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HomeMy WebLinkAboutDrainage Reports - 03/31/19953NT TO E STUDY FOR WOODRIDGE FILING ,COLORADO PROPERTY OF FORT COU"S UWHJWIE8 SUPPLEMENT TO FINAL DRAINAGE STUDY FOR THE GATES AT WOODRIDGE FOURTH FILING FORT COLLINS, COLORADO March 31, 1995 Prepared for: Woodcraft Homes 3665 JFK Parkway Building 1, Suite 300 Fort Collins, Colorado 80525 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 434-014 Tm4DINC. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX:303/482-6368 March 31, 1995 Mr. Glen Schlueter City of Fort Collins Utility Services - Stormwater 235 Mathews Street Fort Collins, Colorado 80522 RE: Supplement to Final Drainage Study for The Gates at Woodridge Fourth Filing Dear Glen: We are pleased to submit to you, for your review and approval, this supplement to the Final Drainage Study for the Gates at Woodridge Fourth Filing. This study includes the updated hydrology for the basins tributary to the Woodridge detention pond. All computations within ' this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. ' We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' Respectfully, I RBD Inc. Engineering Consultants Prepared by: 3�aeexonc���: David K. Thaemert, P.E. Water Resources Engineer ' cc Mr. Gary Berger Reviewed by//:,,,, ��iTjfiyki G(/. Kevin W. Gingery,tP Water Resources Project Manager ' Denver303/458-5526 I TABLE OF CONTENTS DESCRIPTION PAGE I. SWMM REVISIONS 1 A. Modeling Methodology 1 B. Drainage Basins 1 II. DRAINAGE DESIGN CRITERIA 2 A. Regulations 2 B. Development Criteria Reference and Constraints 2 C. Hydrological Criteria 3 D. Hydraulic Criteria . 3 E. Variances from Criteria 3 III. DRAINAGE FACILITY DESIGN 3 A. General Concept 3 B. Specific Details 3 IV. CONCLUSIONS 4 A. Compliance with Standards 4 B. Drainage Concept 4 REFERENCES 4 APPENDIX 100-YEAR SWMM MODEL 3 DETENTION POND 230 12 a Total pages 20 1 I. SUPPLEMENT TO FINAL DRAINAGE STUDY FOR THE GATES AT WOODRIDGE FOURTH FILING FORT COLLINS, COLORADO SWMM REVISIONS A. Modeling Methodology The City of Fort Collins McClellands and Mail Creek Basin SWMM model was used as the basis for this supplemental submittal. The large basins tributary to the on -site detention pond were broken into small basins as follows. Each street or cul-de-sac is an impervious basin (using 99 percent impervious ratio in SWMM). The average flow path length of the impervious basins is one-half street width--18 feet for local streets and 35 feet for Harmony Road. The basin slope is 2 percent, or the cross -slope from the street crown. The lots draining to each impervious street basin form a second basin. The impervious ratio for these pervious basins is determined by the number of homes in the basin (see typical home layout schematic in the Appendix) divided by the total area of the pervious basin. The average flow path length is determined from flow paths across each lot in the basin. The basin slope is typically 2 percent, based on FHA grading plans. ' Both the pervious and impervious basins drain to the same embedded conveyance element which is the included street. Streets are typically modeled as trapezoidal channels with a 2-foot bottom width and 1:50 side slopes (consistent with the 2 percent slope -from the crown). Slopes are as shown on the previously -submitted drainage and grading plans. ' B. Drainage Basins All basins not tributary to the Woodridge detention pond 230 were removed to ' simplify the model and enhance processing time. Thus, this SWMM model includes only Basins 79, 80, 86, 175, 176, and 186, as numbered in previously - submitted versions of this model. This model also only includes conveyance elements 23, 24, 26, 31, 34, and 37. For this supplement, the basins and conveyance elements were renumbered as follows: II. Previous Basin Number Basin Number(s) in this Supplement Previous Conveyance Element Number Conveyance Element Number(s) in this Supplement 79 x70-x73 23 70x-72x 80 x80-x8l 31 80x-810 86 x86-x89 34 86x-88x 175 175 24 24 176 176 37 37 186 x92-x93 26 92x-93x where "x " is a count digit to increment the small basins within the previously - modeled large basins. Although not shown on the SWMM exhibit, this submittal uses the reinstalled Redgate Court cul-de-sac (at the southeast bend of Rolling Gate Road) with 5 residential lots, as shown in the July 1994 submittal. Upon approval of the enclosed hydrology, RBD will revise the Utility Plans, add the cul-de-sac and 5 residential lots, and resubmit -the complete package with the next round of review comments. The SWMM exhibit is included in the back pocket of this report. DRAINAGE DESIGN CRITERIA A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. B. Development Criteria Reference and Constraints Recent SWMM analysis for Basins 79 and 80, by the City of Fort Collins, has determined that the existing channel, culverts and Seneca Street (downstream of the subject site) will receive greater 100-year developed runoff than was originally anticipated. The 1991 Lidstone & Anderson study indicated that the existing downstream improvements may not be adequate to transport the entire 100-year developed runoff that could be produced from Basins 79, 80, 186, 86, and 176 at Seneca Street and the Woodridge east property line. Recent discussions with the City of Fort Collins Stormwater Utility have established 318 cfs as the limiting flow from the Woodridge detention pond which is consistent with the currently -approved McClellands and Mail Creek Basin Master Plan. 2 1 C. Hydrological Criteria The SWMM model was used to determine surface runoff from the project site. The 100-year storm event hyetograph and infiltration parameters determined by the City of Fort Collins were used in calculating runoff values. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. E. Variances from Criteria No variances are being sought for the proposed project site. III. DRAINAGE FACILITY DESIGN A. General Concept On -site runoff produced by the Overlook at Woodridge Fourth Filing and the Gates at Woodridge Fourth Filing developments will flow southeasterly to the Woodridge detention pond 230, then to the existing drainageway along the north side of Seneca Street and eventually arrive at the Regency regional detention pond . 22. This proposed detention pond 230 addresses the downstream flow restrictions along Seneca Street and Regency Drive: B. Specific Details Stormwater runoff collected in the on -site channel will be directed easterly to the on -site detention pond and its existing 42-inch culverts immediately north of Seneca Street.. Their flows travel via open channels and additional 42-inch culverts to the regional detention pond at Wake Robin Lane and Regency Drive. The two existing 42-inch culverts will be reconfigured with elbows to provide a more efficient transmission of storm water to the east. The on -site detention pond utilizes a revised outflow weir which will be detailed ' on the next revised. submittal. The outflow weir has a crest length of 15.3 feet at elevation 5012.5. This weir elevation is consistent with the Webber JHS service drive flowline elevations in the area. The weir is aligned with the ' northerly portion of the Seneca Street drainage channel. Flow depth over the weir does not exceed three feet. 3 !L ' The existing downstream culverts, open channels and streets have the available capacity for the Gates at Woodridge Fourth Filing. ' IV. CONCLUSIONS A. Compliance with Standards All computations that have been completed within this report are in compliance ' with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. In addition, all computations are in compliance with the Preliminary/Master Drainage Study for ' Woodridge prepared by RBD, Inc. in December 1991. B. Drainage Concept The proposed drainage concepts adequately provide for the transmission of developed on -site runoff to the existing drainage devices at the eastern property line of the subject site. The 100-year runoff generated by development of this site will be carried to the proposed on -site detention pond and existing off -site ' regional detention pond by a series of existing culverts, open channels and streets per the Preliminary/Master Drainage Study for Woodridge. ' The existing 42-inch culverts at Webber Junior High School adjacent to Seneca Street will be reconfigured with elbows to direct storm water to the east. For the Gates Fourth Filing, adequate downstream capacity in the culverts, open ' channels, and street systems exists to safely convey developed runoff to the regional detention pond east of Regency Drive. ' REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, ' Colorado, January 1991. 3. Preliminary/Master Drainage Study for Woodridge by RBD, Inc. Engineering ' Consultants, December 27, 1991. 4. Final Drainage and Erosion Control Study for the Gates at Woodridge Third Filing, by ' RBD, Inc. Engineering Consultants, December 14, 1992. 5. The McClellands and Mail Creek Major Drainageway Plan by Cornell Consulting ' Company, December 1980. ' 4 1 6. Preliminary Drainage Report for the 1990 Junior High School by RBD, Inc. Engineering Consultants, February 5, 1988. 7. Technical Memorandum for Woodcraft Homes Drainage Study, by Lidstone & Anderson, November 13, 1991 (and related calculations of February and March 1992). 8. Final Drainage and Erosion Control Study for the Overlook at Woodridge Fourth Filing, by RBD, Inc. Engineering Consultants, January 30, 1995. G7 11 1 1 APPENDIX ' Z 1 WoodCraft IH'0'M' E'S !�! MAR 2 7 1995 L�J 3665 JFK Parkway ') G Bldg. One, Suite 300. ' Fort Collins, CO 80525-3152 303-225-2232 • Fm 225-3987 March.22, 1995 : Kevin Gingry P.E. RBD Engineering Consultants 209 S. Meldrum Fort Collins,.CO 80521. ' RE: Roof & Gutter Damage ' Dear Kevin, Per our conversation I am following up with WoodCraft Homes' standards concerning the. gutter layouts. After reviewing our plans and discussing layouts with my staff, we determined that drainage from all roof gutters and downspouts drain onto the lot itself, never onto a concrete surface. In the rare event where downspouts have to cross walks, ' WoodCrafi Homes' policy is to install channels through the walk with a metal grate covering the channel. If you have any questions fell free to call. ' Sinccer Gary A. Berger? ' President L 3 1 L C 1 I 1 100-YEAR SWMM MODEL C! 01 SWMM input file 434014S5.DAT (Woodridge "small basin" modeling): 2 1 1 z ' 3 4 WATERSHED 0 MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100- ' SMALL BASIN 999 HYDROLOGY 000 MODELING .10 1 10. U/S OF WOODRIDGE 25 5. .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1. 1.20 .84 .60 .48 .36 .36 .24 .24 .24 24 .24 .12 .12 0.0 ' -2 .016 .250 * BASINS TRIBUTARY TO SENECA STREET 1 175 247175. 28.0 39.0 .015 ' 1 176 375314. 14.6 * GATES #2-4, PREVIOUSLY 45.0 .019 MODELED AS BASIN 79 1 70 713 2992 8.84 9.0 .02 1 71 711 131 2.13 10.0 .02 1 170 701 1839 .76 99.0 .02 1 171 701 1393 2.15 26.0 .02 ' 1 270 702 1226 .51 99.0 .02 1 271 702 1065 1.95 19.0 .02 _ 1 370 703 2370 .98 99.0 .02 1 1 371 470 703 704 1344 460 1.84 .19 25.0 99.0 .02 .02 1 471 704 298 .34 34.0 .02 1 570 705 519 .21 99.0 .02 1 571 705 367 .88 24.0 .02 1 670 706 873 .36 99.0 .02 1 671 706 503 .56 42.0 .02 1 770 707 2134 .88 99.0 .02 1 771 707 1434 1.82 46.0 .02 ' 1 1 870 871 708 708 1922 1407 .79 2.28 99.0 26.0 .02 .02 1 970 709 2347 .97 99.0 .02 1 971 709 1341 3.24 19.0 .02 1 172 721 1026 .42 99.0 .02 1 173 721 135 2.74 14.0 .02 ' 1 272 722 825 .34 99.0 .02 1 273 722 437 3.02 11.0 .02 * OVERLOOK #4, PREVIOUSLY MODELED AS BASIN 80 1 80 800 3559 2.86 99.0 .02 1 81 800 1753 4.17 28.0 .02 1 180 801 774 .32 99.0 .02 1 181 801 276 .33 21.0 .02 1 280 802 581 .24 99.0 .02 1 281 802 486 1.10 17.0 .02 ' 1 380 803 3461 1.43 99.0 .02 1 381 803 2688 5.74 19.0 .02 1 480 804 363 .15 99.0 .02 1 481 804 75 5.5 ' 1 580 805 2581 .32 4.74 80.0 .02 .02 * OVERLOOK #2-3, PREVIOUSLY MODELED AS BASIN 86 1 86 870 4882 2.97 99.0 .02 1 87 870 785 2.14 36.0 .02 1 186 861 4767 1.97 99.0 .02 1 187 861 2476 2.59 31.0 .02 1 286 862 1073 .44 99.0 .02 1 287 862 629 1.51 23.0 .02 1 386 863 971 .40 99.0 .02 1 387 863 563 1.00 23.0 .02 ' 1 486 864 779 .32 99.0 .02 1 487 864 476 .44 37.0 .02 1 586 865 2056 .85 99.0 .02 1 587 865 1390 3.20 13.0 .02 ' 1 686 866 983 .41 99.0 .02 1 687 866 696 1.35 21.0 .02 1 786 867 1366 .56 99.0 .02 1 787 867 1134 2.67 23.0 .02 YEAR STORM (FILE: 434014S5.DAT) WALL DETENTION POND - 03/31/95 1 56 24 3 .51 .5 .0018 s 1 886 868 1175 .49 99.0 .02 1 887 868 965 1.99 24.0 .02 1 986 869 1660 .69 99.0 .02 1 987 869 1096 2.37 23.0 .02 1 188 881 741 .31 99.0 .02 1 189 881 574 1.23 19.0 .02 * REGIONAL CHANNEL BETWEEN OVERLOOK #3-4, PREVIOUSLY MODELED AS BASIN 186 1 92 930 1967 4.72 16.0 .094 1 192 921 3078 1.27 99.0 .02 1. 193 921 1701 2.62 27.0 .02 1 292 922 741 .31 99.0 .02 1 293 922 358 1.10 13.0 .02 1 392 923 1290 .53 99.0 .02 1 393 923 855 1.12 31.0 .02 1 492 924 945 .39 99.0 .02 1 493 924 658 1.64 16.0 .028 0 0 * WOODRIDGE DETENTION POND -- RETAINING WALL VERSION 230 24 10 2 0.0 1. .005 0.0 0.0 .013 0.0 0.0 0.0 0.02 1.43 0.51 25.80 1.88 101.72 2.87 156.51 3.86 232.34 4.36 275.03 4.85 320.86 5.35 370.19 5.84 422.86 * BASINS TRIBUTARY TO SENECA STREET 24 222 0 5 2.0 1600. .004 0.0 0.0 .013 2.0 1.0 1600. .010 20.0 20.0 .060 5.0 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 * GATES #2-4, PREVIOUSLY MODELED AS BASIN 79 700 230 0 1 12.0 380. .005 4.0 25.0 .030 5.0 710 700 0 1 2.0 210. .005 50.0 50.0 .030 5.0 711 710 0 1 0.0 710. .02 4.0 4.0 .030 5.0 715 710 0 5 2.75 137. .0058 0.0 0.0 .013 2.75 0.0 137. .04 10.0 4.0 .030 5.0 707 715 0 1 2.0 710. .006 50.0 50.0 .016 5.0 722 715 0 5 1.25 200. .006 0.0 0.0 .013 1.25 2.0 200. .006 50.0 50.0 .016 5.0 721 722 0 1 2.0 345. .0347 50.0 50.0 .016 5.0 708 722 0 1 2.0 620. .006 50.0 50.0 .016 5.0 706 721 0 1 2.0 280. .033 50.0 50.0 .016 5.0 709 721 0 1 2.0 710. .006 50.0 50.0 .016 5.0 712 700 0 1 12.0 445. .005 4.0 25.0 .030 5.0 713 712 0 1 12.0 560. .005 4.0 25.0 .030 5.0 716 712 0 5 2.5 130. .03 0.0 0.0 .013 2.5 2.0 130. .03 50.0 50.0 .016 5.0 701 716 0 1 2.0 525. .195 50.0 50.0 .016 5.0 702 701 0 1 2.0 330. .018 50.0 50.0 .016 5.0 703 716 0 5 2.0 870. .02 50.0 50.0 .016 5.0 704 703 0 1 2.0 120. .006 50.0 50.0 .016 5.0 705 703 0 1 2.0 130. .006 50.0 50.0 .016 5.0 * OVERLOOK #4, PREVIOUSLY MODELED AS BASIN 80 800 713 0 5 3.5 650. .006 0.0 0.0 .013 3.5 70.0 650. .006 20.0 20.0 .016 .10.0 810 800 0 5 2.0 710. .006 50.0 50.0 .016 2.0 70.0 710. .006 20.0 20.0 .016 10.0 801 800 0 1 2.0 260. .006 50.0 50.0 .016 2.0 802 801 0 1 2.0 185. .024 50.0 50.0 .016 2.0 803 801 0 1 2.0 1475. .01 50.0 50.0 .016 2.0 804 803 0 1 2.0 155. .0213 50.0 50.0 .016 2.0 805 810 0 1 2.0 740. .014 50.0 50.0 .016 2.0 * OVERLOOK #2-3, PREVIOUSLY MODELED AS BASIN 86 860 713 0 5 2.0 1000. .0051 0.0 0.0 .013 2.0 2.0 1000. .006 50.0 50.0 .016 5.0 870 860 0 1 2.0 1385. .02 50.0 50.0 .016 2.0 861 860 0 1 2.0 1440. .02 50.0 50.0 .016 2.0 862 861 0 1 2.0 220. .026 50.0 50.0 .016 2.0 863 870 0 1 2.0 200. .006 50.0 50.0 .016 2.0 864 861 0 1 2.0 170. .006 50.0 50.0 .016 2.0 865 861 0 1 2.0 670. .028 50.0 50.0 .016 2.0 866 865 0 1 2.0 230. .013 50.0 50.0 .016 2.0 867 861 0 1 2.0 350. .016 50.0 50.0 .016 2.0 20 ' 868 870 0 1 2.0 330. .0099 50.0 50.0 .016 2.0 869 870 0 1 2.0 560. .007 50.0 50.0 .016 2.0 881 870 0 1 2.0 200. .006 50.0 50.0 .016 2.0 * REGIONAL CHANNEL BETWEEN OVERLOOK #3-4, PREVIOUSLY MODELED AS BASIN 186 ' 920 713 0.1 1.0 195. .02 10.0 5.0 .060 5.0 930 920 0 1 1.0 1285. .02 10.0 5.0 .060 5.0 931 920 0 5 2.0 168. .039 0.0 0.0 .013 2.0 ' 921 931 0 1 0.0 2.0 168. 880. .039 .015 4.0 50.0 4.0 50.0 .060 .016 2.0 2.0 922 921 0 1 2.0 210. .0055 50.0 50.0 .016 2.0 923 921 0 1 2.0 340. .006 50.0 50.0 .016 2.0 924 930 0 1 2.0 210. .006 50.0 50.0 .016 2.0 ' 0 7 1 700 800 860 920 230 37 24 ENDPROGRAM L VAN ' SWMM output file 434014S5.OUT (Woodridge "small basin" modeling --excerpts): ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) ' HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ' WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 'NUMBER OF TIME STEPS 999 INTEGRATION TIME INTERVAL (MINUTES) .10 10.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 24 .24 .12 .12 .00 MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) ' SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE 'SUBAREA NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 175 24 7175.0 28.0 39.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 116 37 5314.0 14.6 45.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 70 713 2992.0 8.8 9.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 71 711 131.0 2.1 10.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 170 701 1839.0 .8 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 171 701 1393.0 2.1 26.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 270 702 1226.0 .5 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 271 702 1065.0 2.0 19.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 370 703 2370.0 1.0 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 371 703 1344.0 1.8 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 470 704 460.0 .2 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 704 298.0 .3 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 '471 570 705 519.0 .2 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 571 705 367.0 .9 24.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 670 706 873.0 .4 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 706 503.0 .6 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 '671 770 707 2134.0 .9 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 771 707 1434.0 1.8 46.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 870 708 1922.0 .8 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 871 708 1407.0 2.3 26.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 709 2347.0 1.0 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 '970 971 709 1341.0 3.2 19.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 172 721 1026.0 .4 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 173 721 135.0 2.7 14.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 272 722 825.0 .3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 i ' 273 722 437.0 3.0 11.0 .0200 .016 .250 .100 .300 .51 .50 .00180 80 800 3559.0 2.9 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 81 800 1753.0 4.2 28.0 .0200 .016 .250 .100 .300 .51 .50 .00180 180 801 774.0 .3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 181 801 276.0 .3 21.0 .0200 .016 .250 .100 .300 .51 .50 .00180 280 802 581.0 .2 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 281 802 486.0 1.1 17.0 .0200 .016 .250 .100 .300 .51 .50 .00180 380 381 803 803 3461.0 2688.0 1.4 5.7 99.0 19.0 .0200 .0200 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 480 804 363.0 .1 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 481 804 75.0 .3 5.5 .0200 .016 .250 .100 .300 .51 .50 .00180 580 805 2581.0 4.7 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 86 870 4882.0 3.0 99:O .0200 .016 .250 .100 .300 .51 .50 .00180 87 870 785.0 2.1 36.0 .0200 .016 .250 .100 .300 .51 .50 .00180 186 861 4767.0 2.0 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 187 861 2476.0 2.6 31.0 .0200 .016 .250 .100 .300 .51 .50 .00180 286 287 862 862 1073.0 629.0 .4 1.5 99.0 23.0 .0200 .0200 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 386 863 971.0 .4 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 387 863 563.0 1.0 23.0 .0200 .016 .250 .100 .300 .51 .50 .00180 486 864 779.0 .3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 864 476.0 .4 37.0 .0200 .016 .250 .100 .300 .51 .50 .00180 '487 586 865 2056.0 .8 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 587 865 1390.0 3.2 13.0 .0200 .016 .250 .100 .300 .51 .50 .00180 686 866 983.0 .4 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 687 866 696.0 1.4 21.0 .0200 786 867 1366.0 .6 99.0 .0200 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 787 867 1134.0 2.7 23.0 .0200 .016 .250 .100 .300 .51 .50 .00180 886 868 1175.0 .5 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 887 868 965.0 2.0 24.0 .0200 .016 .250 .100 .300 .51 .50 .00180 986 869 1660.0 .7 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 987 869 1096.0 2.4 23.0 .0200 .016 .250 .100 .300 .51 .50 .00180 188 881 741.0 .3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 189 881 574.0 1.2 19.0 .0200 .016 .250 .100 .300 .51 .50 .00180 92 930 1967.0 4.7 16.0 .0940 .016 .250 .100 .300 .51 .50 .00180 192 921 3078.0 1.3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 193 921 1701.0 2.6 27.0 .0200 .016 .250 .100 .300 .51 .50 .00180 292 922 741.0 .3 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 293 922 358.0 1.1 13.0 .0200 .016 .250 .100 .300 .51 .50 .00180 923 1290.0 .5 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 '392 393 923 855.0 1.1 31.0 .0200 .016 .250 .100 .300 .51 .50 .00180 492 924 945.0 .4 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 493 924 658.0 1.6 16.0 .0280 .016 .250 .100 .300 .51 .50 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 68 ' TOTAL TRIBUTARY AREA (ACRES), 145.80 'MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN.UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 145.800 ' TOTAL RAINFALL (INCHES) 2.860 TOTAL INFILTRATION (INCHES) .427 'TOTAL WATERSHED OUTFLOW (INCHES) 2.139 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .293 'ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .022 MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) 'SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 n I 'GUTTER NUMBER 230 ' 24 37 700 710 711 715 707 722 ' 721 708 706 709 ' 712 713 716 701 70 703 705 ' 800 810 801 802 803 804 805 ' 860 870 t:7S1 862 ' 863 864 865 866 86 868 869 881 920 930 931 GUTTER CONNECTION 24 222 24 230 700 710 710 715 715 722 722 721 721 700 712 712 716 701 716 703 713 800 800 801 801 803 810 713 860 860 861 870 861 861 865 861 870 870 870 713 920 920 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK (FT) (FT) (FT/FT) L R N (FT) 10 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.4 .5 25.8 4.4 275.0 4.8 320.9 5.3 370.2 0 5 PIPE 2.0 1600. OVERFLOW 1.0 1600. 0 4 CHANNEL .5 850. OVERFLOW 50.0 850. 0 1 CHANNEL 12.0 380. 0 1 CHANNEL 2.0 210. 0 1 CHANNEL .0 710. 0 5 PIPE 2.8 137. OVERFLOW .0 137. 0 1 CHANNEL 2.0 710. 0 5 PIPE 1.3 200. OVERFLOW 2.0 200. 0 1 CHANNEL 2.0 345. 0 1 CHANNEL 2.0 620. 0 1 CHANNEL 2.0 280. 0 1 CHANNEL 2.0 710. 0 1 CHANNEL 12.0 445. 0 1 CHANNEL 12.0 560. 0 5 PIPE 2.5 130. OVERFLOW 2.0 130. 0 1 CHANNEL 2.0 525. 0 1 CHANNEL 2.0 330. 0 5 PIPE 2.0 870. OVERFLOW 2.0 120. 0 1 CHANNEL 2.0 130. 0 5 PIPE 3.5 650. OVERFLOW 70.0 650. 0 5 PIPE 2.0 710. OVERFLOW 70.0 710. 0 1 CHANNEL 2.0 260. 0 1 CHANNEL 2.0 185. 0 1 CHANNEL 2.0 1475. 0 1 CHANNEL 2.0 155. 0 1 CHANNEL 2.0 740. 0 5 PIPE 2.0 1000. OVERFLOW 2.0 1000. 0 1 CHANNEL 2.0 1385. 0 1 CHANNEL 2.0 1440'. 0 1 CHANNEL 2.0 220. 0 1 CHANNEL 2.0 200. 0 1 CHANNEL 2.0 170. 0 1 CHANNEL 2.0 670. 0 1 CHANNEL 2.0 230. 0 1 CHANNEL 2.0 350. 0 1 CHANNEL 2.0 330. 0 1 CHANNEL 2.0 560. 0 1 CHANNEL 2.0 200. 0 1 CHANNEL 1.0 195. 0 1 CHANNEL 1.0 1285. 0 5 PIPE 2.0 168. OVERFLOW .0 168. 921 931 0 1 CHANNEL 2.0 880. 921 0 1 CHANNEL 2.0 210. '922 923 921 0 1 CHANNEL 2.0 340. 924 930 0 1 CHANNEL 2.0 210. TOTAL NUMBER OF GUTTERS/PIPES, 46 .0050 .0 .0 .013 .00 1.9 101.7 2.9 156.5 3.9 232.3 5.8 422.9 .0040 .0 .0 .013 2.00 .0040 20.0 20.0 .060 5.00 .0149 50.0 50.0 .016 .50 .0149 20.0 20.0 .016 10.00 .0050 4.0 25.0 .030 5.00 .0050 50.0 50.0 .030 5.00 .0200 4.0 4.0 .030 5.00 .0058 .0 .0 .013 2.75 .0058 10.0 4.0 .030 5.00 .0060 50.0 50.0 .016 5.00 .0060 .0 .0 .013 1.25 .0060 50.0 50.0 .016 5.00 .0347 50.0 50.0 .016 5.00 .0060 50.0 50.0 .016 5.00 .0330 50.0 50.0 .016 5.00 .0060 50.0 50.0 .016 5.00 .0050 4.0 25.0 .030 5.00 .0050 4.0 25.0 .030 5.00 .0300 .0 .0 .013 2.50 .0300 50.0 50.0 .016 5.00 .1950 50.0 50.0 .016 5.00 .0180 50.0 50.0 .016 5.00 .0200 50.0 50.0 .016 5.00 .1450 50.0 50.0 .016 5.00 .0060 50.0 50.0 .016 5.00 .0060 .0 .0 .013 3.50 .0060 20.0 20.0 .016 10.00 .0060 50.0 50.0 .016 2.00 .0060 20.0 20.0 .016 10.00 .0060 50.0 50.0 .016 2.00 .0240 50.0 50.0 .016 2.00 .0100 50.0 50.0 .016 2.00 .0213 50.0 50.0 .016 2.00 .0140 50.0 50.0 .016 2.00 .0051 .0 .0 .013 2.00 .0051 50.0 50.0 .016 5.00 .0200 50.0 50.0 .016 2.00 .0200 50.0 50.0 .016 2.00 .0260 50.0 50.0 .016 2.00 .0060 50.0 50.0 .016 2.00 .0060 50.0 50.0 .016 2.00 .0280 50.0 50.0 .016 2.00 .0130 50.0 50.0 .016 2.00 .0160 50.0 50.0 .016 2.00 .0099 50.0 50.0 .016 2.00 .0070 50.0 50.0 .016 2.00 .0060 50.0 50.0 .016 2.00 .0200 10.0 5.0 .060 5.00 .0200 10.0 5.0 .060 5.00 .0390 .0 .0 .013 2.00 .0390 4.0 4.0 .060 2.00 .0150 50.0 50.0 .016 2.00 .0055 50.0 50.0 .016 2.00 .0060 50.0 50.0 .016 2.00 .0060 50.0 50.0 .016 2.00 'MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 24 230 37 0 0 0 0 0 0 0 0 175 0 0 0 0 0 0 0 0 0 145.3 37 0 0 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 14.6 230 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 102.7 700 710 712 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 102.7 701 702 0 0 0 0 0 0 0 0 0 170 171 0 0 0 0 0 0 0 0 5.4 702 0 0 0 0 0 0 0 0 0 0 270 271 0 0 0 0 0 0 0 0 2.5 703 705 0 0 0 0 0 0 0 0 0 370 371 0 0 0 0 0 0 0 0 3.9 705 0 0 0 0 0 0 0 0 0 0 570 571 0 0 0 0 0 0 0 0 1.1 706 0 0 0 0 0 0 0 0 0 0 670 671 0 0 0 0 0 0 0 0 .9 707 0 0 0 0 0 0 0 0 0 0 770 771 0 0 0 0 0 0 0 0 2.7 708 0 0 0 0 0 0 0 0 0 0 870 871 0 0 0 0 0 0 0 0 3.1 709 0 0 0 0 0 0 0 0 0 0 970 971 0 0 0 0 0 0 0 0 4.2 710 711 715 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.5 711 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 2.1 712 713 716 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.1 713 800 860 920 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 73.8 715 707 722 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.4 716 701 703 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.3 721 706 709 0 0 0 0 0 0 0 0 172 173 0 0 0 0 0 0 0 0 8.3 722 721 708 0 0 0 0 0 0 0 0 272 273 0 0 0 0 0 0 0 0 14.7 800 810 801 0 0 0 0 0 0 0 0 80 81 0 0 0 0 0 0 0 0 21.4 801 802 803 0 0 0 0 0 0 0 0 180 181 0 0 0 0 0 0 0 0 9.6 802 0 0 0 0 0 0 0 0 0 0 280 281 0 .0 0 0 0 0 0 0 1.3 803 804 0 0 0 0 0 0 0 0 0 380 381 0 0 0 0 0 0 0 0 7.6 804 0 0 0 0 0 0 0 0 0 0 480 481 0 0 0 0 0 0 0 .0 .5 805 0 0 0 0 0 0 0 0 0 0 580 0 0 0 0 0 0 0 0 0 4.7 810 805 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.7 860 870 861 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.9 861 862 864 865 867 0 0 0 0 0 0 186 187 0 0 0 0 0 0 0 0 16.3 862 0 0 0 0 0 0 0 0 0 0 286 287 0 0 0 0 0 0 0 0 2.0 863 0 0 0 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 1.4 864 0 0 0 0 0 0 0 0 0 0 486 487 0 0 0 0 0 0 0 0 .8 865 866 0 0 0 0 0 0 0 0 0 .586 587 0 0 0 0 0 0 0 0 5.8 866 0 0 0 0 0 0 0 0 0 0 686 687 0 0 0 0 0 0 0 0 1.8 867 0 0 0 0 0 0 0 0 0 0 786 787 0 0 0 0 0 0 0 0 3.2 868 0 0 0 0 0 0 0 0 0 0 886 887 0 0 0 0 0 0 0 0 2.5 869 0 0 0 0 0 0 0 0 0 0 986 987 0 0 0 0 0 0 0 0 3.1 870 863 868 869 881 0 0 0 0 0 .0 86 87 0 0 0 0 0 0 0 0 13.6 881 ' 0 0 0 0 0 0 0 0 0 0 188 189 0 0 0 0 0 0 0 0 1.5 920 930 931 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.7 921 922 923 0 0 0 0 0 0 0 0 192 193 0 0 0 0 0 0 0 0 7.0 922 0 0' 0 0 0 0 0 0 0 0 292 293 0 0 0 0 0 0 0 0 1.4 923 0 0 0 0 0 0 0 0 0 0 392 393 0 0 0 0 0 0 0 0 1.7 924 0 0 0 0 0 0 0 0 0 0 492 493 0 0 0 0 0 0 0 0 2.0 930 924 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 6.8 931 921 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.0 'MAIL CREEK BASIN,DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5:DAT) SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 CONVEYANCE ELEMENTS THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL 'STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 230 715 716 810 860 931 ' MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434014S5.DAT) SMALL BASIN HYDROLOGY MODELING U/S OF WOODRIDGE WALL DETENTION POND - 03/31/95 1 (hydrographs have been removed from this excerpt) ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 24 330.8 4.8 0 58. 37 88.8 .6 0 36. 222 330.8 (DIRECT FLOW) 0 58, ' 230 314.6 .0 4.8 0 52. 700 416.7 2.2 0 43. 701 37.5 .2 0 35. 702 16.3 .3 0 35. 703 27.3 1.8 0 35. ' 704 4.4 (DIRECT FLOW) 0 35. 705 7.1 .3 0 35. 706 7.7 .2 0 35. 707 18.1 .4 0 35. 708 18.4 .4 0 35. ' 709 20.9 .4 0 36. 710 79.6 .9 0 38. 711 3.4 .5 0 41. 712 348.7 2.1 0 42. ' 713 317.9 2.0 0 42. 715 80.0 4.1 0 37. 716 64.6 1.9 0 35. 721 35.8 .3 0 35. 722 63.4 1.8 0 36. ' 800 93.7 3.6 0 40. 801 41.5 .5 0 37. 802 8.4 .2 0 35. 803 32.5 .4 0 38. 804 2.4 .1 • 0 35. 805 38.1 .4 0 35. 810 27.0 2.1 0 38. 860 136.4 2.8 0 41. 861 85.4 .5 0 37. 862 13.0 .2 0 35. 863 9.9 .3 0 35. 864 6.3 .2 0 35. 865 33.2 .3 0 35. ' 866 11.9 .3 0 35. 867 20.3 .3 0 35. 868 16.1 .3 0 35. 869 17.4 .4 0 35. 870 72.9 .5 0 36. ' 881 9.7 .3 0 35. 920 65.3 1.6 0 38. 921 40.8 .4 0 36. 922 7.5 .3 0 35. 923 12.1 .3 0 35. 924 12.5 .3 0 35. 930 28.2 1.2 0 40. 931 40.8 1.5 0 36. ' ENDPROGRAM PROGRAM CALLED I DETENTION POND 230 RBD, Inc., Engineering Consultants 13 Gates at Woodridge Fourth Filing Detention Pond 230 Area -Capacity Ratina Curve Cumulative Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) ------------ 5111.8 5112.0 5113.0 5114.0 5115.0 5116.0 2 U 1.5 ca f6 N Q 1 U 434-014 -------------------------------------------- V = d/6*(A+4ABm+B) 44 0.001 0 8,878 0.20 0.02 33,569 0.77 0.51 86,275 1.98 1.88 86,275 1.98 3.86 86,275 1.98 5.84 -z----------/ k---------- — ---/----------X---------12 C-------- ------ / -7-------------1. 0 4- 5111 5112 5113 5114 5115 5116 Stage (ft elevation) -.- Area Capacity X 31-Mar-95 ' O V O a` ' c c N N ' o E U C c LL m c m c � y ' L 0 c y co m U O_ y N t: 0) a) O 7 t! c T > O m N N 3 v L 0 U U U O S m rnJ M M 3 cW m I NtO (onV WO tOW co MnOOW N N a M O O' } _ _ W M W V n 0 '- CO (O W N tO CO 00 L c M a) c m J O L tU ` �" .a. li tO to tO tO (O (O n W 0 0 .-- N� _O) U Y J ..-.-.-... � �.-..-NN N N 7'c M 7 y 0 c W O. rn O L + O I w 3 �ii U y 7 _N N N E O j O�p� I mM W ��r Ooo , W (00tn� W W, 7 N p. U+ L .L `1 O V V In tfj lfj tri (O (O n 0 M o a- N V aU OOQ T — y V J Jv y(L a�iC7= `m y W W oU Cf>_ NO IIMm7o ! o 1 O nN W nnn(O �t nI T M c �O N >�N O W W C M�On W tMO W N VLO(O(Onn codO� > O N<NUN O 00000�.--��� Q .L.. 7 mlUR Sol to W_E7 d t aa)) p 0+ ?i N L N Y a N X 7 I y C a) J 0 0 <+ N w E m O N { O M M 0 M M (O 0l0 N W M n 0 cm m= W ""'7; cY0 W VE i N V tOn W OO.--NNMMV V V II II N @Q N 11 �� 0 II N N N N N N M M M M M C7 M 66 c m> L yU II It .-(O LL U (6 II N > J >. J 'c , J J 'O QSS W Q2 ClY=U0Ill W O tO n 0)(0.-NN0 V (0 W M 0 M M U C5 N N N N N M M M M CMM .0 U y oNnn W.-Movnrnornnv N V WO'-N W tOMNMMtO W c J I ����.-N(V NM V'(00 noD 6O y .O J v o I u a� m 2 y y O 2 1 y C E y t 0 co 0 co M n M 0 n n n n n n n n .- n (0 to V V M tO IO to (O tO tO to tO m'o Co No i o 0 o 0 0 0 O O o 0 0 0 0 0 d a I�tLL 70 H LL 0(0 co O V 1 OIO O IO co MM0N to 0Mn.-to0) tO .- CO O O 2:1 0 n M n, V CID CO CO M V V V)tO to YOOON UO> y V 117 Wc0 nnn W 00��61q:6 > CIL CI d) II O W W W O Y m N W W 0 0 0 W W W W W W W W N _ 0000 ..'-. 000 000 00 p C N lU 7 >. ^ J W Co m O = t to O N to N O, W O N N N N N N N N N I O V nmOO>-(O Q (D (0 (D W W (O (O Q N M V to n W 0 0 6666666 u I T�t v LL (O to V N i N N In V O W M 0 W V n O n N 0 1 O C7r- 0 co_� W �nN W OtOO M V,N.--.-- ."' L MM V V to u)0wr-: 1.: 066 o.'-(V WS II II 11 II i OOMNn(O,n W NN W tO0 W M O O J c> M0 V W Nn.-nMO1OM V N M IX CO W NN(hM V V tnN 0na0OO �j> = 1 0 n N 0 N M W 0 W N O W O O N to t Mu7 tOWOO�Mt0n W � V WO C i 0 0 0 0 0 N N N N > N S t y N U at y ct:: Ut� U I M N N M n N 0 0 O V (0,0 oN .-NM V to Wn W OO(M V W 0 O CT U N m m 11 II I I II II II II II U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000a-jzocyy NV (OWONVW WONV(OW O 30Q W .U.. m iq C HART -10 180 10,000 168 z 8,000 EXAMPLE (1) (2) (3) 156 6 000 D`42 inch#$ (3.5 feet) 5. 6. 5 144 5 000 0e120 at$ 4,000 � ;i Hrr 6. 5. 132 D foot 4. 3,000 (1) 2.5 8.8 5' 4. 120 (2) 2.1 7.4 2.000 (3) 2.2 7.7 4• 3• 108 'D 3. in foot 96 1,000 3. 800 84 600 ,. 500 / 72 400 2. y 300 1.5 I.5 cW=3 K 1.5 = 60 200 / F / W g S4 ? � a O �w 100' o J48 ten. 60— 1.0 1.0 o _ 50 40 ENTRANCE p W f" 36 30 F (1) 5gvere edge with 9 W . Q33 haaerall Q 9 Q 2 (21 eoe snd rilh W 8 30 head.o 7C 8 3 Groove and 27 pro joctlno IO 24 8 .T .7- .7 6 To vie scale (2) or (3) project- 5 hericentoll7 to seats (1),then -21 4 use straight Inclined tine through D end 0 acafes, x reverse as 6 • 3 r vatreted. .6 .6 18 .. 2 IS ' 5 1.0 .5 5 12 EADWAT R DEPTH OR HEAOWATERSCALES 283 CON�RETE :'I PE CULV RTS . REVISED MAY1964 WIT IN ET CONT •1 BUREAU OF PUBLIC ROAD3 JAZZ 1963 . —y 181 ,3 ar Prece Ong k page a )s ENTRANCE LOSS COEFFICIENTS TABLE 12 - Outlet Control, Full or Partly Full Entrance head loss HQ = ke V 2 2g Coefficient ko Type of Structure and Design of Entrance ' Pioe. Concrete Projecting from fill, socket end (groove -end) . . . . . . . 0.2 Projecting from fill, sq. cut end . . . . : : . . . : Headwall or headwall and wingwalls . 0.5 Socket end of pipe (groove -end) 0.2 Square -edge . . . . . . . . . . . . . . . . . 0.5 Rounded (radius = 1/12D) . . . . . . . . . . . . . 0.2 ' Mitered to conform to fill slope 0.7 s 'End -Section conforming to fill slope . . . . . . . ... 0.5 1 Beveled edges, 33.7" or 451 bevels . . . . . . . . . . Side -or slope -tapered inlet . 0.2 0.2 Pioe or Pioe-Arch. Corrugated Metal Projecting from fill (no headwall) 0.9 Headwall or headwall and wingwalls square -edge . . . . . . . 0.5 Mitered to conform to fill slope, paved or unpaved slope 0.7 'End -Section conforming to fill slope 0.5 Beveled edges, 33.70 or 45° bevels . . . . . . . . . . . 0.2 Side -or slope -tapered inlet . . . . . . . . . . . . . 0.2 Box Reinforced Concrete Headwall parallel to embankment (no wingwalls) Square -edged on 3 edges 0.5 Rounded on 3 edges to radius of 1/12 barrel dimension, or beveled edges on 3 sides . . . . . . . 0.2 Wingwalls at 30° to 75' to barrel Square -edged at crown 0.4 Crown edge rounded to radius of 1/12 barrel dimension, or beveled top edge . . . . . . . . 0.2 Wingwall at 100 to 25° to barrel Square -edged at crown . . . . . . . . . . . . . . 0.5 Wingwalls parallel (extension of sides) Square -edged at crown . i . 0.7,. Side -or slope -tapered inlet . . . . . . . . . . . . . 0.2 *Note: "End Section conforming to fill slope," made of either metal or concrete, are the sections commonly available from manufacturers. From limited hydrau- lic tests they are cq'uivalent in operation to a headwall in both llllet and outlet control. Some end sections, incorporating a lc used taper. in their e'sign have a superior hydraulic performance.: These latter sections can be 179 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ U U3 \ =3 \ ca as L Q ca 2 U Q) c \ ai \ J 0 0 0 0 0 0 0 0 0 0 J m co ti (D U� d' C7. N r a/p aalaLuela 01 mo{j jo y.jdaa jo oijeL, co 1"' N s— r C O U O co U. 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ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Outflow weir for Woodridge detention pond 230 WEIR COEF. 3.000 STA ELEV 0.0 16.50 0.0 12.50 15.3 12.50 15.3 16.50 ELEVATION DISCHARGE (feet) --------- (cfs) --------- 12.50 0.0 12.70 4.1 12.90 11.6 13.10 21.3 13.30 32.8 13.50 45.9 13.70 60.3 13.90 76.0 14.10 92.9 14.30 110.8 14.50 129.8 14.70 149.8 14.90 170.7 15.10 192.4 15.30 215.1 15.50 238.5 15.70 262.7 15.90 287.8 16.10 313.5 16.30 340.0 16.50 367.2 Program uses weir equation Q = CLH312 P NT O 4 co 'IT (Ij-oe) f4pedeo t0 L O cal N O (p I 1 1 I I I I 1 I 1 I I I 1 I I I I 1 I I I I I r 1 I I I I I I I I I I I I 1 I I I I I I I 1 I 1 1 I I I I I I I I I I 1 I I r I I 1 l I 1 I I I 1 I I I 1 1 I I I I I I I I I I I I I 1 r I 1 I I I I I I I I I I I I I I 1 1 I I 1 I I r I 1 I I I I I I I 1 I I 1 I 1 I I I I I I r I I I 1 I 1 1 1 1 I 1 I I I I I I I 1 I I In N N N O O O O O O N L V m N (s)O) aBie4osia OMON�,4TmM0(O (�f I C).,Tw ,-LAMC3wr 0 O�0O (0NLOaaN 30 N N O LO M I-_ N 1, N ) Eol� OOLOLOaLONa00L0 i OO14' q-OOLO�LOM 0 � U.-. i 00(O V'Oc-000000 6 r` �--ODN000MMa N N N M N Z tv 0 7 7 I O (M LO f` c- O c M �- O U .a E i OCT'MN1-1-(OMNN w. N a) 0�M 1-(00 LO N r-N O C(y �NLO(O OO OLL L cA ' c- CQ) LL a) 7 i .?'� m �- (D CL + 3 oN.-Mrl-0(0LOL()d- fo �(J O Ui O O tO 00 CO 00 M 00 C'M OR U 0�. C M OOO�NM V'vLOto co > a) aI M N U i Q U N O m O U) v i a) () a) II O p 7 i (nU(nU j a. U I N 0000(D LO0LOC) -d C i ODOOOLOONLOr--a +-' O N O' �NM-IT d'LOLOLOLO(O U m d E- a) o CO IMPERIAL ESTATES TAFT CANYON CITY OF FORT COLLINS PARKS DEPARTMENT JDRE R-1 ;HOOLS OUDRE R-1 SCHOOLS REGENCY PARK P.U.D.