Contents. Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek

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2 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek Contents SITE LOCATION / DESCRIPTION... 3 WESTPOINTE STORMWATER MANAGEMENT PLAN... 3 THE ENCLAVE AT WESTPOINTE DETENTION POND... 3 Table 1 Constructed Detention Pond Elevation Storage... 4 Table 2 Design Detention Pond Elevation Storage... 4 THE ENCLAVE AT WESTPOINTE WEST DETENTION POND... 5 OAK RUN PKWY DRAINAGE ANALYSIS... 6 Table 3 Oak Run Pkwy Cross Section Summary Table... 7 HUNTERS TRAIL DRAINAGE ANALYSIS... 7 Table 4 Hunters Trail Cul de Sac Summary Table... 7 DRAINAGE EASEMENT DRAINAGE ANALYSIS... 8 Table 5 Drainage Easement Cross Section Capacity Summary Table... 8 HUNTERS CREEK DRAINAGE ANALYSIS... 8 CONCLUSION... 9 RECOMMENDATIONS... 9 P a g e 1

3 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT A EXISTING DRAINAGE AREA EXHIBIT (FROM WESTPOINTE DRAINAGE REPORT) ATTACHMENT B PROPOSED DRAINAGE AREA EXHIBIT (FROM WESTPOINTE DRAINAGE REPORT) ATTACHMENT C DRAINAGE AREA AERIAL EXHIBIT ATTACHMENT D EXISTING SWALE HYDRAULIC CALCULATIONS ATTACHMENT E OAK RUN PKWY EXHIBIT ATTACHMENT F OAK RUN PKWY FLOW DISTRIBUTION EXHIBIT ATTACHMENT G OAK RUN PKWY CROSS SECTIONS ATTACHMENT H HUNTERS TRAIL EXHIBIT ATTACHMENT I HUNTERS CREEK DR EXHIBIT ATTACHMENT J HUNTERS CREEK DR CULVERT MODEL OUTPUT EXHIBIT ATTACHMENT K DRAINAGE EASEMENT EXHIBIT ATTACHMENT L DRAINAGE EASEMENT CROSS SECTION EXHIBIT ATTACHMENT M DRAINAGE EASEMENT CROSS SECTIONS MODEL OUTPUT ATTACHMENT N PRELIMINARY OPINION OF PROBABLE COST OAK RUN PKWY ATTACHMENT O THE ENCLAVE WEST DETENTION POND DRAINAGE EXHIBIT ATTACHMENT P PRELIMINARY OPINION OF PROBABLE COST THE ENCLAVE WEST POND P a g e 2

4 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek SITE LOCATION / DESCRIPTION Moeller & Associates has been retained by the City of New Braunfels to provide professional engineering services for the analysis of the drainage conditions at the location of the recently constructed detention facility for the Westpointe development adjacent to Hunters Creek Subdivision located in New Braunfels, Texas. The detention facility was designed by Pape- Dawson Engineers. The hydrologic and hydraulic computations were provided in the Westpointe Stormwater Management Plan dated March 31, In addition to the analysis above, this study is needed to analyze Oak Run Pkwy near the entry of Hunters Creek Subdivision, the culvert crossings of Hunters Creek Drive, the drainage issues associated with the cul-de-sac of Hunters Trail (Lot 39 in particular), and the capacities of the existing drainage easements within the subdivision. Ultimately, the goal is to provide the City of New Braunfels with recommendations on what improvements could be implemented to improve the current state of the drainage faculties of the area described. WESTPOINTE STORMWATER MANAGEMENT PLAN According to the Existing Drainage Areas exhibit (see Attachment A), Drainage Area A was analyzed, specifically discharges at Calculation Point 1. The western limits of the drainage area follow the eastern border of the Hunters Creek Subdivision, along an existing small swale and berm on the topographic contour map. The drainage area limit follows this berm northeast for approximately 1200 linear feet until the swale is no longer detectable on the 2ft contour map. The peak storm flow rates were calculated using the SCS method. The existing conditions peak flow rates for the 10-year and 100-year storm events were 99.6 cfs and cfs respectively. The proposed conditions, including the detention pond, are 99.3 cfs and cfs for the respective 10-year and 100-year storm events. THE ENCLAVE AT WESTPOINTE DETENTION POND After review of the constructed improvements associated with the construction of Oak Run Pkwy and the Westpointe Stormwater Management Plan, we have determined that, based on the topographic survey, the detention pond was constructed as designed. The tables below show the Elevation Storage values for the constructed Detention Pond and the design Elevation Storage values. The constructed pond provides 90% of the design volume. Our determination for the loss of 10% is due to the washout of a portion of the outfall weir and sedimentation within the pond itself. P a g e 3

5 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek Table 1 Constructed Detention Pond Elevation Storage Constructed Detention Pond Elevation - Storage Elevation dh (ft) Area (ft 2 ) dv (ac-ft) Cumulative V (ac-ft) Cumulative V (ft 3 ) Table 2 Design Detention Pond Elevation Storage Design Detention Pond Elevation - Storage Elevation dh (ft) Area (ft 2 ) dv (ac-ft) Cumulative V (ac-ft) Cumulative V (ft 3 ) P a g e 4

6 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek After reviewing the drainage area boundary for Drainage Area A, it is our opinion, that the Drainage Area A is larger than the actual drainage area conveyed to Calculation Point 1. The Drainage Area Aerial Exhibit (see Attachment C) delineates, in our opinion, a more accurate area discharging to Calculation Point 1. The area delineated in the Westpointe Stormwater Management Plan for Drainage Area A was acres and the new drainage area is acres (approx. 66% of the original total). The reasoning for reducing the drainage area is due to the lack of capacity in the existing swale. The capacity of the existing swale is approx. 7.4 cfs (see Attachment B for calculations). The capacity of the swale is exceeded for the 10-year and 100- year storm events, and in our opinion, the storm water upstream of the swale runs over the swale and berm and into the lots of the Hunters Creek Subdivision, and is not conveyed to Calculation Point 1. The construction of Oak Run Parkway created a dam within Drainage Area A. Runoff falling on the new Oak Run Parkway and upstream of Oak Run, is now conveyed in an underground system to the new detention pond, eliminating any runoff that previously may have by-passed Calculation Point 1. Through the coordination of this report with The Enclave at Westpointe Development, the detention pond was been reconstructed to allow a discharge of 30 cfs during the 100-year storm event. The pond has been constructed and the volume has been verified. THE ENCLAVE AT WESTPOINTE WEST DETENTION POND An additional detention pond has been constructed which discharges into an variable width drainage easement west of the detention pond mentioned in the previous section of this report. There is an existing privacy fence immediately downstream of the outfall structure. This area was studied in order to identify solutions to convey the runoff leaving the detention pond downstream into the existing low on the western portion of 356 Hunters Trace. This is due to the lack of capacity in the existing drainage easements described later in this report. Two options were identified: Option 1 (shown in red on Attachment O) Consisted of constructing approximately 800ft of underground storm drain through the existing easement through properties 438, 443, 449, and 455 Hunters Trophy and discharging into the existing low on 356 Hunters Trace. Option 2 (shown in blue on Attachment O) Consisted of constructing approximately 1000 ft of underground storm drain along the property line in the Enclave at Westpointe, collecting the discharge from the East Detention Pond, and running north within the P a g e 5

7 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek existing drainage easement on 339 Hunters Trace, and discharging into the existing low on 356 Hunters Trace. From an engineering standpoint, Option 2 is a more desirable option since the alignment is less disruptive to multiple private properties. The long term maintenance of this underground line would be easier since it is outside of existing yards and the alignment is more defined. Also, option 2 allows the storm water from the East Detention pond to be conveyed underground and discharged into an easement with adequate capacity. OAK RUN PKWY DRAINAGE ANALYSIS Oak Run Parkway was studied from Hunters Trail to Hunters Trace. See Attachment E for the drainage area and cross section locations. The Westpointe Development construction plans for the extension of Oak Run Pkwy included the construction of four (2-30ft and 2-10ft) on-grade curb inlets. These curb inlets were designed to intercept the 25-year storm event flow rates. The extent of the study of Oak Run Pkwy proceeded under the assumption that the 10-year and 25-year storm events were completely intercepted and do not enter the original portion of Oak Run Pkwy. After review of the Westpointe Stormwater Management Plan, during the 100- year storm event, a total of 13 cfs bypasses the curb inlets (approx. 6 cfs on the west side of the roadway and 7 cfs on the east side of the roadway). The Gardens of Hunters Creek detention pond is located on the east side of Oak Run Pkwy and approximately 230ft south of the intersection at Hunters Creek Dr. The detention pond was designed to detain for the 10-year and 25-year storm events. However, after reviewing the outfall structure, the controlled release can only detain the 10-year storm event. Based on the preliminary analysis, storm events more intense than the 10-year storm, overtop the weir and enter Oak Run Pkwy un-controlled. A detailed analysis of the detention pond was not within the scope of this study. However, the assumption was made that the detention pond can reduce the peak flow by 25 cfs, which is the approximate reduction in flow rates in the 10-year storm event under the original design dated April 2, For the intent of this study, the 25-year and 100-year flow rates for the Gardens of Hunters Creek detention pond are approximately 84 cfs and 126 cfs, respectively. The amount entering Oak Run Pkwy during these storm events is assumed to be 59 cfs for the 25-year storm event and 101 cfs in the 100-year storm event. When coupled with the bypass flow (in the 100- year storm event only), the additional runoff entering Oak Run Pkwy is approximately 59cfs in the 25-year and 114 cfs in the 100-year storm event. See Attachment F for Oak Run Pkwy Flow Distribution Exhibit. The standard City drainage ordinance requires that the 10-year storm event be conveyed in within the curb of the roadway, and the 100-year storm event be conveyed within the right of P a g e 6

8 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek way. The improvements constructed on 311 Hunters Creek and 308 Hunters Trace are below the top of curb height as shown in cross sections 1 and 2. Therefore once the conveyance capacity within the curb is exceeded, the right of way cannot convey any additional flow and the runoff enters the lots. The capacities at Cross Sections 1 and 2 are approximately 63.35cfs and 93.54cfs, respectively. The reason for the higher capacity upstream is due to the longitudinal slope of Oak Run Pkwy, at Cross Section 1 slope is 1.86% and 3.7% at Cross Section 2. Table 3 below shows the approximate flow rates at Cross Sections 1 and 2. Table 3 Oak Run Pkwy Cross Section Summary Table Cross Section Capacity (cfs) Q 10 (cfs) Q 25 (cfs) Q 100 (cfs) The existing configuration of Oak Run Pkwy at Cross Section 1 can convey the 10-year storm event within the curb, and Cross Section 2 can convey the 25-year storm event within the curb. HUNTERS TRAIL DRAINAGE ANALYSIS Hunters Trail was studied to determine the capacity of the curb opening at the south end of the cul-de-sac, as well as conveyance ability to the curb opening, also during high storm events, Lot 39 (64 Hunters Trail) has expressed concerns regarding heavy erosion along the southern property line. See Attachment H Hunters Trail Exhibit for the location of the curb opening and the contributing drainage area. A portion of the runoff in Oak Run Pkwy is routed west on Hunters Creek Dr. The capacity of the street on the east side of Oak Run Pkwy is cfs. Therefore, in our opinion, the remainder will either overtop the curb on the west side, or will be routed down Hunters Creek Dr. Table 4 Hunters Trail Cul de Sac Summary Table Analysis Point Capacity (cfs) Q 10 (cfs) Q 25 (cfs) Q 100 (cfs) 30ft Curb Opening Note: Capacity of 30ft curb opening was calculated assuming a depth of 6. There are two existing driveways (64 and 71 Hunters Trail) that are directly in-line with the flow path of the runoff as the storm water flows west on Hunters Trail. The driveway cuts are 1 to 2 above of the gutter elevation and then drain west back in to the lots. The existing longitudinal slope of Hunters Trail is approximately 3.0%, and the storm water makes a 60 P a g e 7

9 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek degree turn to enter the 30ft curb opening. Considering the minimum capacity in the gutter at the driveway locations and coupled with the street grade and 60 degree turn, momentum of the storm water in higher storm events, will likely carry the runoff into lots where the runoff is uncontrolled. DRAINAGE EASEMENT DRAINAGE ANALYSIS The existing drainage easements were studied to determine the capacity. Table 5 below is a summary for each channel section as shown in Attachment L. Table 5 Drainage Easement Cross Section Capacity Summary Table Cross Section Capacity Q 100 Capacity (cfs) (cfs) Check CHNL Yes CHNL No CHNL No CHNL Yes CHNL Yes CHNL Yes CHNL Yes CHNL No CHNL No CHNL Yes The capacity of cross sections Channel 1 XS 1+75 and XS 4+25 are within a heavily wooden area between five houses (three on the west side and two on the east side). In order to increase capacity at this location, the channel will have to be cleared and re-graded to provide a larger channel section. If these properties did not have experience negative impacts from the June 2010 storm event, then additional improvements may not be necessary. HUNTERS CREEK DRAINAGE ANALYSIS The first culvert crossing and curb inlets were studied to determine the existing capacity. The culvert consists of 2-3 x8 concrete box culverts. When taking into consideration the completion of the Enclave at Westpointe detention pond (100-year allowable release rate of 30cfs), the culvert is capable of conveying the storm water runoff in accordance with City of New Braunfels criteria. There are two existing curb inlets connected to the culverts as well. An existing 5ft is located on the northwest side and a 10ft curb inlet on the southeast side of Hunters P a g e 8

10 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek Creek Dr. Both inlets have been studied and have capacity of 57 cfs, which is sufficient to intercept the 100-year storm event. CONCLUSION Based on the findings of the study, the individual recommendations are described in the next section. While the analysis of Oak Run Pkwy was sufficient to get a clear picture of what is taken place during rain events, further study is needed to have an accurate model of the detention pond. This analysis should be performed prior to moving forward with design of any storm water improvements. An issue that was brought to the attention of the City prior to this study was the impact of filling in the two stock ponds that were near the intersection of Independence Dr and Oak Run Pkwy. The concern was that these ponds were provided detention that has now been removed with the construction of Oak Run Pkwy. After reviewing the drainage patterns at this location, both stock ponds were located along the ridge of two drainage boundaries. The only storm water runoff that was captured in these ponds was the actual rainfall that fell directly into the ponds. There were no contributing watersheds to either pond. A majority of both ponds actually were within the uppermost limits of the Panther Canyon watershed. Based on the results of this study, it is our opinion that the impact of removing these stock ponds did not result in a negative impact to the Hunters Creek Subdivision. RECOMMENDATIONS The recommendations listed below are not only intended to bring the improvements up to current design standards, but in cases like the Hunters Trail Cul de sac, the recommendations are intended to provide improvement to an existing situation that currently satisfies the City s Design criteria. 1. Construct underground storm drain at the beginning at the intersection of Hunters Trace and Oak Run Pkwy and discharging into the drainage easement on Hunters Creek Dr. The underground system would need to capture the overflow from the Gardens of Hunters Creek Detention Pond. The controlling section in Oak Run Pkwy was cross section 1, consisting of a capacity of cfs. The 100-year storm event exceeds this by over 100 cfs. In order to provide improvement to the property at 311 Hunters Creek, the underground system would need to convey all of the additional flow that the street section cannot handle. The storm drain size needed to convey this flow would be a 48 storm drain with associated inlets to capture the runoff. See Attachment N for Preliminary Probable Cost Estimate. 2. P a g e 9

11 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek a. Reconstruct the existing driveway approaches in the Hunters Trail cul-desac to a height at least 1.0ft above the gutter elevation. The head required to pass the 100-year storm event is 0.80ft. Constructing the driveways slightly higher should reduce the amount of runoff entering the property from the cul-de-sac. b. Reconstruct the existing channel to an earthen trapezoidal channel with 4:1 side slopes to achieve a capacity of 75cfs. 3. Conduct interviews with the property owners of 40 Hunters Pt, 52 Hunters Pt, 64 Hunters Pt, 29 Hunters Chase, and 38 Hunters Chase regarding the impacts experience in their backyards during the June 2010 storm event. The improvements could require additional easements and clearing the back of all of these lots. Based on information available, since the upstream and downstream easements have capacity to convey the runoff, our recommendation is to leave this area as is, unless the property owners request a defined drainage channel in their backyards. If an improvement channel is preferred, a 40ft wide trapezoidal channel would be need to convey the flow. P a g e 10

12 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT A EXISTING DRAINAGE AREA EXHIBIT (FROM WESTPOINTE DRAINAGE REPORT) P a g e 11

13 WESTPOINTE Stormwater Management Plan Dated March 31, 2008

14 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT B PROPOSED DRAINAGE AREA EXHIBIT (FROM WESTPOINTE DRAINAGE REPORT) P a g e 12

15 WESTPOINTE Stormwater Management Plan Dated March 31, 2008

16 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT C DRAINAGE AREA AERIAL EXHIBIT P a g e 13

17 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT D EXISTING SWALE HYDRAULIC CALCULATIONS P a g e 14

18 Hunters Trace Drainage Analysis Draft HUNTERS PT Cross Section 3 HUNTERS CREEK DR Cross Section 2 HUNTERS TRACE Cross Section 4 & 4 Complete Cross Section 1B Cross Section 7 Cross Section 6 HUNTERS TROPHY Cross Section 5 Cross Section 1A & 1A Modified Ë 1 inch = 100 feet

19 Cross Section for Cross Section-1A Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.82 ft Discharge ft³/s Cross Section Image 4/22/2010 7:24:41 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

20 Cross Section for Cross Section-1A-Modified Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.82 ft Discharge ft³/s Cross Section Image 4/22/2010 8:04:49 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

21 Cross Section for Cross Section-1B Project Description Friction Method Solve For Manning Formula Roughness Input Data Channel Slope ft/ft Normal Depth ft Discharge 0.00 ft³/s Cross Section Image 4/22/2010 9:04:45 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

22 Cross Section for Cross Section-2 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 3.29 ft Discharge ft³/s Cross Section Image 4/22/2010 7:25:16 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

23 Cross Section for Cross Section-3 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 5.11 ft Discharge ft³/s Cross Section Image 4/22/2010 7:25:42 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

24 Cross Section for Cross Section-4 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.00 ft Discharge 0.00 ft³/s Cross Section Image 4/22/2010 8:54:26 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

25 Cross Section for Cross Section-4 Complete Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.12 ft Discharge ft³/s Cross Section Image 4/22/2010 8:54:50 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

26 Cross Section for Cross Section-5 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.99 ft Discharge ft³/s Cross Section Image 4/22/2010 8:55:12 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

27 Cross Section for Cross Section-5 Complete Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.12 ft Discharge ft³/s Cross Section Image 4/22/2010 7:26:58 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

28 Cross Section for Cross Section-6 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.43 ft Discharge 6.40 ft³/s Cross Section Image 4/22/2010 8:56:04 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

29 Cross Section for Cross Section-7 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.19 ft Discharge ft³/s Cross Section Image 4/22/2010 8:56:37 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

30 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT E OAK RUN PKWY EXHIBIT P a g e 15

31 CROSS SECTION 1 CROSS SECTION 2 GARDENS OF HUNTERS CREEK DETENTION POND EXISTING 10FT CURB INLETS EXISTING 20FT CURB INLETS Legend Oak Run Cross Sections Oak Run Drainage Area ± 1 inch = 200 feet ATTACHMENT E OAK RUN PKWY DRAINAGE EXHIBIT

32 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT F OAK RUN PKWY FLOW DISTRIBUTION EXHIBIT P a g e 16

33 CROSS SECTION 1 CROSS SECTION 2 DETENTION POND OVERFLOW Q25 = 59 CFS Q100 = 101 CFS DRAINAGE AREA = 5.88 AC Q10 = CFS Q25 = CFS Q100 = CFS BYPASS FLOW FROM CURB INLETS Q25 = 0 CFS Q100 = 13 CFS Legend Oak Run Cross Sections Oak Run Drainage Area ± 1 inch = 200 feet ATTACHMENT F OAK RUN PKWY FLOW DISTRIBUTION EXHIBIT

34 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT G OAK RUN PKWY CROSS SECTIONS P a g e 17

35 Worksheet for Oak Run Pkway - Section 1 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.49 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+17, ) (0+18, ) (0+18, ) (0+78, ) (0+78, ) (0+79, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 0.22 ft Top Width ft 5/31/ :40:41 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

36 Worksheet for Oak Run Pkway - Section 1 Results Normal Depth 0.49 ft Critical Depth 0.59 ft Critical Slope ft/ft Velocity 4.65 ft/s Velocity Head 0.34 ft Specific Energy 0.82 ft Froude Number 1.74 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.49 ft Critical Depth 0.59 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :40:41 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

37 Project Description Cross Section for Oak Run Pkway - Section 1 Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.49 ft Discharge ft³/s Cross Section Image 5/31/ :41:02 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

38 Worksheet for Oak Run Pkway - Section 2 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.55 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+26, ) (0+26, ) (0+26, ) (0+87, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 0.23 ft 5/31/ :43:18 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

39 Worksheet for Oak Run Pkway - Section 2 Results Top Width ft Normal Depth 0.55 ft Critical Depth 0.74 ft Critical Slope ft/ft Velocity 6.69 ft/s Velocity Head 0.70 ft Specific Energy 1.25 ft Froude Number 2.46 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.55 ft Critical Depth 0.74 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :43:18 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

40 Project Description Cross Section for Oak Run Pkway - Section 2 Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.55 ft Discharge ft³/s Cross Section Image 5/31/ :43:35 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

41 Worksheet for Oak Run Pkway - Section 1 Bypass to Hunters Trail Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.32 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+48, ) (0+78, ) (0+78, ) (0+79, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area 4.94 ft² Wetted Perimeter ft Hydraulic Radius 0.16 ft Top Width ft Normal Depth 0.32 ft Critical Depth 0.38 ft Critical Slope ft/ft 5/31/ :42:36 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

42 Worksheet for Oak Run Pkway - Section 1 Bypass to Hunters Trail Results Velocity 3.76 ft/s Velocity Head 0.22 ft Specific Energy 0.54 ft Froude Number 1.65 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.32 ft Critical Depth 0.38 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :42:36 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

43 Cross Section for Oak Run Pkway - Section 1 Bypass to Hunters Trail Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.32 ft Discharge ft³/s Cross Section Image 5/31/ :43:01 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

44 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT H HUNTERS TRAIL EXHIBIT P a g e 18

45 EXISTING 30FT CURB OPENING DRAINAGE AREA 4.53 AC OAK RUN PKWY CFS BYPASSES INTERSECTION TO HUNTERS TRAIL HUNTERS CREEK DR CFS DRAINS TOWARDS DRAINAGE EASEMENT IN HUNTERS CREEK DETENTION POND DRAINAGE AREA AC Legend Drainage Easements ± 1 inch = 200 feet ATTACHMENT H HUNTERS TRAIL DRAINAGE AREA EXHIBIT

46 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT I HUNTERS CREEK DR EXHIBIT P a g e 19

47 EXISTING CURB INLETS CULVERT CROSSING DETENTION POND DRAINAGE AREA AC DETENTION POND DRAINAGE AREA AC Legend Drainage Easements Hunters Creek Drainage Area Drainage Area Area Capture in Detention Pond ± 1 inch = 500 feet ATTACHMENT I HUNTERS CREEK DR EXHIBIT

48 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT J HUNTERS CREEK DR CULVERT MODEL OUTPUT EXHIBIT P a g e 20

49 Culvert Report Hydraflow Express Extension for AutoCAD Civil 3D 2011 by Autodesk, Inc. Tuesday, May HUNTERS CREEK DR - BOX CULVERT Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 0.41 Invert Elev Up (ft) = Rise (in) = 36.0 Shape = Box Span (in) = 96.0 No. Barrels = 2 n-value = Inlet Edge = 0 Coeff. K,M,c,Y,k = 0.061, 0.75, 0.04, 0.8, 0.5 Embankment Top Elevation (ft) = Top Width (ft) = Crest Width (ft) = Calculations Qmin (cfs) = Qmax (cfs) = Tailwater Elev (ft) = Crown Highlighted Qtotal (cfs) = Qpipe (cfs) = Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 6.62 Veloc Up (ft/s) = 7.20 HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 1.38 Flow Regime = Inlet Control

50 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT K DRAINAGE EASEMENT EXHIBIT P a g e 21

51 DRAINAGE AREA AC DETENTION POND Legend Drainage Esmts Cross Sections Cross Sections Channel Centerline Drainage Easements Drainage Area Drainage Esmt Drainage Area Detention Pond Drainage Area ± 1 inch = 500 feet ATTACHMENT K DRAINAGE EASEMENT EXHIBIT

52 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT L DRAINAGE EASEMENT CROSS SECTION EXHIBIT P a g e 22

53 CHNL 3 XS CHNL 3 XS CHANNEL 1 CHNL 1 XS CHNL 1 XS CHANNEL 3 CHNL 2 XS CHANNEL 2 CHNL 1 XS CHANNEL 4 CHNL 4 XS CHNL 2 XS CHNL 1 XS CHNL 1 XS Legend Drainage Esmts Cross Sections Cross Sections Channel Centerline Drainage Easements ± 1 inch = 204 feet ATTACHMENT L DRAINAGE EASEMENT CROSS SECTION EXHIBIT

54 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT M DRAINAGE EASEMENT CROSS SECTIONS MODEL OUTPUT P a g e 23

55 Worksheet for Channel 1 - Section 0+40 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.70 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+50, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft 5/31/ :46:14 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

56 Worksheet for Channel 1 - Section 0+40 Results Flow Area ft² Wetted Perimeter ft Hydraulic Radius 1.55 ft Top Width ft Normal Depth 2.70 ft Critical Depth 2.57 ft Critical Slope ft/ft Velocity 6.30 ft/s Velocity Head 0.62 ft Specific Energy 3.32 ft Froude Number 0.89 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.70 ft Critical Depth 2.57 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :46:14 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

57 Cross Section for Channel 1 - Section 0+40 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.70 ft Discharge ft³/s Cross Section Image 5/31/ :46:37 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

58 Worksheet for Channel 1 - Section 1+75 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.71 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+50, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 0.76 ft 5/31/ :46:55 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

59 Worksheet for Channel 1 - Section 1+75 Results Top Width ft Normal Depth 1.71 ft Critical Depth 1.54 ft Critical Slope ft/ft Velocity 3.92 ft/s Velocity Head 0.24 ft Specific Energy 1.95 ft Froude Number 0.79 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.71 ft Critical Depth 1.54 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :46:55 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

60 Cross Section for Channel 1 - Section 1+75 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.71 ft Discharge ft³/s Cross Section Image 5/31/ :47:14 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

61 Worksheet for Channel 1 - Section Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope ft/ft Discharge ft³/s Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+47, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Normal Depth 2.84 ft Elevation Range to ft Flow Area ft² Wetted Perimeter ft 5/31/ :49:22 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

62 Worksheet for Channel 1 - Section Results Hydraulic Radius 1.39 ft Top Width ft Normal Depth 2.84 ft Critical Depth 2.28 ft Critical Slope ft/ft Velocity 3.99 ft/s Velocity Head 0.25 ft Specific Energy 3.09 ft Froude Number 0.60 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.84 ft Critical Depth 2.28 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :49:22 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

63 Cross Section for Channel 1 - Section Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope ft/ft Normal Depth 2.84 ft Discharge ft³/s Cross Section Image 5/31/ :49:41 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

64 Worksheet for Channel 1 - Section 4+25 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+43, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 0.76 ft Top Width ft 5/31/ :47:31 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

65 Worksheet for Channel 1 - Section 4+25 Results Normal Depth ft Critical Depth 1.61 ft Critical Slope ft/ft Velocity 4.33 ft/s Velocity Head 0.29 ft Specific Energy 2.00 ft Froude Number 0.88 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth ft Critical Depth 1.61 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :47:31 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

66 Cross Section for Channel 1 - Section 4+25 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth ft Discharge ft³/s Cross Section Image 5/31/ :47:50 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

67 Worksheet for Channel 1 - Section 7+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 3.04 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+50, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 1.88 ft Top Width ft Normal Depth 3.04 ft Critical Depth 3.01 ft Critical Slope ft/ft 5/31/ :48:10 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

68 Worksheet for Channel 1 - Section 7+50 Results Velocity 7.59 ft/s Velocity Head 0.89 ft Specific Energy 3.94 ft Froude Number 0.98 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.04 ft Critical Depth 3.01 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :48:10 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

69 Cross Section for Channel 1 - Section 7+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 3.04 ft Discharge ft³/s Cross Section Image 5/31/ :48:25 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

70 Worksheet for Channel 2 - Section 1+25 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.11 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+50, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 0.99 ft Top Width ft 5/31/ :48:47 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

71 Worksheet for Channel 2 - Section 1+25 Results Normal Depth 2.11 ft Critical Depth 2.31 ft Critical Slope ft/ft Velocity 7.32 ft/s Velocity Head 0.83 ft Specific Energy 2.94 ft Froude Number 1.29 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.11 ft Critical Depth 2.31 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :48:47 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

72 Cross Section for Channel 2 - Section 1+25 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.11 ft Discharge ft³/s Cross Section Image 5/31/ :49:06 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

73 Worksheet for Channel 2 - Section 4+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.93 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+48, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area ft² Wetted Perimeter ft Hydraulic Radius 1.33 ft Top Width ft Normal Depth 2.93 ft Critical Depth 3.25 ft 5/31/ :49:59 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

74 Worksheet for Channel 2 - Section 4+50 Results Critical Slope ft/ft Velocity 8.90 ft/s Velocity Head 1.23 ft Specific Energy 4.16 ft Froude Number 1.36 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.93 ft Critical Depth 3.25 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :49:59 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

75 Cross Section for Channel 2 - Section 4+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 2.93 ft Discharge ft³/s Cross Section Image 5/31/ :50:18 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

76 Worksheet for Channel 3 - Section 1+67 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.76 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+06, ) (0+20, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area 8.74 ft² Wetted Perimeter ft Hydraulic Radius 0.77 ft 5/31/ :50:36 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

77 Worksheet for Channel 3 - Section 1+67 Results Top Width ft Normal Depth 1.76 ft Critical Depth 2.04 ft Critical Slope ft/ft Velocity 7.04 ft/s Velocity Head 0.77 ft Specific Energy 2.53 ft Froude Number 1.37 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.76 ft Critical Depth 2.04 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :50:36 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

78 Cross Section for Channel 3 - Section 1+67 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 1.76 ft Discharge ft³/s Cross Section Image 5/31/ :54:40 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

79 Worksheet for Channel 3 - Section 2+49 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.90 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+11, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge ft³/s Elevation Range to ft Flow Area 8.42 ft² Wetted Perimeter ft Hydraulic Radius 0.54 ft 5/31/ :55:38 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

80 Worksheet for Channel 3 - Section 2+49 Results Top Width ft Normal Depth 0.90 ft Critical Depth 1.12 ft Critical Slope ft/ft Velocity 6.33 ft/s Velocity Head 0.62 ft Specific Energy 1.52 ft Froude Number 1.51 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.90 ft Critical Depth 1.12 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :55:38 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

81 Cross Section for Channel 3 - Section 2+49 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.90 ft Discharge ft³/s Cross Section Image 5/31/ :56:00 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

82 Worksheet for Channel 4 - Section 0+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.70 ft Section Definitions Station (ft) Elevation (ft) Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+50, ) (0+03, ) Options Current Roughness Weighted Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Discharge 9.05 ft³/s Elevation Range to ft Flow Area 2.67 ft² Wetted Perimeter 6.88 ft 5/31/ :56:21 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 2

83 Worksheet for Channel 4 - Section 0+50 Results Hydraulic Radius 0.39 ft Top Width 6.49 ft Normal Depth 0.70 ft Critical Depth 0.68 ft Critical Slope ft/ft Velocity 3.39 ft/s Velocity Head 0.18 ft Specific Energy 0.88 ft Froude Number 0.93 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.70 ft Critical Depth 0.68 ft Channel Slope ft/ft Critical Slope ft/ft 5/31/ :56:21 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 2 of 2

84 Cross Section for Channel 4 - Section 0+50 Project Description Friction Method Solve For Manning Formula Discharge Input Data Channel Slope ft/ft Normal Depth 0.70 ft Discharge 9.05 ft³/s Cross Section Image 5/31/ :56:49 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

85 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT N PRELIMINARY OPINION OF PROBABLE COST OAK RUN PKWY P a g e 24

86 PRELIMINARY OPINIONS OF PROBABLE COSTS OAK RUN PKWY AND HUNTERS TRAIL Oak Run Pkwy Storm Drain Unit Quantity Unit Cost Total 48in RCP Storm Drain LF 650 $ $104, in RCP Storm Drain LF 120 $70.00 $8, ft Curb Inlets EA 5 $10, $50, ft x 5ft Junction Box EA 5 $5, $27, way Inlet EA 1 $7, $7, Outfall - 5" Concrete Rip Rap SY 150 $70.00 $10, Pavement Repair SY 600 $60.00 $36, Subtotal $243, Total for Oak Run Pkwy $243,400 Hunters Trail Cul-de-sac Unit Quantity Unit Cost Total Driveway Reconstruct SY 1000 $50.00 $50, Trapezoidal Channel Construction CY 500 $30.00 $15, Subtotal $65, Total for Hunters Trail Cul-de-sac $65,000

87 Drainage Analysis: Hunters Trace, Westpointe, and Hunters Creek ATTACHMENT O THE ENCLAVE WEST DETENTION POND DRAINAGE EXHIBIT P a g e 25

88 Legend Storm Drain Opt 1 Storm Drain Opt 2 Drainage Easements ± 1 inch = 100 feet ATTACHMENT O THE ENCLAVE WEST POND STORM DRAIN EXHIBIT