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HomeMy WebLinkAboutBUCKING HORSE FIRST FILING - PDP - PDP120010 - REPORTS - DRAINAGE REPORT® NORTH 0 60 130 IPO[rtl all) LEGEND: >PerouD noPu s[P[n — --- PxWosm mowssn cwnaDx s: [RSixL LWiOW -+.s. MpgSCD aNE FR504➢ tlW6 k W1RF WSEPry BPIxOM� pESp G4xt Q multi¢ eRa .v. own.¢ exw eauoMr rnaroso stir Qnlm NOTES: 1 REfFR 10 ME 'W/.N1Z 1F168 BJIi as FS4i 1. .vo!. NLL�U' By NWTpI pli{FAT Wiry MpM1 l H�3 ip �tVXWLL vfOO1PT4l FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION DEIfNTgN POND SUMMARY A w[ KOD iRDM[D City of Fort Collins, Colorado UTILITY PLAN APPROVAL ul[CX[D w. oo 'ra [w.0 Br f1D:[xCD 9Y: �pvron menlerTlen-- old z g a w C7 Q z 0 Shah DR1 Of 12 Sheets 11L5 NORTHERN ENGINEERING Jessup Farm Artisan Village Detention Pond Stage Storage April 4, 2012 Contour Contour Elevation Area (sq. ft) Depth (ft) B j�G �7�� Incremental Cumulative Volume Volume Conic Conic (cu. ft) (cu. ft) HORSE Cumulative Volume Conic (ac-ft) 4,900.40 0.04 0 N/A 0 0.00 4,900.60 232.44 0.20 15.7 15.7 0.00 4,900.80 730.82 0.40 91.69 107.4 0.00 4,901.00 1,444.99 0.60 213.56 320.96 0.01 4,901.20 2,372.43 0.80 377.93 698.89 0.02 4,901.40 3,502.71 1.00 583.86 1282.74 0.03 4,901.60 4,835.15 1.20 830.21 2112.96 0.05 4,901.80 6,368.95 1.40 1116.89 3229.85 0.07 4,902.00 8,082.11 1.60 1441.71 4671.56 0.11 4,902.20 9,896.21 1.80 1794.77 6466.33 0.15 4,902.40 11,237.39 2.00 2111.94 8578.27 0.20 4,902.60 11,883.22 2.20 2311.76 10890.03 0.25 4,902.80 12,258.17 2.40 2414.04 13304.07 0.31 4,903.00 12,637.12 2.60 2489.43 15793.51 0.36 4,903.20 13,020.06 2.80 2565.62 18359.13 0.42 4,903.40 13,406.99 3.00 2642.61 21001.74 0.48 4,903.60 13,797.92 3.20 2720.4 23722.14 0.54 4,903.80 14,192.84 3.40 2798.98 26521.12 0.61 4,904.00 14,591.76 3.60 2878.37 29399.49 0.67 4,904.20 14,994.67 3.80 2958.55 32358.04 0.74 4,904.40 15,401.57 4.00 3039.53 35397.58 0.81 4,904.60 15,812.47 4.20 3121.31 38518.89 0.88 4,904.80 16,227.37 4.40 3203.89 41722.79 0.96 4,905.00 16,646.25 4.60 3287.27 45010.06 1.03 4,905.20 17,069.13 4.80 3371.45 48381.51 1.11 4,905.40 17,496.01 5.00 3456.43 51837.93 1.19 4,905.60 17,926.88 5.20 3542.2 55380.14 1.27 4,905.80 18,361.74 5.40 3628.77 59008.91 1.35 4,906.00 18,800.60 5.60 3716.15 62725.06 1.44 Drainage Letter Report N NORTHERN ENGINEERING NG HORSE .� NORTHERN ass: N0'1O''ro 1.41M 1assert: .y E N G I N E E R I N G aMS. Coveys Aw. Swm to npimn�mg.com Fan C011inv. Co SW4 M1U 970.711.vi59 www.nortMr�m Project Tittle Project Number Client Pond Designation Jessup Farm Artisan Village 687-002 Jessup Farm, LLC Detention Pond WQCV=a0.gIi'-1.19i +0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviouness Ratio (i = 1„000) Date: April4, 2012 Calcs By: A. Reese DramTlme 40hr -- 1 48.05% Figure EDB-2 - Water Quality Capture Volume (WQCV). 80th Percentile Runoff Event Q \"10.17 ac =W12 V VA"1.2 Ana V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20%Additional Volume (Sediment Accumulation) Drainage Letter Report IN BttKING HORSE DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 687-002 Project Name Jessup Farm Artisan Village Project Location Fort Collins, CO Pond No 1 Input Variables Results Design Point Al Design Storm 100-yr C = 0.75 Tc = 17.00 min A = 10.17 acres Max Release Rate = 15.14 cfs Required Detention Volume 43668 W 1.00 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume 3 (ft) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft) Storage Volume s (ft ) 5 9.950 22768 1.00 15.14 4542 18226 10 7.720 35331 1.00 15.14 9084 26247 15 6.520 44758 1.00 15.14 13626 31132 20 5.600 51257 0.93 14.00 16805 34451 25 4.980 56977 0.84 12.72 19076 37901 30 4.520 62057 0.78 11.86 21347 40710 35 4.080 65352 0.74 11.25 23618 41734 40 3.740 68464 0.71 10.79 25889 42575 45 3.460 71256 0.69 10.43 28160 43096 50 3.230 73910 0.67 10.14 30431 43479 55 3.030 76267 0.65 9.91 32702 43565 60 2.860 78533 0.64 9.71 34973 43559 65 2.720 80913 0.63 9.55 37244 43668 70 2.590 82972 0.62 9.41 39515 43457 75 2.480 85123 0.61 9.29 41786 43337 80 2.380 87137 0.61 9.18 44057 43079 85 2.290 89082 0.60 9.08 46328 42753 90 2.210 91027 0.59 9.00 48599 42427 95 2.130 92605 0.59 8.92 50870 41735 100 2.060 94276 0.59 8.86 53141 41135 105 2.000 96107 0.58 8.80 55412 40694 110 1.940 97663 0.58 8.74 57683 39979 115 1.890 99470 0.57 8.69 59954 39516 120 1 1.840 1 101049 1 0.57 8.64 62225 1 38824 Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 4/3/2012 526 PM 687-002_DetentionVolume_FAAModified Method.xls POND-1 ModFAAVol Northern Engineering Services Drainage Letter Report 11L I NORTHERN BQANG HORSE ENGINEERING �- DESIGN POINT BASIN ID ARTEAL (acres) C z C 1oo 2-yr Tc (min) 100-yr ` min QZ (cfs) Q10 (cfs) Q100 (cfs) Al Al 2.21 0.36 0.45 7.8 7.2 2.0 3.4 8.8 A2 A2 0.49 0.59 0.74 6.4 5.3 0.8 1.3 3.6 A3 A3 1.20 0.70 0.88 5.0 5.0 2.4 4.1 10.5 B B 5.03 0.69 0.86 15.4 14.6 6.5 11.0 28.6 c c 0.58 0.54 0.68 11.4 10.6 0.7 1.1 3.0 OS1 OS1 0.29 0.44 1 0.55 8.4 1 7.8 0.3 1 0.5 1.3 OS2 OS2 0.90 0.70 0.88 5.0 5.0 1.8 3.1 7.8 OS3 OS3 0.66 0.65 0.81 8.5 7.9 1.0 1.7 4.5 OS4 OS4 0.14 0.28 0.34 8.3 7.7 0.1 0.2 0.4 OS5 OS5 1 0.81 0.30 0.37 6.6 6.2 0.6 1.1 1 2.8 OS6 OS6 1 0.01 0.73 0.91 5.0 5.0 0.0 0.0 0.1 Al Al -A4, 61, B2, Cl -C4, D1, D2, X 10.17 0.60 0.75 18.0 17.2 10.4 17.8 46.7 Drainage Letter Report D:IProjects1687-0021DrainagelJessuplHydrologyl687-002_Rational-Calcs.xlsxlSummary Table ■V NORTHERN ENGINEERING G HORSE COMBINED RUNOFF COMPUTATIONS Table 3-< Rational Method Equation: 1urTamr awrow aasatizarcT ao.m9T1�+T su:Toas Project: Jessup Farm Artisan Village Q= Cj_ (CXiX A) amp s.eorn wnloa Pxwaa•acq saetoz Calculations By: A. Reese �yOOO1 °r- Date: April 4, 2012 From Section 3.2.1 of the CFCSDDC 2 to 10 1.00 11 to 25 1.10 26 to 50 120 Rainfall Intensity: 51 to 100 1.,25 sots: The product of C time Cr shall not exceed l.00 Rainfall Intensity taken from the Cityof Fort Collins Storm Drainage Desi n Criteria (CFCSDDQ, Figure 3.1 Design Area, A 2-yr 10-yr 100-yr Intensity, Intensity, Intensity, Flow, Flow, Flow, Point Basin(s) (acres) Tt Tt TC C2 C16 C1� Composite z Ito 1160 Q2 Q10 Q10D (min) (min) (min) % Imperv. (in/hr) (in/hr) (in/hr) (Cfs) (cfs) (cfs) Al Al, A2, A3, B, 10.17 18 18 17 0.60 0.60 0.75 48.05 1.70 2.90 6.10 10.4 17.8 46.7 C, CS3 Preliminary Drainage Letter Report D:lPmjectst687-002I0rainageVessupViydmiogyl687-002_Rational-Calcs.xlsxlCombined Runoff W I NORTHERN ENGINEERING G HORSE DEVELOPED RUNOFF COMPUTATIONS Sable 3-4 Rational Method Equation: AATMCKAL Dl6TROD MQamacY MiUsTbaNT sAC1bIIa Project: Jessup Farm Artisan Village Q- C f (CXZXA) atexe aotarn Period Frequency Factor Calculations By: A. Reese ,ye I c= Date: April 4, 2012 From Section 3.2.1 of the CFCSDDC 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51. to 100 1.25 Rainfall Intensity: Note: The product of C times Cr shall not exceed 1.00 Rainfall Intensity taken from the CityOf Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1 Design Area, A 2-yr 10-yr 100-yr Intensity, Intensity, Intensity, Flow, Flow, Flow, Basin(s) T° T, Tc C2 CIO Coro i2 ito itoo Q2 Qto DIM Point (acres) in) (min) (min) (in/hr) (in/hr) (inlhr) (cfs) (cfs) (cfs) Al Al 2.21 8 8 7 0.36 0.36 0.45 2.46 4.21 8.80 2.0 3.4 8.8 A2 A2 0.49 6 6 5 0.59 0.59 0.74 2.67 4.56 9.95 0.8 1.3 3.6 A3 A3 1.20 5 5 5 0.70 0.70 0.88 2.85 4.87 9.95 2.4 4.1 10.5 B B 5.03 15 j 15 15 0.69 0.69 1 0.86 1.87 3.19 1 6.62 6.5 11.0 28.6 C C 0.58 11 11 11 0.54 0.54 1 0.68 2.13 3.63 1 7.57 0.7 1.1 3.0 OS1 OS1 0.29 8 8 8 0.44 0.44 0.55 2.40 4.10 8.59 0.3 0.5 1.3 OS2 OS2 0.90 5 5 5 0.70 0.70 0.88 2.85 4.87 9.95 1.8 3.1 7.8 OS3 OS3 0.66 8 8 8 0.65 0.65 0.81 2.40 4.10 8.59 1.0 1.7 4.5 OS4 OS4 0.14 8 8 8 0.28 0.28 0.34 2.40 4.10 8.59 0.1 0.2 0.4 OS5 OS5 0.81 7 7 6 0.30 0.30 0.37 2.60 4.44 9.31 0.6 1.1 2.8 OS6 OS6 0.01 5 5 5 0.73 0.73 0.91 2.85 4.87 9.95 0.0 0.0 0.1 Preliminary Drainage Letter Report D:IPro%ectsl687-0021DminageWessupViydrologyl687-002_Rational-Calcs.xisxlDirect-Runoff ■V (NORTHERN ENGINEERING G HORSE COMBINED DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow. Time of Concentration: 1.87 (1.1- C ,� Cf L Sa61m s-4 Project: Jessup Farm Artisan Village T. = Ra�rzamr. 6n;raw Fsesgvszxar Calculations By: A. Reese r aoauazrmxrr aacxoas Date: April 4, 2012 Gutter/Swale Flow. Time of Concentration: storm ]Return eersad Frequency Factor ,r„ fz,f C, Tt = L / 60V 2 to 10 1.00 T, = Ti + Tt(Equation RO-2) 11 to 25 1.10 26 to 50 1.20 Velocity (Gutter Flow), V = 20 S/' 51 to 100 1.25 (Equation RO-4) Note: The product of C times Cr shall not exceed 1.00 Velocity (Swale Flow), V = 15 S��' NOTE: C-value for overland flows over grassy surfaces; C = 0.25 T, Calculated at Upstream Design Point Additional Gutter Flow Additional Swale Flow Time of Concentration Design Point Basins T I Ti � � Length, 9 Sloe P- Velocity, Y• T` Length, 9 Sloe P. Velocity, Y� T` 2- r Y 10- r Y 100- r Y 2 yr 10-yr 100 yr L S V L S V T, Tc TC (min) (min) (min) (ft) N (ft/s) (min) (ft) N (ft/s) (min) (min) (min) (min) Al Al A20A B C 15 15 15 134 2.0 2.83 0.8 180 1.2 1.64 1.8 18 18 17 Preliminary Drainage Letter Report D:IProjectsl687-0021DrainagelJessuplHydrologyl687-002_Rational-Calcs.xlsxlCombined-Tc WINORTHERN ENGINEERING G HORSE DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow. Time of Concentration: 1.g%(1. 1 - C * C" { L Project: Jessup Farm Artisan Village T _ xem. 3-4 Calculations By: A. Reese 3 Date: April 4, 2012 Gutter/Swale Flow. Time of Concentration: aea� aa� wxlee >h.aemg, v ocor T, = L / 60V Tc = T; + T, (Equation RO-2) 2 to 10 1.00 Velocity (Gutter Flow), V = 20 S� E (Equation RO-4 ) 11 to 25 2e to 50 1.10 1.20 Velocity (Swale Flov 51 Note: to 100 The product of C times Cr shall 1.25 not exceed 1.00 NOTE: C-value for overland Rows over grassy surfaces; C - 0.25 Overland Flow Gutter Flow Swale Flow Time of Concentration Design Basin Is Length g C-C, C-C, C'CI Length, Slope, T; T; T; Length, Slope, Velocity, T Length, Slope, Velocity, T 2-yr 10-yr 100-yr Point (2-yr (10-yr (100-yr L S 2 yr 10-yr 100-yr L S V ` L S V ` TC T� T� >500'? CI=1.00) Ct=1.00) Ct=1.25) (ft) (%) (min) (min) (min) (ft) (rye) (h/s) (min) (tt) (%) (R/s) (min) (min) (min) (min) Al Al No 0.35 0.35 0.44 76 13.0 5.2 5.2 4.6 0 0.0 0.00 N/A 550 5.5 3.50 2.6 8 8 7 A2 A2 No 0.95 0.95 1.00 83 0.5 3.2 3.2 2.1 379 1.0 2.00 3.2 0 0.0 0.00 N/A 6 6 5 A3 A3 No 0.95 0.95 1.00 264 1.6 3.9 3.9 2.6 72 0.6 1.52 0.8 0 0.0 0.00 N/A 5 5 5 B B No 0.25 0.25 0.31 190 7.3 11.3 11.3 10.5 689 1.9 2.78 4.1 0 0.0 0.00 N/A 15 15 15 C C No 0.25 0.25 0.31 175 7.1 10.9 10.9 10.1 109 3.5 3.75 0.5 0 0.0 0.00 N/A 11 11 11 OS1 OS1 No 0.25 0.25 0.31 101 6.8 8.4 8.4 7.8 0 0.0 0.00 N/A 0 0.0 0.00 N/A 8 6 8 OS2 I OS2 No 0.95 0.95 1.00 1 240 1 1.9 3.5 3.5 2.3 1 151 3.3 1 3.63 0.7 1 0 1 0.0 0.00 N/A 1 5 5 5: OS3 OS3 No 0.25 0.25 0.31 72 4.0 8.5 8.5 7.9 0 0.0 0.00 N/A 0 0.0 0.00 N/A 8 8 8 OS4 OS4 No 0.25 0.25 0.31 104 7.3 8.3 8.3 7.7 0 0.0 0.00 N/A 0 0.0 0.00 N/A 8 8 8 OS5 OS5 No 0.25 0.25 731 87 11.0 6.6 6.6 6.2 0 0.0 0.00 N/A 0 0.0 0.00 N/A 7 7 6 OS6 OS6 I No 0.95 0.95 1.00 30 2.0 1.2 1.2 0.8 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5 5 5 Preliminary Drainage Letter Report D:IProiects1667-0021DrainagelJessupVlydmiogy1667-002 Rational-Calcs.xlsxlTc-2-yr_8_100-yr W INORTHERN ENGINEERING HORSE DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS CHARACTER OF SURFACE: Streets, Parking Lots, Roofs, Alleys, and Drives: Asphalt................................................................................................... Concrete................................................................................................. Gravel................ '............................................................ Roofs.................................................................................................... Pavers................................................................................................... Lawns and Landscaping SandySoil............................................................................................. Clayey Soil............................................................................................. ................ ....... Runoff Coefficient Percentage Impervious 2-year Cf = 1.00 Project: Calculations By: Date: 10-year Cf = 1.00 Jessup Farm Artisan Village A. Reese April 4, 2012 100-year Cf = 1.25 0.95 100 0.95 90 0.50 40 0.95 90 0.40 22 0.15 0 0.25 0 Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I. Basin ID Basin Area (s.f.) Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Roofs (ac) Area of Gravel (ac) Area of Lawns and Landscaping (ac) 2-year Composite P Runoff Coefficient 1 0-year Composite P Runoff Coefficient 100-year Composite P Runoff Coefficient Composite P % Imperv. Al 96,187 2.21 0.29 0.05 0.00 0.03 1.83 0.36 0.36 0.45 15.8 A2 21,232 0.49 0.00 0.16 0.07 0.00 0.25 0.59 0.59 0.74 43.5 A3 52,309 1.20 0.51 0.19 0.08 0.00 0.43 0.70 0.70 0.88 62.4 B 219,159 5.03 1.69 0.38 1.07 0.02 1.87 0.69 0.69 0.86 59.7 C 25,364 0.58 0.17 0.02 0.05 0.00 0.34 0.54 0.54 0.68 40.6 Developed 414,250 9.51 2.67 0.79 1.27 0.05 4.72 0.60 0.60 0.75 47.9 OS1 12,428 0.29 0.00 0.02 0.06 0.00 0.21 0.44 0.44 0.55 24.0 OS2 39,139 0.90 0.40 0.18 0.00 0.00 0.32 0.70 0.70 0.88 62.3 OS3 28,550 0.66 0.00 0.00 0.37 0.00 0.29 0.65 0.65 0.81 50.8 OS4 6,075 0.14 0.00 0.00 0.00 0.01 0.13 0.28 0.28 0.34 4.0 OS5 35,321 0.81 0.00 0.00 0.05 0.00 0.76 0.30 0.30 0.37 5.8 OS6 563 0.01 0.01 0.00 0.00 0.00 0.00 0.73 0.73 0.91 67.3 TOTAL 536,326 12.31 3.08 0.99 1.75 0.07 6.42 0.58 0.58 0.73 45.28 Preliminary Drainage Letter Report D:V'rojectsl687-0021DrainageUessupViydrologyl687-002 Rab'onal-Calcs.xlsxlC-Values Y V' NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 WEBSITE: 200 S. College Ave. Suite 10 www.northernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 Preliminary Drainage Letter Report Date: April 4, 2012 Project: Jessup Farm Artisan Village Replat of Outlot C of Sidehill — Filing Two Fort Collins, Colorado Attn: Mr. Wes Lamarque City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 Mr. Lamarque: Project No. 687-002 This letter is intended to address the stormwater impacts associated with the proposed Jessup Farm Artisan Village, which is a Replat of portions of Outlot C of Sidehill — Filing Two. More specifically, it serves to confirm that the proposed drainage patterns are in substantial conformance with the previously approved Sidehill — Filing Two subdivision, and to provide information on runoff and detention associated with the proposed improvements. The document entitled, "Final Drainage & Erosion Control Report, Sidehill — Filing Two" dated May 27, 2005 by JR Engineering was used for the final design and analysis of the stormwater infrastructure at Sidehill (aka, Bucking Horse). Significant portions of the Jessup Farm Artisan Village are contained within the previously approved drainage study. These areas were designated as sub -basin 101, and were analyzed for the 100-yr historic condition. This analysis determined that the 100-yr historic flow for sub -basin 101 was 15.14 cfs. Stormwater infrastructure associated with Sidehill — Filing Two was designed and built to accommodate this runoff. The Jessup Farm Artisan Village will need to detain any flows exceeding the historic rate on -site. As a result, a detention pond is being proposed at the southeast corner of the parcel to detain the excess flows. Preliminary calculations indicate that a pond volume of 1.0 acre-feet will be necessary, with an additional 0.20 acre-feet required for water quality. The current pond configuration provides approximately 1.44 acre- feet, thereby exceeding the required volume. A system of storm drains will capture flows from the site, and route them to this detention pond. Additional calculations will be completed at Final Design, including details of storm drain hydraulics, inlet sizing, and water quality. In addition to the on -site detention and water quality pond that will be required with this project, additional flows will be generated along the southern portions of the project that cannot be intercepted and routed through the new pond. These flows will be conveyed by Blackbird Drive and Blue Yonder Way, and routed to Design Point 3 of the previously approved report. The increased flows will be captured by the Bucking Horse Residences storm drain system, and conveyed to Pond A as originally designed. Feel free to contact me if you have any questions or require additional information. Sincerely, YV , Nicholas & s, PE , L 9 AP enc.