Loading...
HomeMy WebLinkAboutDrainage Reports - 05/06/2011ko March 28, 2011 Mr. Wes Lamarque City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 C&y of Ft. Collin Plans Approved By Date__ 5,. —I I x J-R ENGINEERING A Westrian Company RE: Provincetowne Filing Three — Phase 4 Revision - Drainage Addendum Dear Wes, We are pleased to submit for your review, this addendum that describes the proposed drainage conditions for the revised layout of Outlot A, Block 2 of the Provincetowne Filing Three project. This addendum references the originally approved drainage report entitled "Final Drainage and Erosion Control Report for Provincetowne Filing Three" prepared by JR Engineering dated November 10, 2006. The revised plans very closely resemble the previously approved design with minor changes to the storm sewer layout and other utility revisions. Additionally, recent work on the Robert Benson Dam has resulted in an opportunity to redesign the grading of Outlot A and Pond 314 to make room for a few future residential lots. Slight changes are being proposed in this drainage report to accommodate future lots that are not being platted at this time, but are being planned now. Finally, a recently approved design of the city park west of Outlot A will necessitate other minor revisions to the originally approved report. Because the future lots are small compared with the total area of all the basins tributary to Pond 314, relatively small changes are all that is required to accommodate the aforementioned changes. In addition, the intent of the proposed grading design is to maintain the drainage patterns associated with the previously approved plans. A revised analysis of the storm pipe network that was altered indicates that the modification should function adequately. Analysis of the revised pond location and size also indicate that the revised design will function without significantly altering the previously approved design. The results are attached at the end of this letter. The above -mentioned revisions have been designed with provisions for safe and efficient control of stormwater runoff in a manner that will not adversely affect the stormwater system. Due to the fact that the attached calculations indicate that only minor changes to the approved design are necessary to accommodate the revised layout and future lots, the storm water management design approved with the third filing, and updated with this addendum is assumed adequate. We greatly appreciate your time and consideration in reviewing this submittal. If you have any questions or required additional information please call (970) 491-9888. Sincerely, JR Engineer` - Prepared by, John Meyers Project Engir Proposed Detention Pond - Stage/Storage LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Pond Inv. _ WQCV= 100 YR WSEL= Top of Berm = PROVINCETOWNE F3 39459.00 JMJ 4/28/2011 V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft' d = depth between contours, ft A = surface area of contour Detention Pond 314 Stage (ft) Surface Area (ff) Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage (ac-ft) 4977.10 0 4978.00 12001 0.083 0.08 0.00 4979.00 19100 0.354 0.44 0.00 4979.78 25523 0.398 0.83 0.00 4980.00 27334 0.530 0.97 0.53 4981.00 37878 0.745 1.71 1.28 4982.00 47788 0.981 2.69 2.26 4982.90 57534 1.086 3.78 3.34 4983.00 58617 1.219 5.00 4.56 4984.00 731345 8.367 13.37 12.93 WQCV Provided = 0.83 ac-ft at 4979.78 100-yr Detention Volume Provided = 3.34 ac-ft at 4982.90 100-yr Detention Volume Required = 3.14 ac-ft per EPASWMM 3945900pond.xls O Z m O n vi N c0 C Q co d d L F- LL m o IL 3 y Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 .EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.020) ______________________________________________________________ Provincetowne Filing Three SWMM Analysis, Job No. 39459.00, MSM 05/18/06 ++******++**+**********++++++***+++***.*********++**+*+** NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ***************+ Analysis Options Flow Units ............... CPS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ MAR-24-2006 00:00:00 Ending Date .............. MAR-25-2006 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING O1: wet weather time step reduced to recording interval for Rain Gage Gagel WARNING 02: maximum depth increased for Node J7 Element ************* Count Number of rain gages ...... 1 Number of subcatchments ... 11 Number of nodes ........... 18 Number of links ........... 17 Number of pollutants ...... 0 Number of land uses ....... 0 *******+.******. Raingage Summary **************** Data Recording Name Data Source Type Interval -------------------------------------------------- Gagel FTC100-yr INTENSITY 5 min. ***}**#************# Subcatchment Summary Name Area 314A 1.91 314B 4.90 314C 2.21 314E 4.86 314D 5.03 314G 0.63 314K 3.05 314E 5.18 314J 8.02 314H 4.05 Width %Impery %Slope Rain Gage 100.00 65.40 _--_ 2.1000 -_-__- Gagel 240.00 72.60 2.4000 Gagel 42.00 65.70 1.9000 Gagel 190.00 47.80 1.7000 Gagel 240.00 62.10 0.7000 Gagel 53.00 71.90 1.0000 Gagel 142.00 31.50 1.4000 Gagel 150.00 53.60 1.4000 Gagel 245.00 28.15 1.6000 Gagel 105.00 38.50 0.8000 Gagel Outlet ------------------ J1 J10 J9 ill J12 J13 P314 J14 J7 J5A SWMM 5 Page 1 Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 314I 1.14 95.00 38.50 3.1000 Gagel J6 Node Summary Invert Max. Ponded External Name ______________________________________________________________________________ Type Elev. Depth Area Inflow J1 JUNCTION 5020.07 5.30 0.0 J2 JUNCTION 5019.26 5.54 0.0 J3 JUNCTION 5015.45 4.75 0.0 J4 JUNCTION 5014.61 7.39 0.0 J5 JUNCTION 5012.80 2.00 0.0 J6 JUNCTION 4992.10 2.60 0.0 J7 JUNCTION 4980.44 3.50 0.0 ill JUNCTION 4978.45 6.71 0.0 J12 JUNCTION 4978.63 6.53 0.0 J9 JUNCTION 4999.26 6.24 0.0 J10 JUNCTION 4999.76 5.84 0.0 J13 JUNCTION 4981.30 6.75 0.0 JB JUNCTION 4992.73 9.67 0.0 " J14 JUNCTION 4981.45 6.60 0.0 J5A JUNCTION, 5024.00 2.00 0.0 J15 JUNCTION 4977.10 3.25 0.0 OUTFALL OUTFALL 4976.80 2.50 0.0 P314 STORAGE 4977.10 5.90 0.0 Link Summary Name __________________________________________________________________________________________ From Node To Node Type Length %Slope Roughness C5 J5 J6 CONDUIT 518.0 3.9993 0.0340 C6 J6 J7 CONDUIT 970.0 1.2021 0.0340 C7 J7 P314 CONDUIT 292.0 1.0583 0.0340 C13 J13 J7 CONDUIT 173.0 0.4971 0.0130 .-- `?ea FTLE Cl Jl J2 CONDUIT 27.0 3.0014 0.0130 C2 J2 J3 CONDUIT 127.0 3.0014 0.0130 C3 J3 J4 CONDUIT 112.0 0.3036 0.0130 C4 J4 J5 CONDUIT 329.0 0.5502 0.0130 C10 J10 J9 CONDUIT 46.0 1.0870 0.0130 C12 J12 ill CONDUIT 36.0 0.5000 0.0130 Cll ill P314 CONDUIT 192.0 0.4948 0.0130 r C9 J9 J8 CONDUIT 423.0 1.4257 0.0130 C8 J8 J6 CONDUIT 158.0 0.3987 0.0130 C14 J14 J13 CONDUIT 36.0 0.4167 0.0130 C5A J5A J5 CONDUIT 1310.0 0.8550 0.0340 C15 J15 OUTFALL CONDUIT 66.0 0.4546 0.0110 OR1 P314 J15 ORIFICE *++#***+**#*+***#}**+ Cross Section Summary Full Full Hyd. Max. No. of Full Conduit _______________________________________________________________________________________ Shape Depth Area Rad. Width Barrels Flow C5 TRAPEZOIDAL 2.00 20.00 1.08 18.00 1 184.19 C6 TRAPEZOIDAL 2.00 20.00 1.08 18.00 1 100.98 C7 TRAPEZOIDAL 3.50 59.50 1.87 31.00 1 405. 68 C13 CIRCULAR 2.50 4.91 0.63 2.50 1 28.92 Cl CIRCULAR 1.50 1.77 0.38 1.50 1 18.20 C2 CIRCULAR 1.50 1.77 0.38 1.50 1 18.20 C3 CIRCULAR 1.50 1.77 0.38 1.50 1 5.79 C4 CIRCULAR 2.00 3.14 0.50 2.00 1 16.78 C10 CIRCULAR 2.50 4.91 0.63 2.50 1 42.76 C12 CIRCULAR 2.50 4.91 0.63 2.50 1 29.00 C11 CIRCULAR 2.50 4.91 0.63 2.50 1 28.85 C9 CIRCULAR 3.00 7.07 0.75 3.00 1 79.64 SWMM 5 Page 2 a Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 C8 HORIZ ELLIPSE 1.58 3.30 0.49 2.50 1 14.80 C14 CIRCULAR 2.50 4.91 0.63 2.50 1 26.48 C5A TRAPEZOIDAL 2.00 20.00 1.08 18.00 1 85.16 C15 CIRCULAR 2.50 4.91 0.63 2.50 1 32.68 *+*++**++*****i+***++ Control Actions Taken ************************** volume Depth Runoff Quantity Continuity +++Y++YY+iiiiiiiiiii+YY+YY acre-feet inches Total Precipitation ...... --------- 12.530 ------- 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 3.004 0.880 Surface Runoff ........... _ 9.512 2.785 Final Surface Storage .... 0.064 0.019 Continuity Error (9) ..... -0.395 ************************** Volume Volume Flow Routing Continuity i iii**ii**iii**i**ii+Y+YYY acre-feet 10^6 gal Dry Weather Inflow ....... _________ 0.000 --------- 0.000 Wet weather Inflow ....... 9.512 3.100 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 10.494 3.420 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.957 0.312 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... -0.247 *********#***************** Time -Step Critical Elements Link C15 (36.52%) Link Cl (17.51%) *******.********+*********#****+ Highest Flow Instability Indexes Link OR1 (29) +*+Y********************+ Routing Time Step Summary Minimum Time Step 0.50 sec Average Time Step 5.54 sec Maximum Time Step 10.00 sec Percent in Steady State 0.00 Average Iterations per Step 2.08 Subcatchment Runoff Summary ________________________________________________________________________________________________________ Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- SWMM 5 Page 3 Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 314A 3.67 0.00 0.00 0.47 3.19 0.17 13.54 0.870 314B 3.67 0.00 0.00 0.36 3.30 0.44 36.98 0.900 314C 3.67 0.00 0.00 0.59 3.07 0.18 11.22 0.836 314E 3.67 0.00 0.00 0.85 2.82 0.37 25.31 0.769 314D 3.67 0.00 0.00 0.60 3.06 0.42 28.82 0.834 314G 3.67 0.00 0.00 0.37 3.30 0.06 4.84 0.899 314K 3.67 0.00 0.00 1.16 2.50 0.21 12.32 0.683 314E 3.67 0.00 0.00 0.81 2.86 0.40 25.74 0.779 314J 3.67 0.00 0.00 1.36 2.31 0.50 27.03 0.630 314H 3.67 0.00 0.00 1.27 2.39 0.26 14.26 0.652 314I 3.67 0.00 0.00 0.83 2.84 0.09 6.89 0.775 Node Depth Summary ++++++++++++++++++ ________________________________________________ Average Maximum ________ Maximum ___________ Time of Max Depth Depth HGL Occurrence Node ___ Type Feet Feet Feet days hr:min _________---- J1 _________---- JUNCTION _____---- 0.16 1.00 _ _______ ---- _______ 0 00:40 J2 JUNCTION 0.16 1.14 5020.40 0 00:40 J3 JUNCTION 0.32 2.82 5018.27 0 00:40 J4 JUNCTION 0.23 1.37 5015.98 0 00:40 J5 JUNCTION 0.19 0.79 5013.59 0 00:44 J6 JUNCTION 0.40 1.67 4993.77 0 00:43 J7 JUNCTION 0.62 2.02 4982.46 0 0 0 : 4 4 J11 JUNCTION 1.42 5.24 4983.69 0 00:40 J12 JUNCTION 1.36 5.52 4984.15 0 00:39 J9 JUNCTION 0.31 2.07 5001.33 0 00:40 J10 JUNCTION 0.29 1.92 5001.68 0 00:40 J13 JUNCTION 0.40 2.04 4983.34 0 00:40 J8 JUNCTION 0.59 9.67 5002.40 0 00:38 J14 JUNCTION 0.39 2.02 4983.47 0 00:40 J5A JUNCTION 0.25 0.90 5024.90 0 00:43 J15 JUNCTION 1.16 2.84 4979.94 0 01:10 OUTFALL OUTFALL 1.03 2.33 4979.13 0 01:10 P314 STORAGE 1.95 5.25 4982.35 0 01:10 .++...+..+..+++.+.. Node Inflow Summary _____________________________________________________________________________________ Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node _____________________________________________________________________________________ Type CFS CFS days hr:min 10^6 gal 10^6 gal J1 JUNCTION 13.53 13.53 0 00:40 0.166 0.166 J2 JUNCTION 0.00 13.53 0 00:40 0.000 0.166 J3 JUNCTION 0.00 13.43 0 00:40 0.000 0.166 J4 JUNCTION 0.00 13.43 0 00:40 0.000 0.166 J5 JUNCTION 0.00 24.04 0 00:41 0.000 0.429 J6 JUNCTION 6.88 70.37 0 00:41 0. 088 1.140 J7 JUNCTION 27.02 113.33 0 00:42 0. 504 2.105 ill JUNCTION 25.31 54.12 0 00:40 0.372 0.800 J12 JUNCTION 28.82 28.82 0 00:40 0.418 0.419 J9 JUNCTION 11.22 48.03 0 00:40 0.184 0. 624 J10 JUNCTION 36.97 36.97 0 00:40 0.439 0.439 J13 JUNCTION 4.84 30.51 0 00:40 0.056 0.458 J8 JUNCTION 0.00 45. 64 0 00:40 0.000 0.623 J14 JUNCTION 25.73 25.73 0 00:40 0.402 0.402 J5A JUNCTION 14.26 14.26 0 00:40 0.263 0.263 J15 JUNCTION 0.00 53.46 0 01:10 0.000 3.415 OUTFALL OUTFALL 0.00 53.46 0 01:10 0.000 3.420 P314 STORAGE 12.31 162.93 0 00:42 0.207 3.399 SWMM 5 Page 4 Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 +****+##*****+******** Node Surcharge Summary Surcharging occurs when water rises above the top of the highest conduit Max. Height Min. Depth Hours Above Crown Below Rim Node _____________________________________________________________________ Type Surcharged Feet Feet J3 JUNCTION 0.16 1.319 1.931 J11 JUNCTION 1.,78 2.741 1.469 J12 JUNCTION 1.71 3.018 1.012 J8 JUNCTION 0.15 6.170 0.000 P314 STORAGE 1.71 1.498 0.652 Node Flooding Summary Flooding refers to all water that overflows a node, whether it ponds or not Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS __________________________________________________________________________ days hr:min 10^6 gal Feet J8 0.01 6.53 0 00:38 0.000 9.67 Storage Volume Summary ____________________________________________________ Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- P314 40.697 24 0 136.919 79 0 01:10 53 46 Outfall Loading Summary ----------------------------------------------------------- Flow Avg Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ____________________________________________________ OUTFALL 98.85 19.87 53.46 3.420 ___________________________________ ______ System 98.85 19.87 53.46 3.420 Link Flow Summary --------------- ____________________________________________ Maximum Time of Max Maximum Max/ Max/ IFlow; Occurrence IVelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth _____________________________________________________________________________ C5 CONDUIT 21.76 0 00:44 2.59 0.12 0.61 C6 CONDUIT 65.70 0 00:43 3.83 0.65 0.92 C7 CONDUIT 109.79 0 00:44 2.95 0.27 0.79 C13 CONDUIT 30.46 0 00:40 7.47 1.05 0.78 SWMM 5 Page 5 Provincetowne Filing Three SWMM Analysis, Job No. 39459.00 - Rev. 5/18/11 C1 CONDUIT 13.53 0 00:40 10.67 0.74 0.71 C2 CONDUIT 13.43 0 00:40 8.18 0.74 0.88 C3 CONDUIT 13.43 0 00:40 7.73 2.32 0.95 C4 CONDUIT 13.40 0 00:40 8.14 0.80 0.52 C10 CONDUIT 36.84 0 00:40 9.91 0.86 0.80 C12 CONDUIT 28.84 0 00:40 5.88 0.99 1.00 Cil CONDUIT 54.15 0 00:40 11.03 1.86 1.00 C9 CONDUIT 45.64 0 00:40 9.44 0.57 0.84 CS CONDUIT 45.64 0 00:40 13.87 3.08 1.00 C14 CONDUIT 25.70 0 00:40 6.03 0.97 0.81 C5A CONDUIT 12.02 0 00:43 2.65 0.14 0.42 C15 CONDUIT 53.46 0 01:10 11.01 1.64 0.97 OR1 ORIFICE 53.46 0 01:10 1.00 *****#+**++***+++*****+++** Flow Classification Summary _______________________________________________________________________ Adjusted --- Fraction of Time in Flow Class ---- /Actual Up Down Sub Sup Up Down Conduit _____________________________________________ Length Dry Dry Dry Crit Crit Crit Crit C5 1.00 0.01 0.01 0.00 0.98 -_______________ 0.00 0.00 0.00 C6 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 C7 1.00 0.00 0.01 0.00 0.54 0.00 0.00 0.45 C13 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00 Cl 1.00 0.01 0.00 0.00 0.29 0.70 0.00 0.00 C2 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00 C3 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 C4 1.00 0.01 0.00 0.00 0.64 0.35 0.00 0.00 C10 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 C12 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Cil 1.00 0.00 0.00 0.00 0.54 0.00 0.00 0.46 C9 1.00 0.01 0.00 0.00 0.06 0.03 0.00 0.91 C8 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00 C14 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 C5A 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 C15 1.00 0.00 0.00 0.00 0.48 0.52 0.00 0.00 **+********++*++++*++*+** Conduit Surcharge Summary --------------- Avg. Avg. Froude Flow Number Change ---------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit __-__ Both Ends Upstream Dnstream Normal Flow Limited C13 0.01 -------------------------------------------- 0.01 0.01 0.02 0.01 C3 0.01 0.01 0.01 0.28 0.01 C12 1.71 1.71 1.71 0.01 0.18 C11 1.74 1.74 1.75 0.23 0.18 C8 0.11 0.11 0.11 0.43 0.11 C15 0.01 0.01 0.01 2.06 0.01 Analysis begun on: wed May 18 09:20:23 2011 Analysis ended on: Wed May 18 09:20:23 2011 Total elapsed time: < 1 sec .39 0.0000 .36 0.0001 .25 0.0000 .47 0.0001 .54 0.0001 .76 0.0001 .64 0.0003 .75 0.0001 .91 0.0001 .23 0.0002 .37 0.0004 .43 0.0001 .55 0.0004 .67 0.0001 .43 0.0000 .03 0.0003 SWMM 5 Page 6 RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: PROVINCETOWNE FILING 3 PROJECT NO: 39459.00 COMPUTATIONS BY: JMJ DATE: 41512011 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria for 100-yr storm Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt): Sidewalks (concrete): Lawns (2-7%, "heavy soil'): Roof area: Runoff coefficient C % Impervious 0.95 100 0.95 96 0.25 25 0.95 90 JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 8525 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.8) SIDEWALK AREA (sq.it) PAVED AREA (sq.ft) LANDSCAPE AREA (sq.0) ROOF AREA (sq.ft) RUNOFF COEFF. (C) % Impervious Typical lot 0.11 5000 225 750 2025 2000 0.67 65.4 101 0.95 41249 1328 5371 24950 9600 0.53 52.2 102 1.43 62420 7866 8913 27162 18480 0.65 63.9 103 0.69 29853 2189 4960 15025 7680 0.60 59.4 104 0.99 42973 7250 9455 20752 5516 0.61 61.8 105 0.84 36779 0 0 27659 9120 0.42 41.1 106 0.41 17964 847 3502 8859 4755 0.60 60.2 107 0.94 41118 5130 6588 17161 12240 0.66 65.2 108 1.26 54994 4378 8060 24076 IB480 0.64 63.5 109 1.14 49708 7387 12090 24625 5606 0.60 61.1 110 2.29 99608 0 0 81037 18571 0.38 37.1 111 1.91 83184 10192 17050 35542 20400 0.65 65.0 112 5.19 226028 0 0 193868 32160 0.35 34.2 113 2.11 91724 12996 15500 42828 20400 0.62 62.2 114 2.24 97573 11149 14725 41698 30000 0.65 64.4 115 0.55 24138 842 0 15496 7800 0.50 48.5 116 1.94 84448 10944 12400 36624 24480 0.65 64.1 117 0.57 24987 3237 846 11544 9360 0.63 61.1 118 0.54 23492 1812 8131 10308 3241 0.64 65.4 119 2.28 99380 8687 8525 46408 35760 0.62 61.0 120 1.30 56733 6635 6975 26323 16800 0.63 61.8 121 2.01 87639 9576 10850 41533 25680 0.62 61.1 122 0.72 31186 1373 4023 18350 7440 0.54 53.3 123 0.91 39554 4993 3100 22821 8640 0.55 54.0 124 1.54 67263 9029 19324 29609 9301 0.64 65.1 125 0.94 40953 5951 17704 13033 4266 0.73 74.5 126 6.94 302159 0 0 272159 30000 0.32 31.5 127 1.85 80661 8208 17050 34043 21360 0.65 65.3 128 2.79 121501 8618 10850 61232 40800 0.60 58.6 129 2.58 112345 8208 17050 61887 25200 0.56 56.1 130 1.39 60464 5814 6200 32130 16320 0.58 57.1 131 0.55 24010 4271 6237 10950 2552 0.63 64.0 132 1.33 57692 7115 11803 38225 750 0.49 49.9 133 0.51 22325 0 0 12965 9360 0.54 52.3 134 1.06 46123 1377 0 31546 13200 0.47 45.7 135 0.66 28956 1990 0 23366 3600 0.39 38.0 137 0.87 37700 6156 13640 11936 5968 0.73 74.0 138 1.45 63186 5609 9688 32050 15840 0.59 59.1 139 0.69 29925 125 3328 18313 8160 0.52 51.4 140 2.81 122527 12996 22798 54573 32160 0.64 63.5 141 2.35 102344 13475 18600 44109 26160 0.65 64.6 142 0.69 29934 0 0 21502 8432 0.45 43.3 143 0.58 25198 0 0 20642 4556 0.38 36.8 144 0.96 41734 4133 9610 20791 7200 0.60 60.5 145 1.42 61979 4150 5437 45841 6552 0.43 43.2 ib6 0.61 26727 0 0 26727 0 0.25 25.0 147 2.11 92076 5786 24150 43065 19075 0.62 62.6 9350flow.xls DRAINAGE SUMMARY TABLE Design Point Tributary Sub -basin Area (ac) C (2) C (100) tc (2) (min) tc (100) (min) 0(2)tot (cfs) O(100)tot Ids) DRAINAGE STRUCTURE/REMARKS 1 101 0.95 0.53 0.66 12.9 12.9 1.0 4.3 2 102 1.43 0.65 0.81 6.4 5.0 2.4 11.5 3 103 0.69 0.60 0.75 7.6 5.6 1.0 4.9 2 102+103 2.12 na na 6.4 5.0 3.3 15.9 Confluence 1 101-(102+103) 3.07 na na 1 19.3 17.9 1 4.3 1 20.7 Continued Stream w/ Sump Inlet 4 104 0.99 0.61 0.76 7.7 6.1 1 1.5 7.0 Sump Inlet 5 105 0.84 0.42 0.53 8.5 7.3 0.8 3.9 5 101-105 4.90 0.00 0.00 0.0 0.0 6.6 31.6 Total Flow to Pond 312 6 106 0.41 0.60 0.76 6.4 5.0 0.6 3.1 7 107 0.94 0.66 0.82 7.2 5.6 1.6 7.3 6 106+107 1.26 na na 7.9 5.6 2.2 10.3 Confluence 8 108 1.26 1 0.64 0.80 T9 5.4 2.0 9.7 8 108-(106+107) 2.62 na na 1 15.1 11.0 4.2 1 20.0 Continued Stream w/ Sump Inlet 9 109 1.14 0.60 0.75 1 8.8 7.6 1.6 7.4 Sump Inlet 10 110 2.29 0.38 0.48 11.6 10.9 1.8 8.1 10 106-110 6.05 0.00 0.00 0.0 0.0 7.6 35.6 Total Flow To Pond 313 11 111 1.91 0.65 0.81 6.5 5.2 3.2 15.0 Sump Inlet 12 112 5.19 0.35 0.44 19.7 19.7 2.9 12.8 03 112+OS-3 9.32 na na 19.7 19.7 4.6 44.3 Confluence 13 113 2A 1 0.62 0.78 12.5 10.9 2.7 12.3 04 113-OS-4 2.21 na na 17.5 1 15.9 2.9 1 13.3 Stream 14 114 2.24 0.65 0.81 7.3 5.6 3.6 17.2 15 115 0.55 0.50 0.63 8.1 6.9 0.7 3.1 15 114+115 2.79 na na 7.3 5.6 4.2 19.8 Confluence 16 116 1.94 0.65 0.81 7.4 5.8 3.1 14.7 16 114+115+116 4.73 na na 7.3 5.6 7.3 33.9 Confluence 02 114+115+116+OS-2 4.90 na na 7.3 5.6 7.7 35.5 Confluence 17 117 0.57 0.63 0.78 1 9.4 7.4 0.8 3.9 06 117+OS-6 0.91 na na 6.8 6.5 1.4 1 6.8 Confluence 18 118 0.54 0.64 0.80 7.1 5.6 0.9 4.1 18 (117+OS-6)-118 1.45 na na 13.9 12.1 2.3 11.0 Stream 19 119 2.28 0.62 0.78 13.6 13.6 2.8 12.1 18 ((117+0&6}118)+119 3.73 na na 13.6 13.6 5.0 22.5 Confluence w/ On -grade Inlet 20 120 1.30 0.63 0.78 12.8 11.3 1.6 7.5 21 121 2.01 0.62 0.77 9.1 7.0 2.9 13.7 21 120+121 3.31 1 na na 1 9.1 7.0 4.0 18.4 Confluence 22 122 0.72 0.54 0.67 5.7 1 5.0 1.0 1 4.8 22 120+121+122 4.03 na na 9.1 7.0 4.9 22.6 Confluence 23 123 0.91 0.55 0.68 7.8 6.2 1.2 5.7 24 124 1.54 0.64 0.64 10.2 10.2 2.2 7.6 23 123-124 2.45 na na 18.0 16.4 3.4 13.3 1 Stream 22 120...124 6.48 na na 9.1 7.0 6.7 28.4 Confluence w/ Sump Inlet OS5 OS-5+OS-7 4.55 na na 12.0 12.0 3.5 14.2 Confluence 25 125 0.94 1 0.73 0.91 1 11.0 11.0 1 1.5 6.4 25 OS-5+OS-7+125 5.49 na na 11.0 11.0 4.9 20.3 Confluence w/ Sump Inlet 26 126 6.94 0.32 0.40 9.0 8.5 5.1 22.9 25 111-126 40.98 0.00 0.00 0.0 0.0 40.2 202.2 Total Flow to Pond 314 27 127 1.85 0.65 0.82 8.1 6.2 2.9 13.9 Sump Inlet 28 128 2.79 0.60 0.75 10.7 8.8 3.6 17.0 29 129 2.58 0.56 0.71 14.5 11.9 2.8 13.2 29 128+129 5.37 na na 10.7 8.8 5.7 26.8 Confluence 30 130 1.39 1 0.58 0.72 1 6.5 5.3 2.1 9.7 Sump Inlet 30 (128+129)-130 6.76 na na 17.2 14.1 7.7 36.4 Stream w/ Inlet 31 131 0.55 0.63 0.79 6.2 5.0 0.9 4.2 32 132 1.33 0.49 0.61 9.1 7.9 1.5 6.9 32 131-132 1.88 na na 15.3 12.9 2.4 11.1 Stream w/ Inlet 33 133 0.51 0.54 0.68 9.6 8.1 0.6 2.9 34 134 1.06 0.47 0.59 11.3 9.6 1.1 4.9 34 133-134 1.57 na na 20.8 17.7 1.7 7.8 Stream OSt 133-134+OS-1 2.20 na na 20.8 17.7 2.6 11.6 Confluence w/ Ex. Sum Inlet 35 135 HE 0.39 Pom 0.48 10.6 9.7 0.6 2.5 35 127-135 13.35 0.00 0.0 0.0 16.2 75.5 Total Flow to Pond 316 3945900flow.xls RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: PROVINCETOWNE FILING 3 JR Engineering PROJECT NO: 39459.00 2620 E. Prospect Rd., Ste. 190 COMPUTATIONS BY: 1M1 Fort Collins, CO 80525 DATE: 4/5/201 I 2 yr storm, Cf = 1.00 DIRECTRUNOFF CARRYOVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (in/hr) 0 (2) (cfs) from Design Point 0 (2) (CIS) 0(2)tot (CIS) 0 Typical lot 0.11 0.67 5.0 2.85 0.2 0.2 1 101 0.95 0.53 12.9 2.00 1.0 1.0 2 102 1.43 0.65 6.4 2.61 2.4 2.4 3 103 0.69 0.60 7.6 2.47 1.0 1.0 2 102+103 2.12 no 6.4 2.61 no 3.3 Confluence 1 101- 102+103 3.07 no 1 19.3 1.64 no 4.3 Continued Stream wl Sump Inlet 4 104 0.99 0.61 7.7 2.46 1.5 1.5 Sump Inlet 5 105 0.84 0.42 8.5 2.37 0.8 0.8 5 101-105 4.90 no 6.6 Total Flow to Pond 312 6 106 0.41 0 IO 6.4 2.61 0.6 0.6 7 107 0.94 D66 7.2 2.51 1.6 1.6 6 106+107 1.26 no 7.9 2.43 no 2.2 Confluence 8 108 1.26 0,64 7.9 2.43 2.0 2.0 8 108- 106+107 2.62 no 15.1 1.86 no 4.2 Continued Stream wl Sump Inlet 9 109 1.14 0,60 1 8.8 2.34 1.6 1.6 Sump Inlet 10 110 2.29 0.38 11.6 2.09 1.8 1.8 10 106-110 6.05 no 7.6 Total Flow To Pond 313 11 Ill 1.91 0,65 6.5 2.59 3.2 3.2 Sump Inlet 12 112 5.19 0.35 19.7 1.62 2.9 2.9 03 112+OS.3 9.32 no 19.7 1.62 no 4.6 Confluence 13 113 2.11 0.62 12.5 2.03 2.7 2.7 04 113-OS-4 2.21 no 17S 1.73 no 2.9 Stream 14 1 114 2.24 0.65 7.3 2.50 3.6 3.6 15 115 0.55 0.50 8.1 2.41 0.7 0.7 15 114+115 2.79 no 7.3 2.50 no 4.2 Confluence 16 116 1.94 0.65 7.4 2.49 3.1 3.1 16 114+115+116 4.73 no 7.3 2.50 no 7.3 Confluence 02 114+115+116+OS-2 4.90 no 7.3 2.50 no 7.7 Confluence 17 117 . 0.57 0,63 9.4 2.28 0.8 0.8 06 117+OS-6 0.91 no 6.8 2.56 no 1.4 Confluence 18 118 0.54 0.64 7.1 2.52 0.9 0.9 18 117+OS-6 -118 1.45 no 13.9 1.93 no 2.3 Stream 19 1 119 2.28 0.62 13.6 1.95 2.8 2.8 18 ((117+OS-6)-118)+119 3.73 no 13.6 1.95 no 5.0 Confluence w/On- rade Inlet 20 120 1.30 0.63 12.8 2.01 1.6 IS 21 121 2.01 0.62 9.1 2.31 2.9 2.9 21 120+121 3.31 no 9.1 2.31 no 4.0 Confluence 22 122 0.72 0.54 5.7 2.71 1.0 1.0 22 120+121+122 4.03 no 9.1 2.31 no 4.9 Confluence 23 123 0.91 0.55 7.8 2.45 1.2 1.2 24 124 1.54 0.64 10.2 2.21 2.2 2.2 23 1 123-124 2.45 no 18.0 1.70 no 3.4 Stream 22 120... 124 6.48 no 9.1 2.31 no 6.7 Confluence w/ Sump Inlet OS5 OS-5+OS-7 4.55 no 12.0 2.06 no 3.5 Confluence 25 125 0.94 0.73 11.0 2.15 1.5 1.5 25 OS-5+OS-7+125 5.49 no 11.0 2.15 no 4.9 Confluence w/Sum Inlet 26 126 6.94 0.32 9.0 2.32 5.1 5.1 25 111-126 40.98 40.17 Total Flow to Pond 314 27 127 1.85 0.65 8.1 2.41 2.9 2.9 Sump Inlet 28 128 2.79 0.60 10.7 2.17 3.6 3.6 29 129 2.58 0,56 14.5 1.90 2.8 2.8 29 128+129 5.37 no 10.7 2.17 no 5.7 Confluence 30 130 1.39 0.58 6.5 2.59 2.1 1 2.1 Sump Inlet 30 (128+129)-130 6.76 no 17.2 1.74 no 7.7 Stream w/Inlet 31 131 0.55 0.63 6.2 2.63 0.9 0.9 32 132 1.33 0.49 9.1 2.31 1.5 1.5 32 131-132 1.88 no 15.3 1.85 no 2.4 Stream w/Inlet 33 133 0.51 0.54 9.6 2.28 0.8 0.6 34 134 1.06 0.47 11.3 2.12 1+1 1.1 34 133-134 1.57 no 20.8 1.58 no 1.7 Stream OSt 133-134+OS-1 2.20 no 20.8 1.58 no 2.6 Confluence w/Ex. Sump Inlet 35 135 0.66 0.39 10.6 2.17 0.6 0.6 35 127-135 13.35 16.2 Total Flow to Pond 316 37 137 0.87 1 0.73 9.2 2.30 1.4 1.4 38 138 1.45 it" 10.1 2.22 1.9 1.9 3; 139 5.69 0.52 8.9 2.33 0.8 0.8 t• 3945900flow.xls RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: PROVINCETOWNE FILING 3 JR Engineering PROJECT NO: 39459.00 2620 E. Prospect Rd., Ste. 190 COMPUTATIONS BY: JMJ Fort Collins, CO 80525 DATE: 4/5/2011 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (in/hr) 0 (100) (cfs) from Design Point 0 (100) (cfs) 0(100)tot (cfs) 0 Typical lot 0.11 0.83 5.0 9.95 1.0 1.0 1 101 0.95 0.66 12.9 6.96 4.3 4.3 2 102 1.43 0.81 5.0 9.95 11.5 11.5 3 103 0.69 0.75 5.6 9.48 4.9 4.9 2 102+103 2.12 na 5.0 9.95 na 15.9 Confluence 1 101-(102+103) 3.07 1 no 1 17.9 5.95 na 20.7 Continued Stream wl Sump Inlet 4 104 0.99 0.76 6.1 9.23 7.0 7.0 Sump Inlet 5 105 0.84 0.53 7.3 8.70 3.9 3.9 5 101-105 4.90 13.50 no 31.6 Total Flow to Pond 312 6 106 0.41 0.76 5.0 9.95 3.1 3.1 7 107 0.94 0.82 5.6 9.45 7.3 7.3 6 106+107 1.26 no 5.6 9.45 no 10.3 Confluence 8 108 1.26 0.80 5.4 9.57 9.7 9.7 8 108-(106+107) 2.62 na 11.0 7.46 na 20.0 Continued Stream wl Sump Inlet 9 109 1.14 0.75 7.6 8sl 7.4 7.4 Sump Inlet 10 110 2.29 0.48 10.9 7.49 8.1 8.1 10 106-110 6.05 f 1 13.50 na 35.6 Total Flow To Pond 313 11 Ill 1.91 0.81 5.2 9.67 15.0 15.0 Sump Inlet 12 112 5.19 0.44 19.7 5.66 12.8 12.8 03 112+OS-3 9.32 no 19.7 5.66 no 44.3 Confluence 13 113 2.11 0.78 10.9 7A9 12.3 12.3 04 113-OS-4 2.21 no 15.9 6.31 na 13.3 Stream 14 1 114 2.24 0.81 5.6 9.47 17.2 17.2 15 115 0.55 0.63 6.9 8.90 3.1 3.1 15 114+115 2.79 na 5.6 9.47 na 19.8 Confluence 16 116 1.94 0,81 1 5.8 1 9.36 14.7 14.7 16 114+115+116 4.73 na 5.6 9.47 na 33.9 Confluence 02 114+115+116+OS-2 4.90 ne 5.6 9.47 na 35.5 Confluence 17 117 0.57 0.78 7A 8.70 3.9 3.9 06 117+OS-6 0.91 no 6.5 9.06 na 6.8 Confluence 18 118 0.54 0.80 5.6 9.49 4.1 4.1 18 (117+OS-6)-118 1.45 no 12.1 7.18 na 11.0 Stream 19 119 2.28 0.78 13.6 6.80 12.1 12.1 18 ((117+0S-6)-118)+119 3.73 na 13.6 6.80 na 22.5 Confluence wl On -grade Inlet 20 120 1.30 0.78 1 11.3 1 7.38 7.5 7.5 21 121 2.01 0.77 7.0 8.83 13.7 13.7 21 120+121 3.31 no 7.0 8.83 na 18.4 Confluence 22 122 0.72 0.67 5.0 9.95 4.8 4.8 22 120+121+122 4.03 na 7.0 8.83 na 1 22.6 Confluence 23 123 0.91 0.68 6.2 9.17 5.7 5.7 24 124 1.54 0.64 10.2 7.71 7.6 7.6 23 123-124 2.45 na 16.4 6.22 na 13.3 Stream 22 120... 124 6.48 na 7.0 8.83 no 28A Confluence wl Sump Inlet OS5 OS-5+OS-7 4.55 ne 1 12.0 1 7.19 na 14.2 Confluence 25 125 0.94 0.91 11.0 7.48 6.4 6.4 25 OS-5+OS-7+125 5.49 no 11.0 7.48 na 20.3 Confluence wl Sump Inlet 26 126 6.94 0A0 8.5 8.26 22.9 22A 25 111-126 40.98 13.50 202.19 Total Flow to Pond 314 27 127 1.85 0,82 6.2 9.18 13.9 13.9 Sump Inlet 28 1 128 2.79 0.75 8.8 8.14 17.0 17.0 29 129 2.58 0.71 11.9 7.23 13.2 13.2 29 128+129 5.37 na 8.8 8.14 ne 26.8 Confluence 30 130 1.39 0.72 1 5.3 1 9.63 9.7 9.7 Sump Inlet 30 (128+129)-130 6.76 na 14.1 6.69 na 36.4 Stream wl Inlet 31 131 0.55 0.79 5.0 9.76 4.2 4.2 32 132 1.33 0,61 7.9 8.48 6.9 6.9 32 131-132 1.88 no 12.9 6.96 na 11.1 Stream wl Inlet 33 133 0.51 0.68 8.1 8.40 2.9 2.9 34 134 1.06 0.59 9.6 7.89 4.9 4A 34 133-134 1.57 no 17.7 5.98 na 7.8 Stream 051 133-134+OS-1 2,20 na 17.7 5.98 no 11.6 Confluence wl Ex. Sump Inlet 35 135 0.66 0.48 1 9.7 1 7.86 2.5 2.5 35 127-135 13.35 13.50 75.5 Total Flow to Pond 316 37 137 0.87 0.91 8.2 8.38 6.6 6.6 38 138 1.45 0.74 8.5 8.25 8.9 8.9 39 139 0.69 0.65 7.4 8.66 1 3.9 1 3.9 T 3945900flow.xls LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: Detention Pond Emergency Overflow Spillway Sizing Provincetowne 39459.00 JMJ JR ENGINEERING 4/28/2011 Equation for flow over a broad crested weir Q=CLH" where C = weir coefficient = 2.6 H = overflow height L = length of the weir top of berm 0 LA spill b spill elevation —► The pond has a spill elevation equal to the maximum water surface elevation in the pond Size the spillway assuming that the pond outlet is completely clogged. Pond 314 Q (100) = 158.20 cfs (peak flow into pond) Spill elev = 4982.90 ft = 100-year WSEL Min top of berm elev.= 4984.00 Spill Flow Depth, H = 1.10 Weir length required: L = 52.7 ft Use L= 61 ft v = 2.30 ft/s spillway.xls co C3 N M 1 c"a 0 co C IP \ a 4 \\ N;' S T; 724 B'.6. L\ « BURIED FIPR i DETAIL SHEEETT1127 I �♦ POND 511 \ 100-1R OUSEL-{982.90 /�/i�ff\ / / I /- . _ EMERGENCY (SEE DETNL ON POND SUMMARY TABLE i o mffi a P POND POND 312 PONDd5313WOCV ELEV. (FO 11 4p72.11 {971.00 4867.020 012 0.VOLUME PROVIDED (AC -FT) - 0.20 0.12 0.100-YR WATER SURFACE ELEV. (Fr) 4975.05 NA 4968. - - 3.16 NA 0.47 VOLUME PROVIDED (AC -FT) 3.10 NA 0.47' POND 31!!�h POND 316 POND 317 WOCV ELEV. (Fr) - 4979.78 4989.82 4965.23 - - 0.8J 0.29 0.22 VOLUME PRO -ADM (AC -FT) . 0.83 0.20 1 0.22 100-YR WATER SURFACE ELEV. FO - 4982A 5000.51 1 NA KWVIKW VOL. - - 3.23 0.28 NA VOLUME PROVIDED (AC -FT) - 3.34 0.28 NA POND 319 WOLV ELEV. (FT) - NA VOLUME PROVIDED (AC -FT) -- NA 100-YR WATER SURFACE ELEV. (FT) - .02 VOLUME PROVIDED (AC -FT) - 0.00 C 18' TYPE L RIPRAP 6' TOPSOIL COVER TOP OF BERM +L H O 4 (MIN) SPILL CREST ELEVATION MCW L 100-YR WSEL OR WOCV ELEV. TYPICAL SECTION EMERGENCY OVERFLOW SPILLWAY N.T.S. SPILLWAY SUMMARY TABLE SPILLWAY 0100 LENGTH (L) FLOW DEPTH, (H) SPILL CREST ELEVATION TOP OF BERM ELEVATION AVG. SLOPE. (S) AM VELOCITY SPILLWAY MOTH POND 301 248 US 40 FT 1.2' 4974.83' 4976.00' 251 2.1 FT/S 8.2' POND 312 172 CFS 10 FT 2.0' 4969.48' 4971.50' 25% 1.5 FT/S 13' POND 313 586 OS 10 FT 2.0' 4967,99' 4970.00' 25% 1.5 FT/S 13' POND 314 158 CFS 81 FT 1.0 4982.90' 4984.00' 25X 2.5 FT/S 10' POND 316 33 CFS 10 FT 1.5, 5000.5D' 5002.00' 25% 1.9 FT/S 10' POND 317 23 CFS 5 FT 1.9' 4965.11' 4987.DO' 25E 2.0 FT/S 12.5' POND 319 1 41 CFS 10 FT 1.0' 5008.75' 5009.75' 2Sx 1.9 FT/S 7' 1112 IRWIN wum \.. 111,,fin•. 1 �f1 1 - _ PfiND�3a'� _ -�- 100- 3'IRIR BAN 00.5f1 �TRICKLE /O0.5% / I POND \ _-__OUSEL988.8 �� \�\MERGENCY - -` �/� 6'i5'v18" TYPE L 313 SPILLWAY "` -(SEE DETAIL ON SHEET 76) BURIED RIPRA - _ - - - - - -(SEE DETAIL SHEET 127)� y'v9'v18" TWE L / URIED RIPRAP (SEE DETAIL SHEET 127 SEET1RE (SEE (SEE DETAIL SHEER 1]OT I / POND 3171t WO OUTLET STRUCTURL� //' (SEE DETAIL SHEET 130 I WATER WAUTY �� / OND 312 \W0 OUTLET STRUCTURE f� O OUTLET SHEET 130) / ,----y\Y/f1/NEF \ \ 19'R5118' TYPE L / ,/ / SEE / URIED RIPRAP \ I(SE�E DETAIL SHEET 12)y -EMERGENCY SPILLWAY {,8' TYPE\/ TIED RIPRAP n�/,/� E DETAIL SHEET 127)/ /\\ / 1 I MaLd LEGEND SF SEDIMENT TRAP OSILT FENCE / I I IP INLET PROTECTION VEHICLE TRACKING CONTROL O ®O AND CONSTRUCTION ENTRANCE I PROPOSED RIPRAP PROPOSED EROSION CONTROL MATING I I I DESIGN POINT ' I 10 /I BASIN IDENTIFICATION 1.0 80 RUNOFF COEFFICIENT AREA IN ACRES FLOW DIRECION DRAINAGE SUB BASIN II I \1� � 100-YR OUSEL 11yy I\ II U / EL RIPRAP / :TAIL SHEET 127) ' SPILLWAY / L ON SHEET 76) CHANNEL SUMMARY TABLE I / CHANNEL 133X 0100, (CFS) FLOW DEPTH, D AVG. SLOPE AVO. VELOCITY H 8.5 0.77 2,0% 3.8 FT/S 1 17.0 0.99 205 1.1 FT/S ENKAMAT EROSION 1� D J1 CONTROL MATING. 4 4 OR EOUIV. 8• MIN. CHANNEL H-H AND 1-1 TYP. CROSS SECTION N.T.S. 100 So 0 100 SCALE: 1" - 1DO' 0 WN tP - N z� 8 rg .TS aoayNy��m'�mi Fwa�za�a� 0 i o a-_ GO o�Ioa tt p W J I M N w Y I p IJJ_UM Of wpZ n OL L z BID 0 YnU t1 N O Z N NRA10 OOOI THE Ol OPOIWl1A1 O m �/Y•n0 �!��Ay� ��J��y \ > O U V Q[Y i > s) z �SIONAL ENG VOIIAL (D 0 (n Z J K G PAL m 31646 lE FOl Ile ON lIY/ v w else a:Q ULI W O LY V Z S CL LLJ z d LJ J Q p z Q CRY 9f FWL Cogh% Odwim 9 M7R7IY PLAN APPROVAL GSCIOD BW. w /lfA•Gii oxLC1ED BM_I.wm+� _ SHEET 78 OF 135 CHMIKED 9I 2loe, 11.�11� JOB NO. 39459.00 REVISED C " 3 2108 No Text No Text