.01000 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.45 ft³/s Results Discharge 1.45 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted erimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft ritical Depth 0.56 ft ercent Full 100.0 % ritical Slope 0.00955 ft/ft Velocity 4.10 ft/s Velocity Head 0.26 ft Specific Energy 0.93 ft Froude Number 0.00 Maximum Discharge 1.56 ft³/s Discharge Full 1.45 ft³/s Slope Full 0.01000 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:21:31 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
D-1 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft ritical Depth 0.56 ft hannel Slope 0.01000 ft/ft ritical Slope 0.00955 ft/ft 10/23/2014 4:21:31 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
D-2 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.01000 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.45 ft³/s Results Discharge 1.45 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted erimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft ritical Depth 0.56 ft ercent Full 100.0 % ritical Slope 0.00955 ft/ft Velocity 4.10 ft/s Velocity Head 0.26 ft Specific Energy 0.93 ft Froude Number 0.00 Maximum Discharge 1.56 ft³/s Discharge Full 1.45 ft³/s Slope Full 0.01000 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:21:58 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
D-2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft ritical Depth 0.56 ft hannel Slope 0.01000 ft/ft ritical Slope 0.00955 ft/ft 10/23/2014 4:21:58 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
D-3 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.00860 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.34 ft³/s Results Discharge 1.34 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted erimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft ritical Depth 0.55 ft ercent Full 100.0 % ritical Slope 0.00869 ft/ft Velocity 3.81 ft/s Velocity Head 0.23 ft Specific Energy 0.90 ft Froude Number 0.00 Maximum Discharge 1.44 ft³/s Discharge Full 1.34 ft³/s Slope Full 0.00860 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:22:48 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
D-3 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft ritical Depth 0.55 ft hannel Slope 0.00860 ft/ft ritical Slope 0.00869 ft/ft 10/23/2014 4:22:48 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
D-4 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.01500 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft Discharge 5.16 ft³/s Results Discharge 5.16 ft³/s Normal Depth 1.00 ft Flow Area 0.79 ft² Wetted erimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width 0.00 ft ritical Depth 0.92 ft ercent Full 100.0 % ritical Slope 0.01300 ft/ft Velocity 6.57 ft/s Velocity Head 0.67 ft Specific Energy 1.67 ft Froude Number 0.00 Maximum Discharge 5.55 ft³/s Discharge Full 5.16 ft³/s Slope Full 0.01500 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:24:23 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
D-4 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.00 ft ritical Depth 0.92 ft hannel Slope 0.01500 ft/ft ritical Slope 0.01300 ft/ft 10/23/2014 4:24:23 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
D-5 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.00100 ft/ft Normal Depth 2.25 ft Diameter 2.25 ft Discharge 11.57 ft³/s Results Discharge 11.57 ft³/s Normal Depth 2.25 ft Flow Area 3.98 ft² Wetted erimeter 7.07 ft Hydraulic Radius 0.56 ft Top Width 0.00 ft ritical Depth 1.18 ft ercent Full 100.0 % ritical Slope 0.00343 ft/ft Velocity 2.91 ft/s Velocity Head 0.13 ft Specific Energy 2.38 ft Froude Number 0.00 Maximum Discharge.45 ft³/s Discharge Full 11.57 ft³/s Slope Full 0.00100 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:24:43 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
D-5 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.25 ft ritical Depth 1.18 ft hannel Slope 0.00100 ft/ft ritical Slope 0.00343 ft/ft 10/23/2014 4:24:43 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
ritical-1 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.00960 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.42 ft³/s Results Discharge 1.42 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted erimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft ritical Depth 0.56 ft ercent Full 100.0 % ritical Slope 0.00930 ft/ft Velocity 4.02 ft/s Velocity Head 0.25 ft Specific Energy 0.92 ft Froude Number 0.00 Maximum Discharge 1.53 ft³/s Discharge Full 1.42 ft³/s Slope Full 0.00960 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 3:44:11 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
ritical-1 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft ritical Depth 0.56 ft hannel Slope 0.00960 ft/ft ritical Slope 0.00930 ft/ft 10/23/2014 3:44:11 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
ritical-2 roject Description Friction Method Solve For Manning Formula Full Flow apacity Input Data Roughness oefficient 0.011 hannel Slope 0.00330 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 0.83 ft³/s Results Discharge 0.83 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted erimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft ritical Depth 0.43 ft ercent Full 100.0 % ritical Slope 0.00594 ft/ft Velocity 2.36 ft/s Velocity Head 0.09 ft Specific Energy 0.76 ft Froude Number 0.00 Maximum Discharge 0.89 ft³/s Discharge Full 0.83 ft³/s Slope Full 0.00330 ft/ft Flow Type Subritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft rofile Description rofile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 10/23/2014 4:01:25 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 1 of 2
ritical-2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft ritical Depth 0.43 ft hannel Slope 0.00330 ft/ft ritical Slope 0.00594 ft/ft 10/23/2014 4:01:25 M Bentley Systems, Inc. Haestad Methods Solution Bentley enter FlowMaster V8i (SELETseries 1) [08.11.01.03] 27 Siemons ompany Drive Suite 200 W Watertown, T 06795 USA +1-203-755-1666 age 2 of 2
romenade at astle Rock D oncept Utility Letter age 10 of Appendix B: Vicinity Map SITE
Appendix : lanned Development lan romenade at astle Rock D oncept Utility Letter age 11 of
ROMENADE AT ASTLE ROK D LAN AMENDMENT TO A ORTION OF THE ASTLE INES OMMERIAL D A ORTION OF SETIONS 22 AND 27 OF TOWNSHI 7 SOUTH, RANGE 67 WEST OF THE 6TH RINIAL MERIAN TOWN OF ASTLE ROK, OUNTY OF DOUGLAS, STATE OF OLORADO 2014. Galloway & ompany, Inc. All Rights Reserved NOT FOR ONSTRUTION # - - roject No: Drawn By: hecked By: Date: JJ/KS LT 10/9/14 ROMENDATE AT ASTLE ROK D LAN AMENDMENT TO A ORTION OF THE ASTLE INES OMMERIAL D Disk File: SHEET TITLE: UTILITY LAN 3 of 4
Appendix D: Utility Maps romenade at astle Rock D oncept Utility Letter age of
. " in 15 30 " V I V " 27 SMH5391 FH2252 SMH5388 SMH5385 R " V I SMH5387 I 1 5 SMH5392 1 R. 36 18 18 72 16 "i n. Sanitary Sewer SMH5400 StormwaterIonduit Fiber in " 8 30 Raw Water Distribution Main FH2247 µ Legend I 8 R 1 V 1 inch = 200 feet Disclaimer: The data presented has been compiled from various sources, each of which introduces varying degrees of inaccuracies or inconsistencies. Such discrepancies in data are inherent and in supplying this product the Town of astle Rock assumes no liability for it s use or accuracy. Questions or omments regarding the cartographic composition of this map including, but not limited to, errors, omissions, corrections, and/or updates, should be directed to the Utilities Department, Town of astle Rock, (720) 733-6087. opyright 20, Town of astle Rock Utilities Mapping. V V VIINITY MA SMH6225 FH2336 SMH5399 R " 2 30 FH3583 SMH5397 FH2250 V SMH6230 V V n. "i 18 16 n. FH2338 7 FH2337 FH2262 SMH5398 30 24 "i V V n. in. SMH6226 V " 54 V SMH5396 " i R SMH6015 54 " 48 SMH6016 SMH7203 SMH6229FH2339 FH2261 SMH5401 I SMH5394 2 1 SMH5395 60 V FH2347 18 1 2 V R 1 I 42 V FH2346 V V " 10 SMH6910 FH2340 24 V 0 3 "H D E FH2264 SMH6227 " 54 ". in " 10 V 18 V n. V SMH6017 B "i " 27 SMH6018 W NE S LE A E V V V in. " V 15 V 316 FH2344 SMH6892 30 48 TR 6 16 " T EE " V 10 M 0" 15 FH2260 SMH5393 Un kn ow nr SMH6231 AL-8 Lateral V V " 27 SMH658 FH2259 SMH659 FH2265 FH2253 6" R R I IVE FH2345 15 V 16 SMH5411 FH2258 SMH5386 R V V " I "i n. in. " V 18 FH2257 72 R ATRIUM D I 85 18 FH2295 FH2254 SMH5381 SMH5379 M SMH1843 in. 6" SMH5383 I AY HW IU ATR D in. I " V G HI 1 I n. D AY 2" i W SMH5384 n. D " 27 E AT ST R V 48 48. i " 21"V in " SMH5377. SMH7438 SMH1844 SMH7215 4 2 SMH7003 Water Distribution Main ASTLE ROK UTILITIES MA (INTERNAL USE ONLY)
V " 48 M I in. D FH3246. FH2297 V E I. D I in. D " I in. D M RIU AT " Y WA SMH5379 I SMH5386 R FH2345 FH2258 V I Legend MEADOWS A-11 WELL HOUSE V Sanitary Sewer SMH5385 Stormwater onduit. Fiber V in I 16 V " 27 " I 18 in. R-220 AT VE DRI M U RI 4" R-222 "i n. FH2257 72 R-221 SMH5381 V FH2295 in. 6" 2 85 18 SMH1843 1 SMH5383 SMH5380 V AY HW " SMH5384 I V " G HI R V 27 E AT ST 48 I in. SMH5376 SMH5378 FH2256 SMH5377 48 D in. E n. SMH7215 SMH5410 "HD Y LAN 6" V "i 24 ABBE 21"V SMH1844 " 8 NE W D in. FH2296 I SMH7436SMH7438 R 42" V FH2299 I E D 6"H DE 6 "H V SMH6024. 36 " 27 SMH6025 " M n. "i 36 E D 6"H DE 6 "H V V SMH6053 FH2298 I I " " 27 SMH1845 R 30 E in V D "H 15 n. "i 374. I E n. D 1 R 72 FH2300 i V " SMH6003 I HD " R 84" I I 27 in FH2330 SMH6235 I I. D 8 SMH6236 n. D D SMH6234. V 21 I I n. D FH2329 i n. "i in " 8 SMH6237 FH2331 I n. D 15 n. D I i i FH2327 in. V FH2332 SMH6233 n. "i I V SMH6004 8 in. SMH6065 in. D 8 " V " 15 i 27 " in. V SMH6064 8 " SMH6063 SMH6232 FH2328 in I in. FH2318 SMH6057 SMH6062 VIINITY MA 1 inch = 200 feet µ Disclaimer: The data presented has been compiled from various sources, each of which introduces varying degrees of inaccuracies or inconsistencies. Such discrepancies in data are inherent and in supplying this product the Town of astle Rock assumes no liability for it s use or accuracy. Questions or omments regarding the cartographic composition of this map including, but not limited to, errors, omissions, corrections, and/or updates, should be directed to the Utilities Department, Town of astle Rock, (720) 733-6087. opyright 20, Town of astle Rock Utilities Mapping. Raw Water Distribution Main R " Water Distribution Main 15 ASTLE ROK UTILITIES MA (INTERNAL USE ONLY)
FH2301 36 8 n. i " V I SMH6232 FH2332 E AT ST ER INT i FH2300 5 "i IVE R DR AT R ATRIUM DRIVE I " R FH2254 15 I FH2258 V 1 inch = 200 feet µ SMH5411 " 15 R FH2253 6" R Legend Sanitary Sewer Stormwater onduit R 30" V V " SMH5386 R "i n. V I " in. D SMH5381 V 18 V 18 SMH5406. in. 6" SMH5383 2 I 16 V 7" 72 I V SMH5379 FH2295 SMH5409 SMH5407SMH5408 FH2257 18 VIINITY MA I SMH5380 M RIU AT in. D 1 H ET RE T YS VE R A SMH5384 " E. 36 SMH5376 FH2256 V 48 I n. D AY 2" i W R V "HD 21"V 48 SMH5378 SMH5377 I. D FH2255 E R Y LAN FH2296 I ABBE R 42" NE W IU M FH2299 in. " SMH6024 R V M 66 SMH5410 E D 6"H DE 6"H DE 6"H DE 6 " H D E 6"H DE 6"H DE 6 "H " n. "i 36 I FH3246 447 5 FH2297 SMH6025 V. SMH6053 8 FH2298 n. I E M 2 AY HW HIG D n "i " 48 R 84 "H 15 E AT ST ER INT E. HD " 2 AY HW HIG I I I. D n. D n. D 72 I n. D i i Disclaimer: The data presented has been compiled from various sources, each of which introduces varying degrees of inaccuracies or inconsistencies. Such discrepancies in data are inherent and in supplying this product the Town of astle Rock assumes no liability for it s use or accuracy. Questions or omments regarding the cartographic composition of this map including, but not limited to, errors, omissions, corrections, and/or updates, should be directed to the Utilities Department, Town of astle Rock, (720) 733-6087. opyright 20, Town of astle Rock Utilities Mapping. Fiber Raw Water Distribution Main R Main Water Distribution 24" ASTLE ROK UTILITIES MA (INTERNAL USE ONLY)
n. "i ER INT FH2304 18 2 AY HW IG EH AT ST n. "i SMH7486 5 FH2314 48 " M SMH6250 i n. V SMH6060 IV DR FH2323 SMH6061 FH2302 W in. V E SMH6059 in. SMH6058 5 i n. Y2 WA " TE GA LE. D FH23 I FH2325 V in ST A V FH2313 SMH6252 IGH EH AT ST R 4 ER INT 24 FH2303 FH2322 in. SMH6067 M " 48 SMH6055 V 8 " V 48 in. I I Stormwater onduit SMH6232 Fiber Raw Water Distribution Main Water Distribution Main 72 n. D 36 i n. V 8 FH2328 V I in I in Sanitary Sewer " VIINITY MA V in. n "i 30 Legend SMH6062 i V SMH6066 FH2319 FH2318 I FH2301 in. n. FH2333 FH2326 "i FH2317 i n. FH2320 24 SMH6056 in I FH2321 FH2316 SMH6054 SMH6756 18 FH2324 1 inch = 200 feet µ Disclaimer: The data presented has been compiled from various sources, each of which introduces varying degrees of inaccuracies or inconsistencies. Such discrepancies in data are inherent and in supplying this product the Town of astle Rock assumes no liability for it s use or accuracy. Questions or omments regarding the cartographic composition of this map including, but not limited to, errors, omissions, corrections, and/or updates, should be directed to the Utilities Department, Town of astle Rock, (720) 733-6087. opyright 20, Town of astle Rock Utilities Mapping. ASTLE ROK UTILITIES MA (INTERNAL USE ONLY)