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Home My WebLink AboutDrainage Report 01 16 2018 Part A Page 1 of 5 Storm Drainage Report The Lakes at Valley West, Phases 5 and 6 January 9, 2018 Part 1 Introduction This report provides hydrologic and hydraulic calculations for sizing of storm water conveyance and detention storage facilities for development of Phases 5 and 6 of The Lakes at Valley West subdivision. The site is located south of Phases 1 through 4. Storm drainage design follows the path set in the previous phase drainage reports and addenda, also prepared by Morrison-Maierle. The drainage sub-basins in the earlier reports made assumptions on future phases, including Phases 5 and 6, that are no longer accurate. This Phase 5 and 6 report accounts for these changes and ensures compliance with City of Bozeman design standards. Phases 5 and 6 will be constructed as described in this report and in accordance with City of Bozeman Design Standards for drainage design. These are the final two phases of development. Pre-development and post-development drainage is shown on Figures 1 and 2 respectively. Part 2 Site Description and Design Basis The site drains from south to north, discharging to Aajker Creek. “Run-on” water originating south of The Lakes at Valley West subdivision and west of Laurel Parkway is intercepted by a constructed cutoff ditch at the south property line, and drains directly to Aajker Creek. “Run-on” water east of Laurel Parkway drains to the East Lake which is hydraulically connected to the West Lake. The two lakes discharge to Aajker Creek through an existing discharge control structure described in the Phase 1 and 2 drainage report. Site runoff generally discharges to existing or proposed detention facilities as described below. The Rational Method was used to calculate peak runoff and detention requirements in accordance with City of Bozeman design standards. Phases 5 and 6 use the City’s standard runoff coefficient for “Dense Residential,” C = 0.50. Storm drainage infrastructure proposed for Phases 5 and 6 is identified on Figure 2. Part 3 Drainage Basins Pre-development sub-basin H1 (see Figure 1) corresponds to developed sub-basins D1.1 through D1.4 (see Figure 2). The four developed sub-basins are described below. Sub-basin D1.1: Sub-basin D1.1 consists of D1.1A (Phase 3 runoff), D1.1B (offsite runoff), and D1.1C (Phase 3, 4 and 5 runoff). Runoff from D1.1A and D1.1C will sheet flow through back yards of residential lots and perimeter open space into Aajker Creek. D1.1B runoff, from a large offsite area to the south, is intercepted by an existing constructed cutoff ditch along the south property line and discharged to Aajker Creek at the southwest corner of the site. Sub-basin D1.2: Sub-basin D1.2 consists of D1.2A (Phase 3 runoff), D1.2B (Phase 4 runoff), and D1.2C (Phase 5 runoff). Runoff from these areas will drain through the existing Phase 3 and 4 storm drain system to detention facility D1.2, and then will discharge through the existing pair of 36¼” x 22½” RCP arch pipes (double culvert) under Durston Road. Page 2 of 5 Detention facility D1.2 was sized and constructed as part of Phase 3 (see Phase 3 Drainage Report), incorporating additional capacity for future phases. Refer to Part 3 below for additional discussion. Sub-basin D1.3: Sub-basin D1.3 encompasses all runoff into the East Lake and West Lake, which are hydraulically connected to a single, existing discharge structure. For the purposes of detention calculations, this report will utilize 4.60 cfs as the 10-year peak discharge rate out of Sub-basin D1.3, a conservative value that was calculated in the drainage report for Phases 1 and 2 and has been re-calculated in this report using current Phase 5 and Phase 6 drainage basins. This runoff flows directly into the two 36¼” x 22½” RCP arch pipes under Durston Road. Sub-basin D1.3 consists of the following: - D1.3A includes the West Lake, perimeter open space and adjacent back yards of residential lots. - D1.3B includes the East Lake, perimeter open space and adjacent back yards of residential lots, plus a large offsite area to the south (east of Laurel Parkway). Runoff from the offsite area is intercepted by an existing earth berm along the south property line and flows east around Phase 6 to existing constructed wetlands draining to the East Lake. - D1.3C covers part of Phase 6 and will drain to the East Lake (sub-basin D1.3B). - D1.3D covers a small part of Phase 4 and most of Phase 5, and will drain to a proposed underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). - D1.4C includes the south end of Laurel Parkway and adjacent parts of Phases 5 and 6, and will drain to an existing underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). Sub-basin D1.4: Sub-basin D1.4 consists of D1.4A (runoff from Phases 2 and 3) and D1.4B (runoff from Phases 1 and 2), both draining to existing underground (StormTech) detention and treatment facility D1.4, which discharges through the existing pair of 36¼” x 22½” RCP arch pipes (double culvert) under Durston Road. Sub-basin D1.4 is unaffected by the currently proposed Phases 5 and 6. Because sub-basin D1.4C drains to the West Lake, it is included in the discussion above for sub-basin D1.3. Part 3 Detention Basins Three underground detention and treatment facilities (D1.2, D1.4 and D1.4C) were constructed in earlier phases and sized to accommodate construction of all future phases including the last two (Phases 5 and 6), which are the subject of this report. The attached calculations confirm that with site runoff routed through the existing, “as-built” control structures, the existing storage volumes and release rates remain in compliance with City drainage policy through final buildout of all contributing phases of the Lakes at Valley West subdivision. The three existing detention facilities of interest, named to correspond to their respective sub-basins, are described below. Sub-basins D1.2 and D1.4: The following quote, from the Phase 3 Drainage Report, applies to this Phase 5 and 6 report as well: Page 3 of 5 “Two underground detention storage facilities, D1.2 and D1.4, are proposed [now existing] for storm water treatment and control of the 10-year peak runoff rate. Discharge from these two detention facilities will limit the total post-development 10-year peak discharge (sub-basins D1.1 through D1.4) to the pre-development peak rate (sub-basin H1).” Detention facility D1.4 is unaffected by the currently proposed Phases 5 and 6 because the contributing drainage areas were fully defined prior to construction of the facility. With regard to Detention facility D1.2, calculations have been revised using the “as-built” storage and discharge parameters from Phase 3 construction. Results are summarized in Table 1. Sub-basin D1.4C: D1.4C detention was sized and constructed as part of Phases 1 and 2, incorporating additional capacity for future phases. Calculations have been revised for detention facility D1.4C using the “as-built” storage and discharge parameters from Phase 1 and 2 construction. Results are summarized in Table 1. In addition to the three existing detention facilities described above, two additional detention facilities are proposed for construction during the final phases of development. Both will discharge to the onsite lakes, and offsite runoff rate is therefore unaffected due to onsite detention in the lakes. However, both will be constructed to provide treatment and to limit peak runoff to the pre-development rate, in accordance with City of Bozeman drainage policy. The two proposed detention basins, named to correspond to their respective sub-basins, are described below. Sub-basin D1.3D (Phase 5 construction): Detention facility D1.3D is proposed as an underground (StormTech) detention storage and treatment facility to be located north of Leiden Lane, discharging to the West Lake. Calculations are attached; results are summarized in Table 1. Sub-basin D1.3C (Phase 6 construction): Detention facility D1.3C is proposed as a surface detention pond to be located east of the Vaughn Drive/Debour Lane intersection. It will discharge to existing constructed wetlands that will provide additional treatment prior to the runoff entering the East Lake. Calculations are attached; results are summarized in Table 1 on the following page. Part 4 Storm Water Treatment The City’s design standards require Low Impact Development (LID) practices that infiltrate, evapotranspire or capture runoff, to the extent feasible, for a specified design runoff event. This requirement is addressed as follows: Detention Storage D1.2, D1.3D and D1.4C: StormTech underground detention and storage facilities are existing (D1.2 and D1.4C) and proposed (D1.3D). These systems combine infiltration and runoff capture. The StormTech system is a widely accepted LID practice found to remove 80 percent of total suspended solids from municipal storm runoff. It meets LEED criteria for storm water treatment (SS6.2 water quality credit). The facilities for this project provide over 6 inches of capture depth for infiltration and runoff volume reduction, plus treatment of additional runoff by deposition as water slowly travels through the long, linear rows of chambers. The system solves the problem of runoff “short-circuiting” from inlet to outlet that is inherent in surface detention ponds. Runoff from the first ½” of rainfall will percolate through a gravel filter before finding its Page 4 of 5 TABLE 1 - Detention Basin Data Description Detention Basin Name DET 1.4 (as-built) DET 1.2 (as-built) DET 1.3C (proposed) DET 1.3D (proposed) DET 1.4C (as-built) Max. 10-yr Release Rate (cfs) 2.30 3.63 0.63 2.94 1.49 10-yr Detention Volume (cu. ft.) 7,211 4,058 925 3,484 1,249 Sizes and Dimensions: vertical tee (riser) dia., inches 30 30 15 24 12 outlet pipe dia., inches 30 30 12 24 12 overflow weir length, ft. - - - - Orifice (two alternates): circular orifice dia., inches 63/4 81/2 41/2 711/16 5 rectangular orifice - - 41/4 x 33/4 6 x 73/4 - Elevations: top of containment berm (min.) - - 57.50 - - 25-yr WSEL at control structure 43.47 43.43 56.92 49.67 52.79 overflow weir crest - - 57.00 - - top of riser (=10-yr max. WSEL) 42.50 42.50 56.50 49.00 51.80 discharge pipe invert at control structure 39.00 39.00 54.90 45.50 48.30 way to a perforated low-flow outlet pipe that discharges into the detention outlet structure. Additional runoff from larger storms can bypass this discharge route, but only after storage depth reaches 2 feet. Although the detention calculations assume zero infiltration, the existing alluvial (gravel/pit run) soils directly under the StormTech systems provide excellent infiltration, which further improves treatment. We believe this type of treatment not only meets, but exceeds, the City’s current design standards. Detention Basin D1.3C: Detention Basin D3.3C is proposed as a surface detention pond. Some treatment is provided by retention time in the basin, and by a submerged orifice discharge structure in the control manhole. Additional treatment is provided by bio-filtration through about 300 feet of existing vegetation between the control manhole discharge pipe and the East Lake. The combined East Lake and West Lake have a very long retention time that provides additional treatment prior to discharge to Aajker Creek. Part 5 Conveyance and Collection The proposed storm drain system is shown on Figure 2. Existing storm drain is utilized for runoff from sub-basins D1.2C and D1.4C; proposed, separate storm drain systems are proposed for sub-basins D1.3C and D1.3D. Pipes in both the existing (previous phase) and proposed systems were sized to convey the 25-year peak runoff. Calculations for the existing systems were provided in earlier reports; this report includes calculations for representative pipes as required to assure pipe size is adequate for all pipes. Drop inlets and curb inlets have been placed where needed to limit the spread of water in the street, such that an unobstructed (un-flooded) travel lane will be available during a 25-year storm, in accordance with City of Bozeman design standards. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations for Page 5 of 5 gutter spread width, inlet intercept/bypass flows and pipe flows are attached. Bypass occurs only at existing on-grade inlets; all currently proposed inlets are sump inlets (at low points). Conveyance and collection for Phase 5 and 6 sub-basins is described below. Sub-basin D1.2C (Phase 5 construction): Runoff will surface drain to existing curb inlets located on Westgate Avenue, about 70 feet north of Herstal Way. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Sub-basin D1.3C (Phase 6 construction): Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive, discharging to a proposed surface detention basin that also accepts a small amount of direct runoff. Sub-basin D1.3D (Phase 5 construction): Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive and several drop inlets near the West Lake’s south shore, discharging to a proposed underground (StormTech) detention basin. Runoff to Leiden Lane and Vahl Way (inverted crown sections) will surface drain on the asphalt to the dead ends, and then continue in drainage ditches to the nearest downstream drop inlet. Sub-basin D1.4C (Phase 5 and 6 construction): Runoff will surface drain to existing curb inlets located on Laurel Parkway, about 660 feet north of Vaughn Drive. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Calculations are attached. Design details for Phase 5 and 6 improvements will be provided on the construction drawings. N:\5352\009\Design Docs\Reports\drainage\drainage report (text).docx (this page left blank intentionally) PEAK RUNOFF AND DETENTION CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Peak Runoff and Detention Calculations MODIFIED RATIONAL METHOD i = A * (Tc/60) B Qp = C i A Qp = peak runoff, cfs Design Coefficients C = runoff coefficient Storm AB i = A(Tc/60)B (Bozeman IDF curve)2-yr 0.36 -0.60 Tc = time of concentration, minutes 5-yr 0.52 -0.64 A = Area, acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 100-yr 1.01 -0.67 (Bozeman Design Standards, March 2004) Sub-Basin Name Area C Tc Q2 Q5 Q10 Q25 Q50 Q100 Basin 1 H1 218.30 0.20 90.6 12.27 17.44 21.38 26.16 30.60 33.46 D1.1 (A+B+C) 116.22 0.20 97.6 6.25 8.85 10.84 13.28 15.51 16.95 D1.2A 5.52 0.48 5.0 4.24 6.76 8.53 10.14 12.57 14.14 D1.2B 3.51 0.50 5.0 2.81 4.48 5.65 6.72 8.32 9.37 D1.2C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04 D1.2 (A+B+C) 10.17 0.49 6.3 6.92 10.94 13.78 16.42 20.26 22.74 D1.3A 10.08 0.50 5.0 8.06 12.86 16.22 19.28 23.90 26.90 D1.3B 61.93 0.50 90.6 8.71 12.37 15.16 18.55 21.70 23.73 H1.3C1 1.97 0.20 14.8 0.33 0.50 0.63 0.75 0.91 1.02 D1.3C 1.97 0.50 5.0 1.57 2.51 3.17 3.77 4.67 5.26 H1.3D1 8.42 0.20 12.8 1.53 2.35 2.94 3.53 4.29 4.79 D1.3D 8.42 0.50 7.1 5.45 8.58 10.79 12.87 15.84 17.77 West Lake outlet pipe2 86.02 0.50 - 4.60 D1.4A 5.72 0.50 5.0 4.57 7.30 9.20 10.94 13.56 15.27 D1.4B 7.26 0.39 5.0 4.53 7.22 9.11 10.83 13.43 15.11 D1.4 (A+B) 12.98 0.44 5.0 9.10 14.52 18.32 21.78 26.99 30.38 H1.4C1 3.62 0.20 9.9 0.77 1.19 1.49 1.79 2.19 2.45 D1.4C 3.62 0.50 7.7 2.23 3.50 4.40 5.25 6.46 7.23 D1.2+D1.4(A+B) 23.15 0.46 6.3 14.85 23.47 29.54 35.20 43.43 48.77 FOOTNOTES: 1. The pre-development subbasin uses a pre-development C and Tc and an area matching the post-development area, for use in calculating detention volume. 2. Full retention of sub-basins draining into the East and West lakes (D1.3A, D1.3B, D1.3C, D1.3D and D1.4C) was assumed, in order to conservatively estimate the lakes' 25-year maximum water surface elevation and associated maximum discharge. Retention volume = (7,200)*(0.50)*(0.41)*(85.98) =126,906 cu. ft. Using the 5.14-acre combined surface area of the lakes, this correlates to a rise of 0.57 feet above the normal operating elevation of 44.50. An additional 0.5 feet was added to account for partial clogging of the 2' high fish screen. The result (WSEL=45.57) was used to calculate the 25-year peak discharge; see attached calculations for the West Lake Outfall. Culvert Calculator Report West Lake outfall Title: The Lakes at Valley West n:\5352\009\design docs\reports\drainage\pipes.cvm 01/08/18 11:34:18 AM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: mhickman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Discharge Culvert Summary Allowable HW Elevation 45.57 ft Headwater Depth/Height 4.07 Computed Headwater Eleva 45.57 ft Discharge 4.60 cfs Inlet Control HW Elev. 43.53 ft Tailwater Elevation 40.93 ft Outlet Control HW Elev. 45.57 ft Control Type Outlet Control Grades Upstream Invert 41.50 ft Downstream Invert 40.48 ft Length 280.00 ft Constructed Slope 0.3643 % Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 0.89 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.89 ft Velocity Downstream 6.21 ft/s Critical Slope 1.0568 % Section Section Shape Circular Mannings Coefficient 0.011 Section MaterialCorrugated HDPE (Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 45.57 ft Upstream Velocity Head 0.53 ft Ke 0.50 Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev. 43.53 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft² K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Record Id: H1.3C Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 35.00 ft 0.80% 0.1500 1.20 in 9.97 min Channel (interm) Grassed (n=0.030) 135.00 ft 0.52% 0.0300 1.84 min Channel (interm) Grassed (n=0.030) 330.00 ft 1.21% 0.0300 2.94 min Pervious TC 14.75 min Record Id: H1.3D Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 1.40% 0.1500 1.20 in 10.60 min Channel (interm) Grassed (n=0.030) 310.00 ft 2.06% 0.0300 2.12 min Channel (interm) Grassed (n=0.030) 30.00 ft 15.00% 0.0300 0.08 min Pervious TC 12.79 min Record Id: H1.4C Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 4.20% 0.1500 1.20 in 6.83 min Channel (interm) Grassed (n=0.030) 380.00 ft 1.50% 0.0300 3.04 min Pervious TC 9.87 min Record Id: D1.3D Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Shallow Paved and gravel areas (n=0.012) 15.00 ft 0.70% 0.0120 0.11 min Channel (interm) asphalt 350.00 ft 1.00% 0.0120 1.37 min Channel (interm) storm drain 400.00 ft 0.70% 0.0120 1.88 min Pervious TC 7.12 min Record Id: D1-4C (east) Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Channel (interm) asphalt 270.00 ft 3.00% 0.0120 0.61 min Channel (interm) asphalt 430.00 ft 0.60% 0.0120 2.18 min Pervious TC 6.54 min Record Id: D1.4C (west) Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Channel (interm) asphalt 250.00 ft 0.70% 0.0120 1.17 min Channel (interm) asphalt 240.00 ft 1.50% 0.0120 0.77 min Channel (interm) asphalt 400.00 ft 0.60% 0.0120 2.03 min Pervious TC 7.72 min The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 12.98 AC Qp (Basin H1) = 21.38 cfs Basins D1.1 + D1.3 = -15.44 cfs 0.44 Total, D1.2 det + D1.4 det = 5.93 cfs (combined release rate) 5.0 MIN D1.4 release rate = 2.30 cfs 3.22 IN/HR TIME STEP 18.32 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 8664.83 5757.86 7,211 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 3.33 18.94 4,725 4,136 9.75 2.09 11.87 5,925 5,040 14.75 1.59 9.07 6,662 5,474 19.75 1.32 7.50 7,180 5,684 ORIFICE CALCULATIONS 24.75 1.14 6.48 7,566 5,758 MATCHING Qp = 2.30 cfs 29.75 1.01 5.75 7,860 5,739 Max. Depth = 3.50 ft 34.75 0.91 5.19 8,089 5,651 39.75 0.84 4.76 8,265 5,511 44.75 0.77 4.41 8,401 5,328 CIRCULAR ORIFICE (as-built): 49.75 0.72 4.11 8,503 5,111 DIAMETER = 6.750 inches 54.75 0.68 3.87 8,577 4,864 Area = 0.25 ft2 59.75 0.64 3.65 8,626 4,593 ORIFICE FLOW = 2.24 cfs 64.75 0.61 3.47 8,655 4,300 69.75 0.58 3.30 8,665 3,988 74.75 0.55 3.16 8,659 3,659 RECTANGULAR ORIFICE (not used): 79.75 0.53 3.03 8,638 3,315 LENGTH = 6.125 inches 84.75 0.51 2.91 8,605 2,958 WIDTH = 6.000 inches 89.75 0.49 2.80 8,560 2,588 Area = 0.26 ft2 94.75 0.48 2.71 8,504 2,208 ORIFICE FLOW = 2.30 cfs 99.75 0.46 2.62 8,439 1,817 104.75 0.45 2.54 8,364 1,417 109.75 0.43 2.46 8,281 1,009 114.75 0.42 2.39 8,191 592 119.75 0.41 2.32 8,093 168 WEIR CALCULATIONS (not used) 124.75 0.40 2.26 7,989 -262 Coefficient = 3.33 inches 129.75 0.39 2.21 7,879 -700 Width = 1.250 inches 134.75 0.38 2.15 7,763 -1,143 WEIR FLOW = 2.27 cfs 139.75 0.37 2.10 7,641 -1,592 144.75 0.36 2.05 7,514 -2,046 149.75 0.35 2.01 7,383 -2,506 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 154.75 0.35 1.97 7,246 -2,970 159.75 0.34 1.93 7,106 -3,438 164.75 0.33 1.89 6,961 -3,911 169.75 0.33 1.85 6,813 -4,389 174.75 0.32 1.82 6,660 -4,869 179.75 0.31 1.79 6,505 -5,354 184.75 0.31 1.75 6,345 -5,842 189.75 0.30 1.72 6,183 -6,334 194.75 0.30 1.69 6,017 -6,829 199.75 0.29 1.67 5,849 -7,327 204.75 0.29 1.64 5,677 -7,828 209.75 0.28 1.61 5,503 -8,332 214.75 0.28 1.59 5,326 -8,838 219.75 0.28 1.57 5,147 -9,348 224.75 0.27 1.54 4,965 -9,859 229.75 0.27 1.52 4,781 -10,374 234.75 0.26 1.50 4,595 -10,890 239.75 0.26 1.48 4,407 -11,409 244.75 0.26 1.46 4,216 -11,930 249.75 0.25 1.44 4,023 -12,453 254.75 0.25 1.42 3,829 -12,979 259.75 0.25 1.41 3,632 -13,506 264.75 0.24 1.39 3,434 -14,035 269.75 0.24 1.37 3,234 -14,567 274.75 0.24 1.35 3,032 -15,100 279.75 0.24 1.34 2,828 -15,634 284.75 0.23 1.32 2,623 -16,171 289.75 0.23 1.31 2,416 -16,709 294.75 0.23 1.29 2,208 -17,249 299.75 0.22 1.28 1,998 -17,790 304.75 0.22 1.27 1,787 -18,333 309.75 0.22 1.25 1,574 -18,877 314.75 0.22 1.24 1,360 -19,423 319.75 0.22 1.23 1,144 -19,971 324.75 0.21 1.22 928 -20,519 329.75 0.21 1.20 710 -21,069 334.75 0.21 1.19 490 -21,620 339.75 0.21 1.18 270 -22,173 344.75 0.21 1.17 48 -22,727 349.75 0.20 1.16 -175 -23,282 354.75 0.20 1.15 -398 -23,838 359.75 0.20 1.14 -624 -24,396 364.75 0.20 1.13 -850 -24,954 369.75 0.20 1.12 -1,077 -25,514 374.75 0.19 1.11 -1,305 -26,075 379.75 0.19 1.10 -1,534 -26,636 384.75 0.19 1.09 -1,765 -27,199 389.75 0.19 1.08 -1,996 -27,763 394.75 0.19 1.07 -2,228 -28,328 399.75 0.19 1.06 -2,461 -28,894 404.75 0.19 1.05 -2,695 -29,461 409.75 0.18 1.04 -2,930 -30,029 414.75 0.18 1.04 -3,165 -30,597 419.75 0.18 1.03 -3,402 -31,167 424.75 0.18 1.02 -3,639 -31,737 429.75 0.18 1.01 -3,878 -32,309 434.75 0.18 1.01 -4,117 -32,881 439.75 0.18 1.00 -4,357 -33,454 444.75 0.17 0.99 -4,597 -34,028 449.75 0.17 0.98 -4,839 -34,603 454.75 0.17 0.98 -5,081 -35,178 459.75 0.17 0.97 -5,323 -35,754 464.75 0.17 0.96 -5,567 -36,331 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) StormTech Sizing Calculations Required Storage Volume 7,211 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 97 96.28 before rounding excess storage volume 0.7 % Number of chambers proposed 100 excess storage volume 3.7 % equal to 268 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 7,480 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 10.17 AC Qp (Basin H1) = 21.38 cfs Basins D1.1 + D1.3 +D1.4 = -17.74 cfs 0.49 D1.2 release rate = 3.63 cfs 6.3 MIN D1.2 release rate = 3.63 cfs 2.77 IN/HR TIME STEP 13.78 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 5029.56 3086.80 4,058 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 5.99 2.86 14.24 3,776 2,787 12.29 1.79 8.93 4,553 3,087 18.59 1.37 6.82 4,893 2,912 24.89 1.13 5.64 5,024 2,509 ORIFICE CALCULATIONS 31.19 0.98 4.87 5,030 1,968 MATCHING Qp = 3.63 cfs 37.49 0.87 4.32 4,949 1,331 Max. Depth = 3.00 ft 43.79 0.79 3.91 4,806 624 50.09 0.72 3.58 4,614 -138 56.39 0.67 3.31 4,383 -945 62.69 0.62 3.09 4,119 -1,787 CIRCULAR ORIFICE (as-built): 68.99 0.58 2.91 3,829 -2,660 DIAMETER = 8.500 inches 75.29 0.55 2.75 3,517 -3,559 Area = 0.39 ft 2 81.59 0.52 2.61 3,184 -4,481 ORIFICE FLOW = 3.29 cfs 87.89 0.50 2.48 2,834 -5,423 94.19 0.48 2.37 2,468 -6,383 100.49 0.46 2.28 2,089 -7,358 RECTANGULAR ORIFICE (not used): 106.79 0.44 2.19 1,698 -8,348 LENGTH = 8.000 inches 113.09 0.42 2.11 1,296 -9,351 WIDTH = 7.825 inches 119.39 0.41 2.04 883 -10,365 Area = 0.43 ft 2 125.69 0.40 1.97 461 -11,390 ORIFICE FLOW = 3.63 cfs 131.99 0.38 1.91 31 -12,425 138.29 0.37 1.85 -407 -13,470 144.59 0.36 1.80 -853 -14,523 150.89 0.35 1.75 -1,305 -15,583 157.19 0.34 1.70 -1,763 -16,652 WEIR CALCULATIONS (not used) 163.49 0.33 1.66 -2,228 -17,727 Coefficient = 3.33 inches 169.79 0.33 1.62 -2,697 -18,808 Width = 2.500 inches 176.09 0.32 1.58 -3,172 -19,896 WEIR FLOW = 3.60 cfs 182.39 0.31 1.55 -3,652 -20,990 188.69 0.30 1.51 -4,137 -22,089 194.99 0.30 1.48 -4,625 -23,193 POST-DEV Qp = POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV Tc = POST-DEV C = STORM INTENSITY = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 201.29 0.29 1.45 -5,118 -24,302 207.59 0.29 1.42 -5,615 -25,416 213.89 0.28 1.39 -6,116 -26,534 220.19 0.27 1.37 -6,620 -27,657 226.49 0.27 1.34 -7,127 -28,783 232.79 0.27 1.32 -7,638 -29,914 239.09 0.26 1.30 -8,151 -31,048 245.39 0.26 1.27 -8,668 -32,186 251.69 0.25 1.25 -9,188 -33,327 257.99 0.25 1.23 -9,710 -34,471 264.29 0.24 1.21 -10,234 -35,618 270.59 0.24 1.20 -10,762 -36,769 276.89 0.24 1.18 -11,291 -37,922 283.19 0.23 1.16 -11,823 -39,079 289.49 0.23 1.14 -12,357 -40,238 295.79 0.23 1.13 -12,894 -41,399 302.09 0.22 1.11 -13,432 -42,563 308.39 0.22 1.10 -13,972 -43,730 314.69 0.22 1.08 -14,515 -44,898 320.99 0.22 1.07 -15,059 -46,070 327.29 0.21 1.06 -15,605 -47,243 333.59 0.21 1.04 -16,152 -48,418 339.89 0.21 1.03 -16,702 -49,596 346.19 0.20 1.02 -17,253 -50,776 352.49 0.20 1.01 -17,806 -51,957 358.79 0.20 1.00 -18,360 -53,141 365.09 0.20 0.98 -18,915 -54,326 371.39 0.20 0.97 -19,473 -55,513 377.69 0.19 0.96 -20,031 -56,702 383.99 0.19 0.95 -20,591 -57,893 390.29 0.19 0.94 -21,152 -59,085 396.59 0.19 0.93 -21,715 -60,279 402.89 0.19 0.92 -22,279 -61,474 409.19 0.18 0.91 -22,844 -62,671 415.49 0.18 0.91 -23,410 -63,870 421.79 0.18 0.90 -23,978 -65,070 428.09 0.18 0.89 -24,547 -66,271 434.39 0.18 0.88 -25,116 -67,474 440.69 0.18 0.87 -25,687 -68,678 446.99 0.17 0.86 -26,259 -69,884 453.29 0.17 0.86 -26,832 -71,091 459.59 0.17 0.85 -27,406 -72,299 465.89 0.17 0.84 -27,981 -73,508 472.19 0.17 0.83 -28,557 -74,719 478.49 0.17 0.83 -29,134 -75,931 484.79 0.16 0.82 -29,712 -77,144 491.09 0.16 0.81 -30,291 -78,358 497.39 0.16 0.81 -30,871 -79,573 503.69 0.16 0.80 -31,451 -80,789 509.99 0.16 0.79 -32,033 -82,007 516.29 0.16 0.79 -32,615 -83,225 522.59 0.16 0.78 -33,198 -84,445 528.89 0.16 0.77 -33,782 -85,665 535.19 0.15 0.77 -34,367 -86,887 541.49 0.15 0.76 -34,952 -88,109 547.79 0.15 0.76 -35,538 -89,333 554.09 0.15 0.75 -36,125 -90,557 560.39 0.15 0.75 -36,713 -91,783 566.69 0.15 0.74 -37,302 -93,009 572.99 0.15 0.73 -37,891 -94,236 579.29 0.15 0.73 -38,481 -95,464 585.59 0.15 0.72 -39,071 -96,693 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 StormTech Sizing Calculations Required Storage Volume 4,058 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber (see note 1) Number of chambers required 60 59.56 before rounding excess storage volume 0.7 % Number of chambers proposed 77 excess storage volume 22.7 % equal to (see note 2) 919 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 4,978 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers, and 40% stone porosity. 2. 919 cubic feet equates to a maximum allowable groundwater elevation of about 2.1" above the bottom of the chambers, without infringing on the required detention. Groundwater will not reach this depth due to the free draining outfall (discharge elevation at bottom of chambers). The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 1.97 AC Qp (Basin H1.3C) = 0.63 cfs 0.50 5.0 MIN D1.3C release rate = 0.63 cfs 3.22 IN/HR TIME STEP 3.17 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 1127.66 721.60 925 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 3.33 3.28 751 604 9.75 2.09 2.05 924 704 14.75 1.59 1.57 1,018 722 19.75 1.32 1.30 1,073 699 ORIFICE CALCULATIONS 24.75 1.14 1.12 1,106 652 MATCHING Qp = 0.63 cfs 29.75 1.01 0.99 1,122 588 Max. Depth = 1.50 ft 34.75 0.91 0.90 1,128 512 39.75 0.84 0.82 1,124 426 44.75 0.77 0.76 1,113 333 CIRCULAR ORIFICE: 49.75 0.72 0.71 1,097 233 DIAMETER = 4.500 inches 54.75 0.68 0.67 1,075 128 Area = 0.11 ft2 59.75 0.64 0.63 1,049 19 ORIFICE FLOW = 0.65 cfs 64.75 0.61 0.60 1,020 -94 69.75 0.58 0.57 988 -211 74.75 0.55 0.55 952 -331 RECTANGULAR ORIFICE: 79.75 0.53 0.52 915 -453 LENGTH = 4.250 inches 84.75 0.51 0.50 875 -578 WIDTH = 3.750 inches 89.75 0.49 0.49 833 -705 Area = 0.11 ft2 94.75 0.48 0.47 789 -834 ORIFICE FLOW = 0.65 cfs 99.75 0.46 0.45 743 -965 104.75 0.45 0.44 696 -1,098 109.75 0.43 0.43 647 -1,232 114.75 0.42 0.41 598 -1,368 119.75 0.41 0.40 546 -1,505 WEIR CALCULATIONS 124.75 0.40 0.39 494 -1,643 Coefficient = 3.33 inches 129.75 0.39 0.38 441 -1,783 Width = 1.250 inches 134.75 0.38 0.37 386 -1,924 WEIR FLOW = 0.64 cfs 139.75 0.37 0.36 331 -2,065 144.75 0.36 0.36 275 -2,208 149.75 0.35 0.35 218 -2,352 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 154.75 0.35 0.34 160 -2,496 159.75 0.34 0.33 102 -2,641 164.75 0.33 0.33 42 -2,787 169.75 0.33 0.32 -18 -2,934 174.75 0.32 0.31 -78 -3,082 179.75 0.31 0.31 -139 -3,230 184.75 0.31 0.30 -201 -3,379 189.75 0.30 0.30 -264 -3,528 194.75 0.30 0.29 -327 -3,679 199.75 0.29 0.29 -390 -3,829 204.75 0.29 0.28 -454 -3,980 209.75 0.28 0.28 -518 -4,132 214.75 0.28 0.28 -583 -4,285 219.75 0.28 0.27 -648 -4,437 224.75 0.27 0.27 -714 -4,591 229.75 0.27 0.26 -780 -4,744 234.75 0.26 0.26 -847 -4,898 239.75 0.26 0.26 -913 -5,053 244.75 0.26 0.25 -981 -5,208 249.75 0.25 0.25 -1,048 -5,363 254.75 0.25 0.25 -1,116 -5,519 259.75 0.25 0.24 -1,184 -5,675 264.75 0.24 0.24 -1,253 -5,832 269.75 0.24 0.24 -1,322 -5,988 274.75 0.24 0.23 -1,391 -6,146 279.75 0.24 0.23 -1,461 -6,303 284.75 0.23 0.23 -1,530 -6,461 289.75 0.23 0.23 -1,600 -6,619 294.75 0.23 0.22 -1,671 -6,778 299.75 0.22 0.22 -1,741 -6,936 304.75 0.22 0.22 -1,812 -7,095 309.75 0.22 0.22 -1,883 -7,255 314.75 0.22 0.21 -1,954 -7,414 319.75 0.22 0.21 -2,026 -7,574 324.75 0.21 0.21 -2,098 -7,734 329.75 0.21 0.21 -2,170 -7,894 334.75 0.21 0.21 -2,242 -8,055 339.75 0.21 0.20 -2,314 -8,216 344.75 0.21 0.20 -2,387 -8,377 349.75 0.20 0.20 -2,460 -8,538 354.75 0.20 0.20 -2,533 -8,700 359.75 0.20 0.20 -2,606 -8,861 364.75 0.20 0.20 -2,679 -9,023 369.75 0.20 0.19 -2,753 -9,186 374.75 0.19 0.19 -2,826 -9,348 379.75 0.19 0.19 -2,900 -9,510 384.75 0.19 0.19 -2,974 -9,673 389.75 0.19 0.19 -3,049 -9,836 394.75 0.19 0.19 -3,123 -9,999 399.75 0.19 0.18 -3,198 -10,163 404.75 0.19 0.18 -3,272 -10,326 409.75 0.18 0.18 -3,347 -10,490 414.75 0.18 0.18 -3,422 -10,654 419.75 0.18 0.18 -3,498 -10,818 424.75 0.18 0.18 -3,573 -10,982 429.75 0.18 0.18 -3,648 -11,146 434.75 0.18 0.17 -3,724 -11,311 439.75 0.18 0.17 -3,800 -11,475 444.75 0.17 0.17 -3,876 -11,640 449.75 0.17 0.17 -3,952 -11,805 454.75 0.17 0.17 -4,028 -11,970 459.75 0.17 0.17 -4,104 -12,135 464.75 0.17 0.17 -4,180 -12,301 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 8.42 AC Qp (Basin H1.3D) = 2.94 cfs 0.50 7.1 MIN D1.3D release rate = 2.94 cfs 2.56 IN/HR TIME STEP 10.79 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 4331.11 2636.23 3,484 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 6.75 2.65 11.15 3,292 2,401 13.85 1.66 6.99 3,957 2,636 20.95 1.27 5.34 4,236 2,451 28.05 1.05 4.42 4,331 2,064 ORIFICE CALCULATIONS 35.15 0.91 3.81 4,315 1,553 MATCHING Qp = 2.94 cfs 42.25 0.80 3.38 4,224 958 Max. Depth = 3.50 ft 49.35 0.73 3.06 4,077 300 56.45 0.67 2.80 3,886 -407 63.55 0.62 2.60 3,662 -1,153 CIRCULAR ORIFICE: 70.65 0.58 2.42 3,409 -1,931 DIAMETER = 7.688 inches 77.75 0.54 2.28 3,132 -2,737 Area = 0.32 ft2 84.85 0.51 2.15 2,836 -3,565 ORIFICE FLOW = 2.90 cfs 91.95 0.48 2.04 2,521 -4,414 99.05 0.46 1.95 2,192 -5,281 106.15 0.44 1.86 1,849 -6,164 RECTANGULAR ORIFICE: 113.25 0.42 1.78 1,493 -7,060 LENGTH = 7.750 inches 120.35 0.41 1.71 1,127 -7,969 WIDTH = 6.000 inches 127.45 0.39 1.65 752 -8,890 Area = 0.32 ft2 134.55 0.38 1.59 367 -9,822 ORIFICE FLOW = 2.91 cfs 141.65 0.37 1.54 -26 -10,762 148.75 0.35 1.49 -427 -11,712 155.85 0.34 1.45 -834 -12,670 162.95 0.33 1.41 -1,248 -13,636 170.05 0.33 1.37 -1,667 -14,609 WEIR CALCULATIONS 177.15 0.32 1.33 -2,093 -15,588 Coefficient = 3.33 inches 184.25 0.31 1.30 -2,523 -16,573 Width = 2.000 inches 191.35 0.30 1.27 -2,958 -17,565 WEIR FLOW = 3.63 cfs 198.45 0.29 1.24 -3,398 -18,561 205.55 0.29 1.21 -3,842 -19,563 212.65 0.28 1.18 -4,290 -20,570 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 219.75 0.28 1.16 -4,742 -21,582 226.85 0.27 1.14 -5,198 -22,597 233.95 0.26 1.11 -5,657 -23,617 241.05 0.26 1.09 -6,119 -24,641 248.15 0.25 1.07 -6,585 -25,669 255.25 0.25 1.05 -7,053 -26,700 262.35 0.25 1.03 -7,525 -27,735 269.45 0.24 1.01 -7,999 -28,773 276.55 0.24 1.00 -8,475 -29,815 283.65 0.23 0.98 -8,954 -30,859 290.75 0.23 0.97 -9,436 -31,906 297.85 0.23 0.95 -9,919 -32,956 304.95 0.22 0.94 -10,405 -34,009 312.05 0.22 0.92 -10,893 -35,064 319.15 0.22 0.91 -11,383 -36,122 326.25 0.21 0.90 -11,875 -37,182 333.35 0.21 0.88 -12,369 -38,245 340.45 0.21 0.87 -12,865 -39,310 347.55 0.20 0.86 -13,363 -40,377 354.65 0.20 0.85 -13,862 -41,446 361.75 0.20 0.84 -14,363 -42,517 368.85 0.20 0.83 -14,865 -43,590 375.95 0.19 0.82 -15,369 -44,665 383.05 0.19 0.81 -15,875 -45,742 390.15 0.19 0.80 -16,382 -46,821 397.25 0.19 0.79 -16,890 -47,902 404.35 0.19 0.78 -17,400 -48,984 411.45 0.18 0.77 -17,911 -50,068 418.55 0.18 0.76 -18,423 -51,153 425.65 0.18 0.75 -18,937 -52,240 432.75 0.18 0.75 -19,452 -53,329 439.85 0.18 0.74 -19,968 -54,419 446.95 0.17 0.73 -20,485 -55,510 454.05 0.17 0.72 -21,003 -56,603 461.15 0.17 0.72 -21,522 -57,698 468.25 0.17 0.71 -22,043 -58,793 475.35 0.17 0.70 -22,564 -59,890 482.45 0.17 0.70 -23,087 -60,989 489.55 0.16 0.69 -23,610 -62,088 496.65 0.16 0.68 -24,135 -63,189 503.75 0.16 0.68 -24,660 -64,291 510.85 0.16 0.67 -25,186 -65,394 517.95 0.16 0.66 -25,714 -66,498 525.05 0.16 0.66 -26,242 -67,603 532.15 0.15 0.65 -26,771 -68,710 539.25 0.15 0.65 -27,301 -69,817 546.35 0.15 0.64 -27,831 -70,926 553.45 0.15 0.64 -28,363 -72,036 560.55 0.15 0.63 -28,895 -73,146 567.65 0.15 0.63 -29,428 -74,258 574.75 0.15 0.62 -29,962 -75,370 581.85 0.15 0.62 -30,496 -76,484 588.95 0.15 0.61 -31,032 -77,598 596.05 0.14 0.61 -31,567 -78,714 603.15 0.14 0.60 -32,104 -79,830 610.25 0.14 0.60 -32,641 -80,947 617.35 0.14 0.59 -33,179 -82,065 624.45 0.14 0.59 -33,718 -83,184 631.55 0.14 0.58 -34,257 -84,304 638.65 0.14 0.58 -34,797 -85,424 645.75 0.14 0.58 -35,338 -86,546 652.85 0.14 0.57 -35,879 -87,668 659.95 0.13 0.57 -36,421 -88,790 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D StormTech Sizing Calculations Required Storage Volume 3,484 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 47 46.51 before rounding excess storage volume 1.0 % Number of chambers proposed 50 excess storage volume 7.0 % equal to 243 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 3,727 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 3.62 AC Qp (Basin H1) = 1.49 cfs 0.50 7.7 MIN D1.4 release rate = 1.49 cfs 2.43 IN/HR TIME STEP 4.40 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 1604.53 892.96 1,249 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 7.32 2.51 4.55 1,323 877 15.02 1.57 2.85 1,549 893 22.72 1.20 2.18 1,605 715 30.42 1.00 1.80 1,579 442 ORIFICE CALCULATIONS 38.12 0.86 1.56 1,503 113 MATCHING Qp = 1.49 cfs 45.82 0.76 1.38 1,395 -257 Max. Depth = 3.50 ft 53.52 0.69 1.25 1,262 -656 61.22 0.63 1.14 1,109 -1,078 68.92 0.58 1.06 942 -1,519 CIRCULAR ORIFICE (as-built): 76.62 0.55 0.99 762 -1,974 DIAMETER = 5.000 inches 84.32 0.51 0.93 572 -2,443 Area = 0.14 ft2 92.02 0.48 0.88 372 -2,923 ORIFICE FLOW = 1.23 cfs 99.72 0.46 0.83 165 -3,412 107.42 0.44 0.79 -49 -3,910 115.12 0.42 0.76 -269 -4,415 RECTANGULAR ORIFICE: 122.82 0.40 0.73 -494 -4,927 LENGTH = 5.000 inches 130.52 0.39 0.70 -724 -5,445 WIDTH = 4.500 inches 138.22 0.37 0.67 -958 -5,969 Area = 0.16 ft2 145.92 0.36 0.65 -1,197 -6,497 ORIFICE FLOW = 1.41 cfs 153.62 0.35 0.63 -1,438 -7,030 161.32 0.34 0.61 -1,684 -7,568 169.02 0.33 0.59 -1,932 -8,109 176.72 0.32 0.57 -2,183 -8,654 184.42 0.31 0.56 -2,437 -9,203 WEIR CALCULATIONS 192.12 0.30 0.54 -2,693 -9,754 Coefficient = 3.33 inches 199.82 0.29 0.53 -2,951 -10,309 Width = 0.750 inches 207.52 0.29 0.52 -3,212 -10,866 WEIR FLOW = 1.36 cfs 215.22 0.28 0.50 -3,475 -11,427 222.92 0.27 0.49 -3,739 -11,989 230.62 0.27 0.48 -4,006 -12,554 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 238.32 0.26 0.47 -4,274 -13,121 246.02 0.26 0.46 -4,543 -13,691 253.72 0.25 0.45 -4,814 -14,262 261.42 0.25 0.45 -5,087 -14,835 269.12 0.24 0.44 -5,361 -15,410 276.82 0.24 0.43 -5,636 -15,987 284.52 0.23 0.42 -5,913 -16,566 292.22 0.23 0.41 -6,191 -17,146 299.92 0.22 0.41 -6,470 -17,727 307.62 0.22 0.40 -6,750 -18,311 315.32 0.22 0.39 -7,031 -18,895 323.02 0.21 0.39 -7,313 -19,481 330.72 0.21 0.38 -7,596 -20,068 338.42 0.21 0.38 -7,880 -20,657 346.12 0.20 0.37 -8,165 -21,247 353.82 0.20 0.37 -8,450 -21,837 361.52 0.20 0.36 -8,737 -22,430 369.22 0.20 0.36 -9,024 -23,023 376.92 0.19 0.35 -9,312 -23,617 384.62 0.19 0.35 -9,601 -24,212 392.32 0.19 0.34 -9,891 -24,808 400.02 0.19 0.34 -10,181 -25,406 407.72 0.18 0.33 -10,472 -26,004 415.42 0.18 0.33 -10,764 -26,603 423.12 0.18 0.33 -11,056 -27,203 430.82 0.18 0.32 -11,349 -27,804 438.52 0.18 0.32 -11,643 -28,405 446.22 0.17 0.31 -11,937 -29,008 453.92 0.17 0.31 -12,232 -29,611 461.62 0.17 0.31 -12,527 -30,215 469.32 0.17 0.30 -12,823 -30,820 477.02 0.17 0.30 -13,119 -31,426 484.72 0.16 0.30 -13,416 -32,032 492.42 0.16 0.29 -13,714 -32,639 500.11 0.16 0.29 -14,011 -33,246 507.81 0.16 0.29 -14,310 -33,855 515.52 0.16 0.29 -14,608 -34,464 523.22 0.16 0.28 -14,908 -35,073 530.92 0.16 0.28 -15,207 -35,683 538.62 0.15 0.28 -15,507 -36,294 546.32 0.15 0.28 -15,808 -36,906 554.02 0.15 0.27 -16,109 -37,518 561.72 0.15 0.27 -16,410 -38,130 569.42 0.15 0.27 -16,712 -38,743 577.12 0.15 0.27 -17,014 -39,357 584.82 0.15 0.26 -17,316 -39,971 592.52 0.14 0.26 -17,619 -40,586 600.22 0.14 0.26 -17,922 -41,201 607.92 0.14 0.26 -18,226 -41,817 615.62 0.14 0.26 -18,530 -42,433 623.32 0.14 0.25 -18,834 -43,049 631.02 0.14 0.25 -19,138 -43,666 638.72 0.14 0.25 -19,443 -44,284 646.42 0.14 0.25 -19,748 -44,902 654.12 0.14 0.25 -20,054 -45,521 661.82 0.13 0.24 -20,360 -46,139 669.52 0.13 0.24 -20,666 -46,759 677.22 0.13 0.24 -20,972 -47,379 684.92 0.13 0.24 -21,279 -47,999 692.62 0.13 0.24 -21,586 -48,619 700.32 0.13 0.23 -21,893 -49,240 708.02 0.13 0.23 -22,200 -49,862 715.72 0.13 0.23 -22,508 -50,483 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C StormTech Sizing Calculations Required Storage Volume 1,249 ft3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 17 16.67 before rounding excess storage volume 1.9 % Number of chambers proposed 18 (as-built) excess storage volume 7.4 % equal to 92 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,341 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. GUTTER FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Gutter Flow, Direct (Surface) Runoff Calculations MODIFIED RATIONAL METHOD Qp = C i A Qp = 25-yr peak runoff, cfs C = runoff coefficient i = 0.78(Tc/60)-0.64 (Bozeman IDF curve) Tc = time of concentration, minutes A = Area, acres Sub-Basin Description Area1 Tc CQp West Storm Drain (Vaughn Drive/Westgate Avenue) Vaughn west of Westgate, north side 0.79 5.00 0.50 1.51 Vaughn west of Westgate, south side 0.33 5.00 0.50 0.63 Vaughn east of Westgate, north side 0.09 5.00 0.50 0.17 Vaughn east of Westgate, south side 0.52 5.00 0.50 0.99 Westgate south of Herstal, west side 0.40 5.00 0.50 0.77 Westgate south of Herstal, east side 0.42 5.00 0.50 0.80 Westgate north of Herstal, west side3 1.51 5.00 0.50 2.89 Westgate north of Herstal, east side3 0.16 5.00 0.50 0.31 Westgate, south of roundabout, west side park inlet3 1.19 5.00 0.50 2.28 Westgate, south of roundabout, west curb inlet3 0.53 5.00 0.50 1.01 Westgate, south of roundabout, east curb inlet3 0.78 5.00 0.50 1.49 Westgate, south quadrant of roundabout3 1.54 5.00 0.50 2.95 Alleys2 Leiden, NW dead end 1.20 5.00 0.50 2.30 Leiden, NE dead end 1.33 5.00 0.50 2.54 Vahl, NW dead end 1.45 5.00 0.50 2.77 East Storm Drain (Vaughn Drive) East of Laurel, north side 0.68 5.00 0.50 1.30 East of Laurel, south side 0.21 5.00 0.50 0.40 at Debour, south side 0.14 5.00 0.50 0.27 at Debour, north side 0.79 5.00 0.50 1.51 Laurel Parkway (existing inlets) Sta. 8+00 double inlet, east side 1.77 6.50 0.50 2.86 Sta. 8+00 double inlet, west side 1.79 7.70 0.50 2.60 Sta. 13+97.18, west side 1.41 5.00 0.50 2.70 FOOTNOTES: 1 Areas and flow rates are for direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted for on the following page. 2 Typical section for alleys is an inverted crown with 2% slope toward the center. 3 These subbasins were defined in previous phases of construction; refer to previous drainage reports. The Lakes at Valley West, Phases 5 & 6 Gutter Spread Width Calculations 25-yr. Peak Runoff (cfs) Gutter Sub-Basin Description Direct1 Upstream2 Total Inlet Type Bypass Spread (ft.) West Storm Drain (Vaughn Drive/Westgate Avenue) Vaughn west of Westgate, north side 1.51 0.00 1.51 sag 0.00 5.36 Vaughn west of Westgate, south side 0.63 0.00 0.63 sag 0.00 3.02 Vaughn east of Westgate, north side 0.17 0.00 0.17 sag 0.00 1.28 Vaughn east of Westgate, south side 0.99 0.00 0.99 sag 0.00 4.12 Westgate south of Herstal, west side 0.77 0.00 0.77 on grade 0.09 4.46 Westgate south of Herstal, east side 0.80 0.00 0.80 on grade 0.10 4.53 Westgate north of Herstal, west side4 2.89 0.09 2.98 on grade 1.17 9.04 Westgate north of Herstal, east side4 0.31 0.10 0.41 on grade 0.02 4.10 Westgate, south of roundabout, west side park inlet4 2.28 0.00 2.28 drop inlet 0.00 n/a Westgate, south of roundabout, west curb inlet4 1.01 1.17 2.18 on grade 0.74 8.00 Westgate, south of roundabout, east curb inlet4 1.49 0.02 1.51 on grade 0.41 6.93 Westgate, south quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Alleys3 Leiden, NW dead end 2.30 0.00 2.30 - 0.00 15.05 Leiden, NE dead end 2.54 0.00 2.54 - 0.00 12.95 Vahl, NW dead end 2.77 0.00 2.77 - 0.00 13.12 East Storm Drain (Vaughn Drive) East of Laurel, north side 1.30 0.00 1.30 sag 0.00 4.89 East of Laurel, south side 0.40 0.00 0.40 sag 0.00 2.13 at Debour, south side 0.27 0.00 0.27 sag 0.00 1.54 at Debour, north side 1.51 0.00 1.51 sag 0.00 5.36 Laurel Parkway (existing inlets) Sta. 8+00 double inlet, east side 2.86 0.00 2.86 on grade 0.54 9.04 Sta. 8+00 double inlet, west side 2.60 0.00 2.60 on grade 0.46 8.70 Sta. 13+97.18, west side 2.70 0.46 3.16 sag 0.00 9.30 FOOTNOTES: 1 Direct runoff is from "Gutter Flow" calculations on the previous page, and does not include runoff from upstream inlets. 2 Upstream runoff is the bypass flow from contributing upstream inlets. 3 For alleys with inverted crown, minor submergence is acceptable. The maximum submergence at the wheels of a car straddling the inverted crown centerline would be about 1 inch, which is considered acceptble for the short duration of peak runoff involved. 4 These subbasins were defined in previous phases of construction; refer to previous drainage reports. Solve For Spread Input Data Discharge 1.51 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 5.36 ft Depth 2.52 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn, west of Westgate, north side (25-yr) 1/5/2018 9:09:11 AM 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 Solve For Spread Input Data Discharge 0.63 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 3.02 ft Depth 1.67 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn west of Westgate, south side (25-yr) 1/5/2018 9:10:10 AM 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 Solve For Spread Input Data Discharge 0.17 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 1.28 ft Depth 0.82 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Westgate, north side (25-yr) 1/5/2018 9:17:58 AM 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 Solve For Spread Input Data Discharge 0.99 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 4.12 ft Depth 2.07 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Westgate, south side (25-yr) 1/5/2018 10:32:48 AM 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 Solve For Efficiency Input Data Discharge 0.77 ft³/s Slope 1.50000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 87.91 % Intercepted Flow 0.68 ft³/s Bypass Flow 0.09 ft³/s Spread 3.88 ft Depth 1.99 in Flow Area 0.26 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.93 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.18 Grate Flow Ratio 0.80 Equivalent Cross Slope 0.10101 ft/ft Active Grate Length 2.40 ft Length Factor 0.07 Total Interception Length 8.17 ft Westgate south of Herstal, west side (25-yr) 1/8/2018 9:05:06 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.50 % Discharge 0.77 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 2.00 in Elevation Range 0.00 to 0.50 ft Flow Area 0.32 ft² Wetted Perimeter 4.58 ft Hydraulic Radius 0.84 in Top Width 4.46 ft Normal Depth 2.00 in Critical Depth 0.20 ft Critical Slope 0.00578 ft/ft Westgate gutter south of Herstal, west side (25-yr) 1/8/2018 9:07:01 AM 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 Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 0.26 ft Froude Number 1.57 Flow Type Supercritical 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 2.00 in Critical Depth 0.20 ft Channel Slope 1.50 % Critical Slope 0.00578 ft/ft Westgate gutter south of Herstal, west side (25-yr) 1/8/2018 9:07:01 AM 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 Solve For Efficiency Input Data Discharge 0.80 ft³/s Slope 1.50000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 87.25 % Intercepted Flow 0.70 ft³/s Bypass Flow 0.10 ft³/s Spread 3.95 ft Depth 2.01 in Flow Area 0.27 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.96 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.18 Grate Flow Ratio 0.79 Equivalent Cross Slope 0.10031 ft/ft Active Grate Length 2.40 ft Length Factor 0.07 Total Interception Length 8.34 ft Westgate south of Herstal, east side (25-yr) 1/8/2018 9:06:14 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.50 % Discharge 0.80 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 2.03 in Elevation Range 0.00 to 0.50 ft Flow Area 0.33 ft² Wetted Perimeter 4.65 ft Hydraulic Radius 0.85 in Top Width 4.53 ft Normal Depth 2.03 in Critical Depth 0.20 ft Critical Slope 0.00575 ft/ft Westgate gutter south of Herstal, east side (25-yr) 1/8/2018 9:07:47 AM 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 Velocity 2.41 ft/s Velocity Head 0.09 ft Specific Energy 0.26 ft Froude Number 1.57 Flow Type Supercritical 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 2.03 in Critical Depth 0.20 ft Channel Slope 1.50 % Critical Slope 0.00575 ft/ft Westgate gutter south of Herstal, east side (25-yr) 1/8/2018 9:07:47 AM 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 Solve For Efficiency Input Data Discharge 2.98 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 60.63 % Intercepted Flow 1.81 ft³/s Bypass Flow 1.17 ft³/s Spread 8.22 ft Depth 3.55 in Flow Area 1.05 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.84 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.19 Grate Flow Ratio 0.46 Equivalent Cross Slope 0.07072 ft/ft Active Grate Length 2.40 ft Length Factor 0.04 Total Interception Length 13.90 ft Westgate north of Herstal, west side (25-yr) 1/8/2018 10:47:46 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.98 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 3.63 in Elevation Range 0.00 to 0.50 ft Flow Area 1.24 ft² Wetted Perimeter 9.25 ft Hydraulic Radius 1.61 in Top Width 9.04 ft Normal Depth 3.63 in Critical Depth 0.32 ft Critical Slope 0.00484 ft/ft Westgate gutter north of Herstal, west side (25-yr) 1/8/2018 10:49:54 AM 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 Velocity 2.41 ft/s Velocity Head 0.09 ft Specific Energy 0.39 ft Froude Number 1.15 Flow Type Supercritical 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 3.63 in Critical Depth 0.32 ft Channel Slope 0.65 % Critical Slope 0.00484 ft/ft Westgate gutter north of Herstal, west side (25-yr) 1/8/2018 10:49:54 AM 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 Solve For Efficiency Input Data Discharge 0.41 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 94.42 % Intercepted Flow 0.39 ft³/s Bypass Flow 0.02 ft³/s Spread 3.50 ft Depth 1.85 in Flow Area 0.22 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 1.86 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.33 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.10482 ft/ft Active Grate Length 2.40 ft Length Factor 0.13 Total Interception Length 4.77 ft Westgate north of Herstal, east side (25-yr) 1/8/2018 10:49:11 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 0.41 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 1.87 in Elevation Range 0.00 to 0.50 ft Flow Area 0.28 ft² Wetted Perimeter 4.21 ft Hydraulic Radius 0.79 in Top Width 4.10 ft Normal Depth 1.87 in Critical Depth 0.16 ft Critical Slope 0.00627 ft/ft Westgate gutter north of Herstal, east side (25-yr) 1/8/2018 10:50:25 AM 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 Velocity 1.49 ft/s Velocity Head 0.03 ft Specific Energy 0.19 ft Froude Number 1.01 Flow Type Supercritical 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 1.87 in Critical Depth 0.16 ft Channel Slope 0.65 % Critical Slope 0.00627 ft/ft Westgate gutter north of Herstal, east side (25-yr) 1/8/2018 10:50:25 AM 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 Solve For Efficiency Input Data Discharge 2.18 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 66.28 % Intercepted Flow 1.44 ft³/s Bypass Flow 0.74 ft³/s Spread 7.25 ft Depth 3.20 in Flow Area 0.83 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.64 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.21 Grate Flow Ratio 0.51 Equivalent Cross Slope 0.07535 ft/ft Active Grate Length 2.40 ft Length Factor 0.05 Total Interception Length 11.74 ft Westgate south of roundabout, west curb inlet (25-yr) 1/8/2018 11:55:34 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.18 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 3.26 in Elevation Range 0.00 to 0.50 ft Flow Area 0.98 ft² Wetted Perimeter 8.19 ft Hydraulic Radius 1.43 in Top Width 8.00 ft Normal Depth 3.26 in Critical Depth 0.28 ft Critical Slope 0.00504 ft/ft Westgate gutter south of roundabout, west curb inlet (25-yr) 1/8/2018 11:54:29 AM 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 Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.35 ft Froude Number 1.13 Flow Type Supercritical 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 3.26 in Critical Depth 0.28 ft Channel Slope 0.65 % Critical Slope 0.00504 ft/ft Westgate gutter south of roundabout, west curb inlet (25-yr) 1/8/2018 11:54:29 AM 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 Solve For Efficiency Input Data Discharge 1.51 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 73.06 % Intercepted Flow 1.10 ft³/s Bypass Flow 0.41 ft³/s Spread 6.24 ft Depth 2.84 in Flow Area 0.62 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.43 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.23 Grate Flow Ratio 0.58 Equivalent Cross Slope 0.08128 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.61 ft Westgate south of roundabout, east side (25-yr) 1/8/2018 3:48:44 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 1.51 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 2.88 in Elevation Range 0.00 to 0.50 ft Flow Area 0.74 ft² Wetted Perimeter 7.10 ft Hydraulic Radius 1.25 in Top Width 6.93 ft Normal Depth 2.88 in Critical Depth 0.25 ft Critical Slope 0.00530 ft/ft Westgate gutter south of roundabout, east side (25-yr) 1/8/2018 3:49:35 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 2of1Page Results Velocity 2.04 ft/s Velocity Head 0.06 ft Specific Energy 0.31 ft Froude Number 1.10 Flow Type Supercritical 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 2.88 in Critical Depth 0.25 ft Channel Slope 0.65 % Critical Slope 0.00530 ft/ft Westgate gutter south of roundabout, east side (25-yr) 1/8/2018 3:49:35 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 2of2Page Project Description Solve For Spread Input Data Discharge 3.69 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.11 ft Depth 3.87 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Westgate, south quadrant of roundabout (25-yr) 1/8/2018 4:01:52 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 Roughness Coefficient 0.013 Channel Slope 1.00 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.30 ft³/s Results Normal Depth 1.81 in Flow Area 1.13 ft² Wetted Perimeter 15.05 ft Hydraulic Radius 0.90 in Top Width 15.05 ft Critical Depth 0.17 ft Critical Slope 0.00563 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Energy 0.21 ft Froude Number 1.31 Flow Type Supercritical 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 1.81 in Critical Depth 0.17 ft Channel Slope 1.00 % Critical Slope 0.00563 ft/ft Leiden, NW dead end (25-yr) 1/5/2018 9:21:34 AM 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 Roughness Coefficient 0.013 Channel Slope 2.70 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.54 ft³/s Results Normal Depth 1.55 in Flow Area 0.84 ft² Wetted Perimeter 12.96 ft Hydraulic Radius 0.78 in Top Width 12.95 ft Critical Depth 0.17 ft Critical Slope 0.00556 ft/ft Velocity 3.03 ft/s Velocity Head 0.14 ft Specific Energy 0.27 ft Froude Number 2.10 Flow Type Supercritical 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 1.55 in Critical Depth 0.17 ft Channel Slope 2.70 % Critical Slope 0.00556 ft/ft Leiden, NE dead end (25-yr) 1/5/2018 9:22:04 AM 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 Roughness Coefficient 0.013 Channel Slope 3.00 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.77 ft³/s Results Normal Depth 1.57 in Flow Area 0.86 ft² Wetted Perimeter 13.13 ft Hydraulic Radius 0.79 in Top Width 13.12 ft Critical Depth 0.18 ft Critical Slope 0.00550 ft/ft Velocity 3.22 ft/s Velocity Head 0.16 ft Specific Energy 0.29 ft Froude Number 2.21 Flow Type Supercritical 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 1.57 in Critical Depth 0.18 ft Channel Slope 3.00 % Critical Slope 0.00550 ft/ft Vahl, NW dead end (25-yr) 1/5/2018 9:22:30 AM 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 Solve For Spread Input Data Discharge 1.30 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 4.89 ft Depth 2.35 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Laurel, north side (25-yr) 1/5/2018 9:23:18 AM 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 Solve For Spread Input Data Discharge 0.40 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 2.13 ft Depth 1.35 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Laurel, south side (25-yr) 1/5/2018 9:23:48 AM 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 Solve For Spread Input Data Discharge 0.27 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 1.54 ft Depth 1.14 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn at Debour, south side (25-yr) 1/5/2018 9:24:19 AM 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 Solve For Spread Input Data Discharge 1.51 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 5.36 ft Depth 2.52 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn at Debour, north side (25-yr) 1/5/2018 9:24:44 AM 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 Solve For Efficiency Input Data Discharge 2.86 ft³/s Slope 0.60000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 81.24 % Intercepted Flow 2.32 ft³/s Bypass Flow 0.54 ft³/s Spread 8.22 ft Depth 3.55 in Flow Area 1.05 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.73 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.55 Grate Flow Ratio 0.46 Equivalent Cross Slope 0.07074 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 13.34 ft Laurel Sta. 8+00 double inlet, east side (25-yr) 1/5/2018 10:06:48 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.86 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 3.63 in Elevation Range 0.00 to 0.50 ft Flow Area 1.24 ft² Wetted Perimeter 9.25 ft Hydraulic Radius 1.61 in Top Width 9.04 ft Normal Depth 3.63 in Critical Depth 0.31 ft Critical Slope 0.00487 ft/ft Laurel Sta. 8+00 gutter, east side (25-yr) 1/5/2018 10:05:52 AM 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 Velocity 2.31 ft/s Velocity Head 0.08 ft Specific Energy 0.39 ft Froude Number 1.10 Flow Type Supercritical 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 3.63 in Critical Depth 0.31 ft Channel Slope 0.60 % Critical Slope 0.00487 ft/ft Laurel Sta. 8+00 gutter, east side (25-yr) 1/5/2018 10:05:52 AM 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 Solve For Efficiency Input Data Discharge 2.60 ft³/s Slope 0.60000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 82.50 % Intercepted Flow 2.14 ft³/s Bypass Flow 0.46 ft³/s Spread 7.91 ft Depth 3.44 in Flow Area 0.98 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.67 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.56 Grate Flow Ratio 0.48 Equivalent Cross Slope 0.07211 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 12.67 ft Laurel Sta. 8+00 double inlet, west side (25-yr) 1/5/2018 10:07:15 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.60 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 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 3.51 in Elevation Range 0.00 to 0.50 ft Flow Area 1.15 ft² Wetted Perimeter 8.91 ft Hydraulic Radius 1.55 in Top Width 8.70 ft Normal Depth 3.51 in Critical Depth 0.30 ft Critical Slope 0.00493 ft/ft Laurel Sta. 8+00 gutter, west side (25-yr) 1/5/2018 10:06:18 AM 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 Velocity 2.26 ft/s Velocity Head 0.08 ft Specific Energy 0.37 ft Froude Number 1.10 Flow Type Supercritical 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 3.51 in Critical Depth 0.30 ft Channel Slope 0.60 % Critical Slope 0.00493 ft/ft Laurel Sta. 8+00 gutter, west side (25-yr) 1/5/2018 10:06:18 AM 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 Solve For Spread Input Data Discharge 3.16 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.30 ft Depth 3.93 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Laurel at Durston (Sta. 13+97.18), west side (25-yr) 1/8/2018 5:09:38 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 (this page left blank intentionally) PIPE FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Pipe Flow Calculations MODIFIED RATIONAL METHOD Qp = C i A Qp = 25-yr peak runoff, cfs C = runoff coefficient i = 0.78(Tc/60)-0.64 (Bozeman IDF curve) Tc = time of concentration, minutes A = Area, acres Sub-Basin Description Area1 Tc CQdirect2 Qtotal3 Qint4 Qbypass Qpipe5 Pipe Dia.6 Notes West Storm Drain (Vaughn Drive/Westgate Avenue) Vaughn west of Westgate, north side 0.79 5.00 0.50 1.51 1.51 1.51 0.00 1.51 12" Vaughn west of Westgate, south side 0.33 5.00 0.50 0.63 0.63 0.63 0.00 2.14 12" Vaughn east of Westgate, north side 0.09 5.00 0.50 0.17 0.17 0.17 0.00 0.17 12" Vaughn east of Westgate, south side 0.52 5.00 0.50 0.99 0.99 0.99 0.00 1.17 12" Vaughn/Westgate manhole 3.31 15" Westgate south of Herstal, west side 0.40 5.00 0.50 0.77 0.77 0.68 0.09 0.68 12" Westgate south of Herstal, east side 0.42 5.00 0.50 0.80 0.80 0.70 0.10 4.69 15" Westgate north of Herstal, west side7 1.51 5.00 0.50 2.89 2.98 1.81 1.17 1.90 12" Westgate north of Herstal, east side7 0.16 5.00 0.50 0.31 0.41 0.39 0.02 0.49 18" as-built10 Westgate, south of roundabout, west side park inlet7 1.19 5.00 0.50 2.28 2.28 2.28 0.00 2.28 12" as-built10 Westgate, south of roundabout, west curb inlet7 0.53 5.00 0.50 1.01 2.18 1.44 0.74 3.72 15" as-built10 Westgate, south of roundabout, east curb inlet7 0.78 5.00 0.50 1.49 1.51 1.10 0.41 5.31 24" as-built10 Westgate, south quadrant of roundabout7 1.54 5.00 0.50 2.95 3.69 3.69 0.00 3.69 15" as-built10 Westgate, manhole at roundabout7 9.00 24" as-built10 Alleys7 Leiden, NW dead end 1.20 5.00 0.50 2.30 2.30 2.30 0.00 6.98 18" Vahl, NW dead end 1.33 5.00 0.50 2.54 2.54 2.54 0.00 2.54 12" Leiden, NE dead end 1.45 5.00 0.50 2.77 2.77 2.77 0.00 5.32 15" Manhole west of Leiden's NE dead end 0.28 5.00 0.50 0.54 0.54 0.54 0.00 5.85 18" Manhole north of detention facility 0.28 5.00 0.50 0.54 0.54 0.54 0.00 0.54 12" Detention D1.3D discharge pipe9 8.42 7.10 0.50 12.87 12.87 24" East Storm Drain (Vaughn Drive) East of Laurel, north side 0.68 5.00 0.50 1.30 1.30 1.30 0.00 1.30 12" East of Laurel, south side 0.21 5.00 0.50 0.40 0.40 0.40 0.00 1.70 12" at Debour, south side 0.14 5.00 0.50 0.27 0.27 0.27 0.00 1.97 12" at Debour, north side 0.79 5.00 0.50 1.51 1.51 1.51 0.00 3.48 15" Detention D1.3C discharge pipe9 1.97 5.00 0.50 3.77 3.77 15" Laurel Parkway (existing inlets) Sta. 8+00 double inlet, east side 1.77 6.50 0.50 2.86 2.86 2.32 0.54 2.32 12" as-built10 Sta. 8+00 double inlet, west side 1.79 7.70 0.50 2.60 2.60 2.14 0.46 2.14 12" as-built10 Detention D1.4C discharge pipe9 3.62 7.70 0.50 5.25 5.25 12"as-built10 FOOTNOTES: 1 Contributing drainage area 2 Qdirect is direct surface runoff to the inlet, and does not include bypass flows from upstream inlets. 3 Qtotal is total peak surface runoff to the inlet (direct runoff plus bypass flows from upstream inlets). 4 Qint is surface runoff intercepted by the inlet. 5 Qpipe is total flow to outlet pipe (total pipe flow from upstream inlets plus surface runoff intercepted at the inlet). 6 Calculations are attached where "Pipe Dia." column uses bold text. Other pipe sizes are evident based on flow rates. 7 These subbasins were defined in previous phases of construction; refer to previous drainage reports. 8 Qpipe for alleys is the total runoff to the nearest downstream drop inlet or manhole. 9 Equal to values in the Peak Runoff and Detention calculations. 10 Pipes were installed during previous phases of construction. The attached calculations show that installed pipes are adequately sized. Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.50 % Diameter 12.00 in Discharge 1.97 ft³/s Results Normal Depth 7.99 in Flow Area 0.56 ft² Wetted Perimeter 1.91 ft Hydraulic Radius 3.49 in Top Width 0.94 ft Critical Depth 0.60 ft Percent Full 66.6 % Critical Slope 0.00681 ft/ft Velocity 3.55 ft/s Velocity Head 0.20 ft Specific Energy 0.86 ft Froude Number 0.82 Maximum Discharge 2.71 ft³/s Discharge Full 2.52 ft³/s Slope Full 0.00306 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 66.57 % Downstream Velocity Infinity ft/s 12" pipe at 0.50% slope (25-yr) 1/4/2018 4:39:25 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 12.00 in Discharge 2.54 ft³/s Results Normal Depth 9.07 in Flow Area 0.64 ft² Wetted Perimeter 2.11 ft Hydraulic Radius 3.63 in Top Width 0.86 ft Critical Depth 0.68 ft Percent Full 75.6 % Critical Slope 0.00774 ft/ft Velocity 3.99 ft/s Velocity Head 0.25 ft Specific Energy 1.00 ft Froude Number 0.82 Maximum Discharge 2.97 ft³/s Discharge Full 2.76 ft³/s Slope Full 0.00508 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 75.60 % Downstream Velocity Infinity ft/s 12" pipe at 0.60% slope (25-yr) 1/5/2018 8:20:19 AM 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 Culvert Calculator Report D1.4C detention outlet pipe (25-yr HW calc) Title: The Lakes at Valley West n:\5352\009\design docs\reports\drainage\pipes.cvm 01/04/18 04:58:39 PM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: mhickman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.70 ft Headwater Depth/Height 2.63 Computed Headwater Eleva 50.93 ft Discharge 5.25 cfs Inlet Control HW Elev. 50.74 ft Tailwater Elevation 48.50 ft Outlet Control HW Elev. 50.93 ft Control Type Outlet Control Grades Upstream Invert 48.30 ft Downstream Invert 47.92 ft Length 54.00 ft Constructed Slope 0.7037 % Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 0.93 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.93 ft Velocity Downstream 6.90 ft/s Critical Slope 1.6010 % Section Section Shape Circular Mannings Coefficient 0.012 Section MaterialCorrugated HDPE (Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 50.93 ft Upstream Velocity Head 0.69 ft Ke 0.50 Entrance Loss 0.35 ft Inlet Control Properties Inlet Control HW Elev. 50.74 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft² K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 15.00 in Discharge 5.32 ft³/s Results Normal Depth 13.43 in Flow Area 1.16 ft² Wetted Perimeter 3.10 ft Hydraulic Radius 4.48 in Top Width 0.77 ft Critical Depth 0.93 ft Percent Full 89.5 % Critical Slope 0.00821 ft/ft Velocity 4.59 ft/s Velocity Head 0.33 ft Specific Energy 1.45 ft Froude Number 0.66 Maximum Discharge 5.38 ft³/s Discharge Full 5.00 ft³/s Slope Full 0.00678 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 89.51 % Downstream Velocity Infinity ft/s 15" pipe at 0.60% slope (25-yr) 1/5/2018 8:19:26 AM 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 18.00 in Discharge 6.98 ft³/s Results Normal Depth 12.84 in Flow Area 1.35 ft² Wetted Perimeter 3.02 ft Hydraulic Radius 5.36 in Top Width 1.36 ft Critical Depth 1.02 ft Percent Full 71.3 % Critical Slope 0.00675 ft/ft Velocity 5.18 ft/s Velocity Head 0.42 ft Specific Energy 1.49 ft Froude Number 0.92 Maximum Discharge 8.75 ft³/s Discharge Full 8.14 ft³/s Slope Full 0.00442 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 71.34 % Downstream Velocity Infinity ft/s 18" pipe at 0.60% slope (25-yr) 1/8/2018 3:13:24 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 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 24.00 in Discharge 12.87 ft³/s Results Normal Depth 15.28 in Flow Area 2.11 ft² Wetted Perimeter 3.70 ft Hydraulic Radius 6.85 in Top Width 1.92 ft Critical Depth 1.29 ft Percent Full 63.7 % Critical Slope 0.00578 ft/ft Velocity 6.10 ft/s Velocity Head 0.58 ft Specific Energy 1.85 ft Froude Number 1.03 Maximum Discharge 18.85 ft³/s Discharge Full 17.52 ft³/s Slope Full 0.00324 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 63.68 % Downstream Velocity Infinity ft/s 24" pipe at 0.60% slope (25-yr) 1/8/2018 3:22:49 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 2of1Page DRAINAGE MAPS