Loading...
HomeMy WebLinkAbout18 - Design Report - Lakes at Valley West Ph 5 & 6 - Storm Drainage \\ \ \,O\1�IIIIIur/l! ���� 0NTAN��''�% Storm Drainage Report °s/z %�'• '� The Lakes at Valley West, Phases 5 and 6 � ®;°°NIGH M �= 4 °L" Revised May 25, 2018 Part 1 Introduction /O������o`�� UIII Iua 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 D 1.1: 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. D1.1 B 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 D 1.2: 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 Page 1 of 5 storm drain system to detention facility D1.2, and then will discharge through the existing pair of 36%" x 22'/z" RCP arch pipes (double culvert) under Durston Road. 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 to the existing pair of 36%" x 22'/2" RCP arch pipes (double culvert) 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 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 36Y4" x 22'/2" 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 MAC)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. Page 2 of 5 ro Sub-basins D1.2 and D1.4: The following quote, from the Phase 3 Drainage Report, applies to this report as well: "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. For 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 existing detention facilities described above, two additional detention facilities are proposed for construction during the final phases of development (Phases 5 and 6). 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 an underground (StormTech) detention storage and treatment facility to be located northeast of the Laurel Parkway/Debour Lane intersection, discharging to the East Lake. Calculations are attached; results are summarized in Table 1. 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, D1.4, D1.4C. D1.3C and D1.3D: StormTech underground detention and storage facilities are existing (D1.2, D1.4 and D1.4C) and proposed (D1.3C and DUD). 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 Page 3 of 5 TABLE 1 - Detention Basin Data Detention Basin Name Description DET 1.4 DET 1.2 DET 1.3C DET 1.3D DET II AC as-built as-built (proposed) (proposed) as-built Max. 10-yr Release Rate(cfs) 2.30 3.63 0.57 2.69 1.36 10-yr Detention Volume (cu. ft.) 7,211 4,058 883 3,147 1,088 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 3318 75/8 5 rectangular orifice - - 3 x 3 7 x 61/2 - Elevations: 25-yr WSEL at control structure 43.47 43.43 54.80 50.31 52.40 top of riser(=10-yr max. WSEL) 42.50 42.50 54.40 49.70 51.80 discharge pipe invert at control structure 39.00 39.00 51.30 46.60 48.30 travels through the long, linear rows of chambers and gravel base. The system solves the problem of runoff"short-circuiting" from inlet to outlet that is inherent in surface detention ponds. Runoff from the first '/" of rainfall will percolate through and fill a gravel filter before finding its 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. 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 DII AC; 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 gutter spread width, inlet intercept/bypass flows and pipe flows are attached. Bypass flows are accounted for at all existing and proposed on-grade inlets. Conveyance and collection for Phase 5 and 6 sub-basins is described below. Page 4 of 5 Sub-basin D1.2C (Phase 5 construction): Runoff will surface drain to existing curb inlets 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 inlet on the east side of Laurel Parkway, south of its intersection with Debour Lane. The intercepted runoff will drain to a proposed underground (StormTech) detention facility. Sub-basin D1.3D (Phase 5 constructions Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive, two in Westgate Avenue south of Herstal Way and several drop inlets near the West Lake's south shore, discharging to a proposed underground (StormTech) detention basin. Runoff draining to Leiden Lane and Vahl Way (inverted crown sections)will surface drain on the asphalt and enter drop inlets at the dead ends. Sub-basin D1.4C (Phase 5 and 6 construction): Runoff will surface drain to existing curb inlets 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. Page 5 of 5 (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 Qn =peak runoff,cfs Design Coefficients C =runoff coefficient Storm A I B i =A(Tc/60)B (Bozeman IDF curve) 2-yr 0.36 e -0.60 Te = 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 Te Q2 Qs Qta 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 1 97.6 6 25 8.85 10 84 13.28 i 15 51 16.95 D1 2A 5.52 0.48 1 5.0 4.24 6.76 . 8.53 10.14 12.57 { 14.14 DIZB 351 050 1 50 2.81 4.48 565 LL 672 832 937 _ _ _ . _72 D12C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04 DL2(A+B+C)-- 10 17 0 49 1 6.3 6.92 10.94 13.78 16 42 20.26 22 74 - ---- ---- ------------ ------- -- ------ - --- ---------------- ------- ;---------- D1 3A 1-0.98 0 50 5.0 8.78 14.00 17.67 21.01 i 26.04 29.31 D1 3B 64 30 1 0.50 90 6 2 9 04 12.84 15.74 19.26 22.53 24.64 _-_________ __________.____________ -_ _ ____- _______________________ _ _ __ HI 3Ct 1 81 0 20 16 1 0 29 P 0 44 1 0 54 0 66 0.79 0 88 _._ D1 3C 1 81 0 50 i 5.0 1.45 !-- -2-31 - ----2 91--( - 3.46 4.29 ( --4.83 ----------- H1 3Dt 7.69 E 0.20 12.8 1.40 2.15 2 69 1 312 ; 3.92 1 4.37 _._. _._ _v_ _.._ D1 3D 7 69 0 50 ,' 7.5 4.82 7.57 9.51 11.35 13.95 15.64 -- - - ------ -- ---- - -- --- ------ --- -- --- --------- :-- West Lake outlet pipe 88.16 ` 0.50 4.60 DI AA 5.72 MO ' 5.0 4.57 7.30 9,20 10.94 s 13.56 15.27 DI AB 7.26 0.39 5.0 4.53 7 22 9 11 I 10 83 f 13.43 f 15.11 RI A- A+B 12.98 0.44 j 5.0 9.10 { 14.52 18.32 21.78 26.99 30.38 ( ----� -- --- ----------- ------- ------ -----I ------- -- - - - - -- -- - HIACt 3 38 0 20 9.9 0.72 I 1 11 ` 1 40 i 1 67 E 2.04 2 28 �. _.__... __-_,_. ._._ DI AC 3 38 ( 0 50 9.4 1.85 2.88 3.61 , 4.32 5.28 5.91 ------------------ - - - - ----- ----'--- ------- --- D1.2+D1 4(A+B. 23 15 6.4 ; 6 3 14 85 23 47 , 29 54 j 35.20 43.43 l 48.77 FOOTNOTES: 1. The pre-development subbasin uses a pre-development C and Te 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(131.3A,D1.3B,D1.3C,D1.3D and MAC)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)*(88.16)=130,124 cu.ft. Using the 5.14-acre combined surface area of the lakes,this correlates to a rise of 0.58 feet above the normal operating elevation of 44.50. An additional 0.5 feet was added to account for partial clogging of the Thigh fish screen. The result(WSEL=45.58) was used to calculate the 25-year peak discharge;see attached calculations for the West Lake Outfall. Culvert Calculator Report West Lake outfall Solve For: Discharge Culvert Summary Allowable HW Elevation 45.58 ft Headwater Depth/Height 4.08 Computed Headwater Elew 45.58 ft Discharge 4.60 cfs Inlet Control HW Elev. 43.53 ft Tailwater Elevation 40.93 ft Outlet Control HW Elev. 45.58 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 6.22 ft/s Critical Slope 1.0589 % Section Section Shape Circular Mannings Coefficient 0.011 Secfimm' rL"ta hHDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 45.58 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 Title:The Lakes at Valley West Project Engineer:mhickman n:\...\design docs\reports\drainage\old\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 03/15/18 04:35:16 PKV Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Record Id: H1.3C Pervious TC Cale Type j Description j Length I Slope , Coeff j Misc TT _ ---Sheet {Short prairie grass and lawns.. 0.15 150.00 ft 1.00/o ,0.1500 11.20 in�12.13 min Channel (intenn) IGrassed (n 0.030) I100.00 ft 1.00% l0.0300 i 10.98 min Channel (intenn) Grassed (n 0.030) 1330.00 ft 1.20% !0.0300 j ]2.96 min f -Pervious TC 16.06 min Record Id: H1.3D � -Pervious TC Cale Description Length Slope Coef- Misc TT Short �Sheet prairie grass and lawns.: 150.00 ft 1.40% 0.1500 1.20 in �10.60 min 0.15 I I Channel (intenn) 'Grassed nn 0.030) i310.00 ft 2.06% �0 0300 12.12 min �Charnnel (intern) (Grassed (n-0.030) r30.00 ft 15.00% 10.0300 j 0.08 min Pervious TC 112.79 min Record Id: MAC Pervious TC Cale Type Description Length Slope Coeff ;c ! TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 4.20% 0.1500 i 1.20rn �6.8 13 nin ..._- ,_____._.._ _ _,. _ Channel (intenn) Grassed(n=0.030) 1380.00 ft 11.50% �0.0300 i �3.04 min (u Pervious TC 19.87 min Record Id: D1.3D Pervious TC Cale Type y Length tion Description -- -____--� I_�Co-eff_--r Misc.._� TT._ ( p !SloPa Sheet Short prairie grass and lawns.: 0.15 20.00 ft 2.00% 0.1500 1.20 in 4.42 min Shallow Paved and gravel areas (n 0.012) �15.00 ft 13.00% 0.0120 i 10.05 min (Channel (intern) asphalt 180.00 ft 11.20% I-0.01201 10.64 min Channel (intenn) iasphal 80.00 ft 2.600/. 0.0120E 10]-9 min Channel (intenn) jlstonn drain 470.00 ft 0.70/ 0.0120 ��2.20 min Pervious TC 17.51 min Record Id: DIAC (east) Pervious TC Calc Type Description 1 Length Slope Coeff I Misc TT ISheet Short prairie grass and lawns.: 0.15 120.00 ft 11.00% FO.�500 5.20 in 15.83 min ------------ ------ - r-- , ---- - - - I-- -- - � i- ,Shallow lasphalt 115.00 ft 13.00% 0.01201 10.05 min ---------- Channel (inten asphalt 480.00 ft (1.8( 10.0-1201 11.40 min -n-) (Channel (inten-n)-,asphalt 1420.00 ft JOB 10.01201 12.13 min Pervious TC 1;9.41 min Record Id: DIAC (west) Pervious TC Calc Type Description Length Slope ,Coeff Mise TT Sheet S 1 hort prairie grass and lawns.: 0.15 120.00ft 1.00% '0.1500 11.20in 15.83 min jShallow d and gravel areas (n=O ,Paved .012) 115.00 ft 13.00% 10.01201 ;0.05 min 10.54 [Channel (intern) curb & gutter 11 i3O.46 min I Channel (intenn) 1curb & gutter �75.00 170.00 ft 2.10% 10.0120Channel (interm) [curb & gutter ft 11.30% 10.01201 0.26 min curb & gutter 1400-.00 ft60%1fo. i- 2.03 im Channel (interin) 0-01201 Pervious TC 19.17 min The Lakes at Valley West, Phases 5 & 6 Sub-Basin DIA (A+B) Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp=CiA POST-DEVELOPMENT PRE-DEVEL, BASIN AREA POST= 12.98 AC Qp(Basin H1) = 21.38 cfs Basins D1.1+D1.3= -15.44 cfs POST-DEV C= 0.44 Total,D1.2 det+D1.4 det= 5.93 cfs(combined release rate) POST-DEV Tc= 5.0 MIN D1.4 release rate = 136 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP POST-DEV Qp= 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 POND VOLUME CALCULATIONS: 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 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 ft' 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 ft' 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= 3.33 129.75 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 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 DIA (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=CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 10.17 AC Qp(Basin H1) = 21.38 efs Basins Dl.l+D1.3+131.4 = -17.74 cfs POST-DEV C= 0.49 D1.2 release rate = 3.63 cfs POST-DEV Tc= 6.3 MIN D1.2 release rate = 3.63 cfs STORM INTENSITY= 2.77 IN/HR TIME STEP POST-DEV Qp= 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 POND VOLUME CALCULATIONS: 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= 3.50 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= 3.55 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 ftz 125.69 0.40 1.97 461 -11,390 ORIFICE FLOW= 3.92 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= 3.33 169.79 0.33 1.62 -2,697 -18,808 Width= 2.500 inches 176.09 0.32 1.58 -3,172 -19,896 WEIR FLOW= 4.54 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 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 ft 3 StormTech Modules, Model No. SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.90 ft3 per chamber(see note 1) Number of chambers required 55 54.18 before rounding excess storage volume 1.5 % Number of chambers proposed 77 (as-built) excess storage volume 29.6 % equal to (see note 2) 1,203 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 = 5,261 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers, and 40%stone porosity. 2. 1,203 cubic feet equates to a maximum allowable groundwater elevation of about 3.6" 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=CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 1.81 AC Qp(Basin H1.3C) = 0.54 cfs POST-DEV C= 0.50 POST-DEV Tc= 5.0 MIN D1.3C release rate = 0.54 cfs STORM INTENSITY= 3.22 IN/HR TIME STEP POST-DEV Qp= 2.91 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle Rel.(cu.ft.)Constant Rel.(cu.ft.) I Volume(cu.ft.) 1073.87 692.17 883 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 4.75 3.33 3.01 699 569 9.75 2.09 1.89 863 669 14.75 1.59 1.44 953 692 19.75 1.32 1.19 1,009 679 ORIFICE CALCULATIONS 24.75 1.14 1.03 1,043 643 MATCHING Qp= 0.54 cfs 29.75 1.01 0.91 1,063 593 Max.Depth=i, 3?.6'6 34.75 0.91 0.83 1,073 531 39.75 0.84 0.76 1,074 460 44.75 0.77 0.70 1,069 383 CIRCULAR ORIFICE: 49.75 0.72 0.65 1,058 299 DIAMETER= 3.375 inches 54.75 0.68 0.61 1,043 211 Area= 0.06 ft' 59.75 0.64 0.58 1,024 119 ORIFICE FLOW= 0.53 cfs 64.75 0.61 0.55 1,001 23 69.75 0.58 0.53 976 -76 74.75 0.55 0.50 948 -178 RECTANGULAR ORIFICE: 79.75 0.53 0.48 918 -282 LENGTH= 84.75 0.51 0.46 886 -388 WIDTH= inches 89.75 0.49 0.45 852 -497 Area= 0.06 ftZ 94.75 0.48 0.43 816 -607 ORIFICE FLOW= 0.53 cfs 99.75 0.46 0.42 779 -719 104.75 0.45 0.40 740 -833 109.75 0.43 0.39 700 -948 114.75 0.42 0.38 659 -1,064 119.75 0.41 0.37 617 -1,181 WEIR CALCULATIONS 124.75 0.40 0.36 573 -1,300 Coefficient= 3.33 inches 129.75 0.39 0.35 529 -1,420 Width=:`r Q.l 4e":inches _._ .`. 134.75 0.38 0.34 484 -1,540 WEIR FLOW= 0.52 cfs 139.75 0.37 0.33 437 -1,662 144.75 0.36 0.33 390 -1,785 149.75 0.35 0.32 343 -1,908 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (1N/HR) (CFS) (CF) (CF) 154.75 0.35 0.31 294 -2,032 159.75 0.34 0.31 245 -2,157 164.75 0.33 0.30 195 -2,283 169.75 0.33 0.29 144 -2,410 174.75 0.32 0.29 93 -2,537 179.75 0.31 0.28 42 -2,664 184.75 0.31 0.28 -10 -2,792 189.75 0.30 0.27 -63 -2,921 194.75 0.30 0.27 -116 -3,051 199.75 0.29 0.27 -170 -3,181 204.75 0.29 0.26 -224 -3,311 209.75 0.28 0.26 -279 -3,442 214.75 0.28 0.25 -334 -3,573 219.75 0.28 0.25 -389 -3,705 224.75 0.27 0.25 -445 -3,837 229.75 0.27 0.24 -501 -3,970 234.75 0.26 0.24 -557 -4,103 239.75 0.26 0.24 -614 -4,236 244.75 0.26 0.23 -671 -4,370 249.75 0.25 0.23 -729 -4,504 254.75 0.25 0.23 -787 -4,639 259.75 0.25 0.22 -845 -4,774 264.75 0.24 0.22 -903 -4,909 269.75 0.24 0.22 -962 -5,044 274.75 0.24 0.22 -1,021 -5,180 279.75 0.24 0.21 -1,080 -5,316 284.75 0.23 0.21 -1,140 -5,452 289.75 0.23 0.21 -1,199 -5,589 294.75 0.23 0.21 -1,259 -5,726 299.75 0.22 0.20 -1,320 -5,863 304.75 0.22 0.20 -1,380 -6,001 309.75 0.22 0.20 -1,441 -6,138 314.75 0.22 0.20 -1,502 -6,276 319.75 0.22 0.20 -1,563 -6,414 324.75 0.21 0.19 -1,624 -6,553 329.75 0.21 0.19 -1,686 -6,692 334.75 0.21 0.19 -1,747 -6,830 339.75 0.21 0.19 -1,809 -6,970 344.75 0.21 0.19 -1,871 -7,109 349.75 0.20 0.18 -1,934 -7,248 354.75 0.20 0.18 -1,996 -7,388 359.75 0.20 0.18 -2,059 -7,528 364.75 0.20 0.18 -2,122 -7,668 369.75 0.20 0.18 -2,185 -7,808 374.75 0.19 0.18 -2,248 -7,949 379.75 0.19 0.17 -2,311 -8,090 384.75 0.19 0.17 -2,375 -8,230 389.75 0.19 0.17 -2,438 -8,371 394.75 0.19 0.17 -2,502 -8,513 399.75 0.19 0.17 -2,566 -8,654 404.75 0.19 0.17 -2,630 -8,795 409.75 0.18 0.17 -2,694 -8,937 414.75 0.18 0.16 -2,759 -9,079 419.75 0.18 0.16 -2,823 -9,221 424.75 0.18 0.16 -2,888 -9,363 429.75 0.18 0.16 -2,952 -9,505 434.75 0.18 0.16 -3,017 -9,648 439.75 0.18 0.16 -3,082 -9,790 444.75 0.17 0.16 -3,147 -9,933 449.75 0.17 0.16 -3,213 -10,076 454.75 0.17 0.16 -3,278 -10,219 459.75 0.17 0.15 -3,343 -10,362 464.75 0.17 0.15 -3,409 -10,505 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C StormTech Sizing Calculations Required Storage Volume 883 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 13 12.96 before rounding excess storage volume 0.3 % Number of chambers proposed 16 excess storage volume 19.0 % equal to 168 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 = 1,051 ft3 Notes: 1. Storage volume assumes 6"of stone above and between chambers,and 40%stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin DUD Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp=CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 7.69 AC Qp(Basin H1.3D) = 2.69 cfs POST-DEV C= 0.50 POST-DEV Tc= 7.5 MIN D1.3D release rate = 2.69 cfs STORM INTENSITY= 2.47 IN/HR TIME STEP POST-DEV Qp= 9.51 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle Rel.(cu.ft.) Constant Rel.(cu.ft.) Volume(cu.ft.) 3927.49 2365.75 3,147 POND VOLUME CALCULATIONS: Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 7.13 2.56 9.83 3,024 2,175 14.63 1.60 6.16 3,622 2,366 22.13 1.22 4.71 3,860 2,162 29.63 1.01 3.89 3,927 1,769 ORIFICE CALCULATIONS 37.13 0.87 3.36 3,892 1,261 MATCHING Qp= 2.69 cfs 44.63 0.78 2.98 3,785 673 Max.Depth= 3.10 ft 52.13 0.70 2.70 3,627 26 59.63 0.64 2.47 3,429 -667 67.13 0.59 2.29 3,198 -1,397 CIRCULAR ORIFICE: 74.63 0.56 2.14 2,942 -2,157 DIAMETER= inches 82.13 0.52 2.01 2,663 -2,942 Area= 0.32 ftZ 89.63 0.49 1.90 2,366 -3,749 ORIFICE FLOW= 2.69 cfs 97.13 0.47 1.80 2,052 -4,576 104.63 0.45 1.71 1,724 -5,419 112.13 0.43 1.64 1,384 -6,277 RECTANGULAR ORIFICE: 119.63 0.41 1.57 1,032 -7,148 LENGTH= 7.000 127.13 0.39 1.51 670 -8,031 WIDTH= 6.500 inches 134.63 0.38 1.46 299 -8,925 Area= 0.32 ftZ 142.13 0.37 1.40 -81 -9,829 ORIFICE FLOW= 2.68 cfs 149.63 0.35 1.36 -468 -10,742 157.13 0.34 1.32 -862 -11,663 164.63 0.33 1.28 -1,262 -12,592 172.13 0.32 1.24 -1,668 -13,528 179.63 0.31 1.21 -2,080 -14,471 WEIR CALCULATIONS 187.13 0.31 1.17 -2,497 -15,420 Coefficient= 3.33 194.63 0.30 1.15 -2,919 -16,375 Width= 1.7500 inches 202.13 0.29 1.12 -3,345 -17,335 WEIR FLOW= 2.65 cfs 209.63 0.28 1.09 -3,776 -18,301 217.13 0.28 1.07 -4,211 -19,271 224.63 0.27 1.04 -4,649 -20,246 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 232.13 0.27 1.02 -5,091 -21,225 239.63 0.26 1.00 -5,536 -22,209 247.13 0.26 0.98 -5,985 -23,196 254.63 0.25 0.96 -6,437 -24,187 262.13 0.25 0.94 -6,891 -25,182 269.63 0.24 0.93 -7,348 -26,180 277.13 0.24 0.91 -7,808 -27,182 284.63 0.23 0.89 -8,271 -28,186 292.13 0.23 0.88 -8,736 -29,194 299.63 0.23 0.87 -9,203 -30,204 307.13 0.22 0.85 -9,672 -31,217 314.63 0.22 0.84 -10,144 -32,233 322.13 0.21 0.83 -10,617 -33,251 329.63 0.21 0.81 -1 1,093 -34,272 337.13 0.21 0.80 -11,570 -35,295 344.63 0.21 0.79 -12,049 -36,320 352.13 0.20 0.78 -I2,530 -37,348 359.63 0.20 0.77 -13,013 -38,378 367.13 0.20 0.76 -13,497 -39,409 374.63 0.19 0.75 -13,983 -40,443 382.13 0.19 0.74 -14,471 -41,479 389.63 0.19 0.73 -14,960 -42,516 397.13 0.19 0.72 -15,450 -43,556 404.63 0.19 0.71 -15,942 -44,597 412.13 0.18 0.70 -16,435 -45,640 419.63 0.18 0.70 -16,929 -46,684 427.13 0.18 0.69 -17,425 -47,730 434.63 0.18 0.68 -17,922 -48,778 442.13 0.17 0.67 -18,420 -49,827 449.63 0.17 0.66 -18,920 -50,878 457.13 0.17 0.66 -19,420 -51,930 464.63 0.17 0.65 -19,922 -52,984 472.13 0.17 0.64 -20,424 -54,039 479.63 0.17 0.64 -20,928 -55,095 487.13 0.16 0.63 -21,433 -56,153 494.63 0.16 0.62 -21,938 -57,211 502.13 0.16 0.62 -22,445 -58,271 509.63 0.16 0.61 -22,952 -59,333 517.13 0.16 0.61 -23,461 -60,395 524.63 0.16 0.60 -23,970 -61,459 532.13 0.15 0.60 -24,481 -62,524 539.63 0.15 0.59 -24,992 -63,589 547.13 0.15 0.58 -25,504 -64,656 554.63 0.15 0.58 -26,017 -65,724 562.13 0.15 0.57 -26,530 -66,793 569.63 0.15 0.57 -27,045 -67,863 577.13 0.15 0.57 -27,560 -68,935 584.63 0.15 0.56 -28,076 -70,007 592.13 0.14 0.56 -28,593 -71,080 599.63 0.14 0.55 -29,110 -72,153 607.13 0.14 0.55 -29,628 -73,228 614.63 0.14 0.54 -30,147 -74,304 622.13 0.14 0.54 -30,666 -75,381 629.63 0.14 0.53 -31,186 -76,458 637.13 0.14 0.53 -31,707 -77,536 644.63 0.14 0.53 -32,229 -78,616 652.13 0.14 0.52 -32,751 -79,695 659.63 0.13 0.52 -33,273 -80,776 667.13 0.13 0.51 -33,797 -81,858 674.63 0.13 0.51 -34,320 -82,940 682.13 0.13 0.51 -34,845 -84,023 689.63 0.13 0.50 -35,370 -85,107 697.13 0.13 0.50 -35,895 -86,192 The Lakes at Valley West, Phases 5 & 6 Sub-Basin DUD StormTech Sizing Calculations Required Storage Volume 3,147 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 47 46.18 before rounding excess storage volume 1.7 % Number of chambers proposed 55 excess storage volume 16.0 % equal to 505 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= 3,651 ft3 Notes: 1. Storage volume assumes 6" of stone above and between 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=CiA POST-DEVELOPMENT PRE-DEVEL. BASIN AREA POST= 3.38 AC Qp(Basin H1) = 1.40 cfs POST-DEV C= 0.50 POST-DEV Tc= 9.4 MIN DI A release rate = 1.40 cfs STORM INTENSITY= 2.14 IN/HR 3.3 POST-DEV Qp= 3.61 CFS DURATION= 5.0 min. Max.Volume, Max.Volume, Required Detention Triangle Rel.(cu.ft.)Constant Rel.(cu.ft.) Volume(cu.1't.) 1417.44 758.56 1,088 POND VOLUME CALCULATIONS: 1.2 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 8.93 2.21 3.73 1,232 759 18.33 1.38 2.34 1,410 719 27.73 1.06 1.79 1,417 478 37.13 0.87 1.48 1,344 139 ORIFICE CALCULATIONS 46.53 0.76 1.28 1,221 -260 MATCHING Qp= 1.40efs 55.93 0.67 1.13 1,064 -701 Max.Depth=Pa"< 6 ft 65.33 0.61 1.02 883 -1,173 74.73 0.55 0.94 682 -1,669 84.13 0.51 0.87 467 -2,184 93.53 0.48 0.81 239 -2,715 DIAMETER= - '+inches 102.93 0.45 0.76 0 -3,260 Area= 0.14 ft' 112.33 0.43 0.72 -247 -3,817 ORIFICE FLOW= 1.23 cfs 121.73 0.40 0.68 -502 -4,384 131.13 0.39 0.65 -764 -4,960 140.53 0.37 0.62 -1,032 -5,544 RECTANGULAR ORIFICE: 149.93 0.35 0.60 -1,306 -6,135 LENGTH= 5.000 inches 159.33 0.34 0.57 -1,584 -6,732 WIDTH= 4.375 inches 168.73 0.33 0.55 -1,866 -7,335 Area= 0.15 ft2 178.13 0.32 0.53 -2,153 -7,944 ORIFICE FLOW= 1.37 cfs 187.53 0.31 0.52 -2,443 -8,558 196.93 0.30 0.50 -2,736 -9,176 206.33 0.29 0.48 -3,033 -9,798 215.73 0.28 0.47 -3,332 -10,424 225.13 0.27 0.46 -3,634 -11,054 WEIR CALCULATIONS 234.53 0.26 0.45 -3,938 -11,688 Coefficient= 3.33 243.93 0.26 0.43 -4,245 -12,324 Width=' 0.7500 inches 253.33 0.25 0.42 -4,554 -12,964 WEIR FLOW= 1.36 cfs 262.73 0.25 0.41 -4,865 -13,606 272.13 0.24 0.40 -5,177 -14,251 281.53 0.23 0.40 -5,492 -14,898 DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 290.93 0.23 0.39 -5,808 -15,548 300.33 0.22 0.38 -6,126 -16,201 309.73 0.22 0.37 -6,445 -16,855 319.13 0.22 0.36 -6,766 -17,511 328.53 0.21 0.36 -7,088 -18,170 337.93 0.21 0.35 -7,412 -18,830 347.33 0.20 0.35 -7,737 -19,492 356.73 0.20 0.34 -8,063 -20,156 366.13 0.20 0.33 -8,390 -20,822 375.53 0.19 0.33 -8,718 -21,489 384.93 0.19 0.32 -9,047 -22,157 394.33 0.19 0.32 -9,377 -22,827 403.73 0.19 0.31 -9,709 -23,499 413.13 0.18 0.31 -10,041 -24,172 422.53 0.18 0.30 -10,374 -24,846 431.93 0.18 0.30 -10,708 -25,521 441.33 0.17 0.30 -11,043 -26,198 450.73 0.17 0,29 -11,378 -26,876 460.13 0.17 0.29 -11,715 -27,555 469.53 0.17 0.28 -12,052 -28,235 478.93 0.17 0.28 -12,390 -28,917 488.33 0.16 0.28 -12,728 -29,599 497.73 0.16 0.27 -13,067 -30,282 507.13 0.16 0.27 -13,407 -30,967 516.53 0.16 0.27 -13,748 -31,652 525.93 0.16 0.26 -14,089 -32,338 535.33 0.15 0.26 -14,431 -33,025 544.73 0.15 0.26 -14,773 -33,713 554.13 0.15 0.25 -15,116 -34,402 563.53 0.15 0.25 -15,460 -35,092 572.93 0,15 0.25 -15,804 -35,782 582.33 0.15 0.25 -16,148 -36,474 591.73 0.14 0.24 -16,493 -37,166 601.13 0.14 0.24 -16,839 -37,858 610.53 0.14 0.24 -17,185 -38,552 619.93 0.14 0.24 -17,532 -39,246 629.33 0.14 0.23 -17,879 -39,941 638.73 0.14 0.23 -18,226 -40,637 648.13 0.14 0.23 -18,574 -41,333 657.53 0.I3 0.23 -18,922 -42,030 666.93 0.13 0.23 -19,271 -42,728 676.33 0.13 0.22 -19,620 -43,426 685.73 0.13 0.22 -19,970 -44,125 695.13 0.13 0.22 -20,320 -44,825 704.53 0.13 0.22 -20,670 -45,525 713.93 0.13 0.22 -21,021 -46,226 723.33 0.13 0.21 -21,372 -46,927 732.73 0.13 0.21 -21,723 -47,629 742.13 0.12 0.21 -22,075 -48,331 751.53 0.12 0.21 -22,427 -49,034 760.93 0.12 0.21 -22,779 -49,737 770.33 0.12 0.21 -23,132 -50,441 779.73 0.12 0.20 -23,485 -51,146 789.13 0.12 0.20 -23,839 -51,850 798.53 0,12 0.20 -24,192 -52,556 807.93 0.12 0.20 -24,546 -53,262 817.33 0.12 0.20 -24,901 -53,968 826.73 0.12 0.20 -25,255 -54,675 836.13 0.12 0.20 -25,610 -55,382 845.53 0.11 0.19 -25,965 -56,090 854.93 0.11 0.19 -26,321 -56,798 864.33 0.11 0.19 -26,676 -57,506 873.73 0.11 0.19 -27,032 -58,215 The Lakes at Valley West, Phases 5 & 6 Sub-Basin DIAC StormTech Sizing Calculations Required Storage Volume 1,088 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 16 15.97 before rounding excess storage volume 0.2 % Number of chambers proposed 18 (as-built) excess storage volume 11.3 % equal to 123 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= 1,211 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers,and 40%stone porosity. (this page left blank intentionally) 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 Qn =25-yr peak runoff,cfs C =runoff coefficient i =0.78(Tc/60)-1,64 (Bozeman IDF curve) T, = time of concentration,minutes A =Area,acres Sub-Basin Description Area T, C Q Vaughn Drive West of Westgate,north side 0.78 5.00 0.50 1.49 West of Westgate,south side 0.34 5.00 0.50 0.65 East of Westgate,north side 0.09 5.00 0.50 0.17 East of Westgate,south side 0.67 5.00 0.50 1.28 Westgate Avenue South of Herstal,west side 0.42 5.00 0.50 0.80 South of Herstal,east side 0.43 5.00 0.50 0.82 North of Herstal,west side 1.51 5.00 0.50 2.89 North of Herstal,east side 0.16 5.00 0.50 0.31 South of roundabout,west side park inlet 1.19 5.00 0.50 2.28 South of roundabout,west curb inlet 0.53 5.00 0.50 1.01 South of roundabout,east curb inlet 0.78 5.00 0.50 1.49 South quadrant of roundabout 1.54 5.00 0.50 2.95 AUaZ Manhole at Leiden's NW dead end 1.30 5.00 0.50 2.49 Manhole at Leiden's NE dead end 1.27 5.00 0.50 2.43 Vahl,NW dead end 1.51 5.00 0.50 2.89 Laurel Parkway South of Debour,double inlet,east side 1.81 5.00 0.50 3.46 Sta. 8+00 existing double inlet,east side 1.67 9.40 0.50 2.13 Sta. 13+97.18,existing east inlet(low point) 1.70 5.00 0.35 2.28 Sta. 8+00 existing double inlet,west side 1.71 9.20 0.50 2.21 Sta. 13+97.18,existing west inlet(low point) 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- r.Peak Runoff(cfs) Gutter Sub-Basin Description Direct' Upstream 2 Total Inlet Type Bypass S read(ft.) Vaughn Drive West of Westgate,north side 1.49 0.00 1.49 sag 0.00 5.32 West of Westgate,south side 0.65 0.00 0.65 sag 0.00 3.10 East of Westgate,north side 0.17 0.00 0.17 sag 0.00 1.28 East of Westgate,south side 1.28 0.00 1.28 sag 0.00 4.84 Westgate Avenue South of Herstal,west side 0.80 0.00 0.80 on grade 0.08 4.14 South of Herstal,east side 0.82 0.00 0.82 on grade 0.09 4.19 North of Herstal,west side 2.89 0.08 2.97 on grade 1.17 9.03 North of Herstal,east side 0.31 0.09 0.40 on grade 0.02 4.04 South of roundabout,west side park inlet4 2.28 0.00 2.28 drop inlet 0.00 n/a South of roundabout,west curb inlet 1.01 1.17 2.18 on grade 0.74 8.00 South of roundabout,east curb inlet 1.49 0.02 1.51 on grade 0.41 6.93 South quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Alleys3 Manhole at Leiden's NW dead end 2.49 0.00 2.49 0.00 13.62 Manhole at Leiden's NE dead end 2.43 0.00 2.43 - 0.00 12.15 Vahl,NW dead end 2.89 0.00 2.89 - 0.00 13.67 Laurel Parkway South of Debour,double inlet,east side 3.46 0.00 3.46 on grade 0.88 8.38 Sta. 8+00 existing double inlet,east side 2.13 0.88 3.01 on grade 0.59 9.20 Sta. 13+97.18,existing east inlet(low point) 2.28 0.59 2.87 sag 0.00 8.83 Sta. 8+00 existing double inlet,west side 2.21 0.00 2.21 on grade 0.34 8.18 Sta. 13+97.18,existing west inlet(low point) 2.70 0.34 3.04 sag 0.00 9.12 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 less than 1.5 inches,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. Vaughn west of Westgate, north side 25.yr) Project Description Solve For Spread Input Data Discharge 1.49 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 5.32 ft Depth 2.50 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft2 Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SclkikkilookbwMaster V8i(SELECTseries 1) [08.11.01.03) 3/19/2018 3:31:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 1 Vaughn west of Westgate, south side (25.yr) Project Description Solve For Spread Input Data Discharge 0.65 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 3.10 ft Depth 1.70 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ftz Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods Sc&eY"fXekiwMaster V8i(SELECTseries 1) [08.11.01.03] 3/1912018 3:34:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Vaughn east of Westgate, north side (25-yr __ .Project Description Solve For Spread Input Data Discharge 0.17 ft'/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 Bentley Systems,Inc. Haestad Methods Schi iWIX-InteMaster V8i(SELECTseries 1) [08.11.01.03] 1/5/2018 9:17:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Vaughn east of Westgate, south side (25•yr) Project Description Solve For Spread Input Data Discharge 1.28 ft'/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 4.84 ft Depth 2.33 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft2 Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SdbelitkJC dwMaster V81(SELECTseries 1) [08.11.01.03] 3/19/2018 3:35:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Westgate gutter south of Herstal, west side (25-fir) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 2.30 % 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 PptionS t;urrent rtougnness vveignteo Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.89 in Elevation Range 0.00 to 0.50 ft Flow Area 0.28 ftz Wetted Perimeter 4.26 ft Hydraulic Radius 0.79 in Top Width 4.14 ft Normal Depth 1.89 in Critical Depth 0.20 ft Critical Slope 0.00575 ft/ft Bentley Systems,Inc. Haestad Methods SdbAiW)C MdeMaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:40:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of Herstal, west side (25-yr) Results Velocity 2.85 ft/s Velocity Head 0.13 ft Specific Energy 0.28 ft Froude Number 1.93 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 1.89 in Critical Depth 0.20 ft Channel Slope 2.30 % Critical Slope 0.00575 ft/ft Bentley Systems,Inc. Haestad Methods SdBdiNW0kl&Master V8i(SELECTseries 1) 108.11.01.03] 3/19/2018 3:40:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Westgate south of Herstal, west side (25-yr) Project Description Solve For Efficiency :input Data; Discharge 0.80 ft3/s Slope 2.30 % 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 89.43 % Intercepted Flow 0.72 W/s Bypass Flow 0.08 ft3/s Spread 3.56 ft Depth 1.88 in Flow Area 0.23 ft2 Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.51 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.13 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.10418 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.27 ft Bentley Systems,Inc. Haestad Methods SdIIwkit+b)C&0*Master VSi(SELECTseries 1) 108.11.01.03] 3/1912018 3:43:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of Herstal, east side (25.yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 2.30 Discharge 0.82 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 t;urrent rrougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.91 in Elevation Range 0.00 to 0.50 ft Flow Area 0.29 ft2 Wetted Perimeter 4.30 ft Hydraulic Radius 0.80 in Top Width 4.19 ft Normal Depth 1.91 in Critical Depth 0.20 ft Critical Slope 0.00574 ft/ft Bentley Systems,Inc. Haestad Methods Sdbmkki gXftteNaster V8i(SELECTseries 1) 108.11.01.03] 3119/2018 3:44:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 } Westgate gutter south of Herstal, east side (25-yo Results Velocity 2.86 ft/s Velocity Head 0.13 ft Specific Energy 0.29 ft Froude Number 1.93 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 1.91 in Critical Depth 0.20 ft Channel Slope 2.30 % Critical Slope 0.00574 ft/ft Bentley Systems,Inc. Haestad Methods Sdhdkk)C&d Master V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:44:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755.1666 Page 2 of 2 Westgate south of Herstal, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 0.82 ft'/s Slope 2.30 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 89.01 % Intercepted Flow 0.73 ft3/s Bypass Flow 0.09 ft3/s Spread 3.61 ft Depth 1.89 in Flow Area 0.23 ft2 Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.53 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.13 Grate Flow Ratio 0.83 Equivalent Cross Slope 0.10374 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.39 ft Bentley Systems,Inc. Haestad Methods Sdht ide)CBk*Master V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:45:05 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter north of Herstal, west side (25.yr) Project Description Friction Method Manning Formula Solve For Normal Depth input Data Channel Slope 0.65 % Discharge 2.97 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 ©ptionS Lurrent rtougnness vveignted Pavlovskii's Method 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 ftz Wetted Perimeter 9.24 ft Hydraulic Radius 1.60 in Top Width 9.03 ft Normal Depth 3.63 in Critical Depth 0.32 ft Critical Slope 0.00484 fyft Bentley Systems,Inc. Haestad Methods Shclidk ICEktieWaster V81(SELECTseries 1) [08.11.01.031 3/19/2018 3:47:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 2 Westgate gutter north of Herstal, west side (25.yr) Results Velocity 2.40 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 Bentley Systems,Inc. Haestad Methods Sd9e kWjCEkt&Master V8i(SELECTseries 1) 108.11.01.03] 3/19/2018 3:47:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Westgate north of Herstal, west side (25-yr) 'Project Description Solve For Efficiency Input Data Discharge 2.97 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 60.69 % Intercepted Flow 1.80 ft3/s Bypass Flow 1.17 ft3/s Spread 8.21 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 0.07077 ft/ft Active Grate Length 2.40 ft Length Factor 0.04 Total Interception Length 13.88 ft Bentley Systems,Inc. Haestad Methods Scibeftlef ElateNaster V81(SELECTseries 1) 108.11.01.03] 3/19/2018 3:48:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter north of Herstal, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth :Input Data Channel Slope 0.65 % Discharge 0.40 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 Kougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method .Results Normal Depth 1.85 in Elevation Range 0.00 to 0.50 ft Flow Area 0.27 ft2 Wetted Perimeter 4.15 ft Hydraulic Radius 0.78 in Top Width 4.04 ft Normal Depth 1.85 in Critical Depth 0.16 ft Critical Slope 0.00629 ft/ft Bentley Systems,Inc. Haestad Methods SdhakidejCEkt*Master V81(SELECTseries 1) [08.11.01.03] 3/19/2018 3:49:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 a Westgate gutter north of Herstal, east side (25-yr) Results Velocity 1.49 ft/s Velocity Head 0.03 ft Specific Energy 0.19 ft Froude Number 1.02 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 1.85 in Critical Depth 0.16 ft Channel Slope 0.65 % Critical Slope 0.00629 ft/ft Bentley Systems,Inc. Haestad Methods SdheYitia)C*kt&Master V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 3:49:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Westgate north of Herstal, east side (25-yr) :Project Description Solve For Efficiency ,Input Data Discharge 0.40 W/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 94.72 % Intercepted Flow 0.38 ft'/s Bypass Flow 0.02 ft'/s Spread 3.46 ft Depth 1.84 in Flow Area 0.22 ft2 Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 1.85 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.33 Grate Flow Ratio 0.85 Equivalent Cross Slope 0.10526 ft/ft Active Grate Length 2.40 ft Length Factor 0.13 Total Interception Length 4.71 ft Bentley Systems,Inc. Haestad Methods SdiOeiibW0kbwMaster V81(SELECTseries 1) [08.11.01.03] 3/19/2018 3:50:46 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of roundabout, West curb inlet (25.yr) 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 Qptjons current Kougnness vveignted Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method ReSUIt5 Normal Depth 3.26 in Elevation Range 0.00 to 0.50 ft Flow Area 0.98 ftz 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 Bentley Systems,Inc. Haestad Methods Sd3eirkle CEhIsMaster V8i(SELECTseries 1) 108.11.01.03] 1/8/2018 11:54:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of roundabout, west curb inlet (25.yr) _ .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 Bentley Systems,Inc. Haestad Methods Scibi iCiaolat iMaster V8i(SELECTseries 1) [08.11.01.031 1/812018 11:54:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Westgate south of roundabout, west curb inlet (25-yam 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 Bentley Systems,Inc. Haestad Methods Sdbe%t %X4ct&Master V81(SELECTseries 1) [08.11.01.03] 3/19/2018 3:54:20 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of roundabout, east side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 Discharge 1.51 ft'/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 Kougnness vveigntea Pavlovskii's Method 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 Bentley Systems,Inc. Haestad Methods Scibek IM-IrdWaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 3:49:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate gutter south of roundabout, east side (25-yo 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 1GVF 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 Bentley Systems,Inc. Haestad Methods Sdh&*kk)C9ktsMaster V8i(SELECTseries 1) [08.11.01.03] 1/812018 3:49:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Westgate south of roundabout, east side Project Description Solve For Efficiency Input Data Discharge 1.51 W/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 W/s Spread 6.24 ft Depth 2.84 in Flow Area 0•62 ftZ 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 Bentley Systems,Inc. Haestad Methods ScIbt ibloohtallaster V8i(SELECTseries 1) [08.11.01.03) 1/8/2018 3:48:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Westgate, south quadrant of roundabout (25-yr) Project Description Solve For Spread input Data Discharge 3.69 ft'/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 Bentley Systems,Inc. Haestad Methods Sd3utiblalEE NWaster V8i(SELECTseries 1) [08.11.01.03] 1/8/2018 4:01:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Leiden, NW dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.00 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.49 ft3/s Results Normal Depth 1.63 in Flow Area 0.93 ft2 Wetted Perimeter 13.62 ft Hydraulic Radius 0.82 in Top Width 13.62 ft Critical Depth 0.17 ft Critical Slope 0.00557 ft/ft Velocity 2.68 ft/s Velocity Head 0.11 ft Specific Energy 0.25 ft Froude Number 1.81 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 fUs Upstream Velocity Infinity ft/s Normal Depth 1.63 in Critical Depth 0.17 ft Channel Slope 2.00 % Critical Slope 0.00557 ft/ft Bentley Systems,Inc. Haestad Methods ScibeYidefftleMaster V8i(SELECTseries 1) 108.11.01.03] 3/23/2018 1:31:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 1 Leiden, NE dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.50 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.43 ft'/s .Results Normal Depth 1.46 in Flow Area 0.74 ft2 Wetted Perimeter 12.16 ft Hydraulic Radius 0.73 in Top Width 12.15 ft Critical Depth 0.17 ft Critical Slope 0.00559 ft/ft Velocity 3.29 ft/s Velocity Head 0.17 ft Specific Energy 0.29 ft Froude Number 2.35 Flow Type Supercritical GVFF lnput 0 to 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 1.46 in Critical Depth 0.17 ft Channel Slope 3.50 Critical Slope 0.00559 ft/ft Bentley Systems,Inc. Haestad Methods Sc%tkkjVekWMaster V8i(SELECTseries 1) [08.11.01.031 3/19/2018 3:58:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Vahl, NW dead end (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.60 % Left Side Slope 50.00 ft/ft(H:V) Right Side Slope 50.00 ft/ft(H:V) Discharge 2.89 ft3/s Results Normal Depth 1.64 in Flow Area 0.93 ftZ Wetted Perimeter 13.67 ft Hydraulic Radius 0.82 in Top Width 13.67 ft Critical Depth 0.18 ft Critical Slope 0.00546 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 0.29 ft Froude Number 2.09 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 1.64 in Critical Depth 0.18 ft Channel Slope 2.60 % Critical Slope 0.00546 ft/ft Bentley Systems,Inc. Haestad Methods Sc1k0bdia%XkbvMaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 1:38:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Laurel gutter south of Debour, east side (25-yr) "Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.30 % Discharge 3.46 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 Kougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.40 in Elevation Range 0.00 to 0.50 ft Flow Area 1.07 ft2 Wetted Perimeter 8.58 ft Hydraulic Radius 1.49 in Top Width 8.38 ft Normal Depth 3.40 in Critical Depth 0.34 ft Critical Slope 0.00474 ft/ft Bentley Systems,Inc. Haestad Methods Sdb&tk efretrteMaster V8i(SELECTseries 1) [08.11.01.03] 5124/2018 2:34:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Laurel gutter south of Debour, east side (25_yr Results Velocity 3.24 ft/s Velocity Head 0.16 ft Specific Energy 0.45 ft Froude Number 1.60 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 3.40 in Critical Depth 0.34 ft Channel Slope 1.30 % Critical Slope 0.00474 ft/ft Bentley Systems,Inc. Haestad Methods ScOwkidie)CEInteMaster V81(SELECTseries 1) [08.11.01.03] 5/24/2018 2:34:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Laurel south of Debour double inlet, east side (25-yr) ,Project Description Solve For Efficiency Input Data Discharge 3.46 ft'/s Slope 1.30 % 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 74.67 % Intercepted Flow 2.58 ft3/s Bypass Flow 0.88 ft3/s Spread 7.60 ft Depth 3.33 in Flow Area 0.90 ft2 Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 3.83 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.40 Grate Flow Ratio 0.49 Equivalent Cross Slope 0.07360 ftlft Active Grate Length 4.80 ft Length Factor 0.07 Total Interception Length 17.79 ft Bentley Systems,Inc. Haestad Methods Sdkt i6Ia)C*1cWNaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:47:12 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Laurel Sta. 8+00 gutter, east side (25_yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 3.01 W/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 Lurrent Kougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.69 in Elevation Range 0.00 to 0.50 ft Flow Area 1.28 ft2 Wetted Perimeter 9.42 ft Hydraulic Radius 1.63 in Top Width 9.20 ft Normal Depth 3.69 in Critical Depth 0.32 ft Critical Slope 0.00483 ft/ft Bentley Systems,Inc. Haestad Methods SdiuiiG JCBkvtwMaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:26:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Laurel Sta. 8+00 gutter, east side (25.yr) Results Velocity 2.35 ft/s Velocity Head 0.09 ft Specific Energy 0.39 ft Froude Number 1.11 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 3.69 in Critical Depth 0.32 ft Channel Slope 0.60 % Critical Slope 0.00483 ft/ft Bentley Systems,Inc. Haestad Methods SdRtkitWjCkktwMaster V8i(SELECTseries 1) [08.11.01.03] 5/2412018 2:26:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Laurel Sta. 8+00 double inlet, east side (25-yr) Project Description Solve For Efficiency Input Data Discharge 3.01 ft'/s Slope 0.60 % 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 80.55 % Intercepted Flow 2.42 ft3/s Bypass Flow 0.59 ft'/s Spread 8.38 ft Depth 3.61 in Flow Area 1.09 ft2 Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.76 fUs Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.54 Grate Flow Ratio 0.45 Equivalent Cross Slope 0.07002 fUft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 13.71 ft Bentley Systems,Inc. Haestad Methods Sd%0rW jC*i wMaster V81(SELECTseries 1) [08.11.01.03) 5/24/2018 2:28:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Laurel Sta. 13+97.18 (at Durston), east side (25!yr)__ Project Description Solve For Spread ,Input Data Discharge 2.87 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 8.83 ft Depth 3.76 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area 1.22 ft2 Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SdbeYitImICR tWaster V8i(SELECTseries 1) [08.11.01.03] 5/24/2018 2:56:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Laurel Sta. 8+00 gutter, west side (25-yr) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.21 ft'/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 rtougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.33 in Elevation Range 0.00 to 0.50 ft Flow Area 1.02 ft2 Wetted Perimeter 8.38 ft Hydraulic Radius 1.46 in Top Width 8.18 ft Normal Depth 3.33 in Critical Depth 0.29 ft Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods SdbakbNe kNWaster V8i(SELECTseries 1) [08.11.01.031 3/19/2018 4:12:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 2 Laurel Sta. 8+00 gutter, west side (25-yr) Results Velocity 2.17 ft/s Velocity Head 0.07 ft Specific Energy 0.35 ft Froude Number 1.08 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 3.33 in Critical Depth 0.29 ft Channel Slope 0.60 % Critical Slope 0.00504 ft/ft Bentley Systems,Inc. Haestad Methods SdbAkl okebsMaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:12:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Laurel Sta. 8+00 double inlet, west side (25-fir) Project Description Solve For Efficiency Input Data Discharge 2.21 ft'/s Slope 0.60 % 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 84.59 % Intercepted Flow 1.87 ft3/s Bypass Flow 0.34 ft3/s Spread 7.41 ft Depth 3.26 in Flow Area 0.86 ftz Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.57 fUs Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.57 Grate Flow Ratio 0.50 Equivalent Cross Slope 0.07453 ft/ft Active Grate Length 4.80 ft Length Factor 0.10 Total Interception Length 11.60 ft ................_...... . Bentley Systems,Inc. Haestad Methods Sdbakk19*fekteMaster V8i(SELECTseries 1) [08.11.01.031 3/19/2018 4:13:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Laurel Sta. 13+97.18 (at Durston ), west side (25-yr) ,project Description Solve For Spread Input Data Discharge 3.04 ft'/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 9.12 ft Depth 3.87 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area 1.22 ft2 Active Grate Weir Length 5.40 ft Bentley Systems,Inc. Haestad Methods SclhoiblefX4dwMaster V8i(SELECTseries 1) [08.11.01.03] 3/19/2018 4:14:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 (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 Q, =25-yr peak runoff,efs C =runoff coefficient i =0.78(Te/60)-064 (Bozeman IDF curve) Tc = time of concentration,minutes A =Area,acres Sub-Basin Description Arear T� C Qmrenz Q,"tat3 Qint4 Qt .st Q i ,5 Pipe Dia. Notes Vaughn Drive West of Westgate,north side 0.781 5.00" 0.50C 1.49; 1.49 1.491 0.00� 1.49 12" West of Westgate,south side 0,341 5.00 0.501 0.651 0.65 0.65: 0.001 2.14 12" East of Westgate,north side 0.091 5.K 0.50! 0.17 0.17 0.17i 0.001 0.17 12" East of Westgate,south side 0.67' 5.001 0.501 L2& 1.28 1.281 0,001 1 A5 12" Vaughn/Westgate manhole ; 3.60 15" 1 , Westgate Avenue f South of Herstal,west side 0.42! 5.00; 0.50j 0.80; 0.80 0.72' 0.08j 0.72 12" South of Herstal,east side 0.43j 5.00i 0.50 0.82i 0.82 0.73 0.091 5.05 15" North of Herstal,west side 1.51 5.001 0.501 2.W 2.97 1.80 1.17 1.80 12" North of Herstal,east side 0.161 5.00� 0.50i 0.31 0.40 0.38( 0.021 2.17 18" as-built10 South of roundabout,west side park inlet 1.19 5.W 0.50 2.281 2.26 IM 0.001 2.28 12" as-built10 South of roundabout,west curb inlet 0.53j 5.00; 0,501 1.01 i 2.18 1.44I 0.74( 3.72 15" as-built10 South of roundabout,east curb inlet 0.781 5.00 0.50' 1.49� 1.51 1.101 0.41 7.00 24" as-built1° South quadrant of roundabout 1.54i 5.00i 0.50� 2.951 3.69 3.69 O.00j 4.43 15" as-built' 0 Manhole at roundabout ]1.42 24" as-built' AlIaZ ! j Manhole at Leiden's NW dead end 1.301 5.00; 0.50� 2.491 2.49 2.49€ 0.00� 7.54 18" Valli,NW dead end 1.51} 5.00i 0.50 2.89' 2.89 2.89.1 0.00€ 2.89 12" Manhole between Vahl&Leider 0.711 5.00i 0.501 1.361 1.36 1.36 0.001 4.25 15" Manhole at Leiden's NE dead end 1.27' 5.001 0.50 2.43 2.43 2.43 0.001 6.68 18" Manhole 55'north of Leiden's NW dead end 0.17 5.001 0.50 0.331 0.33 0.331 0.001 11.35 24" South inlet pipe to Detention D 1.313 7.69 7.501 0.50 r 11.35 11.35 24" I Laurel Parkway South of Debour,double inlet,east side 1.81 I 5.00 0.501 3.461 3.46 2.581 0.881 2.58 12" Sta.8+00 existing double inlet,east side 1.671 9.40) 0.50� 2.13 i 3.01 2.421 0.591 3.30 12" as-built10 Sta. 13+97.18,65'east(drop inlet) 2.00j 5.00 0.351 2.681 2.68 2.68s 0.00� 2.68 12" as-built10 Sta.13+97.18,existing east inlet(low point) 1.70{ 5.00` 0.351 2.28! 2.87 2.871 0.00` 6.13 18" as-built10 Sta.8+00 double inlet,west side 1.71' 9.20i 0.50i 2.211 2.21 1.87i 0.34' 5.18 12" as-built10 Detention DIAC discharge pipe4 3.30 9.301 0.501 4.24 i4.24 15" as-built° Sta. 13+97.18,existing west inlet(low point) 1.41 5.00' 0.50' 2.70, 3.04 3.04 0.00' 9.51 18" as-built10 FOOTNOTES: 1 Contributing drainage area 2 Qd;«,t is direct surface runoff to the inlet,and does not include bypass flows from upstream inlets. 3 Q,"t"i is total peak surface runoff to the inlet(direct runoff plus bypass flows from upstream inlets). 4 Q,is surface runoff intercepted by the inlet. 5 Qt t,,,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 Qr.,tx 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 sized and installed during previous phases of construction. 12" pipe at 0.60% slope (25.yr) 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 2.89 ft'/s Results Normal Depth 10.44 in Flow Area 0.73 ft2 Wetted Perimeter 2.40 ft Hydraulic Radius 3.62 in Top Width 0.67 ft Critical Depth 0.73 ft Percent Full 87.0 % Critical Slope 0.00847 ft/ft Velocity 3.98 ft/s Velocity Head 0.25 ft Specific Energy 1.12 ft Froude Number 0.68 Maximum Discharge 2.97 ft'/s Discharge Full 2.76 ft'/s Slope Full 0.00658 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 87.02 % Downstream Velocity Infinity fUs Bentley Systems,Inc. Haestad Methods SdbeiCie)PROWaster V8i(SELECTseries 1) 108.11.01.03] 3/23/2018 2:28:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 1599 p_pe at 0.60% slope (25-yr)_ 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 5.05 ft3/s Results Normal Depth 12.42 in Flow Area 1.09 ft2 Wetted Perimeter 2.86 ft Hydraulic Radius 4.56 in Top Width 0.94 ft Critical Depth 0.91 ft Percent Full 82.8 % Critical Slope 0.00787 ft/ft Velocity 4.65 ft/s Velocity Head 0.34 ft Specific Energy 1.37 ft Froude Number 0.76 Maximum Discharge 5.38 ft3/s Discharge Full 5.00 ft'/s Slope Full 0.00611 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 82.83 Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Sdiie6Ne9 4dwMaster V8i(SELECTseries 1) [08.11.01.03] 3/20/2018 9:46:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 18" pipe at 0.60% slop (25-yr) 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 7.54 ft'/s .Results Normal Depth 13.69 in Flow Area 1.44 ftZ Wetted Perimeter 3.18 ft Hydraulic Radius 5.44 in Top Width 1.28 ft Critical Depth 1.06 ft Percent Full 76.1 % Critical Slope 0.00710 ft/ft Velocity 5.23 ft/s Velocity Head 0.42 ft Specific Energy 1.57 ft Froude Number 0.87 Maximum Discharge 8.75 ft3/s Discharge Full 8.14 ft3/s Slope Full 0,00515 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 76.07 % Downstream Velocity Infinity fUs Bentley Systems,Inc. Haestad Methods Sdt0vhd90kt*lAaster V8i(SELECTseries 1) [08.11.01.03] 3/23/2018 2:27:18 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 24" pipe at 0.60% slope (;S-yr) 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 11.42 ft3/s `Results Normal Depth 14.12 in Flow Area 1.92 ft2 Wetted Perimeter 3.50 ft Hydraulic Radius 6.60 in Top Width 1.97 ft Critical Depth 1.21 ft Percent Full 58.8 % Critical Slope 0.00546 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energy 1.73 ft Froude Number 1.06 Maximum Discharge 18.85 ft3/s Discharge Full 17.52 ft3/s Slope Full 0.00255 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 58.84 Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods SdbeliMW f:EiOWaster V81(SELECTseries 1) [08.11.01.03] 5/7/2018 9:18:37 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Culvert Calculator Report Laurel Sta. 8+00 east side, 12" pipe to west side (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 3.86 Computed Headwater Elew 53.96 It Discharge 3.30 cfs Inlet Control HW Elev. 53.12 ft Tailwater Elevation 53.12 ft Outlet Control HW Elev. 53.96 ft Control Type Outlet Control Grades Upstream Invert 50.10 ft Downstream Invert 49.52 ft Length 58.00 ft Constructed Slope 1.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 3.60 ft Slope Type N/A Normal Depth 0.71 ft Flow Regime N/A Critical Depth 0.78 ft Velocity Downstream 4.20 ft/s Critical Slope 0.8108 % Section Section Shape Circular Mannings Coefficient 0.012 SecC=rN'g£tt$ibHDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 It Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 53.96 ft Upstream Velocity Head 0.27 ft Ke 0.50 Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 53.12 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 f12 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:The Lakes at Valley West Project Engineer: mhickman n:\5352\009\design dots\reports\drainage\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.041 05/24/18 03:13:17 PMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Laurel Sta. 8+00 west side, 12" pipe to detention (25-yr) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.50 ft Headwater Depth/Height 3.58 Computed Headwater Elev, 53.10 ft Discharge 5.18 cfs Inlet Control HW Elev. 51.91 ft Tailwater Elevation 51.80 ft Outlet Control HW Elev. 53.10 ft Control Type Outlet Control Grades Upstream Invert 49.52 ft Downstream Invert 49,20 ft Length 16.00 ft Constructed Slope 2.0000 % Hydraulic Profile Profile PressureProfile Depth, Downstream 2.60 ft Slope Type N/A Normal Depth 0.78 ft Flow Regime N/A Critical Depth 0.93 ft Velocity Downstream 6.60 ft/s Critical Slope 1.5602 % Section Section Shape Circular Mannings Coefficient 0.012 SecG=rY"bff hHDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 53.10 ft Upstream Velocity Head 0.68 ft Ke 0.50 Entrance Loss 0.34 ft Inlet Control Properties Inlet Control HW Elev. 51.91 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 Title:The Lakes at Valley West Project Engineer:mhickman n:\5352\009\design docs\reports\drainage\pipes.cvm Morrison Maierle Inc CulvertMaster v3.3[03.03.00.04] 05/24/18 03:28:45 PID Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 �r••�•�r���roi•�w� •��s�.n�rr.�•r•�r�•w•r, •w��ws rwew�•w��e i���ne��r�w;�rr••••�w•�.r�r wr raa rr•rc ��•rr sr�•waww�rww��rawc.�wr��r.�r;�r��••r•i�rs�•c�•� 1�w��•e•�orrw�wtri�ww�rr�raR•rr wr•®�wn����near �r�re����wra�■�����r•rri��wc.��rw�e��w��w:r� w�r���i����•�•rirN�r�►.•�w••ir•ri�u,-.rrra � ww�r rraw���ww�...••sNwwri► rsw.wwra.s...cJ�rrsar�•rr.•�.•e�ri . ����www•rar•rw��rsrr�ir'�w�sJwwr��r�r��.•��rar� 0�.11���•.M1w-�N.ier.R.IMP/��'Ji�1�i..':alb•�...�IIII���i�ri��i�..Nllll� �•���•�rrirti�1�•Nf�♦'/�i:����lrJ�fl..rlArl.!!�! .• �1�1�•���I•••••ne��•1•�1rJ t�G.�"�/I/••�RT hY�/��`•/A r•��f �����w��ri�•wwa••�w�wPrrs.�r_��w.��w�..�w�rws�rr�� + r•��wa•��•wu�w ri a•r®�w�rwr••�:.•�r•yrr���w7,•w� �w•�•wr•rw���rr•rr•e�r��.awsr�.��►��w , ������•�N.�==N►.rr.iv�ra_+wc.���wr .�ir�.-r�riww�re•e�� . �il�ir���iYi�ll{.�..��rw� •A�rr��lw.�ir•L�..t��T�w��R..r•���r�! -���N�1�lNi'fl Ot/1�!^1•i�l��'11R�I�11��I.:�i���rL , • �w>�•�•w•IOi•��••Y'itM l�ris�7�.R.r��•/r:•s.'�".it•II��•�•r1�L1� ��•��•rwwMINr►ra Uri ri.rs1wMrNIIIIINI++;.wr MOM"rrlllllll �01111111w= ����••rwwrwrr�cs�srr. ��Mlll r��INm rarauA�%dw •�,•rw:. �rrwr��wMMUM ���I���•►lr�rirsn R�/:1•RI�I�"���r•��n1����r�riw��.. RerR!�•��.r,�►.w�.,�r+cr�arrarrwr�ca��urs�awrw��r:r���•nur tR r��i�wr�swErr�rrs�r.+��wt�rrs:�rr�wr��.a•rrr�rr•t��r M GTAWMVZZAF AMMMWMPWPPii•i�lir•rrJ pw .mw•rrw wa:ar••rrewr�o�w�e�•r�� ae �M;sw��N��ii����r.�e�•.rw•r�w. w W wr •�••rr•r�•�rr.��.�.w•r�i��r�•�s we w•www����•r•�o•�•r•�r•rw� MOMME irr �s r ���s���wr��•�r�•isr�r•�wrrt L r r r ` a� DRAINAGE MAPS (this page left blank intentionally) 7r 4 ?,J9 T IVA 0 1000 THE AT VALLEY DURSTON ROAD H2 HIM < < PKPHASE7.6 C) 0 0 PHASE 5 5-A QM4 rHz _1 0� 4786AT ,a�.� i o - �ETRIIITMTFR' X 8 � E;ABCOCK STR Eql, 1 - 4BN C1931HUFFINE LANE 6.111 it Morrison 2680 Technology Blvd West DRAWN BY; CPK THE LAKES AT VALLEY WEST PROJECT NO. Bozeman,MT 59718 DSGN.BY: MGH PHASES 5 AND 6 5352.009 Maierle Phone:406.587.0721 APPR.BY: BOZEMAN MONTANA Fax:406.922.6702 JRN FIGURE NUMBER engineers•surveyors-planners-scientists COPYRIGHT t MORRISON—EIRLE.INC.­6 DATE: 0112016 PRE-DEVELOPMENT DRAINAGE N:\5352\009tACAD\Exh11bils\PH 5 Pre-Development.dwg Plotted by Cooper krause on Jan/9/2018 __1 . FIG. 1 (this page left blank intentionally) P-5U1 P(;(; PAVLMLN I - PAYMLN I I-A(;I UK' FUK J I KtNU I H ANU I HI(;KNt„ (cng 1U) Bozeman Yellowstone International Airport 3-3U-UU1 U-UXX-lU18 4JTg11$ Commercial Apron Reconstruction LOCATION:)FF 0-50' RT I ES I REPUR 1: LOT NUMBER: 1 LOT PERCENT PAY: 106.00 Lot Uuantity(SY or UY): 6Yb.UU UNIT PRICE (SY or CY) 171.00 PCC PAY 5Y or CY: 736.70 DESIGN STRENGTH: 650 DOLLAR PAY 125,975.70 DESIGN THICKNESS: 16 NOTE: 50% PAY MAY BE REJECTED INPUT: _ ADDITIONAL SUBLOTS (value next to strength data indicates outlier status "X"indicates data is an outlier-See note below for guidance) STRENGTH: SUBLOT 1 SUBLOT 2 SUBLOT 3 SUBLOT 4 SUBLOT 5 SUBLOT 6 SUBLOT 7 SUBLOT 8 SAMPLE 1 790 ok 815 ok 815 ok 805 ok 860 ok X X X SAMPLE 2 805 ok 820 ok 825 ok 800 ok 860 ok x x x Sublot avg. THICKNESS: SUBLOT 1 SUBLOT 2 SUBLOT 3 SUBLOT 4 SUBLOT 5 SUBLOT 6 SUBLOT 7 SUBLOT 8 SAMPLES =o ve-rag e Sample Size N: b NOTE: IF"N"IS INCORRECT,ERASE J Standard Ueviation 6: 24.b84U CELLS FOR STRENGTH W D Lower Spec. Limit L: 604.5 96-100 1.06 1Y J Quality Index Q: 8.7455 90-95 PWL+10 Cn v Percent Within Limits PWL: 100 75-90 0.5PWL+55 PAY: 106 55-74 1.4PWL- 12 Below 55 50%or Reject rn O Average W Q Sample Size N: b NOTE:IF"N"IS INCORRECT,ERASE Z J Standard Deviation S: U.1 iby CELLS FOR THICKNESS Y n Lower Spec. Limit L: 1 b.b U J Uuality Index U: 4.3818 2 Q Percent Within Limits PWL: 100 U PAY: 106.0 V1000 (chg10) P-501 -- Lot# 1 Page 1 of 1 A W ^Ar N O sv (D s 17 CD 0 O '9 o ° p v �• tom" n 00 �A p 0 v lu D m0 m v y v � � v o � ID o zm zr CDG. r kn � Z CD o o o mCD -i m r° `� A u X = -v N o D o s P o 0 0 O cn Z O w 00 O 00 w A rp Z .- -� o_ .� CD CD fD > 0 w `LS S O D ... wOvO Q- Ul (7, 00 x O iv C fn _ UjTJ O x -9 � C � 00 � � � -� o � m0 N � + 7 C O N ¢may O n � �oUID a � Om -cn yl ° cu cpur o Z � �°+ > o t� � c m w ¢ a rn ►� �� � p o7 z b oo a o 5 �C o °0 m G) �< mCCD Om2 CD `C — w '" z Z O rn O a O wC o OCD >1 m CD o a o p n CD W p r. s m o b cn w N co a ., oo y o � cs y rD v k _° C N J C O00 CD > cD O �l 03 O C/] O � ~ O mob! O C o C" x 1O y cu ul C G� o 0 o o Q. C" N � ca CD n ° D � UQ •3 EXISTING EXISTING DETENTION EXISTING STORAGE D1.2 EXISTING 2-36}'x 22JN ARCP DETENTION STORM DRAIN - —�-_ EXISTING 66 x 44 ARCP CULVERT STORAGE D1.4 EXISTING DURSTON ROAD 36'CMP + r. w ri �rEXISTING ;I ULVESI LEGEND EX T NI ION 47 SUB-BASIN BOUNDARY —1 2 1.6 --- --- --- ---_ PHASEBOUNDARY D1.4 A � / I I iA I 1.62 POST-DEVELOPMENT SUB-BASIN DESIGNATION i x.x �.XX D1.1A I 1 u I � SUB•BASINAREA -0.50 — — DITCH OR SWALE EXISTI 12'PVC WE LAKE OUT I VICINITY MAP ISTING Earlo I AST AKE SCALE: 111=1000' D1.3A 1 I EXISTI 12'PVC / EAST I OUTLET 10.98 / w II w 3. I I S AK � y D1.3B I a � PROP ED DET TION D1.1C < I D1.2B I I ' TORAG 1.31) \\ G 0 1.24 m.ac_ DURSTON ROAD \ VAHL WAY DEBOUR rl- D1.2C -d LEIDEN LANE ✓ \\ DUD MATCH LINE 1.14 1� 7.69 4786AT mP ° y I 3.38 D1.3C \\ _--- _ - VAUGHN DRIVE II t sm D1.3B — —_ — -- r _ i D1.11B j SOUTH SITE BOUNDARY 11 61.93 rf- EXISTING/J /i EXISTING DRAINAGE CUTO WITCH 7 HORIZ.SCALE D1.1B 1 1oa so 0 100 200 IN FEET HUFFINE LANE I I MATCH LINE Morrison DRAWN BY: DS THE LAKES AT VALLEY WEST PROJECTNO. DSGN.BY: MGH PHASES 5 AND 6 5352.009 � M a i e rl a BOZEMAN MONTANA APPR.BY: JRN DATE: 12/2017 FIGURE NUMBER engineers•surveyors.planners•scientists POST-DEVELOPEMENT DRAINAGE MAP FIG. 2 COPYRIGHT O MORRISON-AW FRLE INC..](119 N:\5352\D0MACAD\Exhibits\PH 5 Post-Developmenl.dwg Plotted by cooper krause on May/24/2018