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HomeMy WebLinkAboutD_Flood Hazard Report Signed 12-18-2020 FLOOD HAZARD EVALUATION WALTON STREAM-DITCH BOZEMAN EAST MIXED-USE March, 2019 PREPARED BY: MMI #: 3959.022 Table of Contents 1 INTRODUCTION ................................................................................................................................... 1 2 DRAINAGE BASIN AND EXISTING DRAINAGE FACILITIES ........................................................... 1 3 MAJOR DRAINAGE (FLOOD) ROUTING ........................................................................................... 1 4 IMPACT ON EXISTING WASTEWATER FACILITIES (11.13) ............................................................ 2 APPENDICES Appendix A 100-year Flood Limits Appendix B Cross Section Data Prepared by: Morrison-Maierle, Inc. 2880 Technology Blvd. W. Bozeman, Montana 59771 Phone: (406) 587-0721 Fax: (406) 922-6702 Written By: CMS Checked By: CK Approved By: MEE PROJECT NO.: 3959.022 1 Bozeman East Mixed-Use Flood Hazard Evaluation 1 INTRODUCTION This report provides an evaluation of flood hazards and mitigation measures in support of the proposed 11.85 Bozeman East Apartments project. Hydrologic and hydraulic calculations to delineate the Walton Stream-Ditch 100-year floodplain are included. The project is the final phase of development of the Bridger Peaks Town Center. Phase 1 was the retail shopping mall of the same name, initially constructed in 1999 and 2000. The Bozeman East Apartments site is south of Tschache Lane and on the east or “back” side of the existing Phase 1 shopping mall, which is east of 19th Avenue between Oak Street and Tschache Lane. Walton Stream-Ditch, the subject of this evaluation, exists along the east site boundary, flowing north under a bridge on Tschache Lane. 2 DRAINAGE BASIN AND EXISTING DRAINAGE FACILITIES USGS topography and project-specific (i.e., surveyed) topography both indicate drainage generally flows to the north. Channel slope is in the range of 0.7 to 1.4 percent. Base flow and peak flow from the majority of snowmelt and runoff events is contained in a well-defined low flow channel. Overbank areas are covered with native grasses and the occasional small bush or tree. In this reach of Walton Stream-Ditch (Oak Street to Tschache Lane), most of the runoff comes from the Farmers Canal pipeline, a 60” RCP that terminates on the north side of Oak Street. Also contributing flow are an 18” and 30” RCP culverts under Oak Street, runoff from the existing Bridger Peaks Village (direct runoff plus detention release), and runoff from both sides of the stream-ditch including the project site and the Bridger Peaks Town Center shopping mall. The Bozeman East Apartments site is the final phase of development of Bridger Peaks Town Center. Drainage facilities were designed and approved for the project as a whole in 1998; a single detention pond for both Phase 1 (existing shopping mall) and Phase 2 (Bozeman East Apartments) was constructed at that time. This detention pond exists in the northeast corner of the site. 3 MAJOR DRAINAGE (FLOOD) ROUTING The Walton Stream-Ditch drainageway is between the proposed project and a future extension of North 15th Avenue. Approximate finished grade elevations for these planned improvements are incorporated into the hydraulic cross-sections to generate an accurate representation of conditions at full buildout, to demonstrate that the 100-year flows will not rise above the future improvements. The North 15th Avenue street section, profile and elevations were derived from plan and profile drawings for the “PT Land” project (2019, KLJ). The upstream end of the study area is about 450 feet north of Oak Street. South (upstream) of this point is fully developed on both sides of the stream-ditch. The downstream end of the project area is the Tschache Lane bridge. The bridge plans (Sheet BR-1 of the Saccoccia Minor Subdivision, March 2007) show a 100-year water surface elevation of 4738.32 at the bridge. Using the conversion in the plan set, this elevation is equivalent to 4719.01 on City of 2 Bozeman vertical datum, which is the datum of the Bozeman East Apartments topographic survey. Near the Tschache Lane bridge are two existing detention basins, one on each side of the stream-ditch. The 100-year peak runoff is contained in the channel, but overflow into these detention basins would not be a problem. Erosion protection will be provided as needed. 4 IMPACT ON EXISTING DRAINAGE FACILITIES (11.13) The combined 100-year peak runoff rate used in this evaluation is 271 cfs, based on a 310 permit application for the Tscahche Lane Bridge that was constructed with the Saccoccia Minor Subdivision (see 2/13/07 memo). This flow was routed through six cross sections. The channel cross-sections used in the calculations combined existing, surveyed topography with planned improvements (the proposed Bozeman East Apartments project and future North 15th Avenue). Manning’s “n” values were conservatively estimated at 0.035 for the rocky channel bottom and 0.045 for the overbank vegetation. Using Manning’s equation (Flowmaster software), the resulting water surface elevations were determined for each station, see Table 1. Station Channel Slope (%) Normal Flow Depth (ft) Velocity (ft/sec) 2+00 0.79 3.23 3.20 3+94 1.25 2.94 3.05 5+00 1.40 3.17 3.78 7+04 0.67 3.86 3.01 8+00 1.45 3.27 5.74 9+00 1.53 3.52 4.43 Using the calculated flow depths for each respective cross section, a flood plain elevation was projected along the length of study to determine the horizontal extents of the 100-year flow event. The result is a conservative, rough estimate of maximum 100-year flood delineation for the stream-ditch. Post development, the 100-year peak runoff will not overtop either streambank of Walton Stream-Ditch adjacent to the proposed project. The 100-year flood limits for both pre and post development are shown in Appendix A. The cross sections used to determine the 100-year flood elevations along the channel are in Appendix B. Appendix A 8S8S8S8S8S8S8S8S8S8SWSDSDSDWWSDSDSDSDSDSDSDSAN MHRIM=4731.18INV S=4720.48INV W=4720.40CURB STOPSDWVPDYHWVWSS SSSSSS NGNGBPBPBTBCTVBCTV BCTVBCTVBCTVBCTV SDSDSDSDSDWSDSDSDWWSDSDSDSDSDSDSDSAN MHRIM=4731.18INV S=4720.48INV W=4720.40CURB STOPSDWVPDYHWVWSS SSSSSS NGNGBPBPBTBCTVBCTV BCTVBCTVBCTVBCTV SDSDSDSDSD0+001+002+003+004+005+006+007+008+009+009+92-0.79%-1.25%-1.42%0.25%-0.67%-1.45%-1.53%472947304728472647254724472747 2 6 4726472547264727472247214719472047194718471847 2 0 472 1 4722 4723 47214722472347244726 47 2 5 4 7 2 4 47274726472547244724472047194718472347244722 472347224719472047214722 4723 47194720472147214730472947284727472647264725472447254724472347244725472347224 7 24 47264728 47 2 9 47 3 0 47 3 1 4727LEGENDEXISTING MAJOR CONTOUREXISTING MINOR CONTOURPROPOSED MAJOR CONTOURPROPOSED MINOR CONTOUREXISTING 100 YEAR FLOODLIMITSPROPOSED 100 YEAR FLOODLIMITS©2880 Technology Blvd. W.Bozeman, MT 59718Phone: (406) 587-0721Fax: (406) 922-6702SHEET NUMBERPROJECT NUMBERDRAWING NUMBERDRAWN BY:CHK'D. BY:APPR. BY:DATE:Q.A. REVIEWDATE:BY:COPYRIGHT MORRISON-MAIERLE, INC.,2019VERIFY SCALE!THESE PRINTS MAY BEREDUCED. LINE BELOWMEASURES ONE INCH ONORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!REVISIONSDATEDESCRIPTIONNO.BYN:\3959\022\ACAD\Civil\Modeling\Flood Exhibits2.dwg Plotted by celine saucier on Apr/3/2019engineerssurveyorsplannersscientistsengineerssurveyorsplannersscientists3959.022FIG 1BOZEMANMONTANA04/2/2019FLOOD HAZARD ANALYSISBOZEMAN EAST - APARTMENTS Appendix B Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.79 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -0+79.0 4726.29 -0+69.7 4726.27 -0+58.5 4725.14 -0+24.7 4725.41 -0+03.1 4724.64 -0+02.3 4722.97 0+01.9 4723.45 0+14.8 4729.81 0+31.8 4730.64 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+79.0, 4726.29) (-0+03.1, 4724.64)0.045 (-0+03.1, 4724.64) (0+14.8, 4729.81)0.035 (0+14.8, 4729.81) (0+31.8, 4730.64)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 38.81 in Elevation Range 4722.97 to 4730.64 ft Worksheet for 2+00 4/2/2019 1:24:51 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Flow Area 84.79 ft² Wetted Perimeter 78.34 ft Hydraulic Radius 12.99 in Top Width 76.55 ft Normal Depth 38.81 in Critical Depth 2.83 ft Critical Slope 3.12 % Velocity 3.20 ft/s Velocity Head 0.16 ft Specific Energy 3.39 ft Froude Number 0.54 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 38.81 in Critical Depth 2.83 ft Channel Slope 0.79 % Critical Slope 3.12 % Worksheet for 2+00 4/2/2019 1:24:51 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.79 % Normal Depth 38.81 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 2+00 4/2/2019 1:27:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.25 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -1+14.4 4725.13 -0+52.4 4723.49 -0+20.3 4723.74 -0+01.1 4723.18 0+00.1 4721.31 0+02.6 4721.48 0+04.4 4722.89 0+23.9 4723.30 0+54.6 4725.38 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-1+14.4, 4725.13) (-0+01.1, 4723.18)0.045 (-0+01.1, 4723.18) (0+04.4, 4722.89)0.035 (0+04.4, 4722.89) (0+54.6, 4725.38)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 35.28 in Elevation Range 4721.31 to 4725.38 ft Worksheet for 3+94 4/2/2019 1:28:26 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Flow Area 88.91 ft² Wetted Perimeter 120.60 ft Hydraulic Radius 8.85 in Top Width 119.03 ft Normal Depth 35.28 in Critical Depth 2.71 ft Critical Slope 3.51 % Velocity 3.05 ft/s Velocity Head 0.14 ft Specific Energy 3.08 ft Froude Number 0.62 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 35.28 in Critical Depth 2.71 ft Channel Slope 1.25 % Critical Slope 3.51 % Worksheet for 3+94 4/2/2019 1:28:26 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.25 % Normal Depth 35.28 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 3+94 4/2/2019 1:31:33 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.40 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -0+82.9 4725.11 -0+67.0 4723.23 -0+34.0 4723.30 -0+01.8 4722.20 -0+01.0 4720.73 0+02.1 4720.49 0+03.3 4722.37 0+31.4 4723.94 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+82.9, 4725.11) (0+03.3, 4722.37)0.035 (0+03.3, 4722.37) (0+31.4, 4723.94)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 38.01 in Elevation Range 4720.49 to 4725.11 ft Flow Area 71.73 ft² Wetted Perimeter 98.94 ft Worksheet for 5+00 4/2/2019 1:33:27 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Hydraulic Radius 8.70 in Top Width 96.96 ft Normal Depth 38.01 in Critical Depth 3.04 ft Critical Slope 2.46 % Velocity 3.78 ft/s Velocity Head 0.22 ft Specific Energy 3.39 ft Froude Number 0.77 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 38.01 in Critical Depth 3.04 ft Channel Slope 1.40 % Critical Slope 2.46 % Worksheet for 5+00 4/2/2019 1:33:27 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.40 % Normal Depth 38.01 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 5+00 4/2/2019 1:33:55 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.67 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -0+48.1 4724.48 -0+31.8 4722.40 -0+13.1 4720.93 0+02.1 4719.57 0+04.1 4718.15 0+07.5 4718.46 0+08.6 4720.21 0+17.9 4721.09 0+38.7 4721.41 0+48.9 4721.60 0+61.5 4724.60 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+48.1, 4724.48) (0+02.1, 4719.57)0.045 (0+02.1, 4719.57) (0+08.6, 4720.21)0.035 (0+08.6, 4720.21) (0+61.5, 4724.60)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Worksheet for 7+04 4/2/2019 1:34:16 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 46.35 in Elevation Range 4718.15 to 4724.60 ft Flow Area 90.11 ft² Wetted Perimeter 79.11 ft Hydraulic Radius 13.67 in Top Width 77.50 ft Normal Depth 46.35 in Critical Depth 3.34 ft Critical Slope 3.12 % Velocity 3.01 ft/s Velocity Head 0.14 ft Specific Energy 4.00 ft Froude Number 0.49 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 46.35 in Critical Depth 3.34 ft Channel Slope 0.67 % Critical Slope 3.12 % Worksheet for 7+04 4/2/2019 1:34:16 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.67 % Normal Depth 46.35 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 7+04 4/2/2019 1:34:35 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.45 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -0+37.0 4722.46 -0+28.5 4721.12 -0+09.6 4720.60 -0+07.3 4717.22 -0+01.8 4717.44 0+00.5 4718.72 0+13.8 4719.52 0+21.3 4720.86 0+32.0 4721.25 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+37.0, 4722.46) (-0+09.6, 4720.60)0.045 (-0+09.6, 4720.60) (0+00.5, 4718.72)0.035 (0+00.5, 4718.72) (0+32.0, 4721.25)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 39.20 in Elevation Range 4717.22 to 4722.46 ft Worksheet for 8+00 4/2/2019 1:34:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Flow Area 47.20 ft² Wetted Perimeter 30.85 ft Hydraulic Radius 18.36 in Top Width 28.68 ft Normal Depth 39.20 in Critical Depth 2.99 ft Critical Slope 2.42 % Velocity 5.74 ft/s Velocity Head 0.51 ft Specific Energy 3.78 ft Froude Number 0.79 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 39.20 in Critical Depth 2.99 ft Channel Slope 1.45 % Critical Slope 2.42 % Worksheet for 8+00 4/2/2019 1:34:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.45 % Normal Depth 39.20 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 8+00 4/2/2019 1:35:15 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.53 % Discharge 271.00 ft³/s Section Definitions Station (ft)Elevation (ft) -0+24.5 4721.67 -0+13.9 4719.09 -0+02.7 4718.91 0+00.3 4716.16 0+04.2 4716.12 0+05.4 4717.75 0+21.3 4718.50 0+23.8 4719.11 0+41.2 4719.72 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+24.5, 4721.67) (-0+02.7, 4718.91)0.045 (-0+02.7, 4718.91) (0+05.4, 4717.75)0.035 (0+05.4, 4717.75) (0+41.2, 4719.72)0.045 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 42.23 in Elevation Range 4716.12 to 4721.67 ft Worksheet for 9+00 4/2/2019 1:35:33 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Flow Area 61.14 ft² Wetted Perimeter 57.07 ft Hydraulic Radius 12.85 in Top Width 55.00 ft Normal Depth 42.23 in Critical Depth 3.24 ft Critical Slope 2.89 % Velocity 4.43 ft/s Velocity Head 0.31 ft Specific Energy 3.82 ft Froude Number 0.74 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 42.23 in Critical Depth 3.24 ft Channel Slope 1.53 % Critical Slope 2.89 % Worksheet for 9+00 4/2/2019 1:35:33 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.53 % Normal Depth 42.23 in Discharge 271.00 ft³/s Cross Section Image Cross Section for 9+00 4/2/2019 1:35:49 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page