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HomeMy WebLinkAboutDrainage Reports - 08/31/1999 (2)PROPERTY OF C CN U I / h FORT COi�LOrti Fin a! rowed Report ; 9L-7 ateQsl JUG 12 3 9 . Final Drainage Report for Registry Ridge P.U.D. First Filing Fort Collins, Colorado June 14, 1999 Volume 3 ENGINEERING Final Drainage Report for Registry Ridge P.U.D. First Filing Fort Collins, Colorado June 14, 1999 Volume 3 1� Prepared for: U.S. Home Corporation Colorado Division 6000 S. Greenwood Plaza Blvd. Suite 200 Englewood, Colorado 80111 Prepared by: S'L+RVI 'G'�S, IN Northem E(gineenng Services, Im 420 S, Howes, Suite 202 Fon Collins, Colorado 80521 Phone,(970)2214158 Project Number: 9615.03 lJ APPENDICES Volume 1: Appendix A: SWMM Modeling Appendix B: Developed On -site Hydrology Appendix C: Street Capacity Plans: Existing Overall Drainage Plan Developed Overall Drainage Plan Fossil Creek Basin SWMM Schematic Lang Gulch HEC-2 Mapping Volume 2: Appendix D: Design of Inlets Appendix E: Design of Swales Appendix F: Design of Culverts Appendix G: Design of Storm Sewers Plans: SWMM Basin Delineation using City of Fort Collins Aerial Topography Volume 3: Appendix H: Detention Pond Rating Curves Appendix I: HEC-2 Modeling Appendix J: Riprap and Channel Erosion Control Appendix K: Erosion Control Calculations Appendix L: Off -Site Improvements Appendix M: Arterial Street Improvements Appendix N. Easernert (REMOVED) Appendix O: Design of Pond Emergency Overflow Weirs Appendix P: Floodplain Permit 1 Plans: Pond 301 Topography HEC-2 Cross -Sections H [1 I I I Cl I 1 I Detention Pond Rating Curve Methodology The computer model "Watershed Modeling" ("Watershed") module by Eagle Point Software has been used to generate all detention pond rating curves, both existing and proposed. These rating curves are then input into the appropriate SWMM model. The Watershed model, unfortunately, does not use a tailwater rating curve in the analysis of culverts. A constant tailwater elevation is the only option at this time. The computer model HY8 is typically used for culvert analysis and does account for a variable tailwater. Unfortunately, this HY8 rating curve cannot be input into the Watershed model as a manual rating without a conflict occurring with the pond stage/volume rating. Eagle Point Software is attempting to correct/update their software. In the interim, the input data for the culvert in Watershed must be calibrated in order to mimic the HY8 rating curve as nearly as possible. This is best accomplished by adjusting the orifice coefficient to a value which is typically 0.2. The constant tailwater elevation entered into the culvert data in Watershed is calculated by adding the depth of flow in ' the downstream conveyance element (typically a Swale), at the peak outflow of the pond, to the invert of the downstream end of the pond outlet pipe. Every attempt has been made to analyze detention ponds with the most accurate modeling techniques available. At this time, this can only be accomplished by combining information from several computer models. The following is a summary of the computer models used in the analysis of detention ponds and their specific purpose. 1) "Surface Modeling" module by Eagle Point Software. Used to generate a TIN. The routine uses an advanced algorithm which forms triangles to create a TIN (Triangulated Irregular Network) based on three- dimensional contours drawn in AutoCad. 2) "Watershed Modeling" module, Detention, Reservoirs by ' Eagle Point Software. Used to generate a pond stage/storage rating based on the TIN created in Surface Modeling. 3) "HY8" computer program by the U.S. Department of Transportation, Federal Highway Administration (FWHA). Used to generate a culvert rating for the pond outlet pipe. The program uses methods outlined in FWHA ' Hydraulic Design Series No. 5 4) "Watershed Modeling" module, Detention, Outlet Structures by Eagle Point Software. Used to generate an outlet structure rating curve. For culverts, this model uses methods outlined in FWHA Hydraulic Design Series Nc.S (HDS-5). r EXISTING POND 301 !'SMOIDAL M'IHOD ORIGINAL SURFACE ExisSng Pond 301 FINAL SURFACE Roz TIN le, 5053.00 EXISTING 60" RCP I 11 1 I , J r 'I 1 I 11 See V= 50' Plan in the back of this report I r Elevation Area (sf) Average Area Volume (cu ) r 5040.450 0.000 0.000 0.000 5040.500 0.460 0.230 0.008 5041.000 116.757 58.609 15.321 5041.500 296.224 206.491 96.288 5042.000 707.329 501.777 233.974 5042.500 1172.498 939.914 460.399 5043.000 2318.714 1745.606 791.916 5043.500 4159.061 3238.887 1597.043 5044.000 7068.532 5613.796 2683.982 5044,500 12225.794 9647,163 4762.078 5045.000 27585.764 19905.779 7895.207 5045.500 39693.751 33639.757 16571.374 5046.000 78772.340 59233.046 24116.396 5046.500 102227.120 90499.730 45095.165 5047.000 135965.633 119096.377 57913.777 5047.500 178031.825 156998.729 78403.607 5048.000 310868.125 244449.975 99970.097 5048.500 381951.181 346409.653 172906.869 5049.000 510284.597 446117.889 210242.535 5049.500 593953.889 552119.243 275891.675 5050.000 708217.382 651085.636 318817.229 5050.500 753757.864 730987.623 365377.069 5051.000 814079.070 783918.467 388849.956 5051.500 858485.310 836282.190 417985.291 5052.000 916247.788 887366.549 441123.235 5052.500 977932.230 947090.009 473465.284 5053,000 1044352,711 1011142,470 504785.830 r, i I I �i D 1= 3 Cum Volume (cu4 t) Cum Volume (ac-ft) Existing Pond 301 0.000 0.000 0.008 0.000 15.329 0.000 111.617 0.003 345.591 0.008 805.990 0.019 1597.906 0.037 3194.949 0.073 5878.931 0.135 10641.009 0.244 18536.216 0.426 35107.590 0.806 59223.986 1.360 104319.151 2.395 162232.928 3.724 240636.535 5.524 340606.632 7.819 513513.501 11.789 723756.036 16.615 999647.711 22.949 1318464.940 30.268 1683842.009 38.656 2072691.966 47.582 2490677.257 57.178 2931800.492 67.305 3405265.776 78.174 3910051.605 89.762 r 9/1/98 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Existing Pond 301 Rating [RATING CURVE LIMIT] Minimum Elevation ......................... = Maximum Elevation ......................... = ElevationIncrement ....................... = [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) (cuft) -------------------------------- 5040.50 0.01 5041.00 15.33 5041.50 111.62 5042.00 345.59 5042.50 805.99 5043.00 1597.91 5043.50 3194.95 5044.00 5878.93 5044.50 10641.01 5045.00 18536.22 5045.50 35107.59 5046.00 59223.99 5046.50 104319.15 5047.00 162232.93 5047.50 240636.54 5048.00 340606.63 5048.50 513513.50 5049.00 723756.04 5049.50 999647.71 5050.00 1318464.94 5050.50 1683842.01 5051.00 2072691.97 5051.50 2490677.26 5052.00 2931800.49 5052.50 3405265.78 5053.00 3910051.61 Page 1 5040.45 (ft) 5051.85 (ft) 0.15 (ft) r5 9/l/98 Page 2 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 TYPE MANUAL RATING CURVE DESCRIPTION Manual Rating for 60" RCP [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) --------------------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) 0.00 -- ----------------------------------------------- 5040.45 0.000 0.00 0.00 2.60 5043.05 0.039 1717.92 48.69 3.60 5044.05 0.143 6243.54 84.19 4.60 5045.05 0.458 19938.91 123.95 5.60 5046.05 1.451 63217.13 163.36 6.60 5047.05 3.883 169134.10 198.59 7.60 5048.05 8.180 356320.19 226.09 8.60 5049.05 17.206 749475.54 252.93 9.60 5050.05 31.083 1353986.83 277.32 10.55 5051.00 47.582 2072691.97 305.00 11.40 5051.85 64.267 2799463.52 1000.00 F1 1 r Pages H6 and H7 ' Intentionally Left Blank 1 i r O r r 1 i r r 1 I I 1 r r r r 1 9/1/98 OUTLET STRUCTURE REPORT RECORD NUMBER : 1 TYPE : MANUAL RATING CURVE DESCRIPTION : Manual Rating for 60" RCP Pond 301 Outlet Pipe [RATING CURVE LIMIT] MinimumElevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [Manual Flow Value vs. Elevation] From HY8 Output ELEVATION FLOW (ft) --------------------------------- (cfs) 504448 100.00 5047.09 200.00 5051.00 300.00 5051.29 400.00 5051.43 500.00 5051.54 600.00 5051.63 700.00 5051.71 800.00 5051.78 900.00 5051.85 1000.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ----------------------------------------------- STAGE ELEVATION FLOW ----------------------------------------------- (ft) (cfs) 0.00 5040.45 0.00 2.60 5043.05 48.69 3.60 5044.05 84.19 4.60 5045.05 123.95 5.60 5046.05 163.38 6.60 5047.05 198.59 7.60 5048.05 226.09 8.60 5049.05 252.93 9.60 5050.05 277.32 10.55 5051.00 305.00 11.40 5051.85 1000.00 Page 1 5040.45 (ft) 5051.85 (ft) 0.15 (ft) H 8 1 Existing 6011 RCP at Lang Gulch and Shields Street CURRENT DATE: 09-01-1998 FILE DATE: 09-01-1998 CURRENT TIME: 12:10:20 FILE NAME: REG-301 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 , C SITE DATA I CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) 1 5040.45 (ft) 5037.92 (ft) 68.00 MATERIAL 1 RCP (ft) 5.00 (ft) 5.00 n .013 TYPE CONVENTIONAL 2 3 4 5 ' 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-301 DATE: 09-01-1996 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5040.45 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5044.48 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5047.09 200.0 200.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5051.00 300.0 295.4 0.0 0.0 0.0 0.0 0.0 3.03 9 ' 5051.29 400.0 301.0 0.0 0.0 0.0 0.0 0.0 96.31 8 5051.43 500.0 304.0 0.0 0.0 0.0 0.0 0.0 192.54 6 5051.54 600.0 306.1 0.0 0.0 0.0 0.0 0.0 289.00 5 5051.63 700.0 307.9 0.0 0.0 0.0 0.0 0.0 389.49 5 5051.71 800.0 309.4 0.0 0.0 0.0 0.0 0.0 484.87 4 5051.78 900.0 310.8 0.0 0.0 0.0 0.0 0.0 583.87 4 5051.85 1000.0 312.1 0.0 0.0 0.0 0.0 0.0 683.05 4 5050.93 294.1 294.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING ' 09-01-1998 r ITERATIVE SOLUTION ERRORS FILE: REG-301 DATE: SUMMARY OF HEAD ELEV (ft) HEAD ERROR (ft) TOTAL FLOW (cfs) FLOW ERROR (cfs) % FLOW ERROR 5040.45 0.000 0.00 0.00 0.00 5044.48 0.000 100.00 0.00 0.00 5047.09 0.000 200.00 0.00 0.00 5051.00 -0.008 300.00 1.55 0.52 5051.29 -0.004 400.00 2.64 0.66 5051.43 -0.005 500.00 3.44 0.69 5051.54 -0.006 600.00 4.85 0.81 5051.63 -0.004 700.00 2.58 0.37 , 5051.71 -0.007 800.00 5.71 0.71 5051.78 -0.007 900.00 5.32 0.59 5051.85 -0.006 1000.00 4.85 0.48 , <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 1 2 CURRENT DATE: 09-01-1998 CURRENT TIME: 12:10:20 FILE FILE DATE: NAME: 09-01-1998 REG-301 PERFORMANCE CURVE FOR CULVERT 1 - 1( 5.00 (ft) BY 5.00 (ft)) RCP ' DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (Cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5040.45 0.00 -0.45 0-NF 0.00 0.00 0.00 2.08 0.00 0.00 100.00 5044.48 4.03 1.97 1-S2n 1.51 2.84 1.80 3.90 15.70 4.39 200.00 5047.09 6.64 4.32 1-S2n 2.19 4.03 2.73 4.25 18.25 5.41 295.42 5051.00 10.55 7.43 5-S2n 2.75 4.74 3.44 4.47 20.51 6.26 301.05 5051.28 10.83 7.65 5-S2n 2.79 4.78 3.48 4.65 20.62 6.87 304.02 5051.43 10.98 306.15 5051.54 11.09 7.76 7.84 5-S2n 5-S2n 2.80 2.81 4.81 4.82 3.51 3.52 4.78 4.90 20.67 20.71 7.34 7.73 307.93 5051.63 11.18 6.01 4-FFt 2.83 4.83 2.83 5.01 26.93 8.08 309.41 5051.70 11.25 8.13 4-FFt 2.83 4.85 2.83 5.08 26.96 8.31 310.81 5051.78 11.33 8.18 4-FFt 2.84 4.86 2.84 5.08 26.99 8.31 312.10 5051.84 11.39 8.23 4-FFt 2.85 4.87 2.85 5.08 27.02 8.31 El. inlet face invert 5040.45 ft El. outlet invert 5037.92 ft ' El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5040.45 ft OUTLET STATION 67.95 ft OUTLET ELEVATION NUMBER OF BARRELS 5037.92 1 ft SLOPE (V/H) 0.0372 CULVERT LENGTH ALONG SLOPE 68.00 ft +++++ CULVERT DATA SUMMARY ++++++++++++++++++++++++ BARREL SHAPE CIRCULAR BARREL DIAMETER 5.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL INLET DEPRESSION . GROOVED END PROJECTION NONE 11 I Cl n .J 3 CURRENT DATE: 09-01-1998 FILE DATE: 09-01-1998 CURRENT TIME: 12:10:20 FILE NAME: REG-301 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))) TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: REG-301 MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 07-23-1997 LEFT CHANNEL BOUNDARY 2 RIGHT CHANNEL BOUNDARY 4 MANNING n LEFT OVER BANK 0.045 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.045 SLOPE OF CHANNEL 0.0184 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 904.50 5043.00 2 1000.00 5042.00 3 1011.75 5041.00 4 1015.70 5040.00 5 1021.80 5041.00 6 1056.80 5042.00 7 1098.90 5043.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL , FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 5040.00 0.000 2.08 0.00 0.00 ' 100.00 5041.82 0.943 3.90 4.39 0.76 200.00 5042.17 0.994 4.25 5.41 1.04 300.00 5042.39 1.031 4.47 6.26 1.30 400.00 5042.56 1.055 4.65 6.87 1.50 500.00 5042.70 1.073 4.78 7.34 1.65 600.00 5042.82 1.087 4.90 7.73 1.79 700.00 5042.93 1.099 5.01 8.08 1.91 800.00 5043.00 1.106 5.08 8.31 1.99 ' 900.00 5043.00 1.106 5.08 8.31 1.99 1000.00 5043.00 1.106 5.08 8.31 1.99 Note: Shear stress was calculated using R. i r I I I r r r r r r r r r r r r I r CURRENT DATE: 09-01-1998 CURRENT TIME: 12:10:20 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5052.88 2 74.24 5052.12 3 148.61 5051.55 4 225.56 5051.33 5 301.74 5050.93 6 383.34 5050.96 7 464.51 5051.10 8 527.18 5051.56 9 607.44 5052.33 10 689.24 5053.22 PAVED 41.00 ft 4 FILE DATE: 09-01-1998 FILE NAME: REG-301 r No Text o-57" zz'ssOs z 601 �i'Zsos �s-1=os OI'1 G.pG -j7 i'o c+<c5 19"/dyl i Z+'?5n5 o6'c5c� G' o I 1 1 1 1 1 1 EXISTW4G POND 302 ' saw r. 2W O✓c�--��?i,JG�NcirZ r 1 A Is [I 1 1 1] 1 1 I 1 1 CJ r LI i Fl L i I I 1 Elevation 5030.360 5030.400 5030.600 5030.800 5031.000 5031.200 5031.400 5031.600 5031.800 5032.000 5032.200 5032.400 5032.600 5032.600 5033.000 5033.200 5033.400 5033.600 5033.800 5034.000 5034.200 5034.400 5034.600 5034.800 5035.000 5035.200 5035.400 5035.600 5035.800 5036.000 5036.200 5036.400 5036.600 5036.800 5037.000 5037.200 5037.400 5037.600 5037.800 5038.000 5038.200 5038.400 5038.600 5038.800 5039.000 5039.200 5039.400 5039.600 5039.800 5040.000 5040.200 5040.400 5040.600 5040.800 5041.000 5041.200 5041.400 Area (sf) 0.000 0.688 21.903 58.198 106.846 117.644 130.384 145.624 166.703 210.418 234.991 257.611 280.604 317.923 385.610 409.046 431.787 453.830 475.178 738.635 780.092 831.134 891.762 961.974 1117.393 1299.222 1540.753 1843.137 2248.779 2844.476 3224.541 3627.944 4054.685 4504.763 5019.459 5578.544 6179.970 6828.626 7526.960 8561.450 10272.527 11986.743 13712.144 15456.758 18611.220 24022.858 29524.669 35121.099 40823.056 51660.854 59670.081 68364.208 77743.234 87807.160 124337.923 144118.191 165435.506 Average Area 0.000 0.344 11.295 40.050 82.522 112.245 124.014 138.004 156.164 188.561 222.704 246.301 269.108 299.264 351.767 397.328 420.416 442.808 464.504 606.907 759.364 805.613 861.448 926.868 1039.684 1208.308 1419.987 1691.945 2045.958 2546.627 3034.508 3426.242 3841.314 4279.724 4762.111 5299.002 5879.257 6504.298 7177.793 8044.205 9416.988 11129.635 12849.443 14584.451 17033.989 21317.039 26773.764 32322.884 37972.078 46241.955 55665.468 64017.144 73053.721 82775.197 106072.541 134228.057 154776.848 Volume (cu-ft) 0.000 0.009 1.870 7.812 16.292 22.416 24.773 27.528 31.134 35.976 44.571 49.297 53.694 59.588 68.694 79.475 84.099 88.568 92.924 97.104 151.709 160.972 172.117 185.246 200.191 240.198 283.656 336.685 407.543 502.322 606.475 684.936 767.774 855.785 947.737 1059.043 1175.244 1299.892 1435.048 1579.330 1883.149 2226.252 2569.122 2917.536 3266.713 4261.294 5354.437 6461.422 7595.773 8741.370 11120.748 12793.851 14597.030 16548.864 18621.052 26817.855 30934.038 Cum. Volume (cu-ft) 0.000 0.009 1.879 9.691 25.983 48.399 73.171 100.700 131.834 167.809 212.380 261.678 315.372 374.960 443.654 523.129 607.228 695.796 788.720 885.824 1037.533 1198.505 1370.622 1555.868 1756.058 1996.257 2279.913 2616.598 3024.142 3526.464 4132.939 4817.875 5585.649 6441.434 7389.171 8448.214 9623.457 10923.349 12358.397 13937.727 15820.876 18047.128 20616.250 23533.786 26800.499 31061.793 36416.230 42877.653 50473.426 59214.796 70335.545 83129.395 97726.425 114275.289 132896.342 159714.196 190648.234 41 (- Cum. Volume (ac-ft) Existing Pond 302 0.000 0.000 0.000 0.000 0.001 0.001 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.009 0.010 0.012 0.014 0.016 0.018 0.020 0.024 0.028 0.031 0.036 0.040 0.046 0.052 0.060 0.069 0.081 0.095 0.111 0.128 0.148 0.170 0.194 0.221 0.251 0.284 0.320 0.363 0.414 0.473 0.540 0.615 0.713 0.836 0.984 1.159 1.359 1.615 1.908 2.243 2.623 3.051 3.667 4.377 f i "7 5041.600 188289.868 176862.687 35341.449 225989.684 5.188 5041.800 212681.278 200485.573 40084.023 266073.707 6.108 5042.000 291094.345 251887.812 45094.282 311167.989 7.143 5042.200 323002.272 307048.308 61399.712 372567.701 8.553 5042.400 355319.816 339161.044 67831.654 440399.355 10.110 5042.600 388046.977 371683.396 74321.939 514721.293 11.816 5042.800 421183.756 404615.366 80933.821 595655.115 13.674 5043.000 476718.162 448950.959 87571.753 683226.868 15.685 I 6/12/99 Page 1 ' RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE . MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Existing Pond 302 Stage -Discharge Rating [RATING CURVE LIMIT] Minimum Elevation....... - 5030.36 (ft) Maximum Elevation........... .............. _ 5042.00 (ft) 1 Elevation Increment ....................... - 0.20 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) (cuft) ------------------------------------------------ 5030.40 0.01 ' 5030.60 1.88 5030.80 9.69 5031.00 25.98 5031.20 48.40 5031.40 73.17 5031.60 100.70 5031.80 131.83 5032.00 167.81 5032.20 212.38 5032.40 261.68 5032.60 315.37 5032.80 374.96 5033.00 443.65 5033.20 523.13 5033.40 607.23 ' 5033.60 695.80 5033.80 788.72 5034.00 885.82 5034.20 1037.53 5034.40 1198.51 5034.60 1370.62 5034.80 1555.67 5035.00 1756.06 ' 5035.20 1996.26 5035.40 2279.91 5035.60 2616.60 D:\Projects\REG\PONDS\EPond302.rtg iJ 6/12/99 Page 2 [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5035.80 3024.14 5036.00 3526.46 5036.20 4132.94 5036.40 4817.88 5036.60 5585.65 5036.80 6441.43 5037.00 7389.17 5037.20 8448.21 5037.40 9623.46 5037.60 10923.35 5037.80 12358.40 5038.00 13937.73 5038.20 15820.88 5038.40 18047.13 5038.60 20616.25 5038.80 23533.79 5039.00 26800.50 5039.20 31061.79 5039.40 36416.23 5039.60 42877.65 5039.80 50473.43 5040.00 59214.80 5040.20 70335.54 5040.40 83129.40 5040.60 97726.43 5040.80 114275.29 5041.00 132896.34 5041.20 159714.20 5041.40 190648.23 5041.60 225989.68 5041.80 266073.71 5042.00 311167.99 5042.20 372567.70 5042.40 440399.35 5042.60 514721.29 5042.80 595655.11 5043.00 683226.87 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 4 TYPE MANUAL RATING CURVE DESCRIPTION Manual Rating for 5'x 8' RCB D:\Projects\REG\PONDS\EPond302.rtg CI f.� 1 1 i E r I I I 6/12/99 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) Page 3 - STAGE --------------------------------------------------- ELEVATION STORAGE A STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) ------------------------------------------------------------------------ 0.00 5030.36 0.00 0.00 0.00 1.80 5032.16 0.005 203.47 45.00 2.80 5033.16 0.012 507.23 70.00 3.80 5034.16 0.023 1007.19 119.65 4.80 5035.16 0.045 1948.22 176.23 5.80 5036.16 0.092 4011.64 297.14 6.80 5037.16 0.189 8236.41 397.82 7.80 5038.16 0.354 15444.25 472.50 8.80 5039.16 0.694 30209.53 490.00 9.80 5040.16 1.564 68111.40 505.16 10.80 5041.16 3.543 154350.63 549.75 11.64 5042.00 7.143 311167.99 660.00 D:\Projects\REG\PONDS\EPond302.rtg tiZ( 6/12/99 Page 1 OUTLET STRUCTURE REPORT_ RECORD NUMBER 4 TYPE MANUAL RATING CURVE DESCRIPTION Manual Rating for 5'X $' RCB [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [Manual Flow Value vs. Elevation] ----------------------------------------------- ELEVATION FLOW (ft) ----------------------------------------------- (cfs) 5033.16 70.00 5034.57 140.00 5035.71 210.00 5035.98 280.00 5036.19 300.00 5037.38 420.00 5038.42 490.00 5039.82 490.00 5041.39 560.00 5041.85 630.00 5042.20 700.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ----------------------------------------------- STAGE ELEVATION FLOW ----------------------------------------------- (ft) (cfs) 0.20 5030.56 5.00 0.40 5030.76 10.00 0.60 5030.96 15.00 0.80 5031.16 2C.00 1.00 5031.36 25.00 1.20 5031.56 30.00 1.40 5031.76 35.00 1.60 5031.96 40.00 1.80 5032.16 45.00 2.00 5032.36 50.00 2.20 5032.56 55.00 2.40 5032.76 60.00 D:\Projects\REG\PONDS\ManRtg5x8.rtg 5030.36 (ft) 5042.00 (ft) 0.20 (ft) I I I LJ r L1 I 6/12/99 (Culvert Weir Discharge Value vs. Stage) (the elevation increment is 0.2) -- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------------------- 2.60 5032.96 65.00 2.80 5033.16 70.00 3.00 5033.36 79.93 3.20 5033.56 89.86 3.40 5033.76 99.79 3.60 5033.96 109.72 3.80 5034.16 119.65 4.00 5034.36 129.57 4.20 5034.56 139.50 4.40 5034.76 151.67 4.60 5034.96 163.95 4.80 5035.16 176.23 5.00 5035.36 188.51 5.20 5035.56 200.79 5.40 5035.76 222.96 5.60 5035.96 274.81 5.80 5036.16 297.14 6.00 5036.36 317.14 6.20 5036.56 337.31 6.40 5036.76 357.48 6.60 5036.96 377.65 6.80 5037.16 397.82 7.00 5037.36 417.98 7.20 5037.56 432.12 7.40 5037.76 445.58 7.60 5037.96 459.04 7.80 5038.16 472.50 8.00 5038.36 485.96 8.20 5038.56 490.00 8.40 5038.76 490.00 8.60 5038.96 490.00 8.80 5039.16 490.00 9.00 5039.36 490.00 9.20 5039.56 490.00 9.40 5039.76 490.00 9.60 5039.96 496.24 9.80 5040.16 505.16 10.00 5040.36 514.08 10.20 5040.56 522.99 10.40 5040.76 531.91 10.60 5040.96 540.83 10.80 5041.16 549.75 11.00 5041.36 558.66 11.20 5041.56 585.87 11.40 5041.76 616.30 11.60 5041.96 652.00 11.80 5042.16 692.00 ID:\Projects\REG\PONDS\ManRtg5x8.rtg Page 2 l 1 Existing 51x 8' RCB at Railroad Crossing #4 1 CURRENT DATE: 06-12-1999 FILE DATE: 06-12-1999 CURRENT TIME: 09:52:47 FILE NAME: REG-E5X8 , ++++++++++++++++++++++++++ FHWA CULVERT ANALYSIS ++++++++++++>+++++++++++++ HY-8, VERSION 6.0 ++++++++++++++++++++++++++ I C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET IU I--------------------------I-----------------------------------------------I I L I INLET OUTLET CULVERT BARRELS ' V I ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING 1 INLET 1 INO.I (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE I 1 1 15030.36 5030.35 30.00 1 RCB 8.00 5.00 .013 CONVENTIONALI , 1 2 1 1 3 1 1 4 1 15 1 I , 1 6 1 I SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-E5X8 DATE: 06-12-1999 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5030.36 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5033.16 70.0 70.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5034.57 140.0 140.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5035.71 210.0 210.0 0.0 0.0 0.0 0.0 0.0 0.00 1 , 5035.98 280.0 280.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5036.19 300.0 300.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5037.38 420.0 420.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5038.42 490.0 490.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5041.39 560.0 494.8 0.0 0.0 0.0 0.0 0.0 65.15 5 5041.85 630.0 496.8 0.0 0.0 0.0 0.0 0.0 130.77 4 5042.20 700.0 497.0 0.0 0.0 0.0 0.0 0.0 201.34 4 5039.82 490.0 490.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-E5X8 DATE: 06-12-1999 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5030.36 0.000 0.00 0.00 0.00 5033.16 0.000 70.00 0.00 0.00 5034.57 0.000 140.00 0.00 0.00 5035.71 0.000 210.00 0.00 0.00 ' 5035.98 0.000 280.00 0.00 0.00 5036.19 0.000 300.00 0.00 0.00 5037.38 0.000 420.00 0.00 0.00 5038.42 0.000 490.00 0.00 0.00 t 5041.39 0.000 560.00 0.10 0.02 5041.85 -0.008 630.00 2.41 0.38 5042.20 -0.005 700.00 1.65 0.24 ' <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 1 I 2 CURRENT DATE: 06-12-1999 FILE DATE: 06-12-1999 ' CURRENT TIME: 09:52:47 FILE NAME: REG-E5X8 PERFORMANCE CURVE FOR CULVERT 1 - 1( 8.00 (ft) BY 5.00 (ft)) RCB ' DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ++++++++*++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++++++++++++++ 0.00 5030.36 0.00 0.00 D-NF 0.00 0.00 0.00 0.01 0.00 0.00 70.00 5033.16 2.05 2.80 3-M2t 3.06 1.34 2.58 2.58 3.39 3.27 140.00 5034.57 3.26 4.21 3-M2t 5.00 2.12 3.81 3.81 4.60 4.25 210.00 5035.71 4.27 5.35 3-M2t 5.00 2.78 4.78 4.78 5.49 4.95 280.00 5035.98 5.19 5.62 3-M2t 5.00 3.37 4.78 5.63 5.49 5.52 300.00 5036.19 5.44 5.83 3-M2t 5.00 3.53 4.78 5.84 5.49 5.66 ' 420.00 5037.38 7.02 6.93 3-M2t 5.00 4.42 4.78 6.94 10.98 6.35 490.00 5038.42 8.06 7.47 3-M2t 5.00 4.89 4.78 7.48 12.81 6.68 494.76 5038.49 8.13 8.07 3-M2t 5.00 4.93 4.78 8.08 12.94 7.03 ' 496.82 5031,14 8.16 497.00 5039.19 8.17 8.48 3-M2t 5.00 8.83 3-M2t 5.00 4.94 4.78 8.49 4.94 4.78 12.94 7.27 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 8.84 12.94 7.46 El. inlet face invert 5030.36 ft El. outlet invert 5030.35 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5030.36 ft OUTLET STATION 30.00 ft OUTLET ELEVATION 5030.35 ft ' NUMBER OF BARRELS 1 SLOPE (V/H) 0.0003 CULVERT LENGTH ALONG SLOPE 30.00 ft CULVERT DATA SUMMARY **********************+* BARREL SHAPE BOX BARREL SPAN 8.00 ft BARREL RISE 5.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL 1.5:1 BEVEL (90 DEG.) ' INLET DEPRESSION NONE 1 I I r-' Zj 3 CURRENT DATE: 06-12-1999 FILE DATE: 06-12-1999 , CURRENT TIME: 09:52:47 FILE NAME: REG-E5X8 +++++++*+++++++++*++++++++ TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION MAIN CHANNEL AND LT & RT OVER BANKS LEFT CHANNEL BOUNDARY 5 RIGHT CHANNEL BOUNDARY 6 MANNING n LEFT OVER BANK 0.045 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.045 SLOPE OF CHANNEL 0.0017 ft/ft FILE NAME: REG-E5X8 FILE DATE: 05-01-1999 ' CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 1000.00 5039.80 2 1051.70 5040.05 3 1099.10 5039.82 4 1107.00 5035.26 5 1110.40 5030.36 6 1118.40 5030.40 7 1121.10 5035.29 8 1128.40 5038.01 9 1171.70 5038.98 10 1220.00 5039.63 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 5030.36 0.000 0.01 0.00 0.00 70.00 5032.93 0.361 2.58 3.27 0.27 140.00 5034.16 0.385 3.81 4.25 0.40 210.00 5035.13 0.400 4.78 4.95 0.50 280.00 5035.98 0.411 5.63 5.52 0.59 300.00 5036.19 0.414 5.84 5.66 0.62 420.00 5037.29 0.426 6.94 6.35 0.73 490.00 5037.83 0.431 7.48 6.68 0.79 560.00 5038.43 0.437 8.08 7.03 0.85 630.00 5038.84 0.440 8.49 7.27 0.90 700.00 5039.19 0.443 8.84 7.46 0.93 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA *********t********+***+++* ROADWAY SURFACE GRAVEL EMBANKMENT TOP WIDTH 5.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 975.20 5042.00 2 1000.00 5041.00 3 1006.50 5039.82 4 1020.70 5040.94 5 1027.40 5043.31 U LJ I 1 I I CLIENT MADE By DATE / c� SHEET J t { v � � v Q .I� G. 5 2- DNS FOR BY 14- Z i FORT COLLINS. COLORADO 80521 1" a `1 N ru D 0 )AD CENTERLINE PROFILE 5026 PRISMOIDAL METHOD ORIGINAL SURFACE E—POND-303 FINAL SURFACE E,It TIN Elev: 5026.00 CUT COMPACTION FACTOR 0.00 Z FILL COMPACTION FACTOR 0.00 Z RAN CUT VOLUME 0.00 CT RAW FILL VOLUME 42623.29 Cy— 26.543 AC —FT STING POND 303 _E: 1"= 200' I i I 11 1 1 H Z8 Elevation Area (sf) Average Area Volume (cu-ft) Cum. Voulme (cu-ft) Cum. Voulme (ac-ft) Existing Pond 303 5014.650 0.000 0.000 0.000 0.000 0.000 5014.720 105.388 52.694 3.639 3.639 0.000 5014.840 301.211 203.300 24.268 27.907 0.001 5014.960 513.583 407.397 48.700 76.607 0.002 5015.080 745.591 629.587 75.352 151.959 0.003 5015.200 989.396 867.493 103.923 255.882 0.006 5015.320 1243.882 1116.639 134.102 389.983 0.009 5015.440 1509.049 1376.465 165.002 554.986 0.013 5015.560 1784.906 1646.977 197.430 752.416 0.017 5015.680 2071.513 1928.210 231.142 983.558 0.023 5015.800 2368.880 2220.196 266.747 1250.305 0.029 5015.920 2677.006 2522.943 302.514 1552.819 0.036 5016.040 2995.891 2836.448 340.095 1892.913 0.043 5016.160 3327.298 3161.594 379.031 2271.944 0.052 5016.280 3673.973 3500.635 420.600 2692.544 0.062 5016.400 4041.997 3857.985 462.555 3155.099 0.072 5016.520 4421.828 4231.913 507.486 3662.585 0.084 5016.640 4810.565 4616.196 553.551 4216.136 0.097 5016.760 5211.784 5011.175 602.168 4818.303 0.111 5016.880 5630.518 5421.151 650.068 5468.371 0.126 5017.000 6066.233 5848.375 701.284 6169.655 0.142 5017.120 6518.832 6292.533 754.528 6924.183 0.159 5017.240 6986.038 6752.435 809.689 7733.872 0.178 5017.360 7466.607 7226.323 868.453 8602.325 0.197 5017.480 7960.542 7713.575 925.030 9527.355 0.219 5017.600 8467.841 8214.191 985.038 10512.393 0.241 5017.720 8988.504 8728.172 1046.647 11559.041 0.265 5017.840 9522.989 9255.746 1112.389 12671.430 0.291 5017.960 10081.729 9802.359 1175.350 13846.780 0.318 5018.080 12112.133 11096.931 1301.856 15148.636 0.348 5018.200 15101.477 13606.805 1629.452 16778.088 0.385 5018.320 18386.154 16743.815 2007.531 18785.619 0.431 5018.440 21966.164 20176.159 2417.805 21203.423 0.487 5018.560 25841.508 23903.836 2864.658 24068.082 0.553 5018.680 30018.387 27929.947 3347.106 27415.187 0.629 5018.800 34513.289 32265.838 3872.928 31288.115 0.718 5018.920 39443.140 36978.215 4430.844 35718.959 0.820 5019.040 43970.991 41707.066 5037.744 40756.703 0.936 5019.160 46583.953 45277.472 5434.627 46191.330 1.060 5019.280 49107.652 47845.802 5742.859 . 51934.189 1.192 5019.400 51596.854 50352.253 6042.207 57976.396 1.331 5019.520 54087.016 52841.935 6340.372 64316.767 1.477 5019.640 56612.821 55349.918 6640.685 70957.453 1.629 5019.760 59204.809 57908.815 6950.943 77908.396 1.789 5019.880 61868.351 60536.580 7262.944 85171.339 1.955 5020.000 64611.642 63239.997 7586.855 92758.194 2.129 5020.120 66751.086 65681.364 7881.651 100639.845 2.310 5020.240 68982.010 67866.548 8142.061 108781.906 2.497 5020.360 71405.261 70193.636 8421.979 117203.886 2.691 5020.480 74061.761 72733.511 8725.210 125929.095 2.891 5020.600 76989.213 75525.487 9059.233 134988.328 3.099 5020.720 80334.335 78661.774 9432.788 144421.116 3.315 5020.840 84338.794 82336.565 9875.767 154296.883 3.542 5020.960 89426.608 86882.701 10409.649 164706.531 3.781 5021.080 94576.155 92001.382 11071.232 175777.763 4.035 I a.--5 1 5021.200 98805.421 96690.788 11601.593 187379.356 4.302 5021.320 103129.863 100967.642 12116.626 199495.982 4.580 , 5021.440 107581.542 105355.703 12640.780 212136.762 4.870 5021.560 112201.037 109891.289 13183.949 225320.711 5.173 5021.680 117011.350 114606.193 13749.244 239069.955 5.488 ' 5021.800 122010.225 119510.788 14344.564 253414.519 5.818 5021.920 127290.826 124650.525 14952.676 268367.195 6.161 5022.040 132506.409 129898.617 15603.454 283970.649 6.519 5022.160 136726.080 134616.245 16153.955 300124.604 6.890 ' 5022.280 140930.496 138828.288 16660.812 316785.417 7.272 5022.400 5022.520 145158.469 149464.917 143044.483 147311.693 17164.531 17675.460 333949.947 351625.407 7.666 8.072 ' 5022.640 153896.623 151680.770 18199.076 369824.483 8.490 5022.760 158442.881 156169.752 18743.776 388568.259 8.920 5022.880 163116.212 160779.547 19290.789 407859.048 9.363 , 5023.000 167951.867 165534.040 19860.617 427719.665 9.819 5023.120 173916.776 170934.322 20513.404 448233.070 10.290 5023.240 179809.597 176863.187 21222.847 469455.917 10.777 5023.360 185682.759 182746.178 21932.155 491388.072 11.281 5023.480 191564.123 188623.441 22633.665 514021.737 11.800 5023.600 197466.877 194515.500 23340.050 537361.787 12.336 5023.720 203405.206 200436.041 24049.494 561411.281 12.888 , 5023.840 209402.299 206403.752 24774.607 586185.888 13.457 5023.960 215470.153 212436.226 25489.239 611675.127 14.042 5024.080 221326.984 218398.569 26212.348 637887.475 14.644 5024.200 227073.572 224200.278 26902.987 664790.462 15.261 ' 5024.320 232852.528 229963.050 27597.441 692387.903 15.895 5024.440 238674.045 235763.287 28290.444 720678.347 16.544 5024.560 244543.853 241608.949 28991.043 749669.391 17.210 , 5024.680 250487.821 247515.837 29698.981 779368.372 17.892 5024.800 256516.297 253502.059 30426.127 809794.498 18.590 5024.920 262639.148 259577.722 31145.871 840940.369 19.305 5025.040 270480.408 266559.778 31954.618 872894.987 20.039 ' 5025.160 276614.209 273547.308 32825.706 905720.692 20.792 5025.280 282707.629 279660.919 33561.594 939282.286 21.563 5025.400 288818.238 285762.933 34290.653 973572.939 22.350 ' 5025.520 294970.224 291894.231 35025.650 1008598.589 23.154 5025.640 301176.340 298073.282 35766.180 1044364.769 23.975 5025.760 307466.791 304321.566 36524.226 1080888.994 24.814 5025.880 313889.609 310678.200 37277.805 1118166.799 25.670 t 5026.000 320727.646 317308.628 38062.060 1156228.859 26.543 I] I 8/14/97 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Existing Pond 303 Rating [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) (cuft) - ------------------------------- 5014.72 3.64 5014.84 27.91 5014.96 76.61 5015.08 151.96 5015.20 255.88 5015.32 389.98 5015.44 554.99 5015.56 752.42 5015.68 983.56 5015.80 1250.31 5015.92 1552.82 5016.04 1892.91 5016.16 2271.94 5016.28 2692.54 5016.40 3155.10 5016.52 3662.59 5016.64 4216.14 5016.76 4818.30 5016.88 5468.37 5017.00 6169.65 5017.12 6924.18 5017.24 7733.87 5017.36 8602.33 5017.48 9527.35 5017.60 10512.39 5017.72 11559.04 5017.64 12671.43 Page 1 5014.65 (ft) 5026.00 (ft) 0.20 (ft) I Z O 8/14/97 [Manual Storage vs. Elevation] -------------------------------------------- ELEVATION STORAGE (ft) (cuft) -------------------------------------------- 5017.96 13846.78 5018.08 15148.64 5018.20 16778.09 5018.32 18785.62 5018.44 21203.42 5018.56 24068.08 5018.66 27415.19 5018.80 31288.12 5018.92 35718.96 5019.04 40756.70 5019.16 46191.33 5019.28 51934.19 5019.40 57976.40 5019.52 64316.77 5019.64 70957.45 5019.76 77908.40 5019.88 85171.34 5020.00 92758.19 5020.12 100639.84 5020.24 108781.91 5020.36 117203.89 5020.48 125929.10 5020.60 134988.33 5020.72 144421.12 5020.84 154296.88 5020.96 164706.53 5021.08 175777.76 5021.20 187379.36 5021.32 199495.98 5021.44 212136.76 5021.56 225320.71 5021.68 239069.95 5021.80 253414.52 5021.92 266367.20 5022.04 283970.65 5022.16 300124.60 5022.28 316785.42 5022.40 333949.95 5022.52 351625.41 5022.64 369824.48 5022.76 388568.26 5022.88 407859.05 5023.00 427719.67 5023.12 448233.07 5023.24 469455.92 5023.36 491388.07 Page 2 8/14/97 Page 3 r-{ 3 y ' [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) ---------- -------------------------------------- (cuft) 5023.48 514021.74 5023.60 537361.79 ' 5023.72 561411.28 5023.84 586185.89 5023.96 611675.13 5024.08 637887.48 5024.20 664790.46 5024.32 692387.90 ' 5024.44 5024.56 720678.35 749669.39 5024.68 779368.37 5024.80 809794.50 5024.92 840940.37 ' 5025.04 872894.99 5025.16 905720.69 5025.28 939282.29 5025.40 973572.94 ' 5025.52 1008598.59 5025.64 1044364.77 5025.76 1080888.99 5025.88 1118166.80 5026.00 1156226.86 ' [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 ' TYPE : CIRCULAR CONCRETE w/ groove end projecting DESCRIPTION : Pond 303- Existing 66" RCP STR # 2 ' TYPE : RECTANGULAR WEIR SUPPRESSED DESCRIPTION : Existing Trilby Road Weir Overflow LJ r I I I 8/14/97 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) Page 4 ----------------------- STAGE ELEVATION -------------------------------- STORAGE STORAGE DISCHARGE (ft) (ft) (acft) (cuft) (cfs) -------------------------------------------------------------- 0.00 5014.65 0.00 0.00 0.00 2.00 5016.65 0.098 4266.32 41.67 3.40 5018.05 0.340 14823.17 77.64 4.40 5019.05 0.946 41209.59 122.78 5.40 5020.05 .2.205 96042.21 170.75 6.40 5021.05 3.971 173009.95 214.82 7.40 5022.05 6.550 285316.81 254.45 8.40 5023.05 10.015 436266.92 286.24 9.40 5024.05 14.493 631334.39 316.76 10.40 5025.05 20.102 875630.46 368.94 11.35 5026.00 26.543 1156228.86 554.41 1 1 1 1 8/29/98 OUTLET STRUCTURE REPORT Page 1 RECORD NUMBER 6 TYPE MANUAL RATING CURVE DESCRIPTION Manual Rating for Existing 66" RCP @ Pond 303 w/ Weir Flow Over Trilby Road [RATING CURVE LIMIT] Minimum Elevation ......................... = 5014.65 (ft) Maximum Elevation ......................... = 5026.00 (ft) Elevation Increment ....................... = 0.20 (ft) [Manual Flow Value vs. Elevation] From HY8 Oatput ! S_s ,-4 .-z3 1 ELEVATION FLOW . (ft) ------------------------------------------------ (cfs) 5017.77 65.00 5019.21 130.00 5020.55 195.00 5022.19 260.00 5024.32 325.00 5025.40 390.00 5025.49 407.40 5025.91 520.00 5026.08 585.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ---------------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------- 0.00 5014.65 ----- ------ 0.00 2.00 5016.65 41.67 3.40 5018.05 77.64 4.40 5019.05 122.76 5.40 5020.05 170.75 6.40 5021.05 214.82 7.40 5022.05 254.45 8.40 5023.05 286.24 9.40 5024.05 316.76 10.40 5025.05 368.94 11.35 5026.00 554.41 /-13 Existing 66" RCP @ Pond 303 CURRENT DATE: 08-29-1998 CURRENT TIME: 11:06:54 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 FILE DATE: 08-29-1996 , FILE NAME: REG-EX66 C U SITE DATA I CULVERT SHAPE, MATERIAL, INI L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING IN NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TY 1 5014.65 5013.75 62.34 1 RCP 5.50 5.50 .013 CONV 2 3 4 5 6 ET LET PE ENTIONAL SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-EX66 DATE: 08-29-1998 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5014.65 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5017.77 65.0 65.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5019.21 130.0 130.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5020.55 195.0 195.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5022.19 260.0 260.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5024.32 325.0 325.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5025.40 390.0 352.8 0.0 0.0 0.0 0.0 0.0 35.11 5 5025.49 407.4 355.1 0.0 0.0 0-0 0.0 0.0 49.33 4 5025.91 520.0 365.4 0.0 0.0 0.0 0.0 0.0 152.65 5 5026.08 585.0 369.4 0.0 0.0 0.0 0.0 0.0 212.54 5 5026.21 650.0 372.5 0.0 0.0 0.0 0.0 0.0 271.96 4 5024.82 338.2 338.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV (ft) ERROR (ft) 5014.65 0.000 5017.77 0.000 5019.21 0.000 5020.55 0.000 5022.19 0.000 5024.32 0.000 5025.40 -0.006 5025.49 -0.008 5025.91 -0.004 5026.08 -0.009 5026.21 -0.006 <1> TOLERANCE (ft) = 0.010 FILE: REG-EX66 DATE: 08-29-1998 TOTAL FLOW S FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 65.00 0.00 0.00 130.00 0.00 0.00 195.00 0.00 0.00 260.00 0.00 0.00 325.00 0.00 0.00 390.00 2.11 0.54 407.40 2.98 0.73 520.00 1.96 0.38 585.00 3.10 0.53 650.00 5.52 0.85 <2> TOLERANCE (%) = 1.000 I 1 /= 3,- 2 CURRENT DATE: 08-29-1998 FILE DATE: 08-29-1998 CURRENT TIME: 11:06:54 FILE NAME: REG-EX66 PERFORMANCE CURVE FOR CULVERT 1 - 1( 5.50 (ft) BY 5.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5014.65 0.00 -0.90 0-NF 0.00 0.00 0.00 -0.75 0.00 0.00 65.00 5017.77 3.04 3.12 1-S2n 1.47 2.21 1.65 1.69 10.82 4.21 130.00 5019.21 4.56 4.08 1-S2n 2.14 3.16 2.46 2.11 12.61 5.08 195.00 5020.55 5.90 5.27 1-S2n 2.69 3.90 3.13 2.40 13.96 5.65 260.00 5022.19 7.54 6.69 5-S2n 3.21 4.47 3.72 2.62 15.21 6.05 325.00 5024.32 9.67 8.36 5-S2n 3.74 4.89 4.26 2.78 16.48 6.34 352.78 5025.39 10.74 9.18 5-S2n 3.99 5.07 4.45 2.91 17.14 6.58 355.09 5025.49 10.84 9.25 5-S2n 4.02 5.09 4.48 2.95 17.17 6.64 365.39 5025.91 11.26 9.57 5-S2n 4.12 5.15 4.55 3.13 17.42 6.96 369.36 5026.08 11.43 9.69 5-S2n 4.15 5.18 4.58 3.23 17.53 7.12 372.52 5026.21 11.56 9.79 5-S2n 4.18 5.20 4.60 3.31 17.61 7.25 El. inlet face invert 5014.65 ft El. outlet invert 5013.75 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5014.65 ft OUTLET STATION 62.33 ft OUTLET ELEVATION 5013.75 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0144 CULVERT LENGTH ALONG SLOPE 62.34 ft ***** CULVERT DATA SUMMARY ****************++++++** BARREL SHAPE CIRCULAR BARREL DIAMETER 5.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE CURRENT DATE: 08-29-1998 CURRENT TIME: 11:06:54 TAILWATER USER DEFINED CHANNEL CROSS-SECTION MAIN CHANNEL AND LT 6 RT OVER BANKS LEFT CHANNEL BOUNDARY 4 RIGHT CHANNEL BOUNDARY 8 MANNING n LEFT OVER BANK 0.045 MANNING n MAIN CHANNEL 0.040 MANNING n RIGHT OVER BANK 0.045 SLOPE OF CHANNEL 0.0102 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 944.60 5018.00 2 984.00 5017.00 3 1000.00 5016.00 4 1010.90 5015.00 5 1012.20 5014.00 6 1013.90 5013.00 7 1016.10 5014.00 8 1022.10 5015.00 9 1059.70 5016.00 10 1158.50 5017.00 UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00_ 5013.00 0.000 -0.75 0.00 0.00 65.00 5015.44 0.654 1.69 4.21 0.76 130.00 5015.86 0.686 2.11 5.08 1.00 195.00 5016.15 0.704 2.40 5.65 1.18 260.00 5016.37 0.716 2.62 6.05 1.30 325.00 5016.53 0.725 2.78 6.34 1.40 390.00 5016.66 0.732 2.91 6.58 1.48 407.40 5016.70 0.733 2.95 6.64 1.50 520.00 5016.88 0.742 3.13 6.96 1.61 585.00 5016.98 0.746 3.23 7.12 1.66 650.00 5017.06 0.750 3.31 7.25 1.71 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 24.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5026.58 2 99.84 5026.17 3 199.78 5024.82 4 210.68 5024.92 5 299.95 5029.83 r'3`7 3 FILE DATE: 08-29-1998 ' FILE NAME: REG-EX66 FILE NAME: REG-EX66 FILE DATE: 07-22-1997 I I a w 0 R I 6 In a s 1- � �1 4 a n I [1 1 PRISMOIDAL METHOD ORIGINAL SURFACE E—POND 601 FINAL SURFACE Flat TIN Sic, 5G70.00 CUT COMPACTION FACTOR 0.00 % FILL COMPACTION FACTOR 000 % RAW CUT VOLUME 0:00 CY RAW FILL VOLUME 2556574 CY= 15.846 cc—R EXISTING SCALE: 1 "= 00' POND 601 1 Elevation Area (sf) Average Area 5061.530 0.000 0.000 5061.600 0.378 0.189 5061.700 1.069 0.724 5061.800 1.941 1.505 5061.900 2.992 2.467 5062.000 4.224 3.608 5062.100 5.636 4.930 5062.200 7.227 6.431 5062.300 8.999 8.113 5062.400 10.951 9.975 5062.500 13.082 12.017 5062.600 15.394 14.238 5062.700 17.886 16.640 5062.800 20.558 19.222 5062.900 23.410 21.984 5063.000 26.442 24.926 5063.100 300.191 163.317 5063.200 1091.473 695.832 5063.300 2405.946 1748.710 5063.400 4243.610 3324.778 5063.500 6604.464 5424.037 5063.600 9488.509 8046.486 5063.700 12895.744 11192.127 5063.800 16826.171 14860.958 5063.900 21279.787 19052.979 5064.000 26256.595 23768.191 5064.100 28291.576 27274.085 5064.200 30474.178 29382.877 5064.300 32804.401 31639.290 5064.400 35282.246 34043.324 5064.500 37907.712 36594.979 5064.600 40680.800 39294.256 5064.700 43601.508 42141.154 5064.800 46669.838 45135.673 5064.900 49885.790 48277.814 5065.000 53249.363 51567.576 5065.100 55975.499 54612.431 5065.200 58793.470 57384.484 5065.300 61703.276 60248.373 5065.400 64704.917 63204.096 5065.500 67798.393 66251.655 5065.600 70983.705 69391.049 5065.700 74260.852 72622.278 5065.800 77629.833 75945.342 5065.900 81090.650 79360.242 5066.000 84643.302 82866.976 5066.100 87046.302 85844.802 5066.200 89482.832 88264.567 5066.300 91952.894 90717.863 5066.400 94456.487 93204.691 5066.500 96993.612 95725.050 5066.600 99564.267 98278.939 5066.700 102168.453 100866.360 5066.800 104806.171 103487.312 5066.900 107477.420 106141.796 5067.000 110182.200 108829.810 5067.100 113442.798 111812.499 Volume (cu-ft) 0.000 0.013 0.071 Cum. Volume (cu.ft) Cum. Volume (ac-ft) Existing Pond 601 0.000 0.000 0.149 0.245 0.359 0.491 0.641 0.812 0.996 1.200 1.421 1.661 1.925 2.196 2.490 12.236 65.102 170.961 328.082 537.769 799.673 1113,793 1485.599 1900.134 2371.076 2726.078 2936.737 3163.781 3402.901 3657.808 3927.448 4211.821 4516.296 4825.655 5154.276 5460.344 5737.270 6025.458 6319.377 6623.829 6937.447 7260.230 7598.371 7934.202 8284.512 8584.083 8825.820 9072.700 9319.954 9571.742 9826.876 10085.357 10352.194 10613.033 10881.565 11180.245 0.013 0.083 0.233 0.478 0.837 1.328 1.969 2.781 3.777 4.976 6.398 8.059 9.984 12.180 14.670 26.906 92.008 262.969 591.051 1128.820 1928.493 3042.286 4527.885 6428.019 8799.095 11525.173 14461.909 17625.691 21028.592 24686.399 28613.847 32825.668 37341.964 42167.619 47321.896 52782.240 58519.509 64544.968 70864.344 77488.173 84425.620 91685.850 99284.221 107218.423 115502.936 124087.019 132912.839 141985.539 151305.494 160877.236 170704.112 180789.469 191141.663 201754.696 212636.260 223816.505 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.002 0.006 0.014 0.026 0.044 0.070 0.104 0.148 0.202 0.265 0.332 0.405 0.483 0.567 0.657 0.754 0.857 0.968 1.086 1.212 1.343 1.482 1.627 1.779 1.938 2.105 2.279 2.461 2.652 2.849 3.051 3.260 3.473 3.693 3.919 4.150 4.388 4.632 4.881 5.138 1 1 I J 1 I t 1 1 t I 5067.200 116804.774 115123.786 11511.040 235327.546 5.402 5067.300 120268.130 118536.452 11854.454 247181.999 5.675 ' 5067,4110 5067.500 123832.864 127498.977 122050,497 125665.921 12203.885 12565.067 259385.884 271950.952 5.955 6.243 5067.600 131266.469 129382.723 12936.368 284887.320 6.540 5067.700 135135.340 133200.905 13317.787 298205.107 6.846 5067.800 139105.590 137120.465 13716.650 311921.757 7.161 5067.900 143177.219 141141.405 14112.043 326033.800 7.485 5068.000 147350.227 145263.723 14523.850 340557.650 7.818 5068.100 149949.095 148649.661 14864.623 355422.273 8.159 ' 5068.200 152574.691 151261.893 15125.566 370547.839 8.507 5068.300 155230.285 153902.488 15391.277 385939.115 8.860 5068.400 157917.410 156573.848 15656.861 401595.977 9.219 ' 5068.500 160637.740 159277.575 15926.957 417522.934 9.585 5068.600 163392.507 162015.123 16200.427 433723.360 9.957 5068.700 166184.264 164788.385 16477.448 450200.809 10.335 ' 5068.800 169016.637 167600.451 16763.689 466964.498 10.720 5068.900 171894.692 170455.665 17044.236 484008.733 11.111 5069.000 174834.497 173364.594 17334.580 501343.314 11.509 1 11 1 4/15/97 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Existing Pond 601 Rating [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] -------------------------------------------- ELEVATION STORAGE (ft) -------------------------------------------- (cuft) 5061.60 0.01 5061.70 0.08 5061.80 0.23 5061.90 0.48 5062.00 0.84 5062.10 1.33 5062.20 1.97 5062.30 2.78 50f62.40 3.78 5062.50 4.98 5062.60 6.40 5062.70 6.06 5062.80 9.98 5062.90 12.18 5063.00 14.67 5063.10 26.91 5063.20 92.01 5063.30 262.97 5063.40 591.05 5063.50 1128.82 5063.60 1928.49 5063.70 3042.29 5063.80 4527.88 5063.90 6428.02 5064.00 8799.09 5064.10 11525.17 5064.20 14461.91 Page 1 5061.53 (ft) 5070.00 (ft) 0.20 (ft) -�3 4/15/97 [Manual Storage vs. Elevation) ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5064.30 17625.69 5064.40 21028.59 5064.50 24686.40 5064.60 28613.85 5064.70 32825.67 5064.80 37341.96 5064.90 42167.62 5065.00 47321.90 5065.10 52782.24 5065.20 58519.51 5065.30 64544.97 5065.40 70864.34 5065.50 77488.17 5065.60 84425.62 5065.70 91685.85 5065.80 99284.22 5065.90 107218.42 5066.00 115502.94 5066.10 124087.02 5066.20 132912.84 5066.30 141985.54 5066.40 151305.49 5066.50 160877.24 5066.60 170704.11 5066.70 180789.47. 5066.80 191141.66 5066.90 201754.70 5067.00 212636.26 5067.10 223816.51 5067.20 235327.55 5067.30 247182.00 5067.40 259385.88 5067.50 271950.95 5067.60 284887.32 5067.70 298205.11 5067.80 311921.76 5067.90 326033.80 5068.00 340557.65 5068.10 355422.27 5068.20 370547.84 5068.30 385939.12 5068.40 401595.98 5068.50 417522.93 5068.60 433723.36 5068.70 450200.81 5068.80 466964.50 Page 2 1 45 4/15/97 Page 3 [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) (cuft) -- ------------------------------------- 5068.90 484008.73 5069.00 501343.31 5069.10 518962.70 5069.20 536856.13 5069.30 555028.89 5069.40 573480.90 5069.50 592216.75 5069.60 611239.70 5069.70 630553.03 5069.80 650165.62 5069.90 670070.23 5070.00 690275.01 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 TYPE CIRCULAR CONCRETE w/ groove end projecting DESCRIPTION Existing 36" RCP Pond 601 Outlet Pipe STR # 2 TYPE TRAPEZOIDAL WEIR DESCRIPTION Existing Weir (Trilby Road) Pond 601 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) ---------------------------------- STAGE ELEVATION (ft) (ft) 0.00 2.20 2.60 3.60 4.60 5.60 6.60 7.02 7.37 5061.53 5063.73 5064.13 5065.13 5066.13 5067.13 5068.13 5068.55 5069.00 -------------------- STORAGE STORAGE (ac-ft) (cuft) 0.000 0.00 0.109 3487.97 0.284 12406.19 1.251 54503.42 2.909 126734.77 5.217 227269.62 8.263 359959.94 9.771 425623.15 11.509 524330.73 DISCHARGE (cfs) 0.00 21.52 29.14 47.35 62.92 74.16 85.28 88.20 180.00 8/29/98 OUTLET STRUCTURE REPORT Page 1 RECORD NUMBER : 3 TYPE : MANUAL RATING CURVE DESCRIPTION : Manual Rating for Existing 36" RCP @ Pond 601 w/ Weir Flow Over Trilby Road [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [Manual Flow Value vs. Elevation] FYom HYs Output, see following page ELEVATION FLOW (ft) (cfs) ------------------------------------------------ 5063.65 20.00 5064.70 40.00 5065.87 60.00 5067.65 80.00 5068.11 84.30 5068.84 120.00 5068.90 140.00 5068.96 160.00 5069.00 180.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ------------------------------------------------ STAGE ELEVATION FLOW (ft) (cfs) ------------------------------------------------ 0.00 5061.53 0.00 2.20 5063.73 21.52 2.60 5064.13 29.14 3.60 5065.13 47.35 4.60 5066.13 62.92 5.60 5067.13 74.16 6.60 5068.13 85.28 7.02 5068.55 88.20 7.37. 5069.00 180.00 5061.53 (ft) 5069.00 (ft) 0.20 (ft) G` Existing 36" Pond 601 Outlet Pipe , CURRENT DATE: 04-15-1997 FILE DATE: 04-15-1997 CURRENT TIME: 09:01:34 FILE NAME: REG-EX36 FHWA CULVERT ANALYSIS ' HY-8, VERSION 6.0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (£t) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 5061.53 5061.23 58.87 1 RCP 3.00 3.00 .013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-EX36 DATE: 04-15-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5061.53 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5063.65 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5064.70 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5065.87 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5067.65 80.0 80.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5068.11 84.3 84.3 0.0 0.0 0.0 0.0 0.0 0.00 1 5068.84 120.0 90.7 0.0 0.0 0.0 0.0 0.0 28.64 9 5068.90 140.0 91.3 0.0 0.0 0.0 0.0 0.0 47.76 8 5068.96 160.0 91.7 0.0 0.0 0.0 0.0 0.0 67.17 7 5069.00 180.0 92.1 0.0 0.0 0.0 0.0 0.0 86.57 6 5069.04 200.0 92.5 0.0 0.0 0.0 0.0 0.0 105.64 5 5068.55 88.2 88.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-EX36 DATE: 04-15-1997 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5061.53 0.000 0.00 0.00 0.00 5063.65 0.000 20.00 0.00 0.00 5064.70 0.000 40.00 0.00 0.00 5065.87 0.000 60.00 0.00 0.00 5067.65 0.000 80.00 0.00 0.00 5068.11 0.000 84.30 0.00 0.00 5068.84 -0.004 120.00 0.64 0.53 5068.90 -0.001 140.00 0.97 0.69 5068.96 -0.001 160.00 1.10 0.69 5069.00 -0.002 180.00 1.31 0.73 5069.04 -0.003 200.00 1.91 0.95 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 I 2 ' CURRENT DATE: 04-15-1997 FILE DATE: 04-15-1997 CURRENT TIME: 09:01:34 FILE NAME: REG-EX36 ' PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.00 (ft) BY 3.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. ' (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5061.53 0.00 -0.30 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 ' 20.00 5063.65 2.04 2.12 1-S2n 1.35 1.43 1.35 1.05 6.47 1.83 40.00 5064.70 3.08 3.17 2-M2c 2.10 2.06 2.06 1.36 7.75 2.17 60.00 5065.87 4.34 4.23 2-M2c 3.00 2.49 2.49 1.58 9.61 2.40 80.00 5067,66 6.13 5.89 2-M2c 3.01 2.81 2.81 1.76 11.71 2.58 1 84.30 5068.11 6.58 6.25 2-M2c 3.00 2.88 2.88 1.79 12.19 2.62 90.72 5068.84 7.31 6.85 2-M2c 3.00 2.98 2..98 2.05 12.88 2.86 91.27 5068.90 7.37 6.90 2-M2c 3.00 2.99 2.99 2.17 12.94 2.97 91.73 5068.96 7.43 6.95 2-M2c 3.00 2.99 2.99 2.28 12.99 3.07 ' 92.12 5069.00 7.47 6.98 6-FFc 3.00 3.00 3.00 2.39 13.03 3.16 92.46 5069.04 7.51 7.01 6-FFc 3.00 3.00 3.00 2.48 13.08 3.25 El. inlet face invert 5061.53 ft El. outlet invert 5061.23 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5061.53 ft OUTLET STATION 58.87 ft OUTLET ELEVATION 5061.23 ft ' NUMBER OF BARRELS 1 SLOPE (V/H) 0.0051 CULVERT LENGTH ALONG SLOPE 58.87 ft +**** CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR ' BARREL DIAMETER BARREL MATERIAL 3.00 ft CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION ' INLET DEPRESSION NONE CURRENT DATE: 04-15-1997 CURRENT TIME: 09:01:34 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** 3 FILE DATE: 04-15-1997 FILE NAME: REG-EX36 SIDE SLOPE H/V (X:1) %10.0 CHANNEL SLOPE V/H (ft/ft) 0.013 MANNING'S n (.01-0.1) 0.060 CHANNEL INVERT ELEVATION 5061.23 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5061.23 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (Psf) 0.00 5061.23 0.000 0.00 0.00 0.00 20.00 5062.28 0.315 1.05 1.83 0.85 40.00 5062.59 0.329 1.36 2.17 1.10 60.00 5062.81 0.337 1.58 2.40 1.28 80.00 5062.99 0.343 1.76 2.58 1.43 84.30 5063.02 0.344 1.79 2.62 1.46 120.00 5063.28 0.352 2.05 2.86 1.66 140.00 5063.40 0.356 2.17 2.97 1.76 160.00 5063.51 0.359 2.28 3.07 1.85 180.00 5063.62 0.361 2.39 3.16 1.93 200.00 5063.71 0.363 2.48 3.25 2.01 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5069.50 2 97.67 5068.80 3 197.64 5068.55 4 297.59 5069.08 5 397.54 5071.53 PAVED 30.00 £t \ } 2 £ , # \ } 2 | 2 \ k % e } \ ƒ { \ { \ ( ; § § \ ƒ esc 1 00 PRISMOID) ORIGIP FINAL CUT RAW RAW S 1 1 1 t 1 1 1 EXISTING 60" RCP' 1 1 1 1 I I 1 I I r LJ I r 1 I I I i^ l Elevation Area (s.f.) Ave. Area (s.f.) Volume (cu-ft) Cum. Volume (cu-ft) 5040.45 0.00 0.00 0.00 0.00 5040.52 0.90 0.45 0.02 0.02 5040.65 7.40 4.15 0.47 0.49 5040.78 21.04 1422 1.73 2.23 5040.91 64.06 42.55 5.10 7.33 5041.04 124.97 94.52 12.83 20.16 5041.17 159.04 142.01 18.34 38.50 5041.30 204.40 181.72 23.51 62.01 5041.43 261.05 232.72 30.11 92.12 5041.56 329.32 295.18 38.25 130.36 5041.69 411.56 370.44 48.02 178.38 5041.82 511.42 461.49 59.73 238.11 5041.95 644.70 578.06 74.70 312.81 5042.08 765.46 705.08 92.61 405.42 5042.21 873.90 819.68 106.38 511.79 5042.34 1000.13 937.01 121.63 633.42 5042.47 1143.26 1071.70 139.07 772.50 5042.60 1308.45 1225.86 158.94 931.43 5042.73 1548.35 1428.40 184.71 1116.15 5042.86 1878.75 1713.55 221.97 1338.12 5042.99 2283.61 2081.18 269.65 1607.77 5043.12 2716.37 2499.99 324.86 1932.64 5043.25 3179.26 2947.81 382.87 2315.51 5043.38 3683.98 3431.62 445.66 2761.17 5043.51 4240.19 3962.09 514.66 3275.83 5043.64 4851.29 4545.74 589.91 3865.74 5043.77 5519.82 5185.55 673.62 4539.37 5043.90 6266.85 5893.33 765.40 5304.77 5044.03 7181.94 6724.40 869.38 6174.15 5044.16 8502.15 7842.04 1017.35 7191.50 5044.29 9999.48 9250.82 1200.78 8392.28 5044.42 11670.64 10835.06 1406.94 9799.22 5044.55 13529.45 12600.04 1635.90 11435.12 5044.68 15750.49 14639.97 1897.13 13332.25 5044.81 18443.13 17096.81 2217.93 15550.18 5044.94 21637.47 20040.30 2599A 2 18149.30 5045.07 25523.24 23580.35 3057.52 21206.82 5045.20 29793.97 27658.60 3592.80 24799.62 5045.33 34319.13 32056.55 4163.67 28963.30 5045.46 39241.15 36780.14 4777.52 33740.81 5045.59 44613.26 41927.21 5446.42 39187.24 5045.72 50621.57 47617.42 6177.27 45364.51 5045.85 57689.06 54155.32 7026.04 52390.54 5045.98 66039.70 61864.38 8033.08 60423.63 5046.11 74651.80 70345.75 9148.85 69572.47 5046.24 83138.01 78894.90 10254.66 79827.13 5046.37 91563.98 87350.99 11356.71 91183.84 5046.50 99932.96 95748.47 12449.31 103633.15 5046.63 108318.96 104125.96 13537.70 117170.85 5046.76 116795.81 112557.38 14634.65 131805.49 5046.89 125370.20 121083.00 15730.70 147536.20 5047.02 134380.95 129875.57 16862.52 164398.72 5047.15 146180.42 140280.69 18231.14 182629.86 504728 158536.59 152358.51 19802.74 202432.60 5047.41 171449.45 164993.02 21437.13 223869.72 5047.54 184915.84 178182.65 23159.94 247029.66 5047.67 198889.32 191902.58 24945.67 271975.33 5047.80 213459.60 206174.46 26800.40 298775.73 Prop. Pond 301 r=s 2_ I 5047.93 229279.23 221369.41 28731.92 327507.65 5048.06 249822.60 239550.92 31084.69 358592.33 5048.19 271925.59 260874.09 33921.29 392513.62 5048.32 293403.43 282664.51 36756.13 429269.76 ' 5048.45 314373.04 303888.24 39498.18 468767.94 5048.58 335098.12 324735.58 42220.93 510988.86 5048.71 355634.45 345366.29 44905.41 555894.27 5048.84 376003.20 365818.83 47565.79 603460.06 5048.97 396273.47 386138.33 50172.50 653632.56 5049.10 422431.98 409352.73 53148.09 706780.65 5049.23 449462.24 435947.11 56684.68 763465.33 5049.36 475660.01 462561.12 60144.75 823610.08 5049.49 501198.93 488429.47 63486.35 887096.43 5049.62 526312.68 513755.80 66795.81 953892.24 5049.75 551096.90 538704.79 70042.11 1023934.35 5049.88 575479.28 563288.09 73241.24 1097175.59 5050.01 598639.60 587059.44 76365.87 1173541.46 5050.14 610119.81 604379.70 78570.20 1252111.66 5050.27 621435.46 615777.63 80053.49 1332165.14 5050.40 632586.55 627011.00 81515.13 1413680.28 5050.53 643573.08 638079.81 82955.34 1496635.62 5050.66 654395.04 648984.06 84360.47 1580996.09 5050.79 665053.38 659724.21 85768.97 1666765.05 5050.92 675562.14 670307.76 87145.80 1753910.85 5051.05 687072.99 681317.57 88524.12 1842434.97 5051.18 699809.78 693441.39 90158.51 1932593.49 5051.31 711457.11 705633.45 91741.11 2024334.60 5051.44 722753.51 717105.31 93226.50 2117561.10 a 5051.57 734151.65 728452.58 94699.06 2212260.16 5051.70 5051.83 745839.26 757825.33 739995.45 751832.29 96186.40 97738.26 2308446.56 2406184.82 5051.96 769972.22 763898.77 99309.97 2505494.79 5052.09 787061.70 778516.96 101272.55 2606767.34 5052.22 801154.38 794108.04 103229.38 2709996.72 5052.35 815371.84 808263.11 105073.55 2815070.27 5052.48 829714.07 822542.95 106931.61 2922001.87 5052.61 844181.09 836947.58 108805.92 3030807.79 5052.74 858772.89 851476.99 110676.44 3141484.23 5052.87 873489.47 866131.18 112599.63 3254083.87 5053.00 890859.60 882174.54 114522.65 3368606.52 I r 1 I I I I 7/24/97 RESERVOIR REPORT RECORD NUMBER 1 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION PTODOS2C1 Pond 301 Rating [RATING CURVE LIMIT! Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) (cuft) ------------------------------------------------ 5040.52 0.02 5040.65 0.49 5040.78 2.23 5040.91 7.33 5041.04 20.16 5041.17 38.50 5041.30 62.01 5041.43 92.12 5041.56 130.36 5041.69 178.38 5041.82 238.11 5041.95 312.81 5042.08 405.42 5042.21 511.79 5042.34 633.42 SO42.47 772.50 SO42.60 931.43 5042.73 1116.15 5042.86 1338.12 5042.99 1607.77 5043.12 1932.64 5043.25 2315.51 5043.38 2761.17 5043.51 3275.83 5043.64 3865.74 5043.77 4539.37 5043.90 5304.77 Page 1 5040.45 (ft) 5053.00 (ft) 0.15 (ft) L, 7/24/97 (Manual Storage vs. Elevation] ------------- ELEVATION (ft) ------------- 5044.03 5044.16 5044.29 5044.42 5044.55 5044.68 5044.81 5044.94 5045.07 5045.20 5045.33 5045.46 5045.59 5045.72 5045.85 5045.98 5046.11 5046.24 5046.37 5046.50 5046.63 5046.76 5046.89 5047.02 5047.15 5047.28 5047.41 5047.54 5047.67 5047.80 5047.93 5048.06 5048.19 5048.32 5048.45 5048.58 5048.71 5048.84 5048.97 5049.10 5049.23 5049.36 5049.49 5049.62 5049.75 5049.88 --------------- STORAGE (cuft) --------------- 6174.15 7191.50 8392.28 9799.22 11435.12 13332.25 15550.18 18149.30 21206.82 24799.62 28963.30 33740.81 39187.24 45364.51 52390.54 60423.63 69572.47 79827.13 91183.84 103633.15 117170.85 131805.49 147536.20 164398.72 182629.86 202432.60 223869.72 247029.66 271975.33 298775.73 327507.65 358592.33 392513.62 429269.76 468767.94 510988.86 555894.27 603460.06 653632.56 706780.65 763465.33 823610.08 887096.43 953892.24 1023934.35 1097175.59 Page 2 A I 7 IJ ' 7/24/97 Page 3 [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5050.01 1173541.46 5050.14 1252111.66 ' 5050.27 1332165.14 5050.40 1413680.28 5050.53 1496635.62 5050.66 1580996.09 5050.79 1666765.05 5050.92 1733910.85 5051.05 1842434.97 5051.18 1932593.49 5051.31 2024334.60 5051.44 2117561.10 5051.57 2212260.16 5051.70 2308446.56 5051.83 2406184.82 5051.96 2505494.79 5052.09 2606767.34 5052.22 2709996.72 5052.35 2815070.27 5052.48 2922001.87 5052.61 3030807.79 5052.74 3141484.23 5052.87 3254083.87 5053.00 3368606.52 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 TYPE : CIRCULAR CONCRETE w/ groove end projecting DESCRIPTION : Existing 60" RCP at Shields Street STR # 2 TYPE RECTANGULAR WEIR SUPPRESSED DESCRIPTION Existing Shields Street Weir Overflow t ;-57 7/24/97 ?age 4 ' [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) --- --------- ----------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (acft) (cuft) (cfs) 0.00------------g ----0.00----------------------0.00----- 0.00 , 0.15 5040.60 0.31 0.45 0.30 5040.75 1.83 1.20 0.45 0.60 5040.90 5041.05 6.94 21.57 2.25 3.60 0.75 5041.20 43.93 5.25 0.90 5041.35 73.59 7.35 1.05 5041.50 112.71 9.60 1.20 5041.65 163.60 12.16 1.35 5041.80 228.92 15.01 1.50 5041.95 312A1 18.16 1.65 5042.10 421.78 21.61 1.80 5042.25 549.21 25.21 1.95 5042.40 697.61 29.11 2.10 5042.55 870.30 33.01 2.25 5042.70 1073.52 37.52 2.40 5042.85 1321.05 41.72 , 2.55 5043.00 0.0375 1632.76 46.52 2.70 5043.15 2020.99 51.32 2.85 5043.30 2486.92 56.42 3.00 5043.45 3038.29 61.53 3.15 5043.60 3684.23 66.63 3.30 5043.75 4435.73 72.03 3.45 5043.90 5304.77 77.43 3.60 5044.05 0.145 6330.67 83.14 3.75 5044.20 7560.97 88.84 3.90 5044.35 9041.64 94.54 4.05 5044.50 10805.93 100.24 4.20 5044.65 12894.45 106.25 4.35 5044.80 15379.57 112.25 4.50 5044.95 18384.49 118.25 4.65 5045.10 0.506 22035.93 124.25 4.80 5045.25 26401.04 130.26 4.95 5045.40 31535.81 136.26 5.10 5045.55 37511.42 142.26 ' 5.25 5045.70 44414.16 148.27 5.40 5045.85 52390.54 153.67 5.55 5046.00 1.419 61831.14 160.99 5.70 5046.15 72727.75 168.30 t 5.85 5046.30 85068.69 175.62 6.00 5046.45 98844.95 179.29 6.15 5046.60 114046.77 184.30 6.30 5046.75 130679.75 189.19 6.45 5046.90 148833.32 193.95 6.60 5047.05 3.871 168605.91 198.60 i I Page 5 7/24/97 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) ' ---------------- --- ----------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE ' (ft) (it) (acft) (cuft) (cfs) ------------ ---- 6.75 5047.20 ------------------------------------- 190246.30 203.14 6.90 5047.3E 213975.66 207.58 7.05 5047.50 239903.52 211.93 7.20 7.35 5047.65 5047.80 268137.53 298775.73 216.19 220.37 7.50 5047.9E 7.628 332289.91 224.47 7.65 5046.10 369029.65 228.50 7.80 5046.25 409477.99 232.45 7.95 5046.40 453576.33 236.35 8.10 5048.55 501245.57 240.17 8.25 5048.70 552440.01 243.94 8.40 5048.85 607319.48 247.65 8.55 5049.00 15.287 665897.50 251.31 8.70 5049.15 728582.4E 254.91 8.85 5049.30 795850.96 258.47 9.00 5049.45 867562.17 261.97 9.15 5049.60 943615.96 265.43 9.30 5049.75 1023934.35 268.85 9.45 5049.90 1108924.19 272.22 9.60 5050.05 27.496 1197716.91 275.55 9.75 5050.20 1289059.42 278.84 9.90 5050.35 1382328.30 282.09 10.05 5050.50 1477492.08 285.31 10.20 5050.65 1574506.82 288.49 10.35 5050.80 1673468.57 291.63 10.50 5050.95 40.733 1774339.49 298.28 10.65 5051.10 1877111.32 385.59 10.80 5051.25 1981992.5E 527.53 10.95 5051.40 2088876.02 707.34 11.10 3051.55 2197691.07 918.15 ' 11.25 5051.70 2308446.56 1155.87 11.40 5051.85 2421463.28 1417.69 11.55 5052.00 58.234 2536655.57 1701.55 11.70 5052.15 2654411.67 2005.84 11.35 5052.30 2774657.37 2329.26 12.00 5052.45 2897325.35 2670.71 12.15 5052.60 3022438.10 3029.29 12.30 5052.75 3150145.74 3404.20 N 12.45 5052.90 3280512.17 3794.76 12.55 5053.00 77.333 3368606.52 4063.52 1 I I I I 6/13/99 Page 1 RESERVOIR REPORT RECORD NUMBER 2 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION Proposed Pond 302; Stage -Discharge Rating [RATING CURVE LIMIT] Minimum Elevation ......................... = 5033.70 (ft) Maximum Elevation ......................... = 5045.00 (ft) Elevation Increment ....................... = 0.20 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] --------- -------------------------------------- ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5033.80 0.36 5034.00 3.54 5034.20 10.77 5034.40 19.30 5034.60 29.20 5034.80 40.56 5035.00 53.45 5035.20 72.22 5035.40 108.27 5035.60 171.95 5035.80 281.25 5036.00 461.55 5036.20 720.85 5036.40 1026.33 5036.60 1381.27 5036.80 1790.78 5037.00 2261.18 5037.20 2794.03 5037.40 3384.59 5037.60 4041.17 5037.80 4774.71 5038.00 5595.94 5038.20 6542.63 5038.40 7649.15 5038.60 8925.13 5038.80 10383.88 5039.00 12037.07 D:\Projects\REG\PONDS\PPond302.rtg 6/13/99 [Manual Storage vs. Elevation] Page 2 ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5039.20 14326.47 5039.40 17404.67 5039.60 21264.66 5039.80 25909.07 5040.00 31330.99 5040.20 37831.90 5040.40 45477.44 5040.60 54305.95 5040.80 64370.03 5041.00 75706.17 5041.20 90920.22 5041.40 108835.37 5041.60 129520.56 5041.80 153076.15 5042.00 179557.02 5042.20 214572.27 5042.40 256246.45 5042.60 304697.67 5042.80 360128.64 5043.00 422623.61 5043.20 491757.09 5043.40 565554.93 5043.60 643923.09 5043.80 726866.29 5044.00 814269.32 5044.20 905280.22 5044.40 998553.59 5044.60 1094149.26 5044.80 1192149.56 5045.00 1292602.55 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 3 TYPE : MANUAL RATING CURVE DESCRIPTION : Manual Rating for 60" Pond 302 Outlet Pipe D:\Projects\REG\PONDS\PPond302.rtg 6/13/99 STAGE (ft) 0.00 0.80 1.80 2.80 3.80 4.80 5.80 6.80 7.80 8.80 9.80 10.80 Page 3 (Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) -=VATION -- ----------------------------- STORAGE STORAGE DISCHARGE (ft) (Acft) (cuft) (cfs) ---------------------------------------------------- 5033.70 0.00 0.00 0.00 5034.50 0.0006 24.25 11.01 5035.50 0.003 140.11 24.77 5036.50 0.03 1203.80 38.53 5037.50 0.09 3712.88 77.23 5038.50 0.19 8287.14 130.86 5039.50 0.44 19334.67 168.12 5040.50 1.04 49891.69 206.68 5041.50 2.74 119177.96 244.01 5042.50 6.44 280472.06 274.98 5043.50 13.88 604739.01 305.07 5044.20 20.78 905280.22 628.33 D:\Projects\REG\PONDS\PPond302. rtg Elevation 5033.700 5033.800 5034.000 5034.200 5034.400 5034.600 5034.800 5035.000 5035.200 5035.400 5035.600 5035.800 5036.000 5036.200 5036.400 5036.600 5036.800 5037.000 5037.200 5037.400 5037.600 5037.800 5038.000 5038.200 5038.400 5038.600 5038.800 5039.000 5039.200 5039.400 5039.600 5039.800 5040.000 5040.200 5040.400 5040.600 5040.800 5041.000 5041.200 5041.400 5041.600 5041.800 5042.000 5042.200 5042.400 5042.600 5042.800 5043, 000 5043.200 5043.400 5043.600 5043.800 5044.000 5044.200 5044.400 5044.600 5044.800 5045.000 Area (sf) 0.000 7.428 32.971 39.316 46.028 53.105 60.549 75.224 125.664 239.398 415.282 696.840 1182.947 1409.339 1647.854 1906.180 2192.709 2531.217 2802.012 3110.064 3465.811 3876.586 4350.912 5124.814 5946.798 6825.880 7767.080 9473.880 13421.297 17348.795 21259.304 25162.699 29723.077 35328.619 41149.317 47188.573 53456.509 69474.349 82751.478 96434.442 110523.241 125017.876 158744.002 191586.394 225188.767 259551.119 294673.450 334013.015 357357.565 380452.280 403297.158 425892.201 449525.693 460651.097 472117.310 483924.334 496072.168 510977.409 Average Area 0.000 3.714 20.200 36.144 42.672 49.566 56.827 67.886 100.444 182.531 327.340 556.061 939.893 1296.143 1528.597 1777.017 2049.445 2361.963 2666.615 2956.038 3287.938 3671.198 4113.749 4737.863 5535.806 6386.339 7296.480 8620.480 11447.588 15385.046 19304.049 23211.001 27442.888 32525.848 38238.968 44168.945 50322.541 61465.429 76112.913 89592.960 103478.842 117770.559 141880.939 175165.198 208387.581 242369.943 277112.285 314343.233 345685.290 368904.923 391874.719 414594.680 437708.947 455088.395 466384.203 478020.822 489998.251 503524.788 Volume (cu-ft) 0.000 0.364 3.181 7.222 8.530 9.906 11.363 12.882 18.771 36.046 63.689 109.292 180.301 259.305 305.483 354.934 409.512 470.396 532.854 590.559 656.583 733.538 821.231 946.687 1106.522 1275.979 1458.757 1653.182 2289.408 3078.195 3859.995 4644.405 5421.924 6500.909 7645.535 8828.513 10064.080 11336.137 15214.054 17915.151 20685.184 23555.591 26480.877 35015.251 41674.176 48451.220 55430.967 62494.976 69133.473 73797.845 78368.154 82943.200 87403.031 91010.907 93273.367 95595.666 98000.309 100452.984 Cum. Volume (Cu-ft) 0.000 0.364 3.545 10.767 19.297 29.202 40.565 53.447 72.218 108.265 171.953 281.245 461.546 720.851 1026.334 1381.268 1790.780 2261.176 2794.030 3384.588 4041.171 4774.709 5595.939 6542.626 7649.148 8925.127 10383.884 12037.066 14326.474 17404.669 21264.664 25909.070 31330.994 37831.902 45477.437 54305.950 64370.030 75706.166 90920.220 108835.372 129520.556 153076.147 179557.024 214572.275 256246.451 304697.672 360128.639 422623.615 491757.088 565554.933 643923.087 726866.287 814269.317 905280.224 998553.591 1094149.256 1192149.565 1292602.549 Cum. Volume (ac-ft) 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.004 0.006 0.011 0.017 0.024 0.032 0.041 0.052 0.064 0.078 0.093 0.110 0.128 0.150 0.176 0.205 0.238 0.276 0.329 0.400 0.488 0.595 0.719 0.869 1.044 1.247 1.478 1.738 2.087 2.499 2.973 3.514 4.122 4.926 5.883 6.995 8.267 9.702 11.289 12.983 14.782 16.687 18.693 20.782 22.924 25.118 27.368 29.674 Proposed Pond 302' I r I r I 6/13/99 OUTLET STRUCTURE REPORT Page 1 RECORD NUMBER : 3 TYPE : MANUAL RATING CURVE DESCRIPTION : Manual Rating for 60" Pond 302 Outlet Pipe [RATING CURVE LIMIT] Minimum Elevation ......................... = 5033.70 (ft) Maximum Elevation ......................... = 5045.00 (ft) Elevation Increment ....................... = 0.20 (ft) [Manual Flow Value vs. Elevation] ------------------------------------------------ ELEVATION FLOW (ft) ------------------------------------------- (cfs) 5036.97 45.00 5037.71 90.00 5038.58 135.00 5039.83 180.00 5040.96 225.00 5041.67 250.00 5043.83 315.00 5044.00 319.30 5044.21 650.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ---------------------------------------------------------- STAGE ELEVATION FLOW ---------------------------------------------------------- (ft) (cfs) 0.20 5033.90 2.75 0.40 5034.10 5.50 0.60 5034.30 8.26 0.80 5034.50 11.01 1.00 5034.70 13.76 1.20 5034.90 16.51 1.40 5035.10 19.27 1.60 5035.30 22.02 1.80 5035.50 24.77 2.00 5035.70 27.52 2.20 5035.90 30.28 2.40 5036.10 33.03 2.60 5036.30 35.78 2.80 5036.50 38.53 D:\Projects\REG\PONDS\ManRtg60in.rcg r 6/13/99 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ------------------------------------------------ STAGE ELEVATION FLOW ------------------------------------------------ (ft) (cfs) 3.00 5036.70 41.28 3.20 5036.90 44.04 3.40 5037.10 52.91 3.60 5037.30 65.07 3.80 5037.50 77.23 4.00 5037.70 89.39 4.20 5037.90 99.83 4.40 5038.10 110.17 4.60 5038.30 120.52 4.80 5038.50 130.86 5.00 3038.70 139.32 5.20 5038.90 146.52 5.40 5039.10 153.72 5.60 5039.30 160.92 5.80 5039.50 168.12 6.00 5039.70 175.32 6.20 5039.90 182.79 6.40 5040.10 190.75 6.60 5040.30 198.72 6.80 5040.50 206.68 7.00 5040.70 214.65 7.20 5040.90 222.61 7.40 5041.10 229.93 7.60 5041.30 236.97 7.80 5041.50 244.01 8.00 5041.70 250.90 8.20 5041.90 256.92 8.40 5042.10 262.94 8.60 5042.30 268.96 8.80 5042.50 274.98 9.00 5042.70 281.00 9.20 5042.90 287.01 9.40 5043.10 293.03 9.60 5043.30 299.05 9.80 5043.50 305.07 10.00 5043.70 311.09 10.20 5043.90 316.77 10.40 5044.10 476.78 10.50 5044.20 628.33 D:\Projects\REG\PONDS\ManRtg60 in. rtg Page 2 ' 1 Culvert 302 CURRENT DATE: 06-09-1999 CURRENT TIME: 17:45:56 FILE DATE: FILE NAME: 06-09-1999 REG302 FHWA CULVERT_ ANALYSIS +++++**+*++*+*+++++**++++* *++++++**++++****+++***+*+ HY-8, VERSION 6.0 +++++**+++****+++**+*+«+*+ I C i SITE DATA CULVERT I i.V i,JLRT SHAPE, riAiLRIAi„ INLET Li 1 1 -I I L I INLET OUTLET CULVERT I BARRELS 1 V 1 ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET I INO.I (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE 1 1 15033.70 5033.43 60.00 1 1 RCP 5.00 5.00 .011 IMPR SDT CIRI 1 2 1 1 1 1 3 1 1 1 15 1 1 I I 1 5 1 1 I SUMMARY OF CULVERT FLOWS (cfs) FILE: REG302 DATE: 06-09-1999 FLEV (ft) TOTAL i 2 3 4 5 6 ROADWAY 1'T'R 5033.70 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5036.97 45.0 45.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5037.71 90.0 90.0 0.0 0.0 0.0 0.0 0.0 0.00 i 5038.58 135.0 135.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5039.83 180.0 180.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5040.96 225.0 225.0 0.0 0.0 0.0 0.0 0.0 0.00 5111.67 250.0 210.0 5043.83 315.0 315.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 0.00 1 5044.05 360.0 320.9 0.0 0.0 0.0 0.0 0.0 35.94 23 5044.08 405.0 321.9 0.0 0.0 0.0 0.0 0.0 79.72 8 5044.11 450.0 322.6 0.0 0.0 0.0 0.0 0.0 124.24 7 5044.00 319.3 319.3 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG302 DATE: 06-09-1999 HEAD HEAD TOTAL FLOW % FLOW ' ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5033.70 0.000 0.00 0.00 0.00 5036.97 0.000 45.00 0.00 0.00 5037.71 0.000 5038.58 0.000 90.00 135.00 0.00 0.00 0.00 0.00 5039.83 0.000 160.00 0.00 0.00 5040.96 0.000 225.00 0.00 0.00 5041.67 0.000 250.00 0.00 0.00 ' 5043.83 0.000 315.00 0.00 0.00 5044.05 -0.00i 360.00 3.12 0.87 5044.06 -0.001 405.00 3.42 0.84 15 3 U.7V +_xxxxxx=0 f=0 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 me,-, 2 ' CURRENT DATE: 06-09-1999 FILE DATE: 06-09-1999 CURRENT TIME: 17:45:J6 FILL NAInE: REG302 PERFORMANCE CURVE FOR CULVERT 1 - 1( 5.00 (ft) BY 5.00 (ft)) RCP *+***+x***++*xx*++**x***++*xxx**xx_**=+,:*xxx**xxx xxINLET xxOUTLET DIS***** HEAD- , CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOG: ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VET VEL. (cfs) (ft) /ft) (ft) cFa> (ftl lf) lrtl ) (ftfPc) ( (fps) **************************************************************ft ************ 0.00 5033.70 0.00 -0.27 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 45.00 5036.97 2.54 3.27 1-S2n 1.67 i.86 1.71 1.43 7.56 6.91 90.00 5037.71 3.53 4.01 1-S2n 2.46 2.68 2.51 2.13 9.12 7.56 135.00 5038.53 4.66 4.88 1-S2n 3.17 3.32 3.17 2.56 10.26 8.13 ' 180.00 5039.63 5.77 6.13 2-M2c 3.98 3.83 3.83 2.87 11.18 8.61 225.00 5040.96 6.90 7.26 2-M2c 5.00 4.22 4.22 3.13 12.78 9.04 250.00 5041.67 7.57 7.97 2-M2c 5.00 4.40 4.40 3.26 13.69 9.25 ' 315.00 5043.83 9.49 10.13 2-M2c 5.00 4.89 4.89 3.55 16.23 9.75 320.94 5044.06 9.69 10.36 2-M2c 5.00 4.93 4.93 3.73 16.46 10.06 321.85 5044.09 9.72 10.39 9-"2c q nn a 04 4 04 an iG 50 10.26 322.61 5044.12 9.74 10.42 2-M2c S.00 a.911 4.94 4.05 16.53 10.60 , _._ e_t 5033 7n ft L'l �,,+1�+-..._�,...-+ C(1 "1 "1 4� f+ El. inlet throat..l mnc r 5033.64 ft El. inlet Crest 0.00 ft *************x**********************+******************************+********+*** SITE DATA xxxx" CULVERT 1NVER'1 INLET STATION 0.00 ft INLET ELEVATION 5033.70 ft OUTLET STATION 76.00 ft OUTLET ELEVATION 5033.43 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0036 CULVERT LENGTH ALONG SLOPE 60.00 ft x xxx* CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 5.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 , INLET TYPE IMPR SDI CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE SIDE -TAPERED CIRCULAR IMPROVED INLET FACE WIDTH i3.00 ft SIDE TAPER (4:1 TO 6:1) (A:1) 4.00 , I L� 1 CURRENT DA'PB: 06-09-1999 %'t1RRrr\TT TTnRr. i ;. �, ti.SF 3 FILE DATE: 06-09-1999 CTTC 117\.P: DC_in2 ***#*************#***##*** TATTjAT T7S. #***********#************* ODi'. iC ili�L'- GD -1 -1J v'uu �, LC'JJ -S ,lfl iiliv f Li NrL" .:: i(2,v3G2 ' MAIN CHANNEL ONLY h'1LE UA'1'E: 06-07-1999 LEFT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL E.035 i IHVNING n KP=HT O 7.P BANK ij.00 Q1 SLOPE OF CHANNEL 0.0294 LL%SL COORD_ NO i0l0:uu ^G39.00 3 10i2.50 5033.4E 4 1ui5.70 5033.40 5 10i7.20 5035.0E 6 1028.20 5038.00 :::_<:: ;. - SVE'----'= ' FLOW VSH W.S.E. EROUDE DEDTHJ.[J EAR` 00o 5os 0.000 -000.00 0.00 ' .A,0 45.0E 503486 i.150 i.43 6.91 1.70 _35.00 50 5.99 1.238 2.56 8.13 2.1-6 iBu:uE 5036.30 263 c. 2.67 6.6i 2_36 250.00 5036.69 1.292 3.29- 9.25 2.63 3i5.00 5036.98 1.312 3.55 9.75 2.84 405.00 5037.33 1.335 3.9E 10.34 3.10 450.00 5037.48 1.345 4.05 10.60 3.22 nOA VuV ()17=R 11v1 N tTUP EMH NKMEN12 InIi2ll, J 5.00 f- 'RES2 LENGTH__._._.. i300.00 IL I nnnn A0" nnn EX. AD CENTERLINE PROFILE .O_, PRISMMDAL MEM D ORGG SURFACE E-P -303 FINAL SURFACE flat TM Ek .. 5026.00 CUT COMPACT M FACTOR 0.00 i nu COMPACTION FACTOR Ow. RAM CUT VOLUME 0.00 CY RAW FILL VOLUME 42823.29 CF- 26.543 AC -FT (� ► POND 303 LE: i= 200' 1 I u I G r I r r Lei rJ r i r r L� r M r r 8/31/98 RESERVOIR REPORT RECORD NUMBER : 1 Page 1 /- -" 0 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION Future Pond 303 Rating w/ 48" and 66" RCP's. [RATING CURVE LIMIT] Minimum Elevation ......................... = 5014.65 (ft) Maximum Elevation ......................... = 5026.00 (ft) Elevation Increment ....................... = 0.20 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------- ELEVATION STORAGE (ft) ------------------------------------------- (cuft) 5014.72 3.64 5014.84 27.91 5014.96 76.61 5015.08 151.96 5015.20 255.88 5015.32 389.98 5015.44 554.99 5015.56 752.42 5015.68 983.56 5015.60 1250.31 5015.92 1552.82 5016.04 1892.91 5016.16 2271.94 5016.28 2692.54 5016.40 3155.10 5016.52 3662.59 5016.64 4216.14 5016.76 4818.30 5016.88 5468.37 5017.00 6169.65 5017.12 6924.18 5017.24 7733.87 5017.36 8602.33 5017.48 9527.35 5017.60 10512.39 5017.72 11559.04 5017.84 12671.43 r 8/31/98 [Manual Storage vs. Elevation] -------------------------------------------- ELEVATION STORAGE (ft) ------------------------------------------- (cuft) 5017.96 13846.78 5018.08 15148.64 5018.20 16778.09 5018.32 18785.62 5018.44 21203.42 5018.56 24068.08 5018.68 27415.19 5018.80 31288.12 5018.92 35718.96 5019.04 40756.70 5019.16 46191.33 5019.28 51934.19 5019.40 57976.40 5019.52 64316.77 5019.64 70957.45 5019.76 77908.40 5019.88 85171.34 5020.00 92758.19 5020.12 100639.84 5020.24 108781.91 5020.36 117203.89 5020.48 125929.10 5020.60 134988.33 5020.72 144421.12 5020.84 154296.88 5020.96 164706.53 5021.08 175777.76 5021.20 187379.36 5021.32 199495.98 5021.44 212136.76 5021.56 225320.71 5021.68 239069.95 5021.80 253414.52 5021.92 268367.20 5022.04 283970.65 5022.16 300124.60 5022.28 316785.42 5022.40 333949.95 5022.52 351625.41 5022.64 369824.48 5022.76 388568.26 5022.88 407859.05 5023.00 427719.67 5023.12 448233.07 5023.24 469455.92 5023.36 491388.07 Page 2 I 8/31/98 Page 3 [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) - ------ ---- 5023.48 514021.74 -- 5023.60 537361.79 ' 5023.72 561411.28 5023.64 586185.89 5023.96 611675.13 5024.08 637887.48 5024.20 664790.46 5024.32 692387.90 5024.44 5024.56 720678.35 749669.39 5024.68 779368.37 5024.80 809794.50 5024.92 840940.37 ' 5025.04 872894.99 5025.16 905720.69 5025.28 939282.29 _ 5025.40 973572.94 5025.52 1008598.59 5025.64 1044364.77 5025.76 1080888.99 5025.88 1118166.80 5026.00 1156228.86 ' [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 5 TYPE MANUAL RATING CURVE DESCRIPTION : Manual Rating for Culvert 303 (48" and 66") [Reservoir Discharge Value vs. Stage] ------------------------------------------------------------------------ (the elevation increment is 0.2) STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) ------------------------------------------------------------------------ 0.00 5014.65 0.000 0.00 0.00 2.00 5016.65 0.098 4266.32 71.43 3.40 5018.05 0.340 14823.17 164.54 4.40 5019.05 0.946 41209.59 239.96 ' 5.40 5020.05 2.205 96042.21 314.65 6.40 5021.05 3.971 173009.95 387.83 7.40 5022.05 6.550 285316.61 452.25 8.40 5023.05 10.015 436266.92 513.25 ' 9.40 5024.05 14.493 631334.39 567.39 10.40 5025.05 20.102 875630.46 641.28 11.35 5026.00 26.543 1156228.86 842.61 1 8/31/98 Page 1 1--.7 , OUTLET STRUCTURE REPORT RECORD NUMBER : 5 TYPE : MANUAL RATING CURVE DESCRIPTION : Manual Rating for Culvert 303 (48" and 66" RCP's) [RATING CURVE LIMIT] MinimumElevation ......................... _ MaximumElevation ......................... _ ElevationIncrement ....................... _ [Manual Flow Value vs. Elevation] FSom HY8 Output (FG t=Lz ELEVATION FLOW (ft) ------------------------------------------------ (cfs) 5017.03 85.00 5018.12 170.00 5019.25 255.00 5020.39 340.00 5021.32 407.40 5022.99 510.00 5024.56 595.00 5025.46 680.00 5025.79 765.00 5026.02 850.00 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ------------------------------------------------ STAGE ELEVATION FLOW ------------------------------------------------ (ft) (cfs) 0.00 5014.65 0.00 2.00 5016.65 71.43 3.40 5018.05 164.54 4.40 5019.05 239.96 5.40 5020.05 314.65 6.40 5021.05 387.83 7.40 5022.05 452.25 8.40 5023.05 513.25 9.40 5024.05 567.39 10.40 5025.05 641.28 11.35 5026.00 842.61 5014.65 (ft) 5026.00 (ft) 0.20 (ft) 11 I I I ro O�/� O 0 0 Z Om U �W 0 n o�6t dEU� w Elevation Area (sf) Ave. Area Volume (cu-ft) 5062.000 0.000 0.000 0.000 5062.100 28.291 14.146 1.818 5062.200 89.989 59.140 5.299 5062.300 258.865 174.427 16.244 5062.400 764.475 511.670 47.295 5062.500 1732.044 1248.259 120.979 5062.600 3149.844 2440.944 240.240 5062.700 4999.810 4074.827 403.616 5062.800 7250.901 6125.355 610.695 5062.900 9839.090 8544.996 851.905 5063.000 12660.411 11249.751 1122.674 5063.100 22198.737 17429.574 2074.715 5063.200 25363.905 23781.321 2375.372 5063.300 28807.937 27085.921 2707.725 5063.400 32530.466 30669.201 3064.336 5063.500 36532.918 34531.692 3450.199 5063.600 40815.407 38674.163 3864.029 5063.700 45379.470 43097.439 4305.898 5063.800 50213.805 47796.638 4783.147 5063.900 55258.659 52736.232 5271.006 5064.000 60455.763 57857.211 5782.619 5064.100 66031.728 63243.746 6366.856 5064.200 70954.127 68492.928 6846.427 5064.300 76141.426 73547.777 7354.880 5064.400 81592.465 78866.946 7884.078 5064.500 87304.141 84448.303 8441.644 5064.600 93266.208 90285.174 9024.948 5064.700 99467.566 96366.887 9632.579 5064.800 105879.367 102673.467 10273.950 5064.900 112452.108 109165.738 10913.566 5065.000 119160.282 115806.195 11576.953 5065.100 125921.406 122540.844 12298.843 5065.200 131930.407 128925.907 12890.185 5065.300 138120.554 135025.481 13503.986 5065.400 144485.397 141302.976 14128.299 5065.500 151018.805 147752.101 14772.641 5065.600 157712.464 154365.635 15433.416 5065.700 164554.811 161133.638 16109.658 5065.800 171525.404 168040.108 16812.527 5065.900 178590.346 175057.875 17502.915 5066.000 185737.436 182163.891 18212.811 5066.100 190577.465 188157.450 18865.431 5066.200 194501.987 192539.726 19252.577 5066.300 198524.858 196513.422 19652.450 5066.400 202646.071 200585.465 20057.352 5066.500 206865.635 204755.853 20473.977 5066.600 211183.539 209024.587 20900.418 5066.700 215599.791 213391.665 21336.675 5066.800 220114.383 217857.087 21791.139 5066.900 224727.320 222420.852 22239.825 5067.000 229438.595 227082.958 22705.560 5067.100 232651.580 231045.088 23161.468 5067.200 234712.998 233682.289 23368.031 5067.300 236761.992 235737.495 23574.858 5067.400 238798.561 237780.276 23777.929 5067.500 240822.706 239810.633 23980.767 5067.600 242834.426 241828.566 24182.365 Cum. Volume (cu-ft)Cum. Volume (ac-ft) Pond 601 0.000 0.000 1.818 0.000 7.117 0.000 23.361 0.001 70.656 0.002 191.636 0.004 431.875 0.010 835.491 0.019 1446.187 0.033 2298.091 0.053 3420.765 5495.481 7870.853 10578.578 13642.915 17093.113 20957.142 25263.040 30046.187 35317.193 41099.812 47466.668 54313.095 61667.975 69552.053 77993.697 87018.645 96651.224 106925.173 117838.740 129415.693 141714.536 154604.720 168108.707 182237.006 197009.647 212443.063 228552.721 245365.248 262868.163 281080.974 299946.404 319198.982 338851.431 358908.783 379382.760 400283.179 421619.853 443410.992 465650.818 488356.377 511517.846 534885.876 558460.735 582238.663 606219.430 630401.796 0.079 0.126 0.181 0.243 0.313 0.392 0.481 0.580 0.690 0.811 0.944 1.090 1.247 1.416 1.597 1.790 1.998 2.219 2.455 2.705 2.971 3.253 3.549 3.859 4.184 4.523 4.877 5.247 5.633 6.035 6.453 6.886 7.328 7.779 8.239 8.709 9.189 9.679 10.179 10.690 11.211 11.743 12.279 12.820 13.366 13.917 14.472 I 1] I I r r 1 CI 1 5067.700 244833.722 243834.074 24382.723 654784.519 15.032 5067.800 246820.594 245827.158 24585.775 679370.294 15.596 5067.900 248795.041 247807.817 24780.193 704150.487 16.165 ' 5068.000 250757.064 249776.053 24976.827 729127.315 16.738 5068.100 252118.548 251437.806 25149.495 754276.810 17.316 ' 5068,200 5068.300 253364,190 254609.427 252741.369 253986.808 25273,958 25399.292 779550,768 804950.060 17.896 18.479 5068.400 255854.259 255231.843 25523.066 830473.126 19.065 5068.500 257098.687 256476.473 25647.408 856120.534 19.654 5068.600 258342.711 257720.699 25771.709 881892.242 20.245 5068.700 259586.330 258964.520 25895.969 907788.212 20.840 5068.800 260829.544 260207.937 26022.620 933810.831 21.437 ' 5068.900 5069.000 262072.353 263314.758 261450.949 262693.556 26144.673 26268.812 959955.504 986224.316 22.038 22.641 5069.100 265264.230 264289.494 26455.761 1012680.077 23.248 5069.200 266669.152 265966.691 26596.533 1039276.610 23.859 5069.300 268065.744 267367.448 26737.499 1066014.109 24.472 5069.400 269454.007 268759.876 26875.919 1092890.028 25.089 5069.500 270833.941 270143.974 27014.194 1119904.223 25.709 I I 1 II 1/19/99 Page 1 RESERVOIR REPORT , RECORD NUMBER 1 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS ' DESCRIPTION : Proposed Pond 601 Stage -Discharge Rating [RATING CURVE LIMIT] ' Minimum Elevation ......................... = 5062.00 (ft) Maximum Elevation ......................... = 5069.50 (ft) Elevation Increment ...................... = 0.10 (ft) , [STAGE STORAGE INFORMATION] Input file = NULL ' Output file = NULL [Manual Storage vs. Elevation] ' ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5062.10 5062.20 1.82 7.12 , 5062.30 23.36 5062.40 70.66 5062.50 191.64 5062.60 431.88 5062.70 835.49 5062.80 1446.19 5062.90 2298.09 5063.00 3420.76 ' 5063.10 5495.48 5063.20 7870.85 5063.30 10578.58 ' 5063.40 13642.92 5063.50 17093.11 5063.60 5063.70 20957.14 25263.04 , 5063.80 30046.19 5063.90 35317.19 5064.00 5064.10 41099.81 47466.67 5064.20 54313.10 5064.30 61667.97 5064.40 69552.05 5064.50 77993.70 , 5064.60 87018.65 5064.70 96651.22 , 1 I 1/19/99 (Manual Storage vs. Elevation] ---------------------- ELEVATION (ft) --------- 5064.80 5064.90 5065.00 5065.10 5065.20 5065.30 5065.40 5065.50 5065.60 5065.70 5065.80 5065.90 5066.00 5066.10 5066.20 5066.30 5066.40 5066.50 5066.60 5066.70 5066.80 5066.90 5067.00 5067-10 5067.20 5067.30 5067.40 5067.50 5067.60 5067.70 5067.80 5067.90 5068.00 5068.10 5068.20 5068.30 5068.40 5068.50 5068.60 5068.70 5068.80 5068.90 5069.00 5069.10 5069.20 5069.30 STORAGE (cuft) 106925.17 117838.74 129415.69 141714.54 154604.72 168108.71 182237.01 197009.65 212443.06 228552.72 245365.25 262868.16 281080.97 299946.40 319198.98 338851.43 358908.76 379382.76 400283.18 421619.85 443410.99 465650.82 488356.38 511517.85 534885.88 558460.73 582238.66 606219.43 630401.80 654784.52 679370.29 704150.49 729127.31 754276.81 779550.77 804950.06 830473.13 656120.53 881892.24 907788.21 933810.83 959955.50 986224.32 1012680.08 1039276.61 1066014.11 Page 2 r 1/19/99 Page 3 [Manual Storage vs. Elevation] , ELEVATION STORAGE (ft) --------- ------------------------------- (cuft) , 5069.40 1092890.03 5069.50 1119904.22 , [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: r STR # 1 TYPE : CIRCULAR CONCRETE w/ groove end w/ headwall DESCRIPTION : Proposed 36" RCP Pond 601 Outlet Pipe , [Reservoir Discharge Value vs. Stage] , (the elevation increment is 0.1) -------------------------------------------------------------------- r STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) r --------------------------------------------------------------------- 0.00 5062.00 0.00 0.00 0.00 r 0.10 5062.10 1.82 0.07 0.20 5062.20 7.12 0.25 0.30 5062.30 23.36 0.56 0.40 5062.40 70.66 0.96 , 0.50 5062.50 191.64 1.49 0.60 5062.60 431.88 2.11 0.70 5062.70 835.49 2.85 0.80 5062.80 1446.19 3.66 0.90 5062.90 2298.09 4.60 1.00 5063.00 0.079 3420.76 5.61 1.10 5063.10 5495.48 6.70 , 1.20 5063.20 7870.85 7.83 1.30 5063.30 10578.58 9.04 1.40 1.50 5063.40 5063.50 13642.92 17093.11 10.38 11.72 , 1.60 5063.60 20957.14 13.14 1.70 5063.70 25263.04 14.56 1.80 5063.80 30046.19 16.07 1.90 5063.90 35317.19 17.66 2.00 5064.00 0.944 41099.81 19.25 2.10 5064.10 47466.67 20.84 2.20 5064.20 54313.10 22.51 2.30 5064.30 61667.97 24.19 , 2.40 5064.40 69552.05 25.86 2.50 5064.50 77993.70 27.54 2.60 5064.60 87018.65 29.21 , r I 1 1/19/99 Page 4 ' [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) ---------------------------------------------------------- ----------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE ' (ft) (ft) (Acft) (cuft) (cfs) ---------------------------------------------------------------------- ' 2.70 5064.70 96651.22 30.97 2.80 5064.80 106925.17 32.64 2.90 5064.90 117838.74 34.31 ' 3.00 3.10 5065.00 2.971 129415 69 36.07 5065.10 141714.54 37.75 3.20 5065.20 154604.72 39.42 3.30 5065.30 168108.71 41.18 3.40 5065.40 182237.01 42.85 ' 3.50 5065.50 197009.65 42.85 3.60 5065.60 212443.06 48.97 3.70 5065.70 228552.72 50.47 3.80 5065.80 245365.25 52.13 3.90 5065.90 262868.16 53.75 4.00 5066.00 6.453 281080 97 54.99 4.10 5066.10 299946.40 56.11 ' 4.20 5066.20 319198.98 57.18 4.30 5066.30 338851.43 58.24 4.40 5066.40 356908.78 59.27 4.50 4.60 5066.50 5066.60 379382.76 400283.18 60.29 61.31 4.70 5066.70 421619.85 62.30 4.80 5066.80 443410.99 63.28 4.90 5066.90 465650.82 67.82 5.00 5067.00 11.211 488356 38 69.07 5.10 5067.10 511517.85 70.30 5.20 5067.20 534885.88 71.51 5.30 5067.30 558460.73 72.70 ' 5.40 5067.40 582238.66 73.86 5.50 5067.50 606219.43 75.01 5.60 5067.60 630401.80 76.14 ' 5.70 5067.70 654784.52 77.26 5.80 5067.80 679370.29 78.36 5.90 5067.90 704150.49 79.44 ' 6.00 6.10 5068.00 16.738 729127 31 80.51 5068.10 754276.81 81.57 6.20 5068.20 779550.77 82.61 6.30 5068.30 804950.06 83.64 6.40 5068.40 830473.13 84.66 ' 6.50 5068.50 856120.53 85.66 6.60 5066.60 881892.24 86.66 6.70 5068.70 907788.21 87.64 6.80 5068.80 933810.83 88.59 ' 6.90 5068.90 959955.50 89.36 7.00 5069.00 22.641 986229 32 90.13 7.10 5069.10 1012660.08 90.88 �—' v 1/19/99 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) Page 5 -------------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) --------------------------------------------------------------------------- 7.20 5069.20 1039276.61 91.63 7.30 5069.30 1066014.11 92.37 7.40 5069.40 1092890.03 93.11 7.50 5069.50 25.709 1119904 22 93.84 I [1 1 �5� L 10/30/97 OUTLET STRUCTURE REPORT_ Page 1 RECORD NUMBER I TYPE CIRCULAR CONCRETE w/ groove end w/ headwall DESCRIPTION Proposed 36" RCP Pond 601 Outlet Pipe [RATING CURVE LIMIT] Minimum Elevation ......................... = 5062.00 (ft) Maximum Elevation ......................... = 5069.50 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATIONI Circular Radius ........................... = 1.50000 (ft) Culvert Invert Elevation .................. = 5062.00000 (ft) Pipe Length ............................... = 160.06000 (ft) Slope ..................................... = 0.00560 Manning's N-value......................... = 0.01300 Orifice Coefficient ....................... _ 0.20000 Tailwater................................. = 5063.06000 (ft) Number barrels ............................ = 1 [UNSUBMERGED EQUATION] H/Diam = He/Diam + K *(Q/A*Diam^0. 5))^M - 0.5*S Coefficient K............................. = 0.00780 coefficient M............................. = 2.00000 [SUBMERGED EQUATION] H/Diam= c*(Q/(A*Diam^0.5))^Z + Y - 0.5.*S Coefficient c............................. = 0.02920 Coefficient Y............................. = 0.74000 [DEFINITIONS] H = Headwater depth above inlet control section. invert, (ft) Diam = Inerior height of culvert barrel, (ft) He = Specific head at critical depth (dc + Vc^2/2g), (ft) Q = Discharge, (cuft/s) A = Full cross sectional area of culvert barrel, (sqft) S = Culvert barrel slope, (ft/ft) f-* J 3 10/30/97 Page 2 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ------------------- STAGE ELEVATION FLOW (rt) (C-s) ---------------------------------------------------- 0.10 5062.10 3.07 0.20 5062.20 - 25 0.30 5062.30 56 0.40 5062.40 0.96 0.50 5062.50 1.49 0.60 5062.60 2.11 0.70 5062.70 2.85 0.80 5062.80 3.66 0.90 5062.90 4.60 1.00 5063.00 5.61 1.10 5063.10 6.70 1.20 5063.20 7.83 1.30 5063.30 9.04 1.40 5063.40 10.38 1.50 5063.50 12.72 1.60 5063.60 1.70 5063.70 "--4.56 1.80 5063.80 16.07 1.90 5063.90 17.66 2.00 5064.00 19.25 2.10 5064.10 20.84 2.20 5064.20 22.51 2.30 5064.30 24.19 2.40 5064.40 25.86 2.50 5064.50 27.54 2.60 5064.60 29.2-- 2.70 5064.70 30.97 2.80 5064.80 32.64 2.90 5064.90 34.32 - 3.00 5065.00 36.07 3.10 5065.10 37.75 3.20 5065.20 39.42 3.30 5065.30 41.18 3.40 5065.40 42.85 3.50 5065.50 42.85 3.60 5065.60 48.97 3.70 5065.70 50.47 3.80 5065.80 52.13 3.90 5065.90 53.75 4.00 5066.00 54.99 4.10 5066.10 4.20 5066.20 57.18 4.30 5066.30 58.24 4.40 5066.40 59.27 4.50 5066.50 60.29 10/30/97 [Culvert Weir Discharge Va_ue vs. Stage! (the elevation increment is 0.1% ---------------------------------------------------- STAGE =LEVAT70N 'L0R' ____________________________________________________ 4.60 5066.60 61.31 4.70 5066.70 62.30 4.80 5066.80 63.28 4.90 5066.90 67.62 5.00 5067.00 69.07 5.10 5067.10 70.30 5.20 5067.20 71.51 5.30 5067.30 72.70 5.40 5067.40 73.86 5.50 5067.50 75.01 5.60 5067.60 76.14 5.70 5067.73 77.26 5.80 5067.80 78.36 5.90 5067.90 79.44 6.00 5068.00 80.51 6.10 5068.10 81.57 6.20 5068.20 82.61 6.30 5068.30 83.64 6.40 5068.40 84.66 6.50 5068.50 85.66 6.60 5068.60 86.66 6.70 5068.70 87.64 6.80 5068.80 88.59 6.90 5068.9C 8c.36 7.00 5069. 00 90.13 7.10 5069. 10 9C.88 7.20 5069.20 91.63 7.30 5069.30 92.37 7.40 5069.40 93.1'_ 7.50 5069.50 93.84 Page 3 Pond 601 Trickle Pan 138.7x0.5%=0.7 cfs ^e,-5 Worksheet for Triangular Channel ' , Project Description Project File c:\projectsVegtswalesVeg-swls.fm2 Worksheet Flow Element Pond 601 Trickle Channel Triangular Channel , Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.009500 ft/ft Left Side Slope 12.000000 H : V Right Side Slope 12.000000 H : V ' Discharge 0.70 cfs , Results Depth 0.17 ft Flow Area 0.33 ft2 Wetted Perimeter 4.00 ft Top Width 3.99 ft Critical Depth 0.18 ft Critical Slope 0.005479 ft/ft Velocity 2.12 ft/s Velocity Head 0.07 ft Specific Energy 0.24 ft , Froude Number 1.29 Flow is supercritical. 1 t 1 Ot29/97 FlowMaster v5.13 10:27:26 AM Haestad Methods, Inc. 37 Brookside Rozd Wateroury, CT 06708 (203) 755-1666 Page 1 of 1 e I 1 1 [1 POND 602 scale: 1 "= 100' F U Elevation 5059.400 5059.500 5059.600 5059.700 5059.800 5059.900 5060.000 5060.100 5060.200 5060.300 5060.400 5060.500 5060.600 5060.700 5060.800 5060.900 5061.000 5061.100 5061.200 5061.300 5061.400 5061.500 5061.600 5061.700 5061.800 5061.900 5062.000 5062.100 .5062.200 5062.300 5062.400 5062.500 5062.600 5062.700 5062.800 5062.900 5063.000 5063.100 5063.200 5063.300 5063.400 5063.500 5063.600 5063.700 5063.800 5063.900 5064.000 5064.100 5064.200 5064.300 5064.400 5064.500 5064.600 5064.700 5064.800 5064.900 5065.000 Area (sf) 0.000 25.504 87.423 171.629 277.570 405.258 554.654 1219.934 2004.935 2934.703 4025.308 5298.362 6784.163 8532.809 10603.897 13077.516 16215.962 17201.610 18205.751 19256.556 20340.299 21452.938 22594.473 23764.905 24964.224 26192.430 27449.534 28602.438 29792.573 31020.745 32287.886 33588.947 34908.941 36247.866 37605.723 38982.511 40378.231 41631.654 42910.012 44213.303 45541.529 46894.690 48272.784 49675.813 51103.776 52556.674 54034.506 55547.057 57091.167 58666.837 60274.065 61912.853 63583.199 65285.105 67018.570 68783.593 70580.176 Average Area 0.000 12.752 56.463 129.526 224.599 341.414 479.956 887.294 1612.435 2469.819 3480.006 4661.835 6041.262 7658.486 9568.353 11840.706 14646.739 16708.786 17703.680 18731.153 19798.427 20896.618 22023.706 23179.689 24364.565 25578.327 26820.982 28025.986 29197.505 30406.659 31654.315 32938.416 34248.944 35578.403 36926.794 38294.117 39680.371 41004.943 42270.833 43561.657 44877.416 46218.110 47583.737 48974.299 50389.795 51830.225 53295.590 54790.781 56319.112 57879.002 59470.451 61093.459 62748.026 64434.152 66151.837 67901.081 69681.885 Volume (Cu-ft) Cum. Volume (cu-ft) Cum. Volume (ac-ft) 0.000 0.000 0.000 0.883 0.883 0.000 5.429 6.312 0.000 12.760 19.072 0.000 22.320 41.392 0.001 33.953 75.346 0.002 47.795 123.141 0.003 88.274 211.415 0.005 159.984 371.399 0.009 246.082 617.481 0.014 346.517 963.998 0.022 464.389 1428.387 0.033 601.895 2030.282 0.047 762.894 2793.176 0.064 955.694 3748.870 0.086 1179.689 4928.560 0.113 1456.710 6385.270 0.147 1671.646 8056.916 0.185 1769.778 9826.694 0.226 1873.271 11699.964 0.269 1979.508 13679.473 0.314 2089.221 15768.693 0.362 2201.817 17970.510 0.413 2317.298 20287.808 0.466 2437.822 22725.630 0.522 2557.222 25282.852 0.580 2681.364 27964.216 0.642 2802.235 30766.451 0.706 2919.264 33685.714 0.773 3040.927 36726.641 0.843 3164.990 39891.631 0.916 3293.445 43185.076 0.991 3424.367 46609.443 1.070 3557.178 50166.620 1.152 3694.409 53861.029 1.236 3828.818 57689.847 1.324 3967.303 61657.150 1.415 4100.225 65757.375 1.510 4226.688 69984.063 1.607 4356.585 74340.648 1.707 4487.411 78828.059 1.810 4621.348 83449.407 1.916 4757.773 88207.180 2.025 4896.687 93103.867 2.137 5040.773 98144.640 2.253 5182.352 103326.993 2.372 5328.740 108655.733 2.494 5478.741 114134.474 2.620 5631.422 119765.895 2.749 5788.395 125554.290 2.882 5946.634 131500.924 3.019 6108.774 137609.698 3.159 6274.064 143883.762 3.303 6442.504 150326.266 3.451 6617.345 156943.612 3.603 6789.285 163732.897 3.759 6967.184 170700.081 3.919 Proposed Pond 602 1 e 1 1 1 1 1 1 1 1 i 1 1 1 i 1 1 1 1 1 1 5065.100 71727.212 71153.694 7115.553 177815.635 4.082 5065.200 72884.644 72305.928 7230.271 185045.906 4.248 5065.300 74060.296 73472.470 7347.662 192393.568 4.417 5065.400 75254.170 74657.233 7465.460 199859.028 4.588 5065.500 76466.265 75860.217 7585.640 207444.668 4.762 5065.600 77696.581 77081.423 7707.638 215152.306 4.939 5065.700 78945.117 78320.849 7831.455 222983.761 5.119 5065.800 80211.875 79578.496 7959.487 230943.248 5.302 5065.900 81496.854 80854.365 8084.870 239028.118 5.487 5066.000 82800.054 82148.454 8214.149 247242.267 5.676 4/29/99 RESERVOIR REPORT RECORD NUMBER 2 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION Proposed Pond 602 [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] -------------------------------------------- ELEVATION STORAGE (ft) (cuft) -------------------------------------------- 5059.50 0.88 5059.60 6.31 5059.70 19.07 5059.80 41.39 5059.90 75.35 5060.00 123.14 5060.10 211.41 5060.20 371.40 5060.30 617.48 5060.40 964.00 5060.50 1428.39 5060.60 2030.28 5060.70 2793.18 5060.80 3748.87 5060.90 4928.56 5061.00 6385.27 5061.10 8056.92 5061.20 9826.69 5061.30 11699.96 5061.40 13679.47 5061.50 15768.69 5061.60 17970.51 5061.70 20287.81 5061.80 22725.63 5061.90 25282.85 5062.00 27964.22 5062.10 30766.45 D:\Projects\REG\PONDS\Pond602-2.rtg Page 1 5053.20 (ft) 5066.00 (ft) 0.20 (ft) J� II 1 4/29/99 [Manual Storage vs. Elevation) ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5062.20 33685.71 5062.30 36726.64 5062.40 39891.63 5062.50 43185.08 5062.60 46609.44 5062.70 50166.62 5062.80 53861.03 5062.90 57689.85 5063.00 61657.15 5063.10 65757.38 5063.20 69984.06 5063.30 74340.65 5063.40 78828.06 5063.50 83449.41 5063.60 88207.18 5063.70 93103.87 5063.60 98144.64 5063.90 103326.99 5064.00 108655.73 5064.10 114134.47 5064.20 119765.90 5064.30 125554.29 5064.40 131500.92 5064.50 137609.70 5064.60 143883.76 5064.70 150326.27 5064.80 156943.61 5064.90 163732.90 5065.00 170700.08 5065.10 177815.64 5065.20 185045.91 5065.30 192393.57 5065.40 199859.03 5065.50 207444.67 5065.60 215152.31 5065.70 222983.76 5065.80 230943.25 5065.90 239026.12 5066.00 247242.27 [STAGE DISCHARGE INFORMATION) OUTLET STRUCTURE: STR # 5 TYPE : CIRCULAR ORIFICE DESCRIPTION : Pond 602 - 6" Dia. Orifice D:\Projects\REG\PONDS\POnd602-2.rtg Page 2 N G n 4/29/99 Page 3 (Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) ----------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) ----------------------------------------------------------------- 0.00 5053.20 0.00 0.00 0.00 0.80 5054.00 0.00 0.00 0.70 1.80 5055.00 0.00 0.00 1.18 2.80 5056.00 0.00 0.00 1.51 3.80 5057.00 0.00 0.00 1.78 4.80 5058.00 0.00 0.00 2.02 5.80 5059.00 0.00 0.00 2.23 6.80 5060.00 0.003 123.14 2.42 7.80 5061.00 0.147 6385.27 2.60 8.80 5062.00 0.642 27964.22 2.76 9.80 5063.00 1.415 61657.15 2.92 10.80 5064.00 2.494 108655.73 3.07 11.80 5065.00 3.919 170700.08 3.21 12.80 5066.00 5.676 247242.27 3.35 D:\Projects\REG\PONDS\POnd602-2.rtg E I L 4/29/99 OUTLET STRUCTURE REPORT RECORD NUMBER 5 TYPE CIRCULAR ORIFICE DESCRIPTION Pond 602 - 6" Dia. Orifice [RATING CURVE LIMIT] Minimum Elevation ......................... = Maximum Elevation ......................... = Elevation Increment ....................... = [OUTLET STRUCTURE INFORMATION] Radius.................................... _ Coefficient Cc ............................ _ Invert Elevation .......................... _ # of Openings ............................. _ [CIRCULAR ORIFICE EQUATION] Q = Co*A*[2gh]/k]^0.5 A = Wetted area, (sqft) K = 1 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.2) ------------- STAGE --------------- 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40 3.60 3.80 4.00 ----------------- ELEVATION (ft) ------------- 5053.40 5053.60 5053.80 5054.00 5054.20 5054.40 5054.60 5054.80 5055.00 5055.20 5055.40 5055.60 5055.80 5056.00 5056.20 5056.40 5056.60 5056.80 5057.00 5057.20 D:\Projects\REG\PONDS\6inorfice.rtg Page 1 5053.20 (ft) 5066.00 (ft) 0.20 (ft) 0.25 (ft) 0.60000 5053.20 (ft) 1 ---------------- FLOW (cfs) ---------------- 0.11 0.36 0.56 0.70 0.82 0.92 1.01 1.10 1.18 1.25 1.32 1.39 1.45 1.51 1.57 1.62 1.68 1.73 1.78 1.83 4/29/99 Page 2 [Culvert weir Discharge Value vs. Stage) (the elevation increment is 0.2) ---------------------------------------------------------- STAGE ELEVATION FLOW ---------------------------------------------------------- (ft) (cfs) 4.20 5057.40 1.88 4.40 5057.60 1.92 4.60 5057.80 1.97 4.80 5058.00 2.02 5.00 5058.20 2.06 5.20 5058.40 2.10 5.40 5058.60 2.14 5.60 5058.60 2.19 5.80 5059.00 2.23 6.00 5059.20 2.27 6.20 5059.40 2.30 6.40 5059.60 2.34 6.60 5059.80 2.38 6.80 5060.00 2.42 7.00 5060.20 2.45 7.20 5060.40 2.49 7.40 5060.60 2.53 7.60 5060.80 2.56 7.80 5061.00 2.60 8.00 5061.20 2.63 8.20 5061.40 2.66 8.40 5061.60 2.70 8.60 5061.80 2.73 8.80 5062.00 2.76 9.00 5062.20 2.79 9.20 5062.40 2.83 9.40 5062.60 2.86 9.60 5062.80 2.89 9.80 5063.00 2.92 10.00 5063.20 2.95 10.20 5063.40 2.98 10.40 5063.60 3.01 10.60 5063.80 3.04 10.80 5064.00 3.07 11.00 5064.20 3.10 11.20 5064.40 3.13 11.40 5064.60 3.15 11.60 5064.80 3.18 11.80 5065.00 3.21 12.00 5065.20 3.24 12.20 5065.40 3.27 12.40 5065.60 3.29 12.60 5065.80 3.32 12.80 5066.00 3.35 12.80 5066.00 3.35 D:\Projects\REG\PONDS\6inOrfice.rtg >- 4 1 1 1 1 1 1 PROPOSED POND 603 FOR POND RATING CURVE SCALE. 1 "= 1 00' IN✓o--.r,c PRISM A M?MOD ORIGINICINAL SURFACE P-POND 603l" FINAL CSURFACEOMPACTION Flat TIN Elev: 5053,00 CUT CONPACTON FACTOR O.00 V. RA CUT VOLUME FACTOR 0.00 C RAW CUT VOLUME O06 ,1 RAW FILL VOLUME 20fi61.1] CT= 59,85L59 cu-N= 12.807 ac-II ELEVATION AREA AVE.AREA VOLUME CUM.VOLUME POND 603 ' 5047.00 0.00 0.00 0.00 0.00 5047.10 173.60 86.80 7.45 7.45 5047.20 505.66 339.63 32.56 40.01 5047.30 1026.62 766.14 74.86 114.87 ' 5047.40 1889.26 1457.94 141.98 256.84 5047.50 5047.60 3243.73 5251.35 2566.50 4247.54 252.14 418.50 508.98 927.49 ' 5047.70 8053.08 6652.21 657.32 1584.80 5047.80 11939.61 9996.35 990.81 2575.62 5047.90 17259.62 14599.62 1446.76 4022.38 5048.00 24265.95 20762.79 2061.96 6084.34 ' 5048.10 25918.58 25092.27 2507.87 8592.21 5048.20 27724.32 26821.45 2680.60 11272.82 5048.30 29683.15 28703.74 2870.00 14142.81 5048.40 31795.09 30739.12 3072.47 17215.29 5048.50 34060.12 32927.61 3291.10 20506.38 5048.60 36478.26 35269.19 3525.00 24031.39 ' 5048.70 39049.49 37763.87 3774.19 27805.57 5048.80 41773.82 40411.65 4043.32 31848.90 5048.90 44651.25 43212.54 4319.20 36168.10 5049.00 47681.78 46166.52 4614.28 40782.38 ' 5049.10 51045.55 49363.67 4933.53 45715.91 5049.20 54729.41 52887.48 5285.54 51001.45 5049.30 58733.34 56731.38 5672.31 56673.76 ' 5049.40 63057.36 60895.35 6086.53 62760.29 5049.50 67701.46 65379.41 6534.48 69294.77 5049.60 72665.65 70183.55 7014.37 76309.15 5049.70 77949.91 75307.78 7526.21 83835.36 ' 5049.80 83554.26 80752.09 8079.59 91914.95 5049.90 89478.69 86516.48 8647.40 100562.35 5050.00 95723.20 92600.95 9255.18 109817.52 ' 5050.10 98693.18 97208.19 9719.76 119537.29 5050.20 101772.27 100232.72 10021.91 129559.20 5050.30 104960.47 103366.37 10337.24 139896.44 5050.40 108257.78 106609.12 10659.71 150556.15 5050.50 111664.21 109960.99 10994.56 161550.71 5050.60 115179.75 113421.98 11340.31 172891.02 5050.70 118804.40 116992.07 11696.94 184587.96 5050.80 122538.16 120671.28 12071.29 196659.25 5050.90 126381.04 124459.60 12443.89 209103.14 5051.00 130333.04 128357.04 12833.23 221936.37 5051.10 132156.77 131244.91 13123.43 235059.80 5051.20 134096.79 133126.78 13311.42 248371.22 5051.30 5051.40 136153.08 138325.64 135124.93 137239.36 13512.48 13722.79 261883.71 275606.49 , 5051.50 140614.49 139470.07 13945.63 289552.13 5051.60 143019.60 141817.04 14180.08 303732.21 5051.70 145541.00 144280.30 14426.14 318158.34 5051.80 148178.67 146859.83 14688.46 332846.80 ' 5051.90 150932.61 149555.64 14953.81 347800.61 5052.00 153802.83 152367.72 15234.72 363035.33 5052.10 154832.18 154317.50 15431.58 378466.92 ' 5052.20 155875.68 155353.93 15535.12 394002.04 5052.30 156933.34 156404.51 15640.84 409642.88 5052.40 158005.16 157469.25 15746.71 425389.59 ' 5052.50 159091.14 158548.15 15854.49 441244.08 0 N-4� 11 5052.60 5052.70 5052.80 5052.90 5053.00 160191.28 159641.21 161305.57 160748.42 162434.02 161869.80 163576.63 163005.33 164739.10 164157.87 15963.69 457207.77 16074.30 473282.06 16188.46 489470.53 16300.04 505770.57 16414.90 522185.47 5/14/97 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Proposed Pond 603 Rating [RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Increment ....................... _ [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] -------------------------------------------- ELEVATION STORAGE (ft) (cu£t) ------------------- ---------------- 5047.10 7.45 5047.20 40.01 5047.30 114.87 5047.40 256.84 5047.50 508.98 5047.60 927.49 5047.70 1584.80' 5047.80 2575.62 5047.90 4022.38 5048.00 6084.34 5048.10 8592.21 5048.20 11272.82 5048.30 14142.81 5048.40 17215.29 5048.50 20506.38 5048.60 24031.39 5048.70 27805.57 5048.80 31848.90 5048.90 36168.10 5049.00 40782.38 5049.10 45715.91 5049.20 51001.45 5049.30 56673.76 5049.40 62760.29 5049.50 69294.77 5049.60 76309.15 5049.70 83835.36 Page 1 5047.00 (ft) 5053.00 (ft) 0.10 (ft) I [1 1 1 1 [1 1 .1 5/14/97 [Manual Storage vs. Elevation] Page 2 ----------------------------------------- ELEVATION ------ STORAGE (ft) (cuft) ------------------------------------------------ 5049.80 91914.95 5049.90 100562.35 5050.00 109817.52 5050.10 119537.29 5050.20 129559.20 5050.30 139896.44 5050.40 150556.15 5050.50 161550.71 5050.60 172891.02 5050.70 184587.96 5050.80 196659.25 5050.90 209103.14 5051.00 221936.37 5051.10 235059.80 5051.20 248371.22 5051.30 261883.71 5051.40 275606.49 5051.50 289552.13 5051.60 303732.21 5051.70 318158.34 5051.80 332846.80 5051.90 347800.61 5052.00 363035.33 5052.10 378466.92 5052.20 394002.04 5052.30 409642.88 5052.40 425389.59 5052.50 441244.08 5052.60 457207.77 5052.70 473282.06 5052.80 489470.53 5052.90 505770.57 5053.00 522185.47 [STAGE DISCHARGE INFORMATION) OUTLET STRUCTURE: STR # 1 TYPE : CIRCULAR CONCRETE w/ groove end w/ headwall DESCRIPTION : Proposed 36" RCP Pond 603 Outlet Pipe !-- S :E�, 5/14/97 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) Page 3 --------------------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (ac-ft) (cuft) (cfs) ---------------------------------------- 0.00 5047.00 0.00 ------------ 0.00 ------- 0.00 0.10 5047.10 7.45 0.07 0.20 5047.20 40.01 0.25 0.30 5047.30 114.87 0.56 0.40 5047.40 256.84 0.96 0.50 5047.50 508.98 1.51 0.60 5047.60 927.49 2.13 0.70 5047.70 1584.80 2.85 0.80 5047.80 2575.62 3.68 0.90 5047.90 4022.38 4.60 1.00 5048.00 0.140 6084.34 5.61 1.10 5048.10 8592.21 6.70 1.20 5048.20 11272.82 7.87 1.30 5048.30 14142.81 9.04 1.40 5048.40 17215.29 10.38 1.50 5048.50 0.471 20506.38 11.72 1.60 5048.60 24031.39 13.14 1.70 5048.70 27805.57 14.65 1.80 5048.80 31848.90 16.15 1.90 5048.90 36168.10 17.66 2.00 5049.00 0.936 40782.38 19.25 2.10 5049.10 45715.91 20.84 2.20 5049.20 51001.45 22.51 2.30 5049.30 56673.76 24.19 2.40 5049.40 62760.29 25.86 2.50 5049.50 1.591 69294.77 27.54 2.60 5049.60 76309.15 29.21 2.70 5049.70 83835.36 30.97 2.80 5049.80 91914.95 32.64 2.90 5049.90 100562.35 34.31 3.00 5050.00 2.521 109817.52 36.07 3.10 5050.10 119537.29 37.75 3.20 5050.20 129559.20 39.50 3.30 5050.30 139896.44 41.18 3.40 5050.40 150556.15 42.85 3.50 5050.50 3.709 161550.71 42.85 3.60 5050.60 172891.02 48.97 3.70 5050.70 184587.96 50.48 3.80 5050.80 196659.25 52.14 3.90 5050.90 209103.14 53.76 4.00 5051.00 5.095 221936.37 55.33 4.10 5051.10 235059.80 56.56 4.20 5051.20 248371.22 57.63 4.30 5051.30 261883.71 58.64 4.40 5051.40 275606.49 59.63 1 1 1 1 1 5/14/97 Page 4 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) --- STAGE ELEVATION STORAGE -- STORAGE -------------- DISCHARGE (ft) (ft) (ac-ft) (cuft) (cfs) --------- 4.50 --- 5051.50 6.647 ------------------ 289552.13 60.61 4.60 5051.60 303732.21 61.57 4.70 5051.70 318158.34 62.53 4.80 5051.80 332846.80 63.47 4.90 5051.90 347800.61 67.83 5.00 5052.00 8.334 363035.33 69.08 5.10 5052.10 378466.92 70.31 5.20 5052.20 394002.04 71.52 5.30 5052.30 409642.38 72.70 5.40 5052.40 425389.59 73.87 5.50 5052.50 10.130 441244.08 75.02 5.60 5052.60 457207.77 76.15 5.70 5052.70 473282.06 77.27 5.80 5052.80 489470.53 78.37 5.90 5052.90 505770.57 79.45 6.00 5053.00 11.968 522185.47 80.52 �4 1 o 1 1 Proposed Pond 603 Outlet Pipe (Used to Calibrate Outlet Pipe in "Watershed Modeling" for pond rating curve) CURRENT DATE: 07-22-1997 FILE DATE: 07-22-1997 CURRENT TIME: 07:42:02 FILE NAME: REG-603 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (£t) MATERIAL (ft) (ft) n TYPE 1 5047.00 5045.84 184.00 1 RCP 3.00 3.00 .013 IMPR SIT CIR 2 3 4 5 6 i SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-603 DATE: 07-22-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5047.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5048.20 8.0 8.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5046.70 16.0 16.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5049.04 24.0 24.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5049.48 32.0 32.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5049.91 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5050.58 48.0 48.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5051.00 56.0 56.0 0.0 0.0 0.0 0.0 C.0 0.00 1 5051.54 64.0 64.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5052.13 69.7 67.4 0.0 0.0 0.0 0.0 0.0 1.89 11 5052.28 80.0 68.9 0.0 0.0 0.0 0.0 0.0 10.46 4 5052.05 67.1 67.1 0.0 0.0 0.0 0.0 C.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-603 DATE: 07-22-1997 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5047.00 0.000 0.00 0.00 0.00 5048.20 0.000 8.00 0.00 0.00 5048.70 0.000 16.00 0.00 0.00 5049.04 0.000 24.00 0.00 0.00 5049.48 0.000 32.00 0.00 0.00 5049.91 0.000 40.00 0.00 0.00 5050.56 0.000 48.00 0.00 0.00 5051.00 0.000 56.00 0.00 0.00 5051.54 0.000 64.00 0.00 0.00 5052.13 -0.005 69.70 0.39 0.56 5052.28 -0.006 80.00 0.72 0.90 <1> TOLERANCE (ft) = 0..010 <2> TOLERACE 1.000 J CURRENT DATE: 07-22-1997 FILE DATE: 07-22-1997 ' CURRENT TIME: 07:42:02 FILE NAME: REG-603 PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.00 (ft) BY 3.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5047.00 0.00 -1.16 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 8.00 5048.20 1.20 0.83 1-S2n 0.79 0.89 0.69 0.65 6.46 2.77 ' 16.00 5048.70 1.70 1.18 1-S2n 1.14 1.27 1.07 1.10 7.04 3.30 24.00 5049.04 2.04 1.58 1-S2n 1.43 1.57 1.37 1.28 7.60 3.65 32.00 5049.48 2.48 2.06 1-S2n 1.71 1.83 1.63 1.43 8.15 3.92 40.00 5049.91 2.91 2.62 1-S2n 1.98 2.06 1.86 1.55 8.72 4.14 ' 48.00 5050.58 3.33 3.58 2-M2c 2.29 2.25 2.25 1.66 8.47 4.34 56.00 5051.01 3.76 4.01 2-M2c 3.00 2.42 2.42 1.76 9.15 4.51 64.00 5051.54 4.20 4.54 2-M2c 3.00 2.55 2.55 1.85 10.03 4.66 67.42 5052.13 4.39 5.13 2-M2c 3.00 2.60 2.60 1.91 10.38 4.76 ' 68.82 5052.29 4.47 5.29 2-M2c 3.00 2.63 2.63 2.01 10.51 4.93 El. inlet face invert 5047.00 ft El. outlet invert 5045.84 ft El. inlet throat invert 5046.95 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ++************ ' INLET STATION 0.00 ft INLET ELEVATION 5047.00 ft OUTLET STATION 192.06 ft OUTLET ELEVATION 5045.84 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0060 CULVERT LENGTH ALONG SLOPE 184.00 ft CULVERT DATA SUMMARY ****++++++**+++++++++++* BARREL SHAPE CIRCULAR BARREL DIAMETER 3.00 ft BARREL MATERIAL CONCRETE ' BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ++:++ SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 6.00 ft ' SIDE TAPER (4:1 TO 6:1) (X:1) 5.38 FACE HEIGHT 3.00 ft 1 CURRENT DATE: 07-22-1997 CURRENT TIME: 07:42:02 TAILWATER 3 FILE DATE: 07-22-1997 FILE NAME: REG-603 ******* REGULAR CHANNEL CROSS SECTION ****************(Off -Site Swale 603) SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.014 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5045.84 ft CULVERT NO.'_ OUTLET INVERT ELEVATION 5045.84 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (osf) 0.00 5045.84 0.000 0.00 0.00 0.00 8.00 5046.69 0.530 0.85 2.77 0.74 16.00 5046.94 0.553 1.10 3.30 0.96 24.00 5047.12 0.568 1.28 3.65 1.11 32.00 5047.27 0.578 1.43 3.92 1.24 40.00 5047.39 0.586 1.55 4.14 1.35 48.00 5047.50 0.593 1.66 4.34 1.44 56.00 5047.60 0.598 1.76 4.51 1.53 64.00 5047.69 0.603 1.85 4.66 1.61 69.70 5047.75 0.607 1.91 4.76 1.66 80.00 5047.85 0.612 2.01 4.93 1.75 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED (Emergency Overflow Weir) EMBANKMENT TOP WIDTH 1.00 ft CREST LENGTH 30.00 ft OVERTOPPING CREST ELEVATION 5052.05 ft I 1 Pond 603 Trickle Pan 327.8xO.5%=1.7 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reglswales\reg-swls.fm2 Worksheet Pond 603 Trickle Channel Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.013 Channel Slope 0.008800 ft/ft Left Side Slope 12.000000 H : V ' Right Side Slope 12.000000 H : V — Discharge 1.70 cfs (s c s 2- 3 -5 Z L 1 1 1 1 1 1 1 Results Depth 0.23 ft Flow Area 0.66 ft' Wetted Perimeter 5.66 ft Top Width 5.64 ft_._( N= E A G wwE Critical Depth 0.26 ft Critical Slope 0.004868 ft/ft Velocity 2.57 fus Velocity Head 0.10 ft Specific Energy 0.34 ft Froude Number 1.32 Flow is supercritical. 08/11/97 FlowMaster v5.13 11 :17:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I I I I 1 i I 1 I ' Registry Ridge First Filing Northern Engineering Services, Inc. SUMMARY OF HEC-2 REVISIONS for Registry Ridge P.U.D. ' Model: EX-LANG.HC2 (Modified-E)dsting Regulatory Model for Fully Developed Conditions in the Fossil Creek Basin) 1.) Removed X5 cards at Sections 84 and 87 and replaced with Special Culvert (SC) cards; 2.) Retained the Master Drainage Plan discharges given in Table 15 of the master plan report for fully developed conditions; 3.) Revise Cross -Sections 82, 83 and 84 based on aerial topography; 4.) Added additional cross -sections required for the Special Culvert method including 84.5 and 87.5. I Model: PP-LANG.HC2 (Post -Project Model for Fully Developed Conditions in the Fossil Creek Basin) 1.) Copy file EX-LANG.HC2; 2.) Revise the discharges based on output from SWMM model PD 100FC.OUT; 3.) Revise Cross -Sections 82, 83 and 84 to reflect Pond 603. 4.) Add proposed 60" HDPE at Sections 86 and 86.5. D:\PROJECTS\REG\HEC-2\SUMMARY.TXT 1 ) / x I / (1 I'u? lc2ooY Jl ="�B (s • �-1- —, �-,' c aIl1��Z,) c L o c-�c+c,d, �•72 o cg / o r �J.z, c�cod) S�✓2 OJ �U n \ C r f •o,��� � �_.r c sue.-r=.rhi J c'Ig Wi J �1 r G r J sv"rir,v� I n/ �. ,.•,d cif 19E ; ..r-iio�n I I � Gil Sc�,--�.J nJ�.••,ac7�-S G�j I 4LPJ.9 8� 3oZ ( 4liS.a fib- QiG.y ZoI � jzJ ci.j o/e Zoo P�S�,Y/ 24 -75 4- 7 --? 35 2- 4/23 /5s All i �vJ L r HEC-2 Cross -Section 89; Q100= 500.0 afs Worksheet for Irregular Channel 4 1 Project Description Project File d:tprojectsVegtswalesVeg-swls.fm2 Worksheet HEC-2 Master Plan Section 89 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006600 ft/ft Elevation range: 5,033.10 ft to 5,056.90 ft. Station (ft) Elevation (ft) Start Station 0.00 5,055.80 0.00 32.00 5,049.50 1,003.00 123.00 5,047.10 1,053.00 354.00 5,044.90 578.00 5,040.60 726.00 5,039.90 752.00 5,043.00 794.00 5,040.30 813.00 5,039.00 872.00 5,037.30 1,003.00 5,035.50 1,035.00 5,033.10 1,053.00 5,035.00 1,088.00 5,035.60 1,136.00 5,038.10 1 322 00 5 053 00 End Station Roughness 1,003.00 0.045 1,053.00 0.035 1,348.00 0.045 11 1 P/ — T—cam :! ,_J , is r= — ...-_... — i,J 1,348.00 5,056.90 ,-' _ - — _ _ .. Discharge s 00.00� cfs --------- -------_ -- - Results Wtd. Mannings Coefficient 0.041 ;,lo,_.. ;-I— _ Water Surface Elevation Flow Area 5 036 27 162. 5 8 ft2 - -- Wetted Perimeter 153.77 ft Top Width 153.55 ft Height 3.17 ft _ Critical Depth 5,035.73 ft - Critical Slope 0.024698 fUft Velocity 3.08 ft/s Velocity Head 0.15 ft Specific Energy 5,036.41 ft Froude Number 0.53 Flow is subcritical. 07/07/98 01:55:45 PM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 u I FlowMaster v5.13 r Page 1 of 2 I C t t It t t a a < % A I . • a • % n r a P P P O a m P n m y n m Yf J m N P o P m Yf m d J• a n C• n N a r` 6 • • • • • • • • • • • • • • • • • • • • • • • • • • O n r N O P O N •'� P F P d N F C a O F P O N V r �• r r r w w r r r w w r r N N N N h N N N N N N 9 N a P F n .p D O T T f1 d Jf N T S D T n I(f r P r P m N a y y F D m m D P P O n T I1 N N N N T a T V u iJ N n r N IM1 O 9 N T O m N P P P ifl O P O O D N J P J O J O •• O N I(1 n d N O O G � + F d n N F S D '.D .p P r O-• O Y1 r O Y Y1 » ifl D r r YI N + N O F P C m J� C Vl F O C _ J C •D L P Y1 n 'n ry r r •.• r r ... r n D F N O 'f P r d N d N n 1fl . N d P P .T P C` O C n P N N F J` N r ll N N L 6 N .11 N N N N N n n n T T d Yf V' Vf If. J1 L L L F F F > G O D O J D J D J1 VI Jf .n N :ll y Y1 :!f 1I� l` n V• 'A Yf '11 J� J' n :D .f Jt A n A 1(1 .D VI "J •' O O J O y O C C C N O P _ D f N N N N N D .i T F 11 N Yf F '• J p J O 7 > O J O J D J � �A J1 y Yl y .Il if N y :(f N If Ilf Y: iA YI y 1fl 1l� 'n V] :!� •A y N tD Yl N - - G C O C > _ G G _ S. J > > O > O J J O > O > N N N N_ N N N n n r C 1 � f• r N .n F r� 9 J n n L O V1 ? N e '� i'• T y 7 r _ N N N N N N +� T T n •A fl y 1. C D_ '••' 2 �n � y N Y1 n Yf y y y YI 1f 11 J1 11 Y� 'A �'f Vf Jf 'n Jf N Y1 S J J J > 7 J O 7 :J r K s ^I 9 fl I ' l I I k i HEC-2 Cross -Section 89; Q100= 468.9 cfs Worksheet for Irregular Channel ' Project Description Project File d:\projects\reg\swales\reg-swls.fm2 Worksheet HEC-2 Master Plan Section 89 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006600 ft1ft Elevation range: 5,033.10 ft to 5,056.90 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 5,055.80 0.00 1,003.00 0.045 32.00 5,049.50 1,003.00 1,053.00 0.035 123.00 5,047.10 1,053.00 1,348.00 0.045 354.00 5,044.90 578.00 5,040.60 726.00 5,039.90 752.00 5,043.00 794.00 5,040.30 813.00 5,039.00 872.00 5,037.30 1,003.00 5,035.50 1,035.00 5,033.10 1,053.00 5,035.00 1,088.00 5,035.60 1,136.00 5,038.10 ' 1,322.00 1,348.00 5,053.00 5,056.90 Discharge 468 90 or G= �a f Results Wtd. Mannings Coefficient 0 040 Water Surface Elevation 5 036 20 ) ft Flow Area 153.00 ft' Wetted Perimeter 148.12 ft Top Width 147.91 ft Height 3.10 ft Critical Depth 5,035.68 ft Critical Slope 0.024515 fttft Velocity 3.06 fvs Velocity Head 0.15 ft Specific Energy 5,036.35 ft Froude Number 0.53 Flow is subcritical. 06/12/99 02:44:29 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 2 r� I__I Scc-r,�-J� ✓Z i 3i. .-i--� Er—C cr, ✓o i=U..-.J w „= v-,-- o � � ,mac ,� u. �, .� 'mil /�I ,:� Tr- o ,= T=-c .- rr c c_; r ✓E /—:N...� f>.,'�c? ✓.�:—. —_ 23 IFS ,�i�•J ��:2 C�=c �T'/�/E W�.�r-�-= O.J Gr�+-+J �JCL� � - r 1=•��� Ste. �.r..�. J � °j rc� � L x c.... �,- = 3 ! � -r.�/.•J9 Program Methodology (r='�„�' ==-Zy- cr �:^ ^J - — i 6-57 , i3 occur over a shorter distance than flow expansions, the reach length between sections 3 and 4 can be set equal to the culvert opening width between abutments. However. this guideline may result in too �. short of a reach length between sections 3 and 4 for situations with small culverts (relative to the floodplain width). An alternative method would be to locate cross-section 4 upstream from cross-section 3 a distance equal to the average of the culvert's two abutment ' projections (i.e.. a contraction angle equivalent to a ratio of 1: 1). 1 6.5.6 Intermediate Cross -Sections r ='rr -­J _ �-' z. c am. j Sometimes the difference between the unrestrained floodplain width both upstream and downstream of a bridge or culvert and the constricted width of the bridge or culvert opening can be very large. In such situations, locating the unconstricted first and last cross - sections at a bridge or culvert using the expansion and contraction guidelines--4 to 1 for flow expansion and 1 to 1 for flow contraction -- may result in channel reach lengths being too long and potentially causing unreliable results in the friction loss computations. To prevent such problems. intermediate cross -sections should be inserted to reduce the channel reach lengths. Also, the intermediate cross -section's effective flow area should be defined (see Figure 6.5.3.3) to limit the lateral floodplain width to that of the previously provided contraction and expansion guidelines. This will confine the flow to the floodplain region that is responsible for conveying active flow. The effective flow area encroachments (see Figure 6.5.3.3) do not add any additional wetted perimeter to the friction loss computations, and they are therefore ideal for modeling the stagnant ponded water regions outside of the active flow contraction and expansion boundaries. if the roadway is overtopped, the ineffective flow areas defined for the , intermediate cross -sections may also need to convey flow. The user should carefully check such situations to make certain that they are properly modeled. 1 LJ I .1 I I r r 1 ++} Y K # (il ❑ m H F � e Z Z I7 � O+ 0 N 4l H N N ¢ G Ql N x G N G w E ¢ W k Z W H N x z a d I . 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O l0 r U U ❑ m m m o ulgxH o 0 0 n ul m vl ill m q o rl N c a O O O N H O o o v O O ill ill o Y Q o- o • N O a m H O fil - O l+l O 3 Q x H q rL O f7 o N N o• r 4l V o v 0 1 • tO O Vl C N O ❑ �O c O O O m m m N m .i tl H 0 0 0 r v K K K a l0 E m r m N ill O ill �n U e m m c O ip Z OI l9 \O c O o io Qo a -o�ll q r io o �n �llo ' m m wm P m c N m 2 2 U N 3 U U a m m o U d> X o ril o 0 m N U m W N Z Q .ti n N Ol m O N v O O f.] cal O O 0 P O N N A N O o N n .Ni 0 0 030 0 ❑ d > X a a ❑ o ❑ o ❑ U o ❑ r.� o w o ❑ Z o nl ❑ O O (1 l0 m p O O r m ❑ H O O Ol r - ❑ O O N N m 00 0 1 > 00 rOl U E O H W H 4 r'1 N H ('I O ❑ f'l r O O h 41 H a ❑ N r O O ❑ 3 r ❑ o r No r o U mo m d E m r o Z r o Z N N N m N VI N t1 t/ N _z� O O O . O 00 0 o z O Z O O C O z Z m o r e m o o r•� O 3 o z w o U N [il O m N t r� N O il a Z G a U O 0 m OI F m O O m m O O m m O O O C m �nNN oomm o�nom m m •: m f7 17 m N 1p (•I m m m m O m S m oo V• c O O N m O O In r c m In N N u1 h N r'1 N O O m m O •-� m N O o In ri o me Oo P . r . oN mnm m.i m io mr O N O N O N � � N r e 0 o m m o o m m o 0 N C 0 O.00 N.00 N O N O e O m II O v rn K Y z2 0 5 � 4] N a m F O r1 i(l 1'1 d O Q O ❑ e o .r VI O N N N F T N 0 O O �n z r o 0 G N N N • N t0 U o m v N T N o U �n Q r O 9 N N U o c� O Z F+ oor m m Z o r m z m o U N L] O m N N <c�no • m o m r o o r1 O O •m N N O m N r O O r o l9 O (7 N m n O m O N r N N 00 o ❑ O 4l ❑ o o o Op m N > o o Z m O U h ❑ O m N M 09JUL98 12:54:58 EXECUTED 09SUL98 12:54:59 HEE2�WATER� SURFACE PROFILES������ � Version 4.6.2; May 1991 1 PAGE 21 THIS RUN NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST L-9 Gulch W/o Regist:7 SUMMARY PRINTOUT SECNO CWSEL Q XLCH DEPTH TOPWID AREA SSTA ENDST B9. 000 5036.14 500.00 .00 3.04 141.96 143.62 956.41 1098.37 88.000 5036.88 500.00 410.00 3.08 294.56 425.78 939.39 1361.45 87.500 5036.01 500.00 155.00 5.65 8.00 45.12 1110.40 1118.40 87.000 5038.60 500.00 30.00 8.24 8.00 65.79 1110.40 1118.40 86.000 5040.10 500.00 350.00 4.70 37.17 91.09 870.00 907.17 65.000 5041.42 500.00 330.00 2.42 69.89 109.28 900.00 969.89 84.500 5044.00 500.00 61.93 5.78 365.48 446.81 527.01 892.49 84.000 5051. 97 1100.00 68.07 11.52 1531.59 5462.79 90.46 1622.05 83.000 5051.97 1100.00 700.00 5.23 1386.50 1639. 99 163.56 1550.06 82.000 5052.06 1100.00 315.00 3.72 952.88 1065.49 431.15 1384.03 61.000 5053.18 1100.00 305.00 1.88 146.53 176.79 336.63 483.16 60.000 5056.44 920.00 355.00 2.34 349. 90 362.55 312.72 662.62 79.000 5058.16 920.00 240.00 2.86 261.35 217.91 561.40 842.75 78.000 5061.56 920. 00 480.00 2.56 477.62 373.77 711.57 1189.19 77.000 5064.17 920.00 210.00 2.17 288.44 218.30 864.43 1189.72 76.000 5066.99 820.00 310.00 2.69 299.40 272.13 287.49 586.89 75.000 5069.85 820.00 310.00 3.25 464.60 234.54 .00 690.96 09JUL93 12:54:58 PAGE 22 SECNO CWSEL Q XLCH DEPTH TOPWID AREA SSTA ENDST 14.000 5072.41 820.00 360.00 3.41 160.75 167.45 760.55 921.30 73.000 5075.64 730.00 590.00 3.94 544.83 355.47 547.77 1190.36 72.000 5077.44 730.00 425-00 1.44 467. 97 315.35 306.26 1168.49 71.000 5060.73 730.00 520.00 .93 376.91 214.16 720.65 1191.51 10.000 5086.54 730.00 310.00 1.24 220.19 173.11 469.07 820.71 =31 * 69.000 5089.06 550.00 340.00 2.06 357.64 270.c7 573.43 931.06 * 68.000 5090.2-1 550.00 265.00 1.77 217.30 165.70 291.28 508.58 * 67.000 5094.21 550.00 440.00 3.41 162.41 143.55 593.59 755. 99 66.000 5096.09 360.00 300.00 3.09 279.42 161.76 463.00 848.84 1 09JUL98 12:54:58 PAGE 23 Lang Gulch w/o Registry SUWP,RY PRINTOUT SECNO CWSEL QLOB QCF. QROB VLOB VCH VROS HV 89.000 5036. 14 15. 42 424.13 60.45 1.03 4.39 1.88 .26 * 86.000 5036.88 .06 499.94 .00 .08 1.18 .00 .02 * 87.500 5036.01 .00 500.00 .00 .00 11.08 .00 1.91 ` 87.000 5038.60 .00 500.00 .00 .00 7.60 .00 .90 * 86.000 5040.10 .00 500.00 .00 .00 5.49 .00 .47 * 85.000 5041.42 .00 500.00 .00 .00 4.58 .00 .33 * 84.500 5044. 00 286.75 72.81 140. 45 .96 2.58 1.18 .03 * 84.000 5051.97 713.15 65.42 321.43 .20 1.16 .17 .00 83.000 5051.97 639.27 244.65 216.06 .58 1.72 .54 _01 * 82.000 5052.06 449.40 402.93 247.66 .85 1.81 .79 .03 - 81.000 5053.18 .00 1080.25 19.75 .00 6.44 2.19 .63 * 80.000 5056.44 439.40 221.66 258.73 2.28 4.16 2.21 .12 - 79.000 5058.16 398.93 306.99 214.07 4.40 7.33 2.51 .43 78.000 5061.56 212.07 240.01 467.93 2.50 4.59 1.98 .14 * 77.000 5064.17 112.54 273.97 533.49 2.98 6.70 3.82 .36 76.000 5066.99 51.10 272.03 496. 67 1.71 5.12 2.63 .20 ` 75.000 5069.85 332. 94 486.66 .40 2.27 5.63 .29 .32 74.000 5072.41 39.25 772.70 8.05 1.40 5.78 1.40 .49 73.000 5075.64 10.06 258.91 461.03 .82 4.43 1.62 .13 72.000 5077.44 .00 50.95 679.05 .00 3.05 2.27 .08 * 71.000 5060.73 .00 19.62 710.38 .00 3.66 3.40 .18 70.000 5086.54 729.96 .04 .00 4.22 .50 .05 .28 * 69.000 5089.06 .00 281.08 268.92 .00 3.05 1.51 .09 66.000 5090.27 66.49 262.02 221.49 2.12 4.20 2.41 .17 1 09JUL98 12:54:58 PAGE 24 SECNO CWSEL QLOB QCH QROB VLOB VCH VROS HV Ti Z * 67.000 5094.21 66.000 5096.09 1 09JUL98 12:54:58 PAGE 25 Lang Gulch. w/o Registry SUMMARY PRINTOUT DIFEG ELMIN .000 5033.10 ` .000 5033.80 ` .000 5030.36 * .000 5030.36 * .000 5035.40 * .000 5039.00 * .000 5038.22 ` .000 5040.45 * .000 5046.74 ` .000 5048.34 ` .000 5051.30 * .000 5054.10 * .000 5055.30 * .000 5059.00 * .000 5062.00 * .000 5064.30 * .000 5066.60 .000 5069.00 .000 5071.70 .000 5076.00 " .000 5079.80 .000 5085.30 ` .000 5087.00 ` .000 5068.50 1 09JUL98 12:54:58 PAGE 26 DIFEG ELMIN * .000 5090.80 .000 5093.00 60.15 306.76 183.10 52.81 307.18 .00 2.15 6.65 2.64 .82 3.15 .00 43 13 Ss3 0 0 0 w o 0 m C m m C O � > o a � o v O N [•1 Z O O m U s rn O + + F m til til tJ :il 0 0 0 � C G 4 G [il til [il ul U a m m m m m m m m m F E F E 4 U U U U U Ul m H t/l m m H H H N 0 Z Z m Z Z Z m m m ❑ O m ❑ U O O Fj O O O 0 z E F o E F F o 0 0 z z U U U U U m [il m 41 [il 41 !il [il 4] LI !il [il LI N [il N m m cZ� m m m U U UZ G U U 4 U x x x X X G G 4 x I,. 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N 4] N Z Z U z V Z Z U' U 0 Z z 0 Z Z Z z Z z U' Z Z Z Z U' V Z O O Z O Z O O Z Z z 00 z 00 00 00 Z 00 00 Z Z O M 1-1 H N N N M M F F Z F Z F F Z Z Z F F Z F F F F F F Z E F E F Z 2 E ❑ ❑ a ❑ a ❑ ❑ a a a ❑ ❑ a ❑ ❑ ❑ ❑ ❑ ❑ a ❑ S ❑ ❑ a a ❑ 44 a a s a s a a a U V 3 U 3 U U 3 3 3 V V 3 U U U U U U 3 U U U V 3 3 U Y(i L r C� a w z w U F1 U W d h 7 Z M N w a w a a 0 0 0 r 0 z U w N Z O F Q U 0 n w 0 0 M v P N a ' r •1 -7,z $ �I i II I III i L>' 495 �I �I r I� LI I L' FGB i•1Loc car"r5oc 1 �o'IZ^o Eli r^�—=� ��c�M = 45•o�a L Z g_ rr i r I LL�ci� I \� n I— u n � t Z L� L " L I t I 1 I I I I I r I a a Oct 1 I ' AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Drop 3 Owner Colorado Land Source Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION r MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) 16 Discharge Q (cfs) 137.6 ' Left Manning's n .035 Center Manning's n .035 Right Manning's n .035 Bed slope So (ft/ft) .25 Left side slope (H:V) 4 Right side slope (H:V): 4 G Bend Coefficient Kb 1 CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) 13.34 Depth D (ft) 0.56 Froude Number 3.13 Shear Stress (psf) 8.81 DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity TriLock 4010, 10 cm (4-in) 0.77 1.02 TriLock 4015, 15 cm (6-in) 0.94 1.21 TriLock 4020, 20 cm (8-in) 1.03 1.34 Curlex I (Standard Excelsior) 0.18 0.46 Curlex II (Dbl-Net Excelsior) 0.23 0.52 Curlex III (High -Velocity) .26 .56 Riprap, D50 = 30 cm (12-in) 0.35 0.70 - Riprap, D50 = 45 cm (18-in) 0.52 0.84 Riprap, D50 = 60 cm (24-in) 1.02 1.02 Fine Sand, Noncolloidal 0.01 0.15 Sandy Loam, Noncolloidal 0.01 0.16 Silty Loam, Noncolloidal 0.01 0.19 L; Alluvial Silts 0.01 0.21 Ordinary Firm Loam 0.01 0.22 Stiff Clay, Colloidal 0.08 0.33 i� Alluvial Silts, Colloidal .08 .33 I 1 11 AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Drop 20 Owner Colorado Land Source Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) Discharge Q (cfs) Left Manning's n Center Manning's n Right Manning's n. Bed slope So (ft/ft) Left side slope (H:V) Right side slope (H:V): Bend Coefficient Kb CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) Depth D (ft) Froude Number Shear Stress (ps£) TriLock 4010, 10 cm (4-in.) TriLock 4015, 15 cm (6-in) TriLock 4020, 20 cm (8-in) Curlex I (Standard Excelsior) Curlex II (Dbl-Net Excelsior) Curlex III (High -Velocity) Riprap, D50 = 30 cm (12-in) Riprap, D50 = 45 cm (18-in) Riprap, D50 = 60 cm (24-in) Fine Sand, Noncolloidal Sandy Loam, Noncolloidal Silty Loam, Noncolloidal Alluvial Silts Ordinary Firm Loam Stiff Clay, Colloidal Alluvial Silts, Colloidal .0i 15 .02 .02 .02 .0305 4 c 1 6.63, < 20 ft/s, Use "PEC-MAT" 0.75 1.90 1.43, < 6 psf, Use "PEC-MAT" DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity 5.39 2.37 6.79 2.81 7.84 3.14 1.08 0.96 1.40 1.09 1.61 1.18 _J z, I J 3.03 1.67 4.57 2.04 6.31 2.46 0.04 0.30 0.04 0.32 0.06 0.38 0.07 0.41 0.08 0.45 0.50 0.66 .5 .66 I AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Drop 32 Owner Colorado Land Source Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) _ 14 Discharge Q (cfs) 69.02 Left Manning's n .02 Center Manning's n .02 Right Manning's n .02 Bed slope So (ft/ft) .25 ' Left side slope (H:V) 4 Right side slope (H:V): 4 Bend Coefficient Kb 1 CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) 15.58 < 20 cfs ' Depth D (ft) 0.29 Froude Number 5.08 Shear Stress (psf) 4.56 < 6.0 psf, Use "PEC-MAT" DIMENSIONLESS STABI�TITY FACTORS Shear Stress Velocity Tri Lock 4010, 10 cm (4-in) Tri1T Tri1V Tri Lock 4015, 15 cm (6-in) Tri2T Tri2V Tri Lock 4020, 20 cm (8-in) Tri3T Tri3V Curlex I (Standard Excelsior) Cur1T Cur1V Curlex II (Dbl-Net Excelsior) Cur2T Cur2T Curlex III (High -Velocity) Cur3T Cur3T Riprap, D50 = 30 cm (12-in) Rip1T Rip1V Riprap, D50 = 45 cm (18-in) Rip2T Rip2V Riprap, D50 = 60 cm (24-in) Rip3T Rip3V Fine Sand, Noncolloidal Soil1T Soil1V Sandy Loam, Noncolloidal Soil2T Soi12V Silty Loam, Noncolloidal Soil3T Soil3V ' Alluvial Silts Soi14T Soi14V Ordinary Firm Loam Soi15T Soil5V Stiff Clay, Colloidal Soil6T Soil6v Alluvial Silts, Colloidal Soi17T Soil7V r I I AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Drop 601 (Design Point 2) Owner U.S. Homes Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) Discharge Q (cfs) Left Manning's n Center Manning's n Right Manning's n Bed slope So (ft/ft) Left side slope (H:V) . Right side slope (H:V): Bend Coefficient Kb CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) Depth D (ft) - Froude Number Shear Stress (psf) 3.5 45 .035 .035 .035 .169 4 4 1 10.55 0.68 2.25 7.21 DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity I I I TriLock 4010 10 cm (4-in) 0.99 1.37 TriLock 4015, 15 cm (6-in) 1.22 1.62 TriLock 4020, 20 cm (8-in) 1.37 1.81 Curlex I (Standard Excelsior) 0.21 0.60 1\ Curlex II (Dbl-Net Excelsior) 0.28 0.68 Curlex III (High -Velocity) .32 .73 Riprap, D50 = 30 cm (12-in) 0.49 0.95 1.15 Riprap, D50 = 45 cm (18-in) 0.73 Riprap, D50 = 60 cm (24-in) 1.25 1.39 Fine Sand, Noncolloidal 0.01 0.19 Sandy Loam, Noncolloidal 0.01 0.20 Silty Loam, Noncolloidal 0.01 0.24 Alluvial Silts 0.01 0.26 , Ordinary Firm Loam 0.02 0.28 Stiff Clay, Colloidal 0.10 0.42 Alluvial Silts, Colloidal .1 •42 1- AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Swale 303 Owner U.S. Homes Designer MWohnrade r� CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) .01 Discharge Q (cfs) 50.5 Left Manning's n .035 Center Manning's n .035 Right Manning's n .035 Bed slope So (ft/ft) .03428 Left side slope (H:V) 4 Right side slope (H:V): 4 Bend Coefficient Kb 1 CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) 6.20 < 20 cfs, Use Pec Mat ' Depth D (ft) 1.43 Froude Number 0.92 Shear Stress (psf) 3.05 < 6 psf, Use Pee Mat DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity �.� TriLock 4010, 10 cm (4-in) Tri1T Tri1V TriLock 4015, 15 cm (6-in) Tri2T Tri2V TriLock 4020, 20 cm (8-in) Tri3T Tri3V Curlex I (Standard Excelsior) Cur1T Cur1V Curlex II (Dbl-Net Excelsior) Cur2T Cur2T Curlex III (High -Velocity) Cur3T Cur3T Riprap, D50 = 30 cm (12-in) Rip1T Rip1V Riprap, D50 = 45 cm (18-in) Rip2T Rip2V Riprap, D50 = 60 cm (24-in) Rip3T Rip3V Fine Sand, Noncolloidal SoillT Soil1V Sandy Loam, Noncolloidal Soil2T Soil2V Silty Loam, Noncolloidal Soil3T Soil3V ' Alluvial Silts Soil4T Soil4V Ordinary Firm Loam Soil5T Soil5V Stiff Clay, Colloidal Soil6T Soil6v ' Alluvial Silts, Colloidal Soil7T Soil7V d / I 11 AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 .� Project Name: Registry Ridge First Filing Location Swale 303 Owner U.S. Homes Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) .01 Discharge Q (cfs) 50.5 1, Left Manning's n .035 Center Manning's n .035 Right Manning's n .035 Bed slope So (ft/ft) .03816 Left side slope (H:V) 4 Right side slope (H:V): 4 Bend Coefficient Kb 1 CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) 6.41 < 20 fps, Use Pec Mat Depth D (ft) 1.40 , Froude Number 0.95 Shear Stress (psf) 3.34 < 6 osf, Use Pec Mat DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity TriLock 4010, 10 cm (4-in) Tri1T Tri2T Tri1V Tri2V TriLock 4015, 15 cm (6-in) TriLock 4020, 20 cm (8-in) Tri3T Tri3V Curlex I (Standard Excelsior) Cur1T Cur1V Curlex II (Dbl-Net Excelsior) Cur2T Cur2T Curlex III (High -Velocity) Cur3T Cur3T Riprap, D50 = 30 cm (12-in) Rip1T Rip1V Rip2V Riprap, D50 = 45 cm (18-in) Rip2T Riprap, D50 = 60 cm (24-in) Rip3T Rip3V Fine Sand, Noncolloidal SoillT SoillV Sandy Loam, Noncolloidal Soi12T Soil2V• Silty Loam, Noncolloidal Soi13T Soi13V Alluvial Silts Soi14T Soil4V , Ordinary Firm Loam Soil5T Soil5V Stiff Clay, Colloidal Soi16T Soil6v Alluvial Silts, Colloidal Soil7T Soil7V , i I 1, 11 FI i Ll I AMERICAN EXCELSIOR EARTH SCIENCE DIVISION EROSION WORKS FOR WINDOWS VERSION 1.0 Project Name: Registry Ridge First Filing Location Swale 303 Owner U.S. Homes Designer MWohnrade CHANNEL ANALYSIS: UNIFORM FLOW, TRAPEZOIDAL SECTION MANNING EQUATION UTILIZED INPUT VARIABLES: Bottom width B (ft) .01 Discharge Q (cfs) 50.5 Left Manning's n .035 Center Manning's n .035 Right Manning's n .035 Bed slope So (ft/ft) .08673 Left side slope (H:V) 4 Right side slope (H:V): 4 Bend Coefficient Kb 1 CALCULATED HYDRAULIC CONDITIONS Velocity V (ft/s) Depth D (ft) Froude Number Shear Stress (psf) 8.77 1.20 1.41 6.49 DIMENSIONLESS STABILITY FACTORS Shear Stress Velocity TriLock 4010 10 cm (4-1n) 1.15 1.73 TriLock 4015, 15 cm (6-in) 1.44 2.05 TriLock 4020, 20 cm (8-in) 1.64 2.29 Curlex I (Standard Excelsior) 0.24 0.79 Curlex II (Dbl-Net Excelsior) 0.31 0.89 Curlex III (High -Velocity) .35 .96 Riprap, D50 = 30 cm (12-in) 0.61 1.22 Riprap, D50 = 45 cm (18-in) 0.92 1.48 Riprap, D50 = 60 cm (24-in) 1.39 1.79 Fine Sand, Noncolloidal 0.01 0.23 Sandy Loam, Noncolloidal 0.01 0.24 Silty Loam, Noncolloidal 0.01 0.29 Alluvial Silts 0.02 0.31 Ordinary Firm Loam 0.02 0.34 Stiff Clay, Colloidal 0.11 0.50 Alluvial Silts, Colloidal .11 .5 7 MATERIALS: SIZES: DESCRIPTION: TRI-LOCK #4010 Articulating Concrete Revetment TRI-LOCK #4010 MATERIAL SPECIFICATIONS Interlocking concrete block pairs (key block and lock block) Woven polypropylene geotextile Tri-Lock #4010 4" thick (nominal) 1.54 sf/pair Geotextile 12'W X 3001 400 sy/roll EnOish units J 9� Tri-Lock #4010 concrete revetment is a concrete block system specifically designed for heavy-duty erosion control applications with ability to articulate and remain interlocked over a 3 foot minimum radius vertical curve. Based on full-scale flume tests, Tri-Lock #4010 has a documented hydraulic stability of about 17 fps velocity and 8 psf shear stress, while providing approximately 20% open area to support revegetation. For installer convenience, Tri-Lock #4010 is furnished on stretch -wrapped pallets with approximately 74 sf/pallet and 1,330 sf/truckload. PHYSICAL PROPERTIES: Block Strength: 4,000 psi Block Weight: 50lb,'pair Block Absorption (avg): 7% Concrete Unit Weight: 125 pcf Geotextile Weight: 7.8 oz/sy Geotextile Grab Tensile Strength: 330 lb X 435 lb Geotextile Trapezoidal Tear Strength: 120 lb X 120 lb Geotextile Puncture Strength: 165 lb Geotextile Permeability: 0.12 cm/sec Geotextile Apparent Opening Size: 40 SUPPLIED BY: AMERICAN EXCELSIOR COMPANY P.O. BOX 5067 / 850 AVENUE H EAST ARLINGTON, TX 76011 800-777-SOIL, 817-649-7816 (fax) I r FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME 07-12-1997 13:14:53 REG-15 CULVERT AND CHANNEL DATA CULVERT NO. 15 CULVERT TYPE: 1.250 ft CIRCULAR CULVERT LENGTH = 15.005 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 12.340 cfs INVERT ELEVATION = 5079.190 ft OUTLET VELOCITY = 10.060 fps OUTLET DEPTH = 1.250 ft --j—,/ FILE DATE 07-08-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 1.250 ft TAILWATER DEPTH = 0.957 ft TOTAL DESIGN FLOW = 12.340 cfs BOTTOM ELEVATION = 5079.190 ft NORMAL VELOCITY = 3.599 fps RIPRAP STILLING BASIN -- FINAL DESIGN USE TYPE VL RIPRAP d, = 6" THE LENGTH OF THE BASIN = 9.444 ft THE LENGTH OF THE POOL = 6.296 ft THE LENGTH OF THE APRON = 3.148 ft THE WIDTH OF THE BASIN AT THE OUTLET = 1.250 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.630 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.000 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.500 ft THE BASIN OUTLET VELOCITY = 8.435 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.170 ft FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME 05-08-1997 16:50:20 REG-18 CULVERT AND CHANNEL DATA CULVERT NO. 18 CULVERT TYPE: 2.000 ft CIRCULAR CULVERT LENGTH = 15.002 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 29.830 cfs INVERT ELEVATION = 5082.110 ft OUTLET VELOCITY = 9.760 fps OUTLET DEPTH = 1.890 ft FILE DATE 04-09-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 2.000 ft TAILWATER DEPTH = 1.528 ft TOTAL DESIGN FLOW = 29.830 c£s BOTTOM ELEVATION = 5082.110 ft NORMAL VELOCITY = 3.993 fps RIPRAP STILLING BASIN -- FINAL DESIGN TYPE L RIPRAP; D50= 9" THE LENGTH OF THE BASIN = 8.000 ft THE LENGTH OF THE POOL = 6.000 ft THE LENGTH OF THE APRON = 2.000 ft THE WIDTH OF THE BASIN AT THE OUTLET = 2.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.317 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 8.358 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.785 ft i I. r r r 1 r FHWA CULVERT ANALYSIS, HY-6, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAM? 01-22-1997 15:46:50 REG-20 CULVERT AND CHANNEL DATA CULVERT NO. 20 CULVERT TYPE: 2.000 ft CIRCULAR CULVERT LENGTH = 242.496 ft NO. OF BARRELS = 3.0 FLOW PER BARREL = 23.500 cfs INVERT ELEVATION = 5070.500 ft OUTLET VELOCITY = 9.270 fps OUTLET DEPTH = 1.510 ft FILE DATE 01-17-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 2.000 ft TAILWATER DEPTH = 1.785 ft TOTAL DESIGN FLOW = 70.500 cfs BOTTOM ELEVATION = 5070.490 ft NORMAL VELOCITY = 5.473 fps RIPRAP STILLING BASIN -- FINAL DESIGN TYPE L RIPRAP; D50= 9" THE LENGTH OF THE BASIN = 8.000 ft THE LENGTH OF THE POOL = 6.000 ft THE LENGTH OF THE APRON = 2.000 ft THE WIDTH OF THE BASIN AT THE OUTLET = 2.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.279 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 6.582 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.785 ft I FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME FILE DATE 07-12-1997 13:21:53 REG-21 07-02-1997 CULVERT AND CHANNEL DATA CULVERT NO. 21 CULVERT TYPE: 1.250 ft CIRCULAR CULVERT LENGTH = 15.005 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 12.900 cfs INVERT ELEVATION = 5077.640 ft OUTLET VELOCITY = 10.510 fps OUTLET DEPTH = 1.250 ft DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 1.250 ft TAILWATER DEPTH = 0.949 ft TOTAL DESIGN FLOW = 12.900 cfs BOTTOM ELEVATION = 5077.840 ft NORMAL VELOCITY = 3.578 fps RIPRAP STILLING BASIN -- FINAL DESIGN USE TYPE VL RIPRAP, d;o= 6" THE LENGTH OF THE BASIN = 10.706 ft THE LENGTH OF THE POOL = 7.138 ft THE LENGTH OF THE APRON = 3.569 ft THE WIDTH OF THE BASIN AT THE OUTLET = 1.250 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.714 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.000 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.500 ft THE BASIN OUTLET VELOCITY = 8.624 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.197 ft r I 11 r FHWA CULVERT ANALYSIS, WY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME 07-12-1997 13:26:25 REG-22 CULVERT AND CHANNEL DATA CULVERT NO. 22 CULVERT TYPE: 2.000 ft CIRCULAR CULVERT LENGTH = 56.003 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 28.550 c f s INVERT ELEVATION = 5069.840 ft OUTLET VELOCITY = 9.440 fps OUTLET DEPTH = 1.860 ft FILE DATE 07-03-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 2.000 ft TAILWATER DEPTH = 1.509 ft TOTAL: DESIGN FLOW = 28.550 cfs BOTTOM ELEVATION = 5069.840 ft NORMAL VELOCITY = 3.446 fps RIPRAP STILLING BASIN -- FINAL DESIGN USE TYPE L RIPRAP, dso= 9" THE LENGTH OF THE BASIN = 3.000 ft THE LENGTH OF THE POOL = 6.000 ft THE LENGTH OF THE APRON = 2.000 ft THE WIDTH OF THE BASIN AT THE OUTLET = 2.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.246 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 7.625 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.872 ft r FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME FILE DATE 01-22-1997 15:54:24 REG-23 01-16-1991 CULVERT AND CHANNEL DATA CULVERT NO. 23 CULVERT TYPE: 3.000 ft CIRCULAR CULVERT LENGTH = 159.996 ft NO. OF BARRELS = 2.0 FLOW PER BARREL = 44.200 cfs INVERT ELEVATION = 5066.170 ft OUTLET VELOCITY = 10.050 fps OUTLET DEPTH = 1.790 ft DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 3.000 £t TAILWATER DEPTH = 2.018 ft TOTAL DESIGN FLOW = 88.400 cfs BOTTOM ELEVATION = 5066.170 ft NORMAL VELOCITY = 5.426 fps RIPRAP STILLING BASIN -- FINAL DESIGN TYPE L RIPRAP; D50= 9" THE LENGTH OF THE BASIN = 12.000 ft THE LENGTH OF THE POOL = 9.000 ft THE LENGTH OF THE APRON = 3.000 ft THE WIDTH OF THE BASIN AT THE OUTLET = 3.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.505 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 7.301 fps THE DEPTH OF FLOW AT BASIN OUTLET = 2.018 ft FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 ' CURRENT DATE CURRENT TINE FILE NAME FILE DATE 01-22-1997 15:57:22 REG-24 01-16-1997 1 CULVERT AND CHANNEL DATA CULVERT NO. 24 DOWNSTREAM CHANNEL CULVERT TYPE: 2.000 ft CIRCULAR CHANNEL TYPE : 45.003 ft TRIANGULAR CULVERT LENGTH BOTTOM WIDTH 2.000 ft NO. OF BARRELS = '-.0 TAILWATER DEPTH = 1.462 ft FLOW PER BARREL 28.800 cfs TOTAL DESIGN FLOW,= 28.800 cfs LINVERT ELEVATION = 5068.120 ft BOTTOM ELEVATION = 5068.120 ft OUTLET VELOCITY = 9.500 fps NORMAL VELOCITY = 3.372 fps OUTLET DEPTH = 1.860 ft RIPRAP STILLING BASIN -- FINAL DESIGN TYPE L RIPRAP; D50= 9" THE LENGTH OF THE BASIN 8.000 ft THE LENGTH OF THE POOL - 6.000 ft THE LENGTH OF THE APRON = 2.000 ft ' THE THE WIDTH OF DEPTH OF THE BASIN AT THE OUTLET = POOL BELOW CULVERT INVERT 2.000 ft 0.259 ft THE THICKNESS OF THE RIPRAP ON THE APRON 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 7.658 fps ' THE DEPTH OF FLOW AT BASIN OUTLET 1.880 ft 1 I I FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME FILE DATE 01-20-1999 13:57:01 REG-601 01-20-1999 CULVERT AND CHANNEL DATA CULVERT NO. 601 CULVERT TYPE: 3.000 ft CIRCULAR CULVERT LENGTH = 152.000 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 73.700 cfs INVERT ELEVATION = 5061.110 ft OUTLET VELOCITY = 10.980 fps OUTLET DEPTH = 2.710 ft DOWNSTREAM CHANNEL CHANNEL TYPE : TRAPEZOIDAL BOTTOM WIDTH = 6.000 ft TAILWATER DEPTH = 1.806 ft TOTAL DESIGN FLOW = 73.700 cfs BOTTOM ELEVATION = 5061.110 ft NORMAL VELOCITY = 3.087 fps RIPRAP STILLING BASIN -- FINAL DESIGN USE TYPE L RIPRAP, D50= 9" THE LENGTH OF THE BASIN = 13.857 ft THE LENGTH OF THE POOL = 9.238 ft THE LENGTH OF THE APRON = 4.619 ft THE WIDTH OF THE BASIN AT THE OUTLET - 6.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT - 0.924 ft THE THICKNESS OF THE RIPRAP ON THE APRON - 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 6.801 fps THE DEPTH OF FLOW AT BASIN OUTLET = 1.806 ft A [l I I 11 r N I I I FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 CURRENT DATE CURRENT TIME FILE NAME 05-14-1997 13:22:48 REG-603 CULVERT AND CHANNEL DATA CULVERT NO. 603 CULVERT TYPE: 3.000 ft CIRCULAR CULVERT LENGTH = 184.001 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 65.500 cfs INVERT ELEVATION = 5045.840 ft OUTLET VELOCITY = 10.180 fps OUTLET DEPTH = 2.570 ft _j;7/ FILE DATE 05-14-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : TRIANGULAR BOTTOM WIDTH = 3.000 ft TAILWATER DEPTH = 1.926 ft TOTAL DESIGN FLOW = 65.500 cfs BOTTOM ELEVATION = 5045.840 ft NORMAL VELOCITY = 4.697 fps RIPRAP STILLING BASIN -- FINAL DESIGN TYPE L RIPRAP, D50= 9" THE LENGTH OF THE BASIN = 12.424 ft THE LENGTH OF THE POOL = 9.000 ft THE LENGTH OF THE APRON = 3.424 ft THE WIDTH OF THE BASIN AT THE OUTLET = 3.000 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 0.685 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 2.500 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 1.875 ft THE BASIN OUTLET VELOCITY = 9.520 fps THE DEPTH OF FLOW AT BASIN OUTLET = 2.293 ft FHWA CULVERT ANALYSIS, HY-8, VERSION 6.0 L� CURRENT DATE CURRENT TIME FILE NAME 08-15-1997 10:22:55 REG-303 CULVERT AND CHANNEL DATA CULVERT NO. 303 CULVERT TYPE: 5.500 ft CIRCULAR CULVERT LENGTH = 216.000 ft NO. OF BARRELS = 1.0 FLOW PER BARREL = 359.300 cfs INVERT ELEVATION = 5013.500 ft OUTLET VELOCITY = 15.700 fos OUTLET DEPTH = 5.110 ft FILE DATE 08-15-1997 DOWNSTREAM CHANNEL CHANNEL TYPE : IRREGULAR BOTTOM WIDTH = 5.500 ft TAILWATER DEPTH = 3.225 ft TOTAL DESIGN FLOW = 359.300 cfs BOTTOM ELEVATION = 5013.000 ft NORMAL VELOCITY = 6.687 fps RIPRAP STILLING BASIN -- FINAL DESIGN USE TYPE VH RIPRAP; D50= 2.0' THE LENGTH OF THE BASIN = 23.360 ft THE LENGTH OF THE POOL = 16.500 ft THE LENGTH OF THE APRON = 6.860 ft THE WIDTH OF THE BASIN AT THE OUTLET = 5.500 ft THE DEPTH OF POOL BELOW CULVERT INVERT = 1.372 ft THE THICKNESS OF THE RIPRAP ON THE APRON = 7.000 ft THE THICKNESS OF THE RIPRAP ON THE REST OF THE BASIN = 5.250 ft THE BASIN OUTLET VELOCITY = 10.638 fps THE DEPTH OF FLOW AT BASIN OUTLET = 6.141 ft f 11 11 l� I I I I I I L d Y W H Y v O a W N N ill N N vt N N N N N N a N N L d N F 3 Oai E o L a Y '0 C O d t1 l0 t'f O N t0 O t't O O O N N .I N r-i N N a a ♦♦//�� ca d N 4 N N p H O— E d>d. 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I't l0 t"t N m r £ a U ❑ --31 c7 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock * d50 Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 9 35-50 6 6**, 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 2.[ K4 947 I I F..... G V 0 � I t'�PE TYPE L — YI D .o .Ef 1.0 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 31) downstream . FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. FIOURF 5-7 IS VALID FOR W Ds.5 Or 6.0 OR LESS. O= DESIGN DISCHARGE IN CFS D= CIRCULAR CONDUIT DIAMETER IN FEET rl = IAILWATER DEPTH o� ar �Z <V QQ who Z �3o w rc MWAA w� rc 60 0 0 0 PAP OK� O VON .4 .6-4 s .8 1.0 .2 Yt/H 66 Use Ha instead of H whenever culvert has supercritical flow in the barrel. *'Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. ' FIGURE 5-8 IS VALID FOR D/ WHO s OF 8.0 OR LESS. o 0- DESIGN DISCHARGE IN CFS W AND H= WIDTH AND HEIGHT OF RECTANGULAR CONDUIT IN FEET 4 TAILWATER DEPTH i 7 -0 y7 ¢5 V� ZOV Q¢ W UCO Vix Z�O W p�H Wzi 46< Wp O Q � C � } F- c 1 r x w W m 0. H O 2 � b � x v CL a w 0 N1 W F- N J Q F 0 m n t° If1 v N'1 N 0 A UDC Z ' a01OVd NOISNVdX3 I z V C O 8 I r I I r I I I I I 1 1 I I 11 RAINFALL PERFORMANCE STANDARD EVALUATION :. is T •.0 PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG401A.WPD CLIENT: DATE: 05/12/97 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (%) Asb* Ssb Lb (ft) Sb (%) PS (%) SUBBASIN401 HIGH A HIGH 3.130 974.3 3049.6 2.40 7.51 B HIGH 0.732 830.0 607.6 1.76 1.29 C HIGH 1.166 237.8 1 277.3 1.58 1 1.84 D HIGH 0.914 390.0 356.5 1.86 1.70 E HIGH 4.718 1261.0 5949.4 151 7.12 F HIGH 1.229 960.9 1180.9 1.30 1.60 G HIGH 1.707 440.0 751.1 2.15 3.67 H HIGH 12.643 430.0 5436.5 6.51 82.31 TOTAL 401 26239 17608.8 107 04 671 4.08`` 83.3 EXAMPLE CALCULATIONS Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 83.3 From Table 8-A PS (after construction) = 83.3/0.85=98.0 i -z� 1 EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG401B.WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Gravel Filters 1.00 0.80 Placed at Inlets Hay/Straw Mulch w/Temp. Seed 0.06 1.00 All Areas not m Roadway Straw Bales 1.00 0.80 In Swales and Channels MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 83.3 401 26.238 DURING CONSTRUCTION: Plan intent: Temporary seed & mulch all disturbed areas not in a roadway; use gravel filters & straw bales. Roads Lump sum --roads & impervious =3.413 acres Pervious: 26.238 - 3.413 = 22.825 acres Cnet =(1.00*3.413)+(0.06*22.825)/26.238 = 0.18 Pnet = 0.8*0.8 = .64 EFF = [I-(C*P)] 100=(1-(0.18*0.64)100 = 88.5 > 83.3 1 1 1 1 1 1 1 1 1 1 1 1 1 i I 1 I I r 1 I 1 I� 1---- _2�/ EFFECTIVENESS CALCULATIONS STANDARD FOkkf B PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG40 I B2.WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & constructed Sod Grass 0.01 1.00 All yards MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 98 401 26.238 AFTER CONSTRUCTION Plan intent: Permanently sod all yard areas and pave all roadways with curb and gutter. Roads & Lump sum --roads & impervious =5.419 acres imperious Pervious: 26.238-5.419=20.819 acres Cnet = (0.01 *5.419)+(0.01 *20.819)/26.238= 0.01 Pnet = 1.00 EFF = [I -(C*P)] 100=(1-(0.01 * 1.00)100 = 99.0 > 98.0 /G - a-/ RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG402A.WPD CLIENT: DATE: 05/ 12/97 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (°i°) Asb* Ssb Lb (ft) Sb (%) PS (%) SUBBASIN402 HIGH A HIGH 6.388 8505 5433.0 1.42 9.07 B HIGH 0.390 333.0 129.9 0.99 0.39 C HIGH 9.780 400.0 3912.0 3.00 29.34 D HIGH 3.624 1188.9 4308.6 2.08 7.54 E+F HIGH 8.629 1619.5 13974.7 1.71 14.76 G HIGH 1.142 691.7 789.9 1.55 1.77 H HIGH L037 375.1 389.0 2.87 2.98 L HIGH 2.447 727.6 1780.4 0.81 1.98 M HIGH 2.247 1002.3 2252.2 1.81 4.07 TOTAL 402 35.684 32969.6 71 89 924 2 6l 80 9 EXAMPLE CALCULATIONS Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 80.9 From Table 8-A PS (after construction) = 80.9/0.85=95.2 I i 1 1 1 1 1 LJ 1 L C 1 1 1 1 Fl i EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT k: 9615.03 REG FILED AS: REG402B. WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & constructed Gravel Filters 1.00 0.80 Placed at Inlets Hay/Straw Mulch w/Temp. Seed 0.06 1.00 All Areas Not in Roadway Straw Bales 1.00 0.80 In Swales and Channels MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 80.9 402 35.684 DURING CONSTRUCTION: Plan intent: Temporary seed & mulch all disturbed areas not in a roadway; use gravel filters & straw bales. Roads Lump sum --roads & impervious =8.476 acres Pervious: 35.684 - 8.476 = 27.208 acres Crier =(1.00*8.476)+(0.06*27.208)/35.684 = 0.28 Pnet = 0.8*0.8 = .64 EFF = [I -(C*P)l 100=(l -(0.28*0.64)100 = 82.1 > 80.9 11 I EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG402B2.WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Sod Grass 0.01 1.00 All Yards MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 95.2 402 35.684 AFTER CONSTRUCTION Plan intent: Permanently sod all yard areas and pave all roadways with curb and gutter. Roads & Lump sum --roads & impervious=12.153 acres impervious Pervious: 35.684 - 12.153 = 23.531 acres Cnet = (0.01 * 12.153)+(0.01 *23.531)/35.684= 0.01 Pnet = 1.00 EFF = [ 1-(C*P)] 100=(1-(O.01 * 1.00)100 = 99.0 > 95.2 11 J I 1 [1 F� r 11 I 1 RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORMA PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT 9: 9615.03 REG FILED AS: REG403A.WPD CLIENT: DATE: 05/ 12/97 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (%) Asb* Ssb Lb (ft) Sb (%) PS (%) SUBBASIN403 HIGH A HIGH 4.777 882.3 4214.7 0.76 3.63 B HIGH 2.248 406.7 914.3 2.04 459 C HIGH 2.373 413.5 1063.9 2.57 6.61 D HIGH 3.688 1529.0 5639.0 1.64 6.05 E HIGH 3.793 1458.0 5530.2 1.59 6.03 F HIGH 3.159 537.0 1696.4 1.22 3.85 G HIGH 1.116 1183.6 1320.9 0.56 0.63 H HIGH 11.612 878.0 10195.3 2.95 34.26 I HIGH 3.966 592.3 2349.1 2.47 9.80 J HIGH 0.695 602.0 418.4 1.74 1.21 K HIGH 4.460 485.0 2163.1 2.71 12.09 L HIGH 3.217 888.4 2858.0 1.66 5.34 M HIGH 4.247 888A 3773.0 1.66 7.05 N HIGH 3.270 815.6 2667.0 1.68 5.49 O HIGH 3.452 1076.0 3714.4 1.17 4.04 P HIGH 1.120 1512.0 1693A L89 2.12 Q HIGH 2.441 385.0 939.8 3.36 8.20 R HIGH 1.455 648.1 943.0 1.28 1.86 S HIGH 9.673 750.0 i 7254.8 1.77 17.12 U HIGH 2.952 755.0 2228.8 1.18 3.48 V HIGH 0.622 618.7 384.8 0.85 0.53 W HIGH 2.693 677.2 1823.7 1.15 3.10 X HIGH 2.036 369.0 751.3 3.47 7.06 Y HIGH 0.914 679.8 621.3 2.52 2.30 Z HIGH 3.962 1136.4 4502.4 2.22 8.80 TOTAL 403 84'.141 69660:9 165.23 -828 1 96 '80.7 n IL,g/ EXAMPLE CALCULATIONS (Basin 403) Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 80.7 From Table 8-A PS (after construction) = 80.7/0.85=94.9 I 7 1,-,-,�7 / EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG403B2.WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Sod Grass 0.01 1.00 All Yards MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 94.9 403 84.141 AFTER CONSTRUCTION Plan intent: Permanently sod all yard areas and pave all roadways with curb and gutter. Roads & Lump sum --roads & impervious=43.610 acres impervious Pervious: 84.141 - 43.610 = 40.531 acres Cnet = (0.01 *43.610)+(0.01 *40.531)/84.141= 0.01 Pnet = 1.00 EFF = [I -(C*P)l 100=(1-(0.01 * 1,00)100 = 99.0 > 94.9 EFFECTIVENESS CALCULATIONS Y' I;CI I' PROJECT: REGISTRY RIDGE CALCULATED BY: J.P.M. PROJECT #: 9615.03 REG FILED AS: REG403B. WPD CLIENT: DATE: 05/12/97 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Gravel Filters 1.00 0.80 Placed at Inlets Hay/Straw Mulch w/Temp. Seed 0.06 1.00 All Areas not in Roadway Straw Bales 1.00 0.80 In Swales and Channels MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 80.7 403 84.141 DURING CONSTRUCTION: Plan intent: Temporary seed & mulch all disturbed areas not in a roadway; use gravel filters & straw bales. Roads Lump sum --roads & impervious=20.170 acres Pervious: 84.141 - 20.170 = 63.971 acres Crier =(1.00*20.170)+(0.06*63.971)/84.141 = 0.29 Prier = 0.8*0.8 = .64 EFF = []-(C*P)]100=(1-(0.29*0.64)100 = 81.4> 80.7 I 1 1 1 1 LJ r 11 I I y z N 0 U a w m 2 0 01 01 0 0 0 o vvInInIn W W W W W W o D101o1rno00000 O v'v'v v to In In In In In v W W CO W m W W W W CO O W 01 01 01 01 01 0f 01 0' 01 0. 01 0 0 0 O. v v v v v v v v v v v v In In In M OD 00 W W W 00 W W W W W W W W W O r W W W 01 01 Of 01 01 C1 Ot 01 Ot 01 01 Qi 01 Of 01 01 O vvvvetvvd' V'v<vvvvv V �•tv N W W OD OD W W OO CO W W W W W W W m W m W W O ONVWtObW tDrnrrnrnrnrnn W W W W W CO o V'V'vvvvvvvvvvvvvvvvvvvvvvvv ri CO W W W W CO W m W W W m W 00 CO CO cO W W W W W W W CO W O. co (4e1vInU)In%0w%0%0t0t0rnrrnrnrrr co co co c1 n v.v v v v v v v v v v v v v v V v Q v v v v v v v 00 CO CID 0000 CO 00 0000 CO CD W W tO 00 OD W W W W m W W W W O W O N el v v In W In L9 tp t0 t0 % tD t0 W t, r r r r r n W m v v v v v v v v v v ar v v v v v v v v v v v v v v W W W W W CO m W W m m W W CO W W m W W 'W W W CO W W CO O V m rl N el m v v v v Ln In W In In In In In In t0 t0 t0 t0 t0 ton n en ehv V•vvvvvvc V Vvvv Vvvvvatvvvv OD W W OD e:O CO m W OD OD W aD W CO 0D GO O0 0p W m W W W W W W O 06OmOrl riN NP7 e"1 PIN V'vvvvvvvu9 In W W tD tD to e�e�ehvsrvvv.rvvvvvvvvvvvvvvvvv aococoao WmmcocoaococoaoaocomaocoaoWmW W W W W O lnNlnn W O1OOrlrtrlNNNNNehnrlmm V Vvvv vIn N e'1 M M C994444 44 vvv 44444444 vv v w W W CO CO COW WOD CO CpWmpp W W000D (O W W WmW W W W Pk In rl W -Im v0In t0 W NNNwW W W W Wm0 m 0 0 0 0 0 94 NN C9 M c4 c4 Pf 4c4 4N4 r414 N1 t4 P1 e4 I4 C1 A P1447 � °DWODWWODWmWmWmcoaocDWmcoWWW WmW W W o tolnWo�Nl�vvinlnlntototototonrnnmmWo,rn v 4Nc 9 9 n99 (99 9 neh N eh 999 N A A 44 A A ._ W .m W, W W W W W. W W W m W 0o CD CO CO W CO CO W W W W W W LC) .+:. •In.rGo0o•'INNe"+I' mvv.0vvinIf) ln%0%0%0nr N N N A (4 f4 eh e1 e1.e7 Pf A r1 e7 eh M of e1 c4 t4 eh P9 e'1 t4 W .W WW CO 00 CO CD CO W OD C0 0o W W 00 m W W CO m W CO W Co W M N N . Pf N tD' W 01 0 1-1 N N N m m v v v V' v v In In In In t0 t0 tD t0 O. rl 11 rirl N N N N N N N N eV N N N N N N N N N N N N W In IW. W W W W CO CO CO 00 00 CO W fO W W W W W W CO W W W CO W n.01 N.m v In 0 r r n W W W 01 01 01 01 a1 01 O o 0 0 0 0 0% O .O ri r1 rl r1 .i ri ri 11 r4 ri rl rq 1-1 rl ri rl ri N N N N N N r- [O OD W W CO CO W CO W W W W W W W W OD m W W W CO W W W -w In, o 'cn In %o w co 01 O o O ri rI ri rI N N N N m en m en m e7 m'..01: 0.0. 0-0 0 O O rl .-I rl rl rl rl rl ri rl rl rl rl rl rl rl ri ri r. N 0o W 00 CD W CO cO W CO Co 00 ao CO 00 CO W W Co CO W W W W W W-N W rl v In nrW W0100 -1 rl rl rl H N N N m m me+f eh O.:W.W OY 0107, 0101010; 010000000 O O O O O O O o r I` n.r.l- r r r n.n CO CO OD CO cO W ao Co W W W W W W 00 d Nlovn 01.0 ri N en Cl v v In In In In tD to w to r n t0 t0 W 7 tD r n r r C0 Cp pp CO m CO CO Cp CO CO W m o; W W m m W m W nn rr irr r r r nr r In r rr r rrr r r r n n TOv ton W W r r rb t0 W In v v m r1 N N 01 t0 cr H MtD - N N N N N N N N N N N N N N N N N N N rl ri ri 11 0 0 nnnrrrrnrrrrrrrrrrrrrnrrr =(DU) 0aH-oo0o0000000000000N(Ivar, ri.-1 ri.i ri rf H MARCH 1991 8-4 DESIGN CRITERIA _ {\ 32 ( = /2 /2 2= // _ # CY :\ 7 \ .§ � ƒ � $ { m2 k § 6 m z± \\/ ) @ �\ jj/ ( \ « ° \\\ § o ,e C) \ ) u =wsDi u< weu ?0 z S§=u/) 2 ==�z 0 2 22a\ g ))o�&y N J rn cC to E Y y V Q O a O cq a 'O O O L Y to J C4 O O C C O O O O O O O O O O N N oc ri 5N9 6�9 Q Q O O F F 0 o � N 69 r too L>T: (_ z N °O n O II W t� s9 cc F K w FQ F C) d F LTJ a U O r`.i w w wW Ew. 'zz0 VUj w O o. xa � x F O aaF Q Q F x U lFz1 [�,.1 OZ v�0 FFrn C) C) � O xF� as °a 3 ¢ �o7z�m < > U- n. JR�F 2a'C7rnvArA 0 0 0 0 0 0 O C O O O C O O O O F N fn \^ G; Efl 69 c :5 ^ OO cC .a o Wa �� L ° w U a a �w tb F z .D ° o z W O F to ZO F w M ¢ x F O N O U O W ri C7 zO UUj �i O a W z F K Q � O O EQ- FQ- � U O ww 000 x 3 ¢ z O�ww33 E R� 1 7 lz� I �vo-f I 1 1 1 1 IJ lw I I Wilson Swale: Q100= 73.7 cfs (Section A) Worksheet for Trapezoidal Channel Project Description ' Project File d:lprojectsVeglswa6streg-swls.fm2 Worksheet Off -Site Wilson Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth 1 �7 1 1 LJ 1 Input Data Mannings Coefficient 0.060 Channel Slope 0.013000 fttft Left Side Slope 4.000000 H : V Right Side Slope 8.000000 H : V Bottom Width 6.00 ft Discharge 73.70 1 cfs Results Depth 1.64 ft Flow Area 26.07 ft2 Wetted Perimeter 26.03 ft Top Width 25.72 ft Critical Depth 1.16 ft Critical Slope 0.058490 fNft Velocity 2.83 fvs Velocity Head 0.12 ft Speck Energy 1.77 ft Froude Number 0.50 Flow is subcritical. ' 0120/99 01:37:52 PM Haestad Methods, Inc. 37 8rookskle Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 1 Wilson Swale: Q100x1.333= 98.2 cfs Worksheet for Trapezoidal Channel Project Description Project File d:\projectsVeg\swalesVeg-swls.fm2 Worksheet Off -Site Wilson Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.013000 fVft Left Side Slope 4.000000 H : V Right Side Slope 8.000000 H : V Bottom Width 6.00 ft Discharge 98.20 cfs 1 I Results ' Depth 1.87 ft Flow Area 32.25 ft2 Wetted Perimeter 28.81 ft ' Top Width 28.46 ft Critical Depth 1.34 ft Critical Slope 0.056189 ft/ft ' Velocity 3.04 ft/s Velocity Head Speck Energy 0.14 ft 2.02 ft Froude Number 0.50 Flow is subcritical. ' 1 0120/99 FlowMaster v5.13 t 01:38:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Wilson Swale: Q100= 73.7 cfs (Section B) Worksheet for Trapezoidal Channel Project Description ' Project File d:\projectsVeglswales\reg-swls.fm2 Worksheet Off -Site Wilson Swale Flow Element Trapezoidal Channel ' Method Manning's Formula Solve For Channel Depth 1 1 Input Data Mannings Coefficient 0.060 Channel Slope 0.013000 f tft Left Side Slope 8.000000 H : V Right Side Slope 8.000000 H : V Bottom Width 12.00 ft Discharge 73.70 cfs Results Depth 1.28 ft Flow Area 28.56 ftZ Wetted Perimeter 32.68 ft Top Width 32.52 ft Critical Depth 0.86 ft Critical Slope 0.061449 f tft Velocity 2.58 ftts Velocity Head 0.10 ft Speck Energy 1.39 ft Froude Number 0.49 Flow is subcritical. t0120/99 01:40.13 PM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 L3 FlowMaster v5.13 Page 1 of 1 1 Wilson Swale: Q100x1.333= 98.2 cfs Worksheet for Trapezoidal Channel ' Project Description d:\projects\reg\swalesVeg-swls.fm2 , Project File Worksheet Off -Site Wilson Swale Flow Element Trapezoidal Channel Method Manning's Formula , Solve For Channel Depth ' Input Data Mannings Coefficient 0.060 Channel Slope 0.013000 f tft t Left Side Slope 8.000000 H : V Right Side Slope 8.000000 H : V Bottom Width 12.00 ft Discharge 98.20 cis ' ' Results Depth 1.48 ft Flow Area 35.19 fP Wetted Perimeter 35.82 ft ' Top Width 35.64 ft Critical Depth 1.01 ft Critical Slope 0.058822 fVft , Velocity 2.79 f /s Velocity Head 0.12 ft Speck Energy 1.60 ft ' Froude Number 0.50 Flow is subcritical. I t 0120/99 FlowMaster v5.13 ' 01:39:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ---------------------------------------- MAY-09-97 FRI 07:51 AM P.02/07 ' PERMANENT STORM DRAINAGE EASEMENT DEDICATION AGREEMENT ' This agreement and easement dedication are made this day of 1997, by and among The City of Fort Collins, Colors o, a municipal corporation (the "City"), Larry D. Wilson and Barbara J. Wilson (the "Wilsons") and Dalco Land Limited Liability Company, a Colorado limited liability company (the "Developer"). ' RECITALS: The Wilsons are the owners of the following -described pro- perty, to wit, a tract of land situate in the County of Larimer, State of Colorado as more particularly described on the attached Exhibit "A" (the "Property"). ' AGREEMENT: ' The Wilsons do hereby dedicate, transfer and convey to the City of Fort Collins, Colorado (the "City"), for public use for- ever, a permanent easement over the Property for the purposes of ' constructing, installing, operating and maintaining a storm drain- age Swale thereon, said easement being more particularly described and shown on the attached Exhibit "B" (the "Easement"). 1 This dedication of the Easement is expressly contingent upon the approval of the City's Planning and Zoning Board, or in the event of an appeal, the City Council, of the final planned unit ' development plan for Registry Ridge, First Filing, and the Easement shall automatically take effect upon the Cate of approval of such final plan. The storm drainage swale to be constructed in the Easement shall be constructed solely at the Developer's expense and con- currently with the Developer's construction and installation of ' infrastructure improvements for Phase 1, Registry Ridge PUD. The swale shall be constructed in accordance with the design therefor approved, in writing by the City and the Wilsons. In the event that there are existing perimeter fences on the Property which must be removed in order to construct and maintain the swale, the cost to remove and restore such fences to their original condition shall be the sole responsibility of the Developer or its assignee. ' The Wilsons may construct a fence across the Easement, pro- vided that such fence does not in any way obstruct the flow of ' water in the drainage swale. In the event that such a fence is constructed and does obstruct such flow, upon notice of the same, the Wilsons shall immediately either take down such fence or move it to a location which does not create an obstruction. ' It is understood by the undersigned that, by acceptance of this permanent storm drainage easement dedication, the City will - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MAY-09-97 FRI 07:52 AM P.03/07 L_`, 1 not accept the duty of maintenance of the Easement. Such mainten- ance shall be the mole responsibility and cost of the Developer or its assilnes, which assignee is anticipated to be the homeowner's association for Registry Ridge PUD. In the event that the Wilsons ' have constructed a fence across the Easement and such fence must be moved or taken down in order to maintain the swale in the Easement, the Developer or its assignee shall pay such cost. ' In the event there is a default of any of the terms and conditions of this Agreement, the nondefaulting party shall be entitled to recover their attorneys' fees and expenses from the ' defaulting party as a result of any such default, whether or notlitigation becomes necessary. ' Dated the date set forth above. THE CITY OF FORT COLLINS, COLORADO, t a municipal corporation , By: Sohn F. Fischbach, City Manager APPROVED AS TO FORM: ' Stephen J. Roy, City Attorney ' ATTEST: ' Wanda Krajicek, City Clerk DALCO LAND LIMITED LIABILITY COMPANY, ' a Colorado limited liability company By: James R.McCory, JManager ' >el-ZEI/ 0 %�arry D. Wilson Barbara J. Willson 2 I 1 7 I� LJ 1 1 L, 1 1 1 I C I .'A:3.sI1:FA J W. A I ELI I1r.:11CT 7a 1 PO Table 16. Existing Conditions Flood Elevation Data, Smith Creek. 2-Year - 5-Year 10-Year StreambedFlood Reference Elevation Discharge Elevation Discharge Elevation Discharge Elevation Point Station Location if MSL) (cis) (ft MSU (cfs) (f t MSL) (cfs) if MSL) 50-Year 0o Discharge Elevation (cfs) (ft MSL) 100-Year Discharge Elevation (cfs) (it MSL) 1Vn z/ 500-Year 00 Discharge Elevatior (cfs) (ft MSL) 118.5 0+00 Confluence with Lang Gulch 5003.1 90 5005.2 200 5006 280 5006.3 360 5006.7 400 5007 580 5007.8 117.7 3+80 5006.3 5007.5 5007.9 5008.2 5008.4 5008.5 5008.8 117.5 7+50 5009 5010.5 5010.9 5011.1 5011.3 5011.4 5011.6 117 10+50 5011.1 5012 5012.3 5012.5 5012.7 5012.7 5013 116 13+85 5014.5 5016.2 5016.6 5016.8 5016.9 5017 5017.2 115 15+95 5015.5 5017.3 5017.7 5017.9 5018.1 5018.1 5018.4 114 19+40 5018.5 5019.4 5019.7 5019.8 5020.1 5020.2 5020.3 113 22+95 5020.4 5021.7 5022 5022.2 5022.2 5022.3 5022.5 112 24+60 Shields Street 5021.4 5024.3 5025.8 5026.1 5028.1 5028.2 5028.9 111 28+95 5023.2, 110 5024.3 230 5025.8 330 5026.1 620 5028.1 770 5028.2 1110 5028.9 110 32+20 5024.4 5026.2 5026.1 5026.4 5028.2 5028.3 5029 109 38+75 5028 5030 5030.8 5031 5031 5031.1 5031.3 108 41+95 5032.6 5034 5034 5034.1 5034.5 5034.6 5034.8 107 45+75 5035.9 5037.2 5037.6 5037.8 5037.9 5038.1 5038.2 106 49+00 5038.4 80 5039.5 160 5039.7 210 5039.8 380 5040.4 460 5040.5 640 5040.9 105 52+60 5041.4 5042.4 5042.8 5042.9 5043.2 5043.3 5043.5 104 56+75 5045.9 5046.7 5046.9 5047 5047.3 5047.4 5047.7 Table 17. Developed Conditions Flood Elevation Data, Smith Creek. 2-Year 5-Year - 10-Year 50-Year 100-Year 50D-Year Streambed - o0 00 00 00 00 Reference Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevatlon Discharge Elevatloi Point Station Location if MSu (cfs) (f t MSL) (cfs) (ft MSL) (cis) if MSL) (cfs) (it MSL) (cfs) if MSL) (cfs) (ft MSL) 118.5 0400 Confluence with Lang Gulch 5003.1 150 5005.6 240 5006.2 290 5006.5 380 5006.9 410 5007.1 780 5008 117.7 3+80 5006.3 5007.6 5008 5000.2 5008.4 5008.5 5009.1 117.5 7+50 5009 5010.8 5011 5011.1 5011.3 5011.4 5011.9 117 10+50 5011.1 5012.2 5012.4 5012.5 5012.7 5012.7 5013.2 116 13+85 5014.5 5016.5 5016.7 5016.8 5017 5017 5017.4 115 15+95 5015.5 5017.6 5017.8 5017.9 5018.1 5018.2 5018.7 114 19440 5018.5 5019.6 5019.8 5019.9 9020.i 5020.2 5020.4 113 22+95 5020.4 5021.9 5022.1 5022.2 5022.3 5022.3 5022.7 112 24+60 Shields Street 5021.4 5025.1 5025.9 _5026.1 5028.2 ---- _ 5028.3 5029.2 111 + 23;2--770 _ 5�2� j 2d0 �i 370 5U�6-680---- 5028.2 940 5028.3 1300 5029.2 110 32+20 5024.4 5026.1 5026.2 5026.5 5028.3 5028.4 5029.3 109 38+75 5028 5030.6 5030.9 5031 5031 5031.2 5031.5 108 41+95 5032.6 5034 5034 5034.1 5034.5 5034.6 5035 107 45+75 5035.9 5037.5 5037.7 5037.9 5038 5038.1 5038.6 106 49+00 5038.4 130 5039.6 190 5039.8 250 5039.9 420 5040.5 510 5040.6 1030 5041.2 105 52+60 5041.4 5042.7 5042-9 5043 5043.3 5043.3 5043.7 104 56+75 5045.9 5046.8 5047 5047 5047.4 5047.5 5048.1 l�oJ.i ni l4?; TP-C Ai1/1 36 VI. ROADWAY AND RAILROAD EMBANKMENTS Most roa(k4ay and railroad embankments are not designed to serve as deten- tion structures. If they are used for detention structures, stability analy- sis and dam break analysis should be performed. Roadway and railroad embank- ments which serve as water detention structures during storms are subject to three types of failure: (1) overtopping, (2) piping and liquefaction, and (3) slope instabilities. A short discussion of each of the failure modes follows. 6.1 Overtopping Embankment overtopping occurs when the storage capacity behind the embankment is fully utilized and inflow to the detention area exceeds the outflow capacity of the culvert. Under such conditions, high velocities may result on the downstream face of the embankment. Flow with high velocities has an extremely high erosive potential, and an embankment subjected to such a velocity would soon be breached. In practice, an embankment should be pro- tected against overtopping failures by protecting the downstream face with riprap, rock sausages (ref. 13), or similar protection. Embankments that are overtopped during floods act as broad -crested weirs. As a result, to protect the downstream slope from the high -velocity, supercri- tical flow, very large riprap would be required for a spillway type design (ref. 16). In all likelihood, the lengths of the embankments, the velocities against which they must be protected, and the infrequency of overtopping will make downslope protection economically infeasible. As such, the only reliable alternative to protect against overtopping failures is to design the culvert system to convey the design discharge without the occurrence of overtopping. Table 24 lists the major roads that are overtopped during the 100-year flood for developed conditions in the study area. The depth of overtopping and possible protection measures are also presented. 6.2 Piuinq and Liquefaction A second mode by which embankments may fail iy piping and liquefaction. Piping (a "quick" condition) in cohesionless soils occurs when the effective stress of the soil approaches zero (i.e., the shear strength approaches zero). This commonly occurs in two situations: (1) an upward flow of water of such a magnitude that the total upward force of the water equals the total soil 50 Table 24. Detention Data for Embankments, 100-Year Flood - Developed Conditions. Location FOSSIL CREEK County Road 1 I Union Pacific RR d Trilby Road (Cty. Road 34) Lemay Avenue (Ct y. Road 13) Cola d Southern RR Fossil Creek Dr. Shields Street Taft HIII Road STANTON CREEK County Road 32 Lemay Avenue (Cty. Road 13) LANG GULCH Colo. 8 Southern RR 02 Trilby Road (Cty. Road 34) and Cola 8 Southern RR /3 Colo. 8 Southern RR /4 Shields Street Maxi mum Maximum Depth of Detention Water Flow Over Embankment Volume Depth Road Height (ac-ft) If t) If t) If t) 210 It 570 25 - 18 37 15 19 12 - 8 12 15 19 10 18 14 54 13 2 9 - 52 3 15 2 13 33 2 6 1 14 - 22 2 12 1 12 5 5 - 18 9 9 2 17 2 11 12 7 56 13 Comments Enlarge channel crossing Perform stability ana- lysis Dowelop adequate deten- tion Enlarge channel crossing Unstable wing wall at U/S face of crossing Increase culvert and weir capacity Enlarge channel crossing Enlarge channel crossing SMITH CREEK Sh lelds Street 40 6 - 11 Check stability of embankments Taft III 11 Road 53 16 BURNS TRIBUTARY Shields Street 32 14 - 28 Check stability of embankments Taft HI 11 Road- 47 17 A Bflr� Fossil Creek f o-' Smith Creek r- m N Awfler Reservoir Road 34 1 ( Trilby Rood) a v e H \ C 10 0-0 4�d 0 �. 0"111M 0 Ir O 00' Foui/ Creek Reservoir Dock Lake FOSSIL CREEK MASTER ORAINAGEWAY LEGEND PLANNING STUDY CITY OF FORT COLLINS �\11T1.V RAISE ROAD COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO RIPRAP SCHEMATIC OF �'� PROPOSED IMPROVEMENTS SCALE GRASSLINED CHANNEL IM SONS, I �► ASSOCIATES, INC. APRIL 1992 + 1000 0 2000 IMPROVED CROSSING ALTERNATIVE 3 FORT COINS, C010RAdO tw ® ENLARGED DETENTION ENLARGED CULVERTS STORAGE 59 FIGURE 31 Additional construction requirements included riprap downstream of chan- nel crossings, a headwall to reduce entrance losses at the Union Pacific Railroad crossing, bank protection along Fossil Creek near Portner Reservoir, stabilization of the southwest wingwall at the CaS Railroad crossing on Fossil reek, and protection of the downstream embankment at Fossil Creek Drive and Fossil Creek. Table 29 presents a summary of the design data for Alternative 3. The `table includes design storage volumes, surface area, outlet capacity and outlet dimensions. I 8.2.4 Alternative 4 Alternative 4 (Figure 32) considers raising road embankments in order to maintain three feet of freeboard at channel crossings and preventing develop - rent within the 100-year flood plain during the 100-year recurrence interval flood for developed conditions. Alternative 4 also includes channelization from the Union Pacific Railroad to Fossil Creek Reservoir due to the limited )rage behind County Road 11. Embankments were raised along Fossil Creek at County Road 11, Trilby Road (County Road 34), Lemay Avenue (County Road 13) and Shields Street. To evalu- ate this alternative, embankments were raised along Stanton Creek at County 'Road 32 and Lemay Avenue (County Road 13) and along Lang Gulch at Trilby Road (County Road 34) and Shields Street. The design data for these improvements 'are presented in Table 30. Other necessary improvements include riprap downstream of channel cross- ings, a headwall to reduce entrance lossee at the Union Pacific Railroad crossing, bank protection along Fossil Creek near Portner Reservoir, stabili- zation of the southwest wingwall at the C&S Railroad crossing on Fossil Creek . ,and protection of the downstream embankment at Fossil Creek Drive and Fossil ICreek. 1 I I Table 29. Alternative 3, Design Data for Sizing Detention Ponds and Outlets. Storage oulet Proposed Surface Volume Capacity Outlet - Area Location (arft) (cfs) Dimension (acres) Fossil Creek Reach 1, County Road 11 30 1,300 2-6'x10' box 10 Reach 2, Union Pacific 600 1,380 Existing 25 Railroad and Trilby Road (County Road 34) 1,550 2-6'x12' box 60 Reach 2, County Road 13 19.5 3,200 10'x32' span 4 (Lemay Ave) Reach 5, Shields Street 9 500 1-6'x10' box 2 Stanton Creek Reach 6, County Road 32 13.6 880 2-41x12' box 3 Reach 6, County Road 13 26 780 2-4'x10' box 5 (Lemay Ave) Lang Gulch Reach 7, County Road 34 3 400 1-4'x10' box 1 (Trilby Road) Reach 7, Shields Street 44 570 1-6'x10' box 11 1 1 1 1 1 1 c 4- C J V C 5030 5020 1 5010 1 5000 1 0+00 5+00 10+00 15+00 20 +00 25 +00 DISTANCE ABOVE CONFLUENCE WITH LANG GULCH (FEET) FOSSIL CREEK MASTER DRAINAGEWAY NOTES - PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO SMITH CREEK DEVELOPED CONDITIONS I. FOR LOCATION OF CROSS SECTIONS, SEE PLATE 98, 103. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, ---- 500 YEAR FLOOD 100 YEAR FLOOD --- 50 YEAR FLOOD --- 10 YEAR FLOOD H' SIMONS, lI & ASSOCIATES, INC. FLOOD PROFILES APRILj 1982 SEE TABLE IZ O STREAM BED 2 REFERENCE POINT FORT COMNS, C010RAdo- I REVISION- PLATE 62 5050 5050 5040 1 5030 1 5020 1 PLATE 63 1 [1 r I I 1 1 D A 2 r z m m m r D m m 0 H ' m SIMONS, tI & ASSOCIATES, INC. FORT COMNS, C010RAdO NOTES L FOR LOCATION OF PLATE, SEE RATE INDEX MAP, PLATE 75 2. FOR PROFILE, SEE PLATES 59,60 3. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, SEE TABLE 16 LEGEND 100 YEAR FLOOOPLAIN LIMITS (FUTURE BASIN CONDITIONS) 100 YEAR FLOODPLAIN LIMITS (E111STINY BASIN CONDITIONS) 100 YEAR FLOOD ELEVATION (FUTURE BASIN CONDITIONS) 3 CHANNEL CROSS SECTION AND REFERENCE POINT eo•oo MAPPING I. BASE MAPS BY M B 1 2. TOPOGRAPHY COMPLIES WITH NATIONAL MAP Af,CURACY STANDARDS. SCALE 3. TOPOGRAPHY COMPILED BY PHOTOGRAMMETRIC METHODS (N FROM AERIAL PHOTOGRAPHY TAKEN 1977 N g/ FOSSIL CREEK MASTER ORAINAGEWAY PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO APRIL, 1962 FLOODED AREAS SMITH CREEK PLATE 103 I 1'5gso I I solo eon I rWEMM�kjrACE RAW FLL VOUAIE* son POND-E-1 Fkkt TIN Elm 502830 16703.81 CY F04MMETHOD ORIGINAL SURFACE NEW-POND-1 AL SURFACE Flat TIN Ekw. 502" TAW FILL VOLUIR6 Iffmos CY *NOTE!* RAW FILL VOUAIE IS COMKITED FROM CONTOURS SHOWN NO IS FOR COMPARISON PJRPOSES ONLY. RAW FILL VOLUhIE DOES NOT REPRESENT THE ACUTAL STORAGE VOLUME OF THIS POND — ---------- J I I u I This Section has been Removed I 1 I I p LJ 1 Lai b 4/14/99 ' RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Proposed Pond 601 t[RATING CURVE LIMIT] Minimum Elevation ......................... _ Maximum Elevation ......................... Elevation Increment ....................... _ _ [STAGE STORAGE INFORMATION] ' Input file = NULL Output file = NULL ' [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) ' 5062.10 5062.20 1.82 7.12 5062.30 23.36 5062.40 70.66 ' 5062.50 5062.60 191.64 431.88 5062.70 835.49 5062.80 1446.19 5062.90 2298.09 ' 5063.00 3420.76 5063.10 5495.48 ' 5063.20 5063.30 7870.85 10578.58 5063.40 13642.92 5063.50 17093.11 ' 5063.60 5063.70 20957.14 25263.04 5063.80 30046.19 5063.90 35317.19 ' 5064.00 5064.10 41099.81 47466.67 5064.20 54313.10 5064.30 61667.97 5064.40 69552.05 ' 5064.50 77993.70 5064.60 87018.65 5064.70 96651.22 Page 1 5062.00 (ft) 5069.50 (ft) 0.10 (ft) M �l 4/14/99 [Manual Storage vs. Elevation) ------------------------------------------- ELEVATION (ft) ----------------- 5064.80 5064.90 5065.00 5065.10 5065.20 5065.30 5065.40 5065.50 5065.60 5065.70 5065.80 5065.90 5066.00 5066.10 5066.20 5066.30 5066.40 5066.50 5066.60 5066.70 5066.80 5066.90 5067.00 5067.10 5067.20 5067.30 5067.40 5067.50 5067.60 5067.70 5067.80 5067.90 5068.00 5068.10 5068.20 5068.30 5068.40 5068.50 5068.60 5068.70 5068.80 5068.90 5069.00 5069.10 5069.20 5069.30 STORAGE (cuft) 106925.17 117838.74 129415.69 141714.54 154604.72 168108.71 182237.01 197009.65 212443.06 228552.72 245365.25 262868.16 281080.97 299946.40 319198.98 338851.43 358908.78 379382.76 400283.18 421619.85 443410.99 465650.82 488356.38 511517.85 534885.88 558460.73 582238.66 606219.43 630401.80 654784.52 679370.29 704150.49 729127.31 754276.81 779550.77 804950.06 830473.13 856120.53 881892.24 907788.21 933810.83 959955.50 986224.32 1012680.08 1039276.61 1066014.11 Page 2 oz 1 7 u �I 11 ' 4/14/99 Page 3 ' [Manual Storage vs. Elevation] ' ELEVATION ------(ft)---------------------------(----- STORAGE 5069.40 ---- 1092890.03 ' 5069.50 1119904.22 [STAGE DISCHARGE INFORMATION] ' OUTLET STRUCTURE: STR # 2 TYPE TRAPEZOIDAL WEIR ' DESCRIPTION Emergency Overflow Weir, Pond 601 ' [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) --------------------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) --------------------------------------------------------------------------- 0.00 5062.00 0.00 0.00 0.00 ' 0.10 5062.10 1.82 0.00 0.20 5062.20 7.12 0.00 0.30 5062.30 23.36 0.00 ' 0.40 0.50 5062.40 5062.50 70.66 191.64 0.00 0.00 0.60 5062.60 431.88 0.00 0.70 5062.70 835.49 0.00 0.80 5062.80 1446.19 0.00 ' 0.90 5062.90 2298.09 0.00 1.00 5063.00 0.079 3420.76 0.00 1.10 5063.10 5495.48 0.00 1.20 5063.20 7870.85 0.00 ' 1.30 5063.30 10578.58 0.00 1.40 5063.40 13642.92 0.00 1.50 5063.50 17093.11 0.00 ' 1.60 5063.60 20957.14 0.00 1.70 5063.70 25263.04 0.00 1.80 5063.80 30046.19 0.00 ' 1.90 2.00 5063.90 5064.00 0.944 35317.19 41099.81 0.00 0.00 2.10 5064.10 47466.67 0.00 2.20 5064.20 54313.10 0.00 2.30 5064.30 61667.97 0.00 ' 2.40 5064.40 69552.05 0.00 2.50 5064.50 77993.70 0.00 2.60 5064.60 87018.65 0.00 03 1 4/14/99 Page 4 0,q- 1 [Reservoir Discharge Value vs. Stage3 ' (the elevation increment is 0.1) -------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) t -------------------------------------------------------------- 2.70 5064.70 96651.22 0.00 , 2.80 5064.80 106925.17 0.00 2.90 5064.90 117838.74 0.00 3.00 5065.00 2.971 129415.69 0.00 0.00 , 3.10 5065.10 141714.54 3.20 5065.20 154604.72 0.00 3.30 5065.30 168108.71 0.00 3.40 5065.40 182237.01 0.00 3.50 5065.50 197009.65 0.00 ' 3.60 5065.60 212443.06 0.00 3.70 5065.70 228552.72 0.00 3.80 5065.80 245365.25 0.00 3.90 5065.90 262868.16 0.00 , 4.00 5066.00 6.453 281080.97 0.00 4.10 5066.10 299946.40 0.00 4.20 5066.20 319198.98 0.00 ' 4.30 5066.30 338851.43 0.00 4.40 5066.40 358908.78 0.00 4.50 4.60 5066.50 5066.60 379382.76 400283.18 0.00 0.00 ' 4.70 5066.70 421619.85 0.00 4.80 5066.80 443410.99 0.00 4.90 5066.90 465650.82 0.00 5.00 5067.00 11.211 488356.38 0.00 ' 5.10 5067.10 511517.85 0.00 5.20 5067.20 534885.88 0.00 5.30 5067.30 558460.73 0.00 5.40 5067.40 582238.66 0.00 ' 5.50 5067.50 606219.43 0.00 5.60 5067.60 630401.80 0.00 5.70 5067.70 654784.52 0.00 ' 5.80 5067.80 679370.29 0.00 5.90 5067.90 704150.49 0.00 6.00 5068.00 16.738 729127.31 0.00 6.10 5068.10 754276.81 0.00 ' 6.20 5068.20 779550.77 0.00 6.30 5068.30 804950.06 0.00 6.40 5068.40 830473.13 0.00 6.50 5068.50 856120.53 0.00 ' 6.60 5068.60 681692.24 2.11 6.70 5068.70 907788.21 6.03 6.80 5068.80 933810.83 11.22 6.90 5068.90 959955.50 17.49 ' 7.00 5069.00 22.641 986224.32 24.73 7.10 5069.10 1012680.08 32.90 t 1 1 1 1 1 1 1 4/14/99 Page 5 of [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) ------------------------------------------------------ STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) ---------------------------------------------------------------------- 7.20 5069.20 1039276.61 41.96 7.30 5069.30 1066014.11 51.86 7.40 5069.40 1092890.03 62.61 7.50 5069.50 25.709 1119904 22 74.17 10/30/97 OUTLET STRUCTURE REPORT Page 1 -� I RECORD NUMBER 2 TYPE TRAPEZOIDAL WEIR DESCRIPTION Emergency Overflow Weir, Pond 601 [RATING CURVE LIMIT; Minimum Elevation ......................... = 5068.50 (ft) Maximum Elevation ......................... = 5069.50 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATION) Weir Angle ................................ = 151.92760 (deg) Crest Elevation ........................... = 5068.50 (ft) Crest Length .............................. = 25.00 (ft) Coefficient Cw............................ = 2.63000 Exponential ............................... = 1.50000 [TRAP EQUATION] Q = Cw-tan(ang/2)H^exp H = Headwater dept above -..let cortrc= section invert, (ft) ang = Weir Angle [Culvert Weir Discharge Value vs. Stage! (the elevation increment is 0.1) ---------------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------------------------- 0.10 5068.60 2.11_ 0.20 5068.70 6.03 0.30 5068.80 11.22 0.40 5068.90 17.49 6.50 5069.00 24.73 0.60 5069.10 32.90 0.70 5069.20 41.96 0.80 5069.30 51.86 0.90 5069.40 62.61 1.00 5069.50 74.17 i C:\PROJECTS\REG\PONDS\60=-E-?.iR-RTG I d c � a � 4 O N � h U c L t I y a zz 0 0 a a � V 'V '^� 0o y y o m�� o 3 ` +� s 3 u v v' �OIU3az a s a a e ti W Z 0 H Q D 0 W Q W q LLJ �o U 2p W V),. k 478 5/l/99 Page 1 RESERVOIR REPORT RECORD NUMBER 2 STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION Proposed Pond 602 w/ Emergency Overflow Weir (for input into SWMM Model EMWEIRS.DAT) [RATING CURVE LIMIT] Minimum Elevation ......................... = 5053.20 (ft) Maximum Elevation ......................... = 5066.00 (ft) Elevation Increment ....................... = 0.20 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5059.50 0.88 5059.60 6.31 5059.70 19.07 5059.80 41-39 5059.90 75.35 5060.00 123.14 5060.10 211.41 ' 5060.20 371.40 5060.30 617.48 5060.40 964.00 5060.50 1428.39 5060.60 2030.28 5060.70 2793.18 5060.80 3748.87 5060.90 4928.56 5061.00 6385.27 5061.10 8056.92 5061.20 9826.69 5061.30 11699.96 5061.40 13679.47 5061.50 15768.69 5061.60 17970.51 5061.70 20287.81 5061.80 22725.63 5061.90 25282.85 5062.00 27964.22 5062.10 30766.45 D:\Projects\REG\PONDS\Pnd602em.rtg I o�n 1 II 1 1 1 5/l/99 [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) ------------------------------------------------ (cuft) 5062.20 33685.71 5062.30 36726.64 5062.40 39891.63 5062.50 43185.08 5062.60 46609.44 5062.70 50166.62 5062.80 53861.03 5062.90 57689.85 5063.00 61657.15 5063.10 65757.38 5063.20 69984.06 5063.30 74340.65 5063.40 78828.06 5063.50 83449.41 5063.60 88207.18 5063.70 93103.87 5063.80 98144.64 5063.90 103326.99 5064.00 108655.73 5064.10 114134.47 5064.20 119765.90 5064.30 125554.29 5064.40 131500.92 5064.50 137609.70 5064.60 143883.76 5064.70 150326.27 5064.80 156943.61 5064.90 163732.90 5065:00 170700.08 5065.10 177815.64 5065.20 185045.91 5065.30 192393.57 5065.40 199859.03 5065.50 207444.67 5065.60 215152.31 5065.70 222983.76 5065.60 230943.25 5065.90 239028.12 5066.00 247242.27 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 3 TYPE : RECTANGULAR WEIR SUPPRESSED DESCRIPTION : Back of walk Emergency Overflow Weir D:\Projects\REG\PONDS\Pnd602em.rtg Page 2 5/1/99 Page 3 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.2) ------------------------ STAGE ELEVATION STORAGE ---------------------- STORAGE DISCHARGE (ft) (ft) (Acft) (cuft) (cfs) ------------------------------------------------------------------------ 0.00 5053.20 0.00 0.00 0.00 0.80 5054.00 0.00 0.00 0.00 1.80 5055.00 0.00 0.00 0.00 2.80 5056.00 0.00 0.00 0.00 3.80 5057.00 0.00 0.00 0.00 4.80 5058.00 0.00 0.00 0.00 5.80 5059.00 0.00 0.00 0.00 6.80 5060.00 0.003 123.14 0.00 7.80 5061.00 0.147 6385.27 0.00 8.80 5062.00 0.642 27964.22 0.00 9.80 5063.00 1.415 61657.15 0.00 10.80 5064.00 2.494 108655.73 0.00 11.80 5065.00 3.919 170700.08 0.00 12.20 5065.40 4.588 199859.03 0.00 12.40 5065.60 4.939 215152.31 23.33 12.60 5065.80 5.302 230943.25 65.98 12.80 5066.00 5.676 247242.27 121.22 D:\Projects\REG\PONDS\Pnd602em.rtg 1 1 1 1 8/20/97 OUTLET_ STRUCTURE REPORT Page 1 cot RECORD NUMBER 3 TYPE RECTANGULAR WEIR SUPPRESSED DESCRIPTION Back of Walk Emergency Overflow Weir [RATING CURVE LIMIT] Minimum Elevation ......................... = 5065.40 (ft) Maximum Elevation ......................... = 5066.00 (ft) Elevation Increment ....................... = 0.10 (ft) (OUTLET STRUCTURE INFORMATION] Crest Length .............................. = 96.60 (ft) Crest Elevation ........................... = 5065.40 (ft) Coefficient Cw............................ = 2.70000 Exponential ............................... = 1.50000 [RECTANGULAR SUPPRESSED EQUATION] Q = Cw*L*H"exp H = Headwater depth above inlet control section invert, (ft) L = Crest length, (ft) [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ------------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ------------------------------------------------------- 0 10 5065.50 8.25 0.20 5065.60 23.33 0.30 5065.70 42.86 0.40 5065.80 65.98 0.50 5065.90 92.21 0.60 5066.00 121.22 C:\PROJECTS\REG\PONDS\602BOWEM.RTG I 0 J 0 m 7 l S j V I I l I� d 2 V 63 j S 1 l�_ t oiZ u 5/14/97 Page 1 p�3 ' RESERVOIR REPORT RECORD NUMBER 1 STORAGE TYPE MAN STAGE/STOR ' DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION Proposed Pond 603 Rating w/ Emergency Overflow Weir ' [RATING CURVE LIMIT] 1 1 U Minimum Elevation ......................... = 5047.00 (ft) Maximum Elevation ......................... = 5053.00 (ft) Elevation Increment ....................... = 0.10 (£t) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------- ELEVATION STORAGE (ft) - -------- -------------------- (cuft) 5047.10 7.45 5047.20 40.01 5047.30 114.87 5047.40 256.84 5047.50 508.98 5047.60 927.49 5047.70 1584.80 5047.80 2575.62 5047.90 4022.38 5048.00 6084.34 5048.10 8592.21 5048.20 11272.82 5048.30 14142.81 5048.40 17215.29 5048.50 20506.38 5048.60 24031.39 5048.70 27805.57 5048.80 31848.90 5048.90 36168.10 5049.00 40782.33 5049.10 45715.91 5049.20 51001.45 5049.30 56673.76 5049.40 62760.29 5049.50 69294.77 5049.60 76309.15 5049.70 83835.36 I A i 5/14/97 Page 2 c 1 (Manual Storage vs. Elevation] 1 ------------------------------------------------ ELEVATION STORAGE (ft) (cuft) 1 ------------------------------------------------ 5049.80 91914.95 5049.90 100562.35 1 5050.00 109817.52 5050.10 119537.29 5050.20 129559.20 5050.30 139896.44 1 5050.40 150556.15 5050.50 161550.71 5050.60 172891.02 5050.70 184587.96 1 5050.80 196659.25 5050.90 209103.14 5051.00 221936.37 5051.10 235059.80 1 5051.20 248371.22 5051.30 261883.71 5051.40 275606.49 5051.50 289552.13 1 5051.60 303732.21 5051.70 318158.34 5051.80 332846.80 5051.90 347800.61 1 5052.00 363035.33 5052.10 378466.92 5052.20 394002.04 1 5052.30 409642.88 5052.40 425389.59 5052.50 5052.60 441244.08 457207.77 1 5052.70 473282.06 5052.80 489470.53 5052.90 505770.57 5053.00 522185.47 1 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: 1 STR # 2 TYPE RECTANGULAR WEIR SUPPRESSED - DESCRIPTION Pond 603 Emergency Overflow Weir 1 i 1 J 1 1 1 t 1 1 1 1 1 5/14/97 Page 3 O j [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) ------------------------------------------ STAGE ELEVATION ---- STORAGE STORAGE DISCHARGE (ft) (ft) (ac-ft) (cuft) (cfs) ----- 0.00 --------- 5047.00 --------------------------------------- 0.00 0.00 0.00 0.10 5047.10 7.45 0.00 0.20 5047.20 40.01 0.00 0.30 5047.30 114.87 0.00 0.40 5047.40 256.84 0.00 0.50 5047.50 508.98 0.00 0.60 5047.60 927.49 0.00 0.70 5047.70 1584.80 0.00 0.80 5047.80 2575.62 0.00 0.90 5047.90 4022.38 0.00 1.00 5048.00 0.140 6084.34 0.00 1.10 5048.10 8592.21 0.00 1.20 5048.20 11272.82 0.00 1.30 5048.30 14142.81 0.00 1.40 5048.40 17215.29 0.00 1.50 5048.50 0.471 20506.38 0.00 1.60 5048.60 24031.39 0.00 1.70 5048.70 27605.57 0.00 1.80 5048.80 31848.90 0.00 1.90 5048.90 - 36168.10 0.00 2.00 5049.00 0.936 40782.38 0.00 2.10 5049.10 45715.91 0.00 2.20 5049.20 51001.45 0.00 2.30 5049.30 56673.76 0.00 2.40 5049.40 62760.29 0.00 2.50 5049.50 1.591 69294.77 0.00 2.60 5049.60 76309.15 0.00 2.70 5049.70 83835.36 0.00 2.80 5049.80 91914.95 0.00 2.90 5049.90 100562.35 0.00 3.00 5050.00 2.521 109817.52 0.00 3.10 5050.10 119537.29 0.00 3.20 5050.20 129559.20 0.00 3.30 5050.30 139896.44 0.00 3.40 5050.40- 150556.15 0.00 3.50 5050.50 3.709 161550.71 0.00 3.60 5050.60 172891.02 0.00 3.70 5050.70 184587.96 0.00 3.80 5050.80 196659.25 0.00 3.90 5050.90 209103.14 0.00 4.00 5051.00 5.095 221936.37 0.00 4.10 5051.10 235059.80 0.00 4.20 5051.20 248371.22 0.00 4.30 5051.30 261883.71 0.00 4.40 5051.40 275606.49 0.00 5/14/97 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) Page 4 ---------------------------------------------------------------- STAGE ELEVATION STORAGE STORAGE DISCHARGE (ft) (ft) (ac-ft) (cuft) (cfs) --------------------------------------------------------------------------- 4.50 5051.50 6.647 289552.13 0.00 4.60 5051.60 303732.21 0.00 4.70 5051.70 318158.34 0.00 4.80 5051.80 332846.80 0.00 4.90 5051.90 347800.61 0.00 5.00 5052.00 8.334 363035.33 0.00 lNc��z 5.10 5052.10 378466.92 1.01 �3_,� "j-5 5.20 5052.20 9.045 394002.04 5.26 5.30 5052.30 409642.88 11.33 5.40 5052.40 9.766 425389.59 18.76 5.50 5052.50 441244.08 27.35 5.60 5052.60 10.496 457207.77 36.95 5.70 5052.70 473282.06 47.48 5.80 5052.60 11.236 489470.53 58.85 5.90 5052.90 505770.57 71.00 6.00 5053.00 11.988 522185.47 83.89 1 1 I 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 5/14/97 OUTLET STRUCTURE REPORT Page 1 b'- RECORD NUMBER : 2 TYPE : RECTANGULAR WEIR SUPPRESSED DESCRIPTION : Pond 603 Emergency Overflow Weir [RATING CURVE LIMIT] Minimum Elevation ......................... = 5047.00 (£t) Maximum Elevation ......................... = 5053.00 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Crest Length .............................. = 30.00 (ft) Crest Elevation ........................... - 5052.05 (ft) Coefficient Cw............................ = 3.02000 Exponential ............................... = 1.50000 [RECTANGULAR SUPPRESSED EQUATION] Q = Cw*L*H^exp H = Headwater depth above inlet control section invert, (ft) L = Crest length, (ft) [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ---------------------------------------------------------- STAGE ELEVATION FLOW (ft) (c£s) ---------------------------------------------------------- 5.10 5052.10 1.01 5.20 5052.20 5.26 5.30 5052.30 11.33 5.40 5052.40 18.76 5.50 5052.50 27.35 5.60 5052.60 36.95 5.70 5052.70 47.48 5.80 5052.80 58.85 5.90 5052.90 71.00 6.00 5053.00 83.89 ICJ �'-ow)I 7 sos z-og - So 53, o -1�r: Q5 0;8 s s f+ E =o —o qao Z H h O w h Z r rn a z o F o s m h w rn � F � o a a — ~ a z h � u ma w ww �n E w m z w W z a+ w W Z S r r y 5 w C Z o F o u r a a w a z o w F O H n w Z Z U F a 0 O h O U Z O h Z 0 H o m U U a U a z a w > o w o z o 0 w y 0 m o C o N > w ❑ z h O N U a + m O a w N Q w a w O O w LI > w > z O H O qa N O h w z 4 z h N E O 3 ❑ S i m z m r� yo F o 0 w h O m F r z ❑ m w z � a ❑ — -� O O N N — F E O y z a m _ O h O a Q F I o;�, I 1 I I F] I I I 1 I I I 1 I u w O a w H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M Q O O O O O O O O O O O O O O O O O w w QE � a £ .a Z£ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N z . . . . . . . . . . . . . . . . a £ ~ E £ w£ m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o0000000000000000 i•t n n z x . . . . . . . . . . . . . . . . . •4 •4 •4 £ to to b w a U a 0 H N > a O O O O O O O O O O O O O O O O O ON b b b U d N N N N N N N N N N N N N N N N E E w N N N N Q j O m U U w w 0 o a> o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O a N N N N N N N N N N N N N N N N N .-. .-. 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P. . O m Ol m m m r m m w Up m in N P m M N mm (O m N m N m N m N w .-i m ti m .--i m .y m N N N N N m N N N N N N m m N N N N m N N N m N m rn rn m rn rn m m m rn o 0 0 0 0 0 o O o 0 0 0 0 0 rn o rn o m o m o rn o rn o rn o m o m o rn o 0 0 0 0 0 0 0 0 0 0 0 0 00 0. 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N N N N N N m m N N N N N N m N N N N N N m N m N N r r tO c' m ('f l0 r m r cl N m M r O ('1 � VI O\ O t'1 O m O N O �O P O O P l0 m r-1 r1 �(1 N 01 m N .-� m v r r O� O O M 'Y m '1 m N O .i M .--� vl O r m 01 r N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . m r m m m O m .-� T N O� rf N N w N N N N N N N N N N N N N N m m N N N N N N r to m r r O1 P .i m M .i C N m N w O r m m (1 Ol m O\ M O 1 O r O m .y Ol .4 O\ .4 Ol r-1 01 N m N r O vl O m N m c m l0 m m m 01 m N m N Oi M O� P O� P Ol �n m to P \O O H O LL) O m O m O tO O �O O tO O l0 O w O �O O N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N m N N N w N N N N N N m m m m w m m m m m m m m w m m m m m m m w r N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N V N N N N N N N N N N N N N N N N N N N N N N N N N N~ .4 l0 l0 �D l0 N l0 '4 l0 r-1 �O 1p l0 N m �O I 03� I I 1 11 I I N N N N V N N N N v N N V .i t'1 o M m M m M r M �O t1 �O M J1 M N M v M P M M t1 M M I m I w m m m w m M m m m w m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O P C P C C rn P C C P P T P N M M N m r< m r O r N v1 N rl M P 10 VI r N �O �p P lO M N P N N N m N O t'1 N 11 P M t0 M r t7 m M Ol M O M N M N N N N N N N N M N M N M N t7 N t7 N M N M N P N P N O m r m M C a a O M V C O m C� c r N r m t. M M l0 W a Q a N m rn r P m z 0 r m r O ('1 Z O Q P N rl O m r 1A M N m Oi N l0 P M N O1 W U G] F a r r r r r r r tD w �D tp v1 N a a Q M M M M F N a T C Z 2 z 0 a O O W O y inao Z a Z�nrNi w H d O Ox i£im O N FMm.� N N N M M P If1 VI a o U W� a a N f1 M o a a F N O 1 a3G FOSSIL CREEK WITH ROAD STRUCTURES AND INTERIM CONDITIONS MODEL - PI100FC.DAT 100 YEAR 1-HOUR WITH RESOURCE CONSULTANTS RAINFALL AND DISTRIBUTION *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (FT) (AC -FT) (HR/MIN) , 1 47.3 .9 0 45. 6 105.4 .8 0 55. 13 234.0 (DIRECT FLOW) 1 0. 15 625.1 4.5 5 0. 19 227.6 1.7 1 18. 20 1109.2 5.1 4 51. 21 139.4 1.3 1 5. 22 1760.9 5.9 2 17. 23 337.4 4.4 1 1. 24 289.7 4.0 1 3. 25 114.4 1.2 0 58. 26 131.6 1.2 0 55. 27 224.8 1.6 1 4. 28 234.0 1.5 1 0. , 29 1612.9 5.3 2 20. 30 509.3 2.3 1 6. 31 192.9 1. 0 32 94.9 1.33 . 0 96. 46 33 92.3 1.4 0 46. , 34 218.7 1.6 0 53. 35 162.3 1.3 0 59. 36 107.1 1.3 0 45. 37 67.7 1.0 0 42. 38 1363.8 5.5 2 11. 39 429.5 3.4 1 6. 40 384.3 2.6 1 1. 41 65.3 1.0 0 55. 42 97.2 2.1 1 25. ' 43 1376.9 5.3 1 59. 44 64.7 .9 0 46. 45 1295.3 4.7 1 52. 46 206.4 1.9 0 57. 47 692.7 3.8 -1 31. 46 447.8 2.7 1 0. 49 455.8 2.6 1 2. 50 186.1 2.0 1 1. 51 197.9 1.9 0 55. ' 52 680.5 3.3 0 46. 53 160.0 1.5 0 42. 54 135.4 1.1 0 41. 55 508.2 2.1 0 47. 56 767.4 3.0 0 45. ' 57 70.2 1.2 0 43. 58 302.7 2.0 0 40. 59 334.3 2.1 0 40. 60 630.2 3.3 1 56. 61 586.4 3.5 2 9. , 62 95.5 1.2 0 59. 63 322.7 2.7 1 25. 64 291.5 1.7 1 59. 65 319.1 1.6 1 12. 66 42.7 .5 0 46. 67 477.5 1.6 0 47. 68 213.8 1.3 0 36. 69 188.9 1.7 0 40. 70 303.0 2.0 0 41. 71 139.2 1.7 0 40. 72 117.6 1.5 0 41. 73 150.3 1.4 0 41. 74 445.1 2.0 0 45. 75 302.5 1.6 1 7. , 77 172.2 2.1 0 55. Page 19 of 21 1 I a 37 1 r r r r 1 I 11 1_1 I 78 195.3 1.7 1 7. 79 232.2 1.4 1 9. 80 75.8 1.2 0 46. 81 1137.9 3.5 0 46. 82 74.5 1.2 0 41. 83 140.5 1.3 0 43. 84 687.2 2.4 0 45. 85 421.1 1.9 0 43. 86 172.1 1.6 0 36. 87 310.9 1.8 0 41. 88 107.7 1.2 0 47. 89 111.7 1.5 0 55. 90 27.0 1.6 0 41. 92 24.3 1.5 0 53. 94 150.4 .7 0 41. 95 141.8 1.6 0 45. 96 30.6 .7 1 0. 97 45.0 .8 1 2. 98 146.2 1.1 0 53. 100 107.2 1.9 0 37. 101 25.7 1.5 0 57. 102 119.5 2.3 0 53. 103 166.2 1.3 1 13. 104 16.2 .6 1 1. 105 37.6 1.1 0 32. 106 104.9 1.7 0 36. 107 118.6 2.8 2.6 1 47. 108 19.2 2.0 40.4 4 44. 109 130.0 4.8 1 7. 110 35.9 3.0 2.6 1 7. 111 35.9 2.1 2 39. 112 50.5 3.7 0 50. 113 19.1 1.0 1.0 5 0. 200 499.6 1.9 1 9. 201 268.9 1.4 2 21. 202 287.5 2.1 3 18. 203 376.7 2.0 1 13. 204 379.6 1.9 1 20. 205 324.1 1.9 1 31. 206 1301.4 4.9 1 41. 207 632.3 2.9 1 59. 208 630.0 3.5 1 45. 209 327.6 2.4 0 58. 210 221.0 2.3 1 0. 211 1614.7 5.7 2 5. 212 1124.0 4.6 4 52. 217 75.0 1.7 0 56. 218 271.6 2.3 1 8. 221 .0 .0 0 0. 228 27.6 1.1 0 46. 229 80.6 .8 1 42. 299 649.0 (DIRECT FLOW) 5 0. 300 1111.6 .1 256.6 4 39. 301 268.2 .1 23.8 2 22. 302 285.8 .1 9.1 2 32. 303 286.9 .1 10.1 3 28. 304 285.7 .1 13.1 2 5. 305 368.9 .1 10.9 1 20. 306 316.5 .1 9.4 1 35. 307 1299.2 .1 2.3 1 44. 308 629.8 .1 .8 1 59. 309 629.0 .1 1.2 1 49. 310 234.1 .1 21.9 1 16. 311 271.6 .1 .1 1 S. 312 1295.0 .1 1.7 1 54. 313 1612.1 .1 28.7 2 9. 314 709.3 .1 135.6 5 0. 317 142.2 .1 40.4 1 50. 318 206.6 .1 31.5 1 24. 319 54.9 .1 22.6 1 50. 320 13.4 .1 2.8 1 21. 321 79.9 .1 55.7 1 59. Page 20 of 21 0 3� 322 50.8 .1 4.7 1 15. , 323 212.6 .1 1.1 1 7. 330 161.1 .1 10.4 1 55. 331 170.0 .1 14.6 2 27. 332 37.6 1.9 0 32. r 501 101.2 2.2 0 42. 502 98.9 2.6 0 40. 5.0 .0 5 0. 51111 65.9 .7 0 38. 512 101.2 .7 0 37. 521 46.4 1.5 0 47. 523 320.2 3.4 0 36. 601 42.0 .1 23.7 5 0. 602 .0 .1 4.0 3 48. 603 44.5 .1 10.4 1 9. , 800 93.1 2.0 0 45. r PROGRAM CALLED 1 CORRECT CNAME NOT FOUND ' r r11 r r r r I r Page 21 of 21 , r I 1 I I 1 [1 1 L Ll I I I I CJ 11 1 1 LJ 4 4 S y W 8; Z �y • \ �hr 4P O .O Q `O O� w J 9< w PROPOSED SEWER /$'a• H N ALIGNMENT �4t'/Z /y 2 •� o N O / m �y O m ,o TRILBY ROAD S l^� is IJ P3 ' FLOODPLMN USE PERMIT City of Fort Collins Code, Section 10-37 (Attach application fee of $25.00. If a Floodplain analysis is required then the fee is $300.00) PETITIONER NAME: Ed Zebrowski ' Vice President- Mountain Operations U.S. Home Corporation ADDRESS: 6000 S. Greenwood Plaza Blvd., Suite 200 PHONE: 779-6100 Englewood, Colorado 80111 OWNER NAME: Same As Above ADDRESS: Same As Above PHONE: Same As Above LEGAL ADDRESS AND/OR ADDRESS OF PROPERTY, N.A. ' DESCRIPTION OF PROPOSED USE:(residential/commercia)/accessory structure/substantial improvement/fill-excavation/other). ' STRUCTURE ELEVATED/FLOODPROOFED? IF FLOODPROOFED DESCRIBE METHOD USED Construction of proposed sanitary sewer for the Registry Ridge P.U.D. development. EXISTING GROUND ELEV: See Sanitary Plans FINISHED GROUND ELEV: Existing Grade ' LOWEST FLOOR ELEV(INCLUDING BASEMENT): N.A. M.S.L BASE FLOOD ELEVATION(BFE)TIRM N.A. MASTER PLAN BFE: Varies, 4963.1-5008.5 REGULATORY FLOOD ELEVATION (BFE+1 3): Varies, 4964.6-5010.0 (Existing Conditions) FLOODPLAIN NAME: Lang Gulch, Smith & Fossil •FLOODWAY(Y/N): Y "VARIANCE FROM ORDINANCE(Y/N)� N (if yes, attach variance application with additional $300 variance fee -City code, Section 10-35) ' FLOODPLAIN USE PERMIT: APPROVED DENIED: SIGNATURE OF PETITIONER: ' SIGNATURE OF OWNER: Date: Date: ' SIGNATURE OF FLOODPLAIN ADMINISTRATOR Date: COMMENTS: ' `If property is located in the Boodwav include technical evaluation that demonstrates "no -rise" City Code 10-55. ' "Variance application can be obtained from the Stormwater Utility. Variance request requires hearing by Storm Drainage Board. 1�� FLOODPLMN USE PERMIT City of Fort Collins Code, Section 10-37 (Attach application fee of $25.00. If a floodplain analysis is required then the fee is $300.00) PETITIONER NAME: Ed Zebrowski Vice President- Mountain Operations U.S. Home Corporation ADDRESS: 6000 S. Greenwood Plaza Blvd., Suite 200 PHONE: 779-6100 Englewood, Colorado 80111 OWNER NAME: Same As Above ADDRESS: Same As Above PHONE: Same As Above LEGAL ADDRESS AND/ORADDRESS OF PROPERTY: N.A. DESCRIPTION OF PROPOSED USE:(residential/commercial/accessory structure/substantial improvement/fill-excavation/other) . STRUCTURE ELEVATED/FLOODPROOFED? IF FLOODPROOFED DESCRIBE METHOD USED: Construction of proposed Culvert 303 at the intersection of Trilby Road and Lang Gulch EXISTING GROUND ELEV: See Sheet 58/62 FINISHED GROUND ELEV: Existing Grade LOWEST FLOOR ELEV(INCLUDING BASEMENT): N.A. M.S.L BASE FLOOD ELEVATION(BFE):FIRM N.A. MASTER PLAN BFE: Varies, 5016.9-5028.7 — 1, REGULATORY FLOOD ELEVATION (BFE+I.S): Varies, 5018.4-5030.2 (Existing Conditions) FLOODPLAIN NAME: Lang Gulch 'FLOODWAY(Y/N): Y "VARIANCE FROM ORDINANCE(Y/N): N (if yes, attach variance application with additional $300 variance fee -City code, Section 10-38) FLOODPLAIN USE PERMIT: APPROVED DENIED: SIGNATURE OF PETITIONER: Date: SIGNATURE OF OWNER Date: SIGNATURE OF FLOODPLAIN ADMINISTRATOR: Date: , COMMENTS: , 'If property is located in the floodway include technical evaluation that demonstrates "no -rise" City Code 10-55. ' "Variance application can be obtained from the Stormwater Utility. Variance request requires hearing by Stone Drainage Board. ' ' FLOODPLAIN USE PERMIT �s City of Fort Collins Code, Section 10-37 (Attach application fee of $25.00. If a floodplain analysis is required then the fee is $300.00) PETITIONER NAME: Ed Zebrowski ' Vice President- Mountain Operations U.S. Home Corporation ' ADDRESS: 6000 S. Greenwood Plaza Blvd., Suite 200 PHONE: 779-6100 Englewood, Colorado 80111 OWNER NAME: Same As Above ADDRESS: Same As Above PHONE: Same As Above LEGAL ADDRESS AND/OR ADDRESS OF PROPERTY- N.A. ' DESCRIPTION OF PROPOSED USE:(residentiallcommercial/accessory structure/substantial improvement/fill-excavation/other). STRUCTURE ELEVATED/FLOODPROOFED7 IF FLOODPROOFED DESCRIBE METHOD USED Construction of proposed Detention Pond 603 for the Registry Ridge P.U.D. development. ' EXISTING GROUND ELEV: See HEC-2 Mapping FINISHED GROUND ELEV: See HEC-2 Map LOWEST FLOOR ELEWINCLUDING BASEMENT): N.A. M.S.L —tea 14 � ' BASE FLOOD ELEVATION(BFE):FIRM N.A. MASTER PLAN BFE: 5052.6 (SECNO 83) REGULATORY FLOOD ELEVATION (BFE+1 51): 5054.1 (Existing Conditions) FLOODPLAIN NAME: Lang Gulch 'FLOODWAY(Y/N): Y ' "VARIANCE FROM ORDINANCE(Y/N)- N (if yes, attach variance application with additional $300 variance fee -City code, Section 10-38) FLOODPLAIN USE PERMIT: APPROVED DENIED: ' SIGNATURE OF PETITIONER- Date: ' SIGNATURE OF OWNER: Date: ' SIGNATURE OF FLOODPLAIN ADMINISTRATOR Date: 'If property is located in the floodway include technical evaluation that demonstrates `no -rise" City Code 10-55. "Variance application can be obtained from the Stormwater Utility. Variance request requires hearing by Storm Drainage Board. Reference Point Station Location 178 496+90 153 500+00 152 502+80 151 503+30 Fossil Ridge Drive 150 506+00 149 507+80 148 511+00 Highway 287 147.5 511+45 147.3 513+00 .. 147.2 513+30 147 513+90 146 517+20 ' 145 519+10 144 523+80 143 526+30 142 529+10 141 533+00 140 535+90 C d S Railroad 139.4 536+30 139.2 537+40 138 538+00 .�/ J94tIJ 136 547+90 Lang Gulch 65 552+30 64.5 551+95 64 556+30 63 557+DO 62 558+20 61 560+60 60 563t90 59 567+10 58 569+80 57 574+40 56 576+60 55 580+70 54 585+30 Burns Tr Ibutary 33 590+00 32 594+10 31 595+DO Sh le Ids Street 30 597+50 29 600+10 28 604+10 27 607+00 26 609+70 25 614+10 24 617+DO 23 620+50 22 623+00 21 627+30 20 632+00 19 634+00 18 636+10 17 641+50 16 644+50 15 648+00 14 650+00 13 655+30 12 657+50 11 661+50 10 663+30 9 664+50 Taft HI II Road 8 668+90 7 671+50 Table 10 (continued) F14. 2-Year 5-Year 10-Year 50-Year 100-Year 500-Ye er Streambed o0 00 Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation (ft MSU (cfs) (ft MSU (cfs) (it MSU (cfs) (ft MSU (cfs) (ft MSL) (cfs) (ft MSL) (cfs) (ft MSU 4929.0 4930.2 4931.7 4932.5 4936.3 4936.4 4936.9 4937.1 4937.1 4937.1 4937.1 4937.2 4938.8 4941.6 4943.4 4945.3 4945.7 4950 4950.3 4950.3 4951.5 4953.6 4956.1 4958.6 4959.4 4963.8 4965.8 4965.8 4965.8 4966.3 4968.4 4968.9 4970.6 4973.6 4976 4981 4984.5 4989 4993.3 4996 5000 5004.7 5008.1 5012.6 5016.5 5021.8 5023.9 5025.8 5032.1 5033.5 5036.3 5042.3 5045.8 5050.9 5055.2 5063.3 5067 5070.4 5078.5 5082 5090.2 5093 290 4933 660 4934.3 920 4934.9 1490 4935.7 4934.1 4935.5 4936.1 4936.9 4935.4 4936.8 4937.4 4938.2 4935.6 4937 4937.5 4938.4 4937.9 4939.5 4939.9 4940.5 4939 4939.9 4940.4 4941.1 4939.7 4940.8 4941.4 4942.4 4940.2 4941.6 4942.4 4943.1 4940.2 4941.8 4942.6 4943.4 4940.3 4942 4942.9 4944.1 4940.5 4942.2 4943.1 4944.3 4941.6 4943.8 4944.9 4946.7 49141.7 49419 4945 4946.8 4945 4946 4946.7 4948.1 4946.7 4948.2 4948.9 49)0.1 4947.7 4949.1 4949.8 4950.9 4949.3 4951.1 4952 4953.6 4951.5 4952.3 4952.8 4954.3 4952.3 4953.8 4954.6 4956.3 4953.6 4956 4957.3 4959.8 290 4954.1 660 4957 920 4958.6 _ 1490 4961.7 290 190 =1 100 90 90 80 80 110 4957.6 4959.4 4961.6 4962.1 4966.8 4966.8 4967.4 4967.8 4969.3 4971.1 4972.4 4973.3 4977 4979.5 4982.9 4987 4993 4994.3 4997.9 5001.4 5005.7 5009.4 5013.9 5018.1 5022.5 5025.3 5028.4 5033.9 5036.1 5038.1 5044.2 5047.7 5052.9 5056.6 5064.4 5068.2 5072.1 5079.3 5085.2 5091.2 5094.8 660 340 340 170 160 200 140 130 190 495&8 4960.9 4962.3 4962.8 4967.2 4967.2 4967.6 4968.3 4970.1 4971.8 4973 4973.9 4977.8 4980.3 4983.4 4967.5 5000.5 5000.5 5000.5 5001.6 5006.2 5009.7 5014.5 5018.8 5022.9 5025.7 5029.1 5034.4 5036.7 503& 6 5044.6 5048.2 5053.4 5056.9 5064.6 506&5 5072.5 5079.6 5087 5091.5 5095.2 920 430 430 200 200 290 [m 160 270 4958.9 4959.7 4961.1 4962.6 4963.1 4967.5 4967.5 4967.8 4968.5 4970.4 4972.1 4973.4 4974.3 4978.1 4980.7 4983.6 4987.7 5001.2 5001.2 5001.2 5001.9 5006.4 5D09.9 5014.7 5019 5023 5025.9 5029.5 5034.8 5036.9 5038.9 5044.9 5048.5 5053.7 5057.2 5064.8 5068.6 5072.7 5079.7 5087.5 5091.7 5095.5 1490 790 950 510 480 520 250 200 480 4962.6 4963.7 4964.1 4968.4 4968.4 4968.6 4969.2 4911.7 4973.2 4974.5 4975.6 4979.5 4982.3 4985 4988.7 5002.5 5002.5 5002.5 5002.7 5006.6 5010.5 5014.9 5019.4 5023.4 5026.3 5030.2 5035.3 5037.3 5039.4 5045.2 5048.9 5054 5057.4 5064.9 5068.9 5077:9 5079.9 5089.5 5092.2 5 096. 1 I 1780 1780 980 1040 670 640 640 280 220 620 4936 4937.2 4938.5 4938.7 4940.7 4941.3 4942.7 4943.1 4943.6 4944.5 4944.8 4947.4 4947.5 4948.7 4950.5 4951.4 4954.2 4954.9 4957.0 4960.8 4963.2 4963.6 4964.4 4964.6 4968.6 4968.6 4968.9 4969.5 4972.6 4973.6 4974.9 4975.8 4978.9 4982.6 4985.3 4989.2 5002.7 5002.7 5002.7 5003 5005.7 5010.6 5015.1 5019.6 5023.6 5026.5 5030.5 5035.5 5037.5 5039.7 5045.3 5049.1 5054.1 5057.5 5064.9 5068.9 5072.9 5080 5089.9 5092.5 5096.4 2350 2390 2350 1390 1420 980 910 910 240 910 4936.5 4937.7 4939 4939.2 4941.1 4941.8 4943.2 4943.4 4944.4 4945.6 4945.9 4948.6 4948.7 4949.7 4951.4 4952.3 4955.3 4955.9 4958.4 4962.9 4965.6 4965.6 4965.7 4965.8 4965.9 4965.9 4969.2 4969.2 4969.5. 4970 4973 4974.4 4975.6 4976.5 4980.8 4983.4 4986 4989.8 5003.2 5003.2 5003.2 5003.6 5007 5011 5015.4 5019.8 5023.9 5026.9 5031 5035.8 5037.9 5040.1 5045.6 5049.5 5054.5 5057.8 5065.1 5069 5073 5080 5090.5 5094 5097 30 A 11 i t P "7 Table 14, Ex lsting Conditions Flood Elevation Data, Lang Gulch. / Streambed 2-Year 5-Year 10-Year 50-Year 100-Year 500-Year Reference Point Station Location Elevation (it Discharge o0 Elevation Discharge 00 Elevation Discharge 00 Elevation �oo Discharge !Elevation Discharge Elevation Discharge oo MSL) (cis) (ft MSL) (c f s) (ft MSU (c fs) If MSL) (c f s) i (ft MSL) (cf s) (ft MSL) (cis) Elevatior (ft MSL) 135.5 135 1+10 2+60 4955.8 170 4958.5 390 4959.5 520 4960 740 4961.8 860 4963 1380 134 6+90 4957.3 4959.5 4960.6 4962.4 4961.8 4962.3 4962.7 4963.4 4965.4 4965.5 133 9+50 US Railroad 4960.3 4962.7 4963.8 4964.8 4964.5 4965.4 4965.6 4966.9 132 11+40 4961.9 4964 4965.1 4965 4965.6 4965.9 4966.3 4967.6 131 130 13+80 18+70 4964.4 4967.3 4968.4 4968.8 4966.3 4969.6 4966.6 4970.1 4967.9 129 22+70 Private Crossing 4970.2 4975 4972.6 4976.1 4973.3 4976.7 4973.6 4974 4974.3 4971.4 4975.1 128 29+10 4979 4979.7 4980 4976.9 4977.3 4977.5 4978.2 127 32+20 4979.1 4981.5 4982.5 4980.2 4982.9 4980.5 4980.6 4981.1 126 125 35+50 39+80 4981.5 4982.9 4984 4984.5 4983.4 4985.2 4983.7 4985.5 4984.5 124.7 43+40 4982.7 4984.2 4985.3 4987 4986.2 4986.7 4987.4 4987.7 49B6.7 4988.9 124.5 44+10 US Railroad 4984.8 170 4990 390 4988 4991 520 4988.4 4991.4 4989.1 4989.4 4990.8 124 48+10 4986.5 4990 4991 750 4992.2 870 4993.1 1530 4994.8 123 53+60 4989.6 4993.4 4994.1 4991.4 4994.8 4992.2 4996 4993.1 4994.8 122 ---- 121 77++50 __----___-__ ._ . _ 4993.5 _. ... 4995.5 .--. ..---___-- .... _ -5001.1 4996.8 -------- - 4996.4 4996.4 4997.7 119 70*50 4996.0 4998.4 5000.3 5001.1 -.._...-- -._-4997.2------ 5001.4 ---_-499.7.6__._.. ._.---._.. 5001.7 ____.. 5001.8 4997.7 4998.8 119 74+50 5001.2 5003.4 5002.2 5004.3 5002.6 5004.7 5003 5003.2 5003.E 118 103 78+30 82+90 SmI th Creek 5003.1 170 5005.2 370 5006 490 5006.3 660 5005.1 5006.7 830 5005.4 5007 1460 5006.3 102 85+60 5005.1 5008.3 80 5006.8 170 5007.5 220 5007.9 300 5008.3 440 5008.8 890 5007.8 5009.7 101 89+00 5009.3 5010.5 5011.7 5011.1 5012.5 5011.4 5011.7 5012.2 5013 100 95+20 5015.6 5016.2 5016.4 5012.8 5016.5 5013.2 5016.6 5013.6 5014.4 99 97+00 Tr I lby Road (County Raod 34) 5016.3 80 5019.8 170 5020.4 220 5023 320 5027 5017.9 + _ 450 5028.7 930 5029.3 97. 5-.,._... 99+70 '100+50 5017 501.9.8 5020.4 50 35027 5023 5027 5028.7 5029.3 97 5017 5019.8 5020.4 5023 5027 5028.7 5029.3 96 95 104+50 107+30 5021.4 5023.8 5024.2 5024.2 5027 5028.7 5028.7 5029.3 94 110+10 5022.9 5023 5024.8 5025.4 5025.2 5026 5025.5 5027.8 5028.9 5029.3 5029.6 93 112+80 5027.9 5028.9 5029.2 5026.2 5029.4 5028.6 5029.6 5029.1 5030.1 92 91 115+10 118+60 5027.7 5029.5 5029.9 5030.1 5030.3 5029.7 5030.6 5030.4 90 121+80 5028.9 5030.9 5030.5 5033.1 5031.1 5033.5 5031.2 5031.4 5031.7 5031.4 5032.6 89 125+10 5033.1 5034.6 160 5035.3 200 5033.7 5035.5 300 5033.9 5035.7 470 5034.2 5034.7 - 88 129+20 5033.8 5035.3 5035.8 5036.1 5036.4 5036.1 1000 5036.9 87 131+00 Cd5 Railroad J4 5034.7 70 5039.2 160 5040.5 200 5041 300 5041.3 5036.9 5036.9 86 134+50 5035.4 5039.3 5040.5 5041 470 5042.1 1030 5042.7 85 137+80 Sh to ids Street 5039 5039.7 5040. 7 5041.1 5041.3 5042.1 5042.7 84 139+10 5040 70 5041.7 200 5042.6 350 5046.7 800 5041.4 5052.2 1040 5042.1 5052.6 1570 5042. 82 149+20 5046.5 5 5050.1 5047.4 5047.3 5052.2 5 .6 5052.8 5052.8 81 80 155+90 155+g0 5051.3 5054.1 5052.1 5055.3 5052.5 5052.6 5052.8 5053 5052.8 5053.3 79 158+20 5055.3 5057 5055.5 5057.5 5055.7 5057.7 5056.2 5056.3 5056.6 78 163+40 5059 5060.4 5060.8 5061 5058.1 5061.4 5058.2 5058.5 77 165+30 5062 5063.4 5063.6 5063.7 5064 5061.6 5061.8 76 75 168+10 171+30 5064.3 60 5065.8 150 5066.1 260 5066.4 380 5066.8 750 5064.1 5067 1230 5064.4 5067.4 74 174+80 5066.6 5069 5068.2 5070.6 5068.7 5071.3 5069.1 5069.8 5069.9 5070.2 73 180+70 5071.7 5073.6 5074.1 5071.8 5074.8 5072.3 5075.4 5072.5 5072.9 72 71 185+00 5076 5077.5 5078.2 5078.5 5078.9 5075.6 5079 5075.8 70 190+10 193+20 5079.8 5083.8 5081.5 5084.7 5082 5082.6 5083.2 5083.4 5079.3 5083.6 69 196+60 5087 5087.9 5085.2 508&1 5085.5 5088.4 5085.9 5088.7 5086 508& 4 68 67 199+30 203+70 5088.6 5089.6 5089.8 5089.9 5090.2 5088.8 5090.3 5089 66 206+70 5090.8 5093 50 5092.4 5094.5 5092.7 5093.3 5093.8 5093.9 5090.5 5094.2 90 5095 140 5095.3 280 �5095.8 350 5096 510 5096.3 34 11 Table 16. Ex lsting Conditions Flood Elevation Data, Smith Creek. 2-Year 5-Year 10-Year 50-Year 100-Year 500-Year Streambed Flooa FTo-o-a-00 Reference Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge El evat l on Point Station Location (ft MSU (cfs) (ft MSU (cfs) (ft MSU (e f s) (ft MSL) (cfs) (ft MSL) (cfs) (ft MSL) (cfs) (ft MSL) 118.5 0+00 Confluence with Lang Gulch 5003.1 90 5005.2 200 5006 280 5006.3 360 5006.7 400 5 580 5007.8 117.7 3+80 5006.3 5007.5 5007.9 5008.2 5008.4 5008:5 5D08.8 - 117.5 7+50 5009 5010.5 5010.9 5011.1 5011.3 5011.4 5011.6 117 10+50 5011.1 5012 5012.3 5012.5 5012.7 50 5013 116 13+85 5014.5 5016.2 5016.6 5016.8 5016.9 5017 5017.2 115 15+95 5015.5 5017.3 5017.7 5017.9 5018.1 5018.1 5018.4 114 19+40 5018.5 5019.4 5019.7 5019.8 5020.1 5020.2 5020.3 113 22+95 5020.4 5021.7 5022 5022.2 5022.2 5022.3 5022.5 j 112 24+60 Welds Street 5021.4 _ 5024.3 5025.8 5026.1 5028.1 5028.2 5028.9 111 28+95 5023.2 110 5024.3 230 5025.8 330 5026.1 620 5028.1 770 _ 5028.2 1110 5028.9 110 32+20 5024.4 5026.2 5026.1 5026.4 5028.2 5028.3 5029 109 38+75 5028 5030 5030.8 5031 5031 5031.1 5031.3 108 41+95 5032.6 5034 5034 5034.1 5034.5 5034.6 5034.8 ( 107 45+75 5035.9 5037.2 5037.6 5037.8 5037.9 5038.1 5038.2 - 106 49+00 5038.4 80 5039.5 160 5039.7 210 5039.8 380 5040.4 460 - 5040.5 640 5040.9 105 52+60 5041.4 5042.4 5042.8 5042.9 5043.2 5043.3 5043.5 104 56+75 5045.9 5046.7 5046.9 5047 5047.3 5047.4 5047.7 l ' Table 17. Developed Conditions Flood Elevation Data, Smith Creek. _ - 2-Year 5-Year 10-Year 50-Year 100-Year 500-Year d an o0 00rjoou ' Reference Elevattioio Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Elevatla- Point Station Location (ft MSU (cfs) (ft MSU (cfs) (ft MSU (cfs) (ft MSU (cfs) (ft MSL) (cfs) (ft MSL) (cfs) (ft MSL) 118.5 0+00 Confluence with Lang Gulch 5003.1 150 5005.6 240 5006.2 290 5006.5 380'� 5006.9 410 5007.1 780 5008 -; 117.7 3+80 5006.3 5007.6 5008 500&2 5008.4 5D08.5 5009.1 117.5 7+50 5009 5010.8 5011 5011.1 5011.3 5011.4 5011.9 117 10+50 5011.1 5012.2 5012.4 5012.5 5012.7 5012.7 5013.2 116 13+85 5014.5 5016.5 ' 5016.7 5016.8 5017 5017 5017.4 1 1 5 15+95 5015.5 5017.6 5017.8 5017.9 5018.1 5018.2 501 &7 114 19+40 5018.5 5019.6 5019.8 5019.9 5020.1 5020.2 5020.4 113 22+95 5020.4 5021.9 5022.1 5022.2 5022.3 5022.3 5022.7 112 24+60 Shields Street 5021.4 --170 5025.1 5025.9 5026.1 _ 5_028.2 5028.2 _ 5028.3 5028.3 1300 5029.2 5029.2 _ 5023.2 5.1 _ 260 502 370 5026.1 680 ___840 110 32+20 5024.4 5026.1 5026.2 5026.5 5028.3 5028.4 5029.3 109 38+75 5028 5030.6 5030.9 5031 5031 5031.2 5031.5 108 41+95 5032.6 5034 5034 5034.1 5034.5 5034.6 5035 107 45+75 5035.9 5037.5 5037.7 5037.9 5038 5038.1 5038.6 106 49+00 5038.4 130 5039.6 190 5039.8 250 5039.9 420 5040.5 510 5040.6 1030 5041.2 105 52+60 5041.4 5042.7 5042.9 5043 5043.3 5043.3 5043.7 104 56+75 5045.9 5046.8 5047 5047 5047.4 5047.5 5048.1 36 IC r I 1 I 1. 1 x 1 m SIMONS, lI & ASSOCIATES, INC. FORT CORNS, C010RAdO MATCHLINF SFF PI ATF 99 NOTES I. FOR LOCATION OF PLATE, SEE PLATE INDEX MAP, PLATE 78 2. FOR PROFILE, SEE PLATE 48 3. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, SEE TABLE 14 mml, Fl"mc or_r rLAIIt wl LEGEND MAPPING 100 YEAR FLOODPLAIN LIMITS 1. BASE MAPS BY M B I 1 FUTURE BASIN CONDITIONS) 100 YEAR FLOODPLAIN LIMITS (EXISTING BASIN CONDITIONS)_ 2, TOPOGRAPHY COMPLIES WITH NATIONAL MAP ACCURACY Nov 100 YEAR FLOOD ELEVATION STANDARDS. I FUTURE BASIN CONDITIONS) CHANNEL cnoS! SECTION SCALE 3. TOPOGRAPHY COMPILED 8Y AND REFERENCE POINT �__ ]is koo PMOTOGRAMMETRIC METHODS 00.00 (fw) FROM AERIAL PHOTOGRAPHY TAKEN 1977. FOSSIL CREEK MASTER DRAINAGEWAY PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO APRIL. 1982 FLOODED AREAS LANG GULCH PLATE 100 I 1 1 1 11 W a J a LU W N B 1 g SIMONS, lI & ASSOCIATES, INC. FORT COMNS, ColoRAdo NOTES L FOR LOCATION OF PLATE, SEE PLATE INDEX MAP, PLATE 75 2. FOR PROFILE, SEE PLATES 46,46.47, 3. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, SEE TABLE 14,16 LEGEND 100 YEAR FLOODPLAIN LIMITS (FUTURE BASIN CONDITIONS) - - - - 100 YEAR FLOODPLAIN LIMITS (NXISTIN$ BASIN CONDITIONS) 100 YEAR FLOOD ELEVATION (FUTURE BASIN CONDITIONS) ' CHANNEL CROSS SECTION AND REFERENCE POINT .o.00 MAPPING I. BASE MAPS BY M B I 2. TOPOGRAPHY COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS. SCALE 3. TOPOGRAPHY COMPILED BY 100 D PHOTOGRAMMETRIC METHODS r«r) FROM AERIAL PHOTOGRAPHY TAKEN 1977 D) T W H Q J a w w y W Z J 2 U F- Q FOSSIL CREEK MASTER DRAINAGEWAY PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO APRIL, 1982 FLOODED AREAS LANG GULCH & SMITH CREEK PLATE 98 Lll 1 H ' m SIMONS, II & ASSOCIATES,:INC. FORT COMNS, COIORAdo I NOTES L FOR LOCATION OF PLATE, SEE PLATE INDEX MAP, PLATE 75 2. FOR PROFILE, SEE PLATES 44,45 3. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, SEE TABLE 14 MATCHLINE SEE PLATE 96 MATCHLINE SEE PLATE 98 LEGEND 100 YEAR FLOODPLAIN LIMITS ( FUTURE BASIN CONDITIONS) 100 YEAR FLOODPLAIN LIMITS (R%ISTINS BASIN CONDITIONS) 100 YEAR FLOOD ELEVATION (FUTURE BASIN CONDITIONS) SCALE ' CHANNEL CROSS SECTION AND REPERENNCE POINT �.- �'� (fw) MAPPING I. BASE MAPS BY ARIX 2, TOPOGRAPHY COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS. 3. TOPOGRAPHY COMPILED BY PHOTOGRAMMETRIC METHODS FROM AERIAL PHOTOGRAPHY TAKEN 1977 FOSSIL CREEK MASTER DRAINAGEWAY PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO APRIL, 1962 FLOODED AREAS LANG GULCH ATF o7 H ' m SIMONS, lI & ASSOCIATES, INC. FORT COMNS, C010RAdO NOTES I. FOR LOCATION OF PLATE, SEE PLATE INDEX MAP, PLATE 75 2. FOR PROFILE, SEE PLATES 43,44 3. FOR FLOOD ELEVATIONS AT THE REFERENCE POINTS, SEE TABLE 14 MATCHLINE SEE PLATE 97 LEGEND MAPPING 100 YEAR FLOODPLAIN LIMIT! 1. BASE MAPS BY M 9 I (FUTURE BASIN CONDITION!) . . . . (E 10XISTINS BASIN CONDITIONS) 0 YEAR FLOODPLAIN LIMIT! 2. TOPOGRAPHY COMPLIES WITH NATIONAL MAP ACCURACY yv 100 YEAR FLOOD ELEVATION STANDARDS. (FUTURE BASIN CONDITIONS) SCALE CHANNEL CROSS SECTION 3. TOPOGRAPHY COMPILED BY ! AND REFERENCE POINT o® PHOTOGRAMMETRIC METHODS BO.00 (fee) FROM AERIAL PHOTOGRAPHY TAKEN 1977 lei L I- , , *6,j. FOSSIL CREEK MASTER DRAINAGEWAY PLANNING STUDY CITY OF FORT COLLINS COLORADO WATER CONSERVATION BOARD LARIMER COUNTY, COLORADO APRIL, 1982 FLOODED AREAS LANG GULCH PLATE 96 1 C MATCHLINE SEE PLATE 90 �.2 NOTES LEGEND MAPPING FOSSIL CREEK MASTER DRAINAGEWAY PLANNING STUDY I. FOR LOCATION OF PLATE, SEE 100 YEAR FLOOOPLAIN LIMITS 1. BASE MAPS BY MBI PLATE INDEX MAP, PLATE 75 (FUTURE BASIN CONDITIONS) CITY OF FORT COLLINS 100 YEAR FLOOOPLAIN LIMITS COLORADO WATER CONSERVATION BOARD Him 2. FOR PROFILE, SEE PLATES 12,13 ��� (EXISTING BASIN CONDITIONS) 2. TOPOGRAPHY COMPLIES WITH NATIONAL MAP ACCURACY LARIMER COUNTY, COLD RADO 3, FOR FLOOD ELEVATIONS AT THE /vwW loo YEAR FLOOD ELEVATION STANDARDS APRIL, 1982 (FUTURE BASIN CONDITIONS) REFERENCE POINTS, SEE TABLE 1BY 0 SCALE SIMONS, �I &ASSOCIATES, INC. L EL CROSS SECTION 3 TOPOGRAPHY COMPILED O 3 O_� O PHOTOGRAMMETRIC METHODS FLOODED AREAS REFERENCE POINT �a.-i FORT COMNS, C010RAdO (,M) FROM AERIAL PHOTOGRAPHY TAKEN 1977 FOSSIL CREEK II[VISlow I DATE n1 ATC OD CPrTInm R7 wmnu, r. e' No. 5065 ._—___._ 5065 5060 ._ _._-5060 5065 gg ._—_. _._ 5055 5050 5045 5040 5035 5055 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 5065 5035 16+00 17+00 1 war: x°i¢aerA4 ,•_ e°• wmrw� ,•. r 5065 _ '�'55060 ' 5055 l jp 1 S&& in----�� 5060 _ 5060 5055 - 5055 5055 I _ht 50505050 -1f 4 _.__-._. 5045 5040 ._ ___ 5040 5040 5035 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+0017+00 ldiII: SECTION 84 (UPSTREAM END OF 5' DIA. RCP ® SHIELDS STREET) WYIf AEIMI iCPCfAKM ellll A �{Rle':� 1 5065 1 -fWf CCMfWe MRYK 5065 5065 — _ 5065 rooa9 mraF �6 6 5060 5060 _ 5060 5055 - - a � 5 55 �; T .— 5055 1 650 5050 50/5 osw aerc — _ - — __. _ 5045 5040 5040 5035 5035 _ _ _ 5038 0+00 1+00 2+00 3+00 4+00 5+00 -6+00 7+00 8+00 9+00 10+00 _ 11+00 12+00 13+00 14+00 15+00 18+00 17+00 Sheet ReV191O"e 9 °°`° NORTHERN ENGINEERING SERVICES Project:9615.03 Print Date: w REGISTRY RIDGE P.U.D. , 2 — — — -- 420 sotrrtl "°"es stn7e zoz, er. °o1w1s, co1nRADo 80521 SCALE: 1 >= 60' -4158 HEC— 2 CROSS— SECTIONS (970) 221 DESIGNER : MBW CHECKED BY:N W -DRAFTSMAN:ACAD PREPARED: OB 11 98 Sheet; 1 1 SECTION 84.5 (DOWNSTREAM END OF 5' DIA. RCP @ SHIELDS STREET) Syr 5055 5055 5055 5050 — W50_. _.- _ __... _ 5050 _._. .._. _5050 5045 - - - - _500 _ 5040-41 -11 1 - _ 50/0.__.-_..— 5035 ___5035 _...EI136.--.:arart_'-' sm 5030 5030-. 5030_-.-_-____-__. -.. __. 5030 5025. 5025 5025 _ __ 5025 0+00 1+00 2+00 3+ 4+00 5+00 6+00 7+00 8+00 9+00 _ 10+00 11+00_ _ 12+00 13+00 14+00 15+00 SECTION 87 & 87.5 (UPSTREAM AN DOWNSTREAM ENDS OF 8'Wx 5'H RCB @ RAILROAD TRACKS) CRJSS-SECTp S V M e1.5 aF12 L EMMD DSaC nEW SIMF' _ arCli TM 5055 _. 5055 scar: NwnzoNrw, �.- w' 5050 "r a Nrm - 5050 _ 5045 ®c aea 5040 SOIO E 5035 F' 5035 _ __ 5030:. - - 5030 5025 5025 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 SfNL NpQCN4V. 1-- w wlDfwL Y_ e• sheet NORTHERN ENGINEERING SERVICES Project..9615.03 Print Date: w"^a•° REGISTRY RIDGE P.U.D. j 420 SOUTH HONES SUITE 202, FT. C011SNS. COfARADO 60621 SCALE:DESIGNER : ti a y /'� (970) 221-4158 RAFT:MBW CHECKED BY:YBW �,. F•v-"� HEC-2 CROSS -SECTIONS L DRAFTSMA--- PREPARED: 06 11 99 Sheets No Text 5060� j� ION --i--- — — - — 1 5048 i A IIj/hO.C'. I 0 WNAYIN64NEG\OPI6\NE6-ORN6. NG Ne Jun W 08'. 16 51 1W8 Mary Platter