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HomeMy WebLinkAbout73 The Haven Apartment Complex 00-760()-llQ FILE DRAINAGE COMPUTATIONS For The Haven Apartment Complex 1.527 Acres College Station, Brazos County, Texas Prepared for Myriad Designs, Inc. 4500 Carter Creek Parkway Bryan , Texas 77802 Telephone : (979) 846-8878 Prepared by: Garrett Engineering REVIEWED FOR ~ COMPLI NOV 1 0-~_, COLLEGE STA'Ti N ENGINEERING FILE 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 77802 Telephone : (979) 846 -2688 * October, 2000 * Garrett Engineering-4444 Carter Creek Parkway Suite 108-Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 1 Table Of Contents Section 1 Section J presents data which determines the depth of storm water flow within the proposed drive and parking area at Cro ss-Section J (See Enclosed Drainage Map). The 2, 5, JO , 25 , 50 and th e JOO-year storm events were modeled. (a.) determine s the volume of discharge generated by each storm event (b. thru (g.) determine the associated depths of flo w for each storm event based on the calculated peak di scharge volume generated by each storm event. (h .) determine s the maximum possible full .fl.o w capacity of Cro ss-Section J at the maximum achievable depth of flow . (i.) is a graph depicting varying depth of flo w based on varying discharge volumes up to the maximum achievable cross-sectional depth. The Rational Method (q =cia) was utilized to determ in e th e peak discharge rates for th e 2, 5, JO, 25, 50 and the J 00-year storm events. Weighted run -off coefficients we re determined for th e area tributary to Cross-Section J based on p erviou s and imperviou s areas being represented by run-off coefficients of 0.30 and 0.90 respectively. The time of concentration (Tic) for the area tributary to Cro ss-Section J was assumed to be the recommended minimum of J 0 minutes. Storm intensities for each event modeled we r e based on City of Co llege Station IDF curves and the equations which generate those same curves. Sectio n 2 a . Determine Peak 2, 5, 10 , 25 , 50 , And 100-Year Discharge Rates At Cross-Section I b. Determine Depth Of Flow Generated By 2-Year Storm Event At Cross-Section l c . Determine Depth Of Flow Generated By 5-Year Storm Event At Cross-Section 1 d . Determine Depth Of Flow Generated By 10-Y ear Storm Event At Cross-Section 1 e . Determine Depth Of Flow Generated By 25-Year Storm Event At Cross-Section I f. Determine Depth Of Flow Generated By 50-Year Storm Event At Cross-Section 1 g. Determine Depth Of Flow Generated By 100-Y ear Storm Event At Cross-Section 1 h. Determine Maximum Full Flow Capacity Of Drive And Parking Area At Cross- Section 1 i. Graph Depicting Depth Of Flow Within Drive And Parking Area At Cross-Section 1 Based On Varying Flow Volumes . Section 2 presents data which determin es the depth of storm water flow within the proposed drive and parking area at Cr oss-Section 2 (See Enclosed Drainage Map). The 2, 5, JO , 25, 50 and the JOO-year storm events we re modeled. (a.) determin es the vo lume of discha rge generated by each storm event (b. thru (g.) determine the associated depths of flow for each storm event based on the calculated peak discharge volume genera ted by each storm event. (h .) dete rmin es the maximum possible full flow capacity of Cross-Section 2 at th e maximum achievable depth of flow . (i.) is a g raph depicting varying depth of flow based on varying discharge vo lum es up to the maximum achievable cross-sectional depth. The Rational Method (q =cia) was utilize d to determ in e the peak discharge rates for the 2, 5, J 0, 25 , 5 0 and the JOO-year storm events. Weighted run-off coefficients we re dete rmin ed for the area tributary to • Cross-Section 2 based on pervious and impervious areas being repre sented by run-off coefficients of 0.30 and 0.90 respectively. The time of concentration (!'le) for the area tributary to Cross-Section 2 was assumed to be the recommended minimum of J 0 minutes. Storm intensities for each event modeled were based on Ci ty of Co llege Station JDF curves and the equations which generate those same curves. Section 3 a . Determine Peak 2 , 5, 10 , 25 , 50, And 100-Year Discharge Rates At Cross-Section 2 b . Determine Depth Of Flow Generated By 2-Year Storm Event At Cross-Section 2 c . Determine Depth Of Flow Generated By 5-Year Storm Event At Cross-Section 2 d . Determine Depth Of Flow Generated By 10-Year Storm Event At Cross-Section 2 e. Determine Depth Of Flow Generated By 25-Year Storm Event At Cross-Section 2 f. Determine Depth Of Flow Generated By 50-Year Storm Event At Cross-Section 2 g . Determine Depth Of Flow Generated By 100-Year Storm Event At Cross-Section 2 h . Determine Maximum Full Flow Capacity Of Drive And Parking Area At Cross- Section 2 i. Graph Depicting Depth Of Flow Within Drive And Parking Area At Cross-Section 2 Based On Varying Flow Volumes . Section 3 presents data which determines the depth of storm water flow within the proposed drive and parking area at Cross-Section 3(See Enclosed Drainage Map). The 2, 5, JO , 25, 50 and the JOO-year storm events were modeled. (a.) determines the vo lume of discharge generated by each storm event (b. thru (g.) determine the associated depths of flow for each storm event based on the calculated peak discharge volume generated by each storm event. (h .) determ in es the maximum possible full flow capacity of Cross-Section 3 at the maximum achievable depth of flow . (i.) is a graph depicting varying depth of flow based on varying discharge volumes up to the maximum achievable cross-sectional depth. The Rational Method (q=cia) was utilized to determine the p eak discharge rates for the 2, 5, J 0, 25, 50 and the JOO -year storm even ts. Weighted run-off coefficients we re determ in ed for the area tributary to Cross-Section 3 based on pervious and impervious areas being represented by run-off coefficients of 0.3 0 and 0.90 respective ly . The time of concentration (J'/c) for the area tributary to Cross-Section 3 was assumed to be the recommended minimum of J 0 minutes. Storm intensities for each event modeled were based on City of Co llege Station IDF curves and the equations which generate those same curves. a . Determine Peak 2, 5, 10 , 25 , 50, And 100-Year Discharge Rates At Cross-Section 3 b . Determine Depth Of Flow Generated By 2-Year Storm Event At Cross-Section 3 c . Determine Depth Of Flow Generated By 5-Year Storm Event At Cross-Section 3 d . Determine Depth Of Flow Generated By 10-Y ear Storm Event At Cross-Section 3 e . Determine Depth Of Flow Generated By 25-Y ear Storm Event At Cross-Section 3 f. Determine Depth Of Flow Generated By 50-Year Storm Event At Cross-Section 3 Section 4 g. Determine Depth Of Flow Generated By 100-Year Storm Event At Cross-Section 3 h . Determine Maximum Full Flow Capacity Of Drive And Parking Area At Cross- Section 3 i . Graph Depicting Depth Of Flow Within Drive And Parking Area At Cross-Section 3 Based On Varying Flow Volumes. Section 4 presents data which determines the depth of storm water flow within the proposed drive and parking area at Cross-Section 4 (See Enclosed Drainage Map). The 2, 5, JO , 25, 50 and th e JOO-year storm events were modeled. (a.) determines the volume of discharge generated by each storm event (b . thru (g .) determine the associated depths of flow for each storm event based on the calculated peak discharge volume generated by each storm event. (h .) determines the maximum possible full flow capacity of Cro ss-Section 4 at the maximum achievable depth of flow . (i .) is a graph depicting varying depth of flow based on varying discharge volumes up to the maximum achievable cross-sectional depth. The Rational Method (q =cia) was utilized to determine the peak discharge rates for the 2, 5, J 0, 25, 50 and the JOO-year storm events. Weighted run-off coefficients were determined for the area tributary to Cross-Section 4 based on pervious and impervious areas being represented by run-off coefficients of 0.3 0 and 0.90 respectively. The time of concentration (Fie) for the area tributary to Cross-Section 4 was assumed to be the recommended minimum of J 0 minutes. Storm intensities for each event modeled were based on City of College Station IDF curves and the equations which generate those same curves. Section 5 a. Determine Peak 2 , 5, 10 , 25 , 50 , And 100-Year Discharge Rates At Cross-Section 4 b. Determine Depth Of Flow Generated By 2-Y ear Storm Event At Cross-Section 4 c. Determine Depth Of Flow Generated By 5-Year Storm Event At Cross-Section 4 d . Determine Depth Of Flow Generated By 10-Y ear Storm Event At Cross-Section 4 e . Determine Depth Of Flow Generated By 25-Y ear Storm Event At Cross-Section 4 f. Determine Depth Of Flow Generated By 50-Year Storm Event At Cross-Section 4 g . Determine Depth Of Flow Generated By 100-Year Storm Event At Cross-Section 4 h. Determine Maximum Full Flow Capacity Of Drive And Parking Area At Cross- Section 4 1. Graph Depicting Depth Of Flow Within Drive And Parking Area At Cross-Section 4 Based On Varying Flow Volumes . Section 5 presents data which determines the depth of storm water flow within the proposed drive and parking area at Cross-Section 5 (See Enclosed Drainage Map). The 2, 5, JO , 25, 50 and the JOO-year storm events were modeled. (a.) determines the volume of discharge generated by each storm event (b . thru (g.) determine th e associated depths of fl.ow for each storm event based on the calculated peak discharge volume generate d by each storm event. (h.) determines the maximum possible full fl.ow capacity of Cross-Section 5 at the maximum achievable depth of fl.ow . (i.) is a graph depicting varying depth of fl.ow based on varying discharge volumes up to the maximum achievable cross-sectional depth. The Rational Method (q =cia) was utilized to determine the peak discharge rates for the 2, 5, J 0, 25, 50 and the JOO-year storm events. Weighted run-off coefficients were determined for the area tributary to Cross-Section 5 based on pervious and impervious areas being represented by run-off coefficients of 0.30 and 0.90 respectively. The time of concentration (Il e) for the area tributary to Cross-Section 5 was assumed to be the recommended minimum of JO minutes. Storm intensities for each event modeled were base d on City of College Station IDF curves and the equations which generate those same curves. Section 6 a . Determine Peak 2 , 5, 10 , 25 , 50 , And 100-Year Discharge Rates At Cross-Section 5 b. Determine Depth Of Flow Generated By 2-Year Storm Event At Cross-Section 5 c. Determine Depth Of Flow Generated By 5-Year Storm Event At Cross-Section 5 d. Determine Depth Of Flow Generated By 10-Year Storm Event At Cross-Section 5 e . Determine Depth Of Flow Generated By 25-Year Storm Event At Cross-Section 5 f. Determine Depth Of Flow Generated By 50-Y ear Storm Event At Cross-Section 5 g. Determine Depth Of Flow Generated By l 00-Y ear Storm Event At Cross-Section 5 h. Determine Maximum Full Flow Capacity Of Drive And Parking Area At Cross- Section 5 i. Graph Depicting Depth Of Flow Within Drive And Parking Area At Cross-Section 5 Based On Varying Flow Volumes . Section 6 presents data which determines the depth of storm wate r fl.ow within the proposed reinforced concrete flume which exits the proposed project near Section J and runs at a -0.4J% grade to it's termination point at the existing concrete drive and parking area approximately J 08 feet to the southwest (See Enclosed Drainage Map). The proposed reinforced concrete flume is rectangular in de sign as has a 5'-6 11 wide bottom and 6 11 high vertical walls. The flume as described above has a 0. OJ 3 Mann in g's roughness coefficient. The 2, 5, JO , 25, 50 and the JOO-year storm events were modeled. (a.) determines the volume of discharge generated by each storm event (b . thru (g.) determin e the asso ciated depths of fl.ow for each storm event based on th e calculated peak discharge volume generated by each storm event. (h .) determines the maximum possible full fl.ow capacity of the proposed reinforced concrete flume at the maximum achievable depth of jl.ow(6''). (i.) is a g raph depi cting varying depth of fl.ow based on varying discharge volumes up to the maximum achievable cross-sectional depth . The Rational Method (q =cia) was utilized to determine the peak discharge rates for the 2, 5, J 0, 25, 50 and the J 00-year storm events. Weig hted run-off coefficients were determined for the area tributary to the proposed reinforced concrete flume are based on pervious and impervious areas being represented by run-off coefficients of 0.30 and 0.90 respectively. The tim e of concentration (Tic) for the area tributary to the proposed reinforced concrete flum e was assumed to be the recommended minimum of JO minutes. Storm intensities for each event modeled were based on City of College Station IDF curves and the equations which generate those same curves. Section 7 a. Determine Peak 2, 5, 10 , 25, 50 , And 100-Year Discharge Rates Tributary To Proposed Reinforced Concrete Flume b . Determine Depth Of Flow Generated By 2-Year Storm Event Within Concrete Flume c. Determine Depth Of Flow Generated By 5-Year Storm Event Within Concrete Flume d. Determine Depth Of Flow Generated By 10-Year Storm Event Within Concrete Flume e . Determine Depth Of Flow Generated By 25-Year Storm Event Within Concrete Flume f. Determine Depth Of Flow Generated By 50-Year Storm Event Within Concrete Flume g. Determine Depth Of Flow Generated By 100-Y ear Storm Event Within Concrete Flume h. Determine Maximum Full Flow Capacity Of Proposed Reinforced Concrete Flume i. Graph Depicting Depth Of Flow Within Proposed Reinforced Concrete Flume Based On Varying Flow Volumes. Section 7 presents data which determines the peak storm water discharge rates for run-off generated by the 2, 5, JO, 25 , 50 and the 100-year storm events for three (3) areas within the bounds of The Haven Apartment Comp lex that are not directed towards the existing detention ponds located within The Heritage At Dartmouth Apartment Comp lex (See Enclosed Drainage Map). These three (3) areas are pervious areas with assumed run-off coefficients of 0.30. The time of concentration (fie) for each area was assumed to be the recommended minimum of JO minutes. Storm intensi ties for each event modeled were based on City of College Station IDF curves and the equations which generate those same curves. a. Determine Peak 2, 5, 10 , 25 , 50 And 100-Year Discharge Rates Entering Dartmouth Drive From The Haven Apartment Complex . b . Determine Peak 2, 5, 10 , 25 , 50 And 100-Year Discharge Rates Exiting To The Southeast From The Haven Apartment Complex. c. Determine Peak 2, 5, 10 , 25 , 50 And 100-Year Discharge Rates Exiting To The Southwest From The Haven Apartment Complex. Tributary Area ("A"): 1.25 Acres Pervious Area : 0.40 Acres Impervious Area : 0 .85 Acres Run-Off Coefficient ("Cwt"): 0 .71 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11.15 100-Year: 12.63 Peak Discharge Rate ("Q"): 2-Year: 5.59 5-Year: 6 .79 10-Year: 7.63 25-Year: 8.71 50-Year: 9 .85 100-Year: 11.15 c = 0.30 c = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Seco nd Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engi neeri ng -4444 Carter Creek Parkway Suite 108 -Bryan , Texas 77802 -Telephone : (979) 84&.2688 -Fax: {9799) 8 4~3094 Sec.1 Depth Of Flow (2-Yr. S to rm) W orksheet for Irregular Channel Project Description Project File Worksheet Flow Eleme nt Method c :\haes tad\acade m ic\f m w\the _have. fm2 Section 1 Irregular Channel Manning 's Formula So lv e For Water Elevation Input Data Channel Slope 0.005000 tuft Elevation range : 98 .86 ft to 99.61 ft. Station (ft) Elevation (fl) 0.00 99.51 0 .00 18.00 42.00 42 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevatio n Flow Area Wetted Perimeter Top Width Height 99.01 98.86 99 .11 99 .61 5.59 0 .013 99.04 3.32 34 .97 34 .94 0 .18 99.03 els ft 112 fl ft ft ft Critical Depth Critical Slope Velocity 0.005438 ft/ft Velocity Head Specific Energy Froude Number Flow is subcritical . 1 .68 0 .04 99 .08 0 .96 ft/s ft ft Start Station 0 .00 A cade mic Ed i t ion End Station 42 .00 10/06/00 03:02: 18 PM Haes ta d Methods, Inc. 37 B rookside Roa d Wat e r bury , CT 06 708 (2 03 ) 755-1666 Roughn ess 0.013 Fl o wMaste r v 5 .17 Page 1 o f 1 • Sec.1 Depth Of Flow (5-Yr. Storm) Wor ksheet for Irregular Channel Project Description Project File c:\haestad\academic\fmw\the have .fm2 Workshe et Section 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 98 .86 ft to 99.61 ft . Station (ft) Elevation (ft) 0.00 99 .51 0.00 99 .01 18 .00 98 .86 42 .00 99 .11 42 .00 99 .61 Discha rge 6.79 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .05 ft Flow A rea 3.79 ft2 Wetted Perimeter 36 .24 ft Top Width 36 .20 ft Height 0.19 ft Critical Depth 99 .05 ft Critical Slope 0.005255 ft/ft Velocity 1.79 ft/s Velocity Head 0.05 ft Specific Energy 99 .10 ft Froude Number 0.98 Flow is subcritical. Start Station 0.00 A cademic E dition End Station 42 .00 10/07/00 10:14:21 AM Haest ad M ethod s, In c . 37 B rooks id e Road Waterbury, C T 0 6 7 08 (20 3) 755-1 666 Roughness 0.013 FlowMaste r v5 .17' Page 1 o f 1 I Sec.1 Depth Of Flow (10-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have .fm2 Section 1 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 98.86 ft to 99.61 ft . Station (ft) Elevation (ft) 0.00 99.51 0.00 18.00 42 .00 42.00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top W idth Height Critical Depth 99.01 98 .86 99.11 99 .61 7.63 0.01 3 99 .06 4.10 37 .06 37.01 0.20 99 .06 cfs ft ft2 ft ft ft ft Critical Slope 0.005149 ft/ft Velocity 1.86 ft/s Velocity Head 0.05 ft Specific Energy 99.11 ft Froude Number 0.99 Flow is subcritical. Start Station 0.00 Academic Edition End Station 42.00 10/07/00 10:15:48 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Sec.1 Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel c:\haestad\academic\fmw\the_have.fm2 Section 1 Irregular Channel Manning's Formula Water Elevation 0.005000 ft/ft Elevation range: 98 .86 ft to 99 .61 ft . Station (ft) Elevation (ft) 0.00 99 .51 0 .00 99 .01 18.00 98 .86 42 .00 99.11 42 .00 99 .61 Discharge 8.71 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .07 ft Flow Area 4.48 ft2 Wetted Perimeter 38.06 ft Top Width 38.00 ft Height 0.21 ft Critical Depth 99 .07 ft Critical Slope 0.005033 ft/ft Velocity 1.94 ft/s Velocity Head 0.06 ft Specific Energy 99 .13 ft Froude Number 1.00 Flow is subcritical. Start Station 0.00 Academic Edition End Station 42.00 10/07/00 10:17:12 AM Haestad Methods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Roughness 0 .013 FlowMaster v5.17 Page 1 of 1 Sec .1 Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\acade m ic\f mw\the _have. f m2 Section 1 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 98 .86 ft to 99.61 ft. Station (ft) Elevation (ft) 0 .00 99 .51 0.00 99 .01 18 .00 98.86 42.00 99.11 42.00 99.61 Discharge 9 .85 els Results Wtd . Mannings Coefficient 0 .013 Water Surface Elevation 99 .08 ft Flow Area 4.88 112 Wetted Perimeter 39 .05 ft Top Width 38.98 ft Height 0.22 ft Critical Depth 99 .08 ft Critical Slope 0.004930 ft/ft Velocity 2.02 ft/s Velocity Head 0 .06 ft Specifi c Energy 99 .14 ft Froude Number 1.01 Flow is supercritical. Start Station 0.00 A cademic Ed iti on End Station 42 .00 10/06/00 03:04 :0 5 PM Haesta d Methods , Inc. 37 Brooks id e Road Wate rbury, CT 06708 (203) 755 ·1666 Roughne ss 0.013 FlowMaste r v 5.17 Page 1 of 1 Sec.1 Dept h Of Flow (100-Yr. Stor m) Worksheet fo r Irreg u lar Channe l Project Description Proj ect File c:\haestad\academic\fmw\the_have.fm2 Worksheet Section 1 Flow Element Irregu lar Channel Metho d Manning 's Formula Solve Fo r Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 98 .86 ft to 99 .61 ft . Station (ft) Elevation (ft) 0.00 99 .51 0.00 18.00 42 .00 42 .00 Di scha rge Results Wtd . Mannings Coefficie nt Water S urface El evation Flow A rea Wetted Perimeter Top W idth Height Critical De pth 99 .01 98 .86 99 .11 99 .61 11.15 0.013 99 .09 5.31 40 .12 40 .04 0.23 99 .09 cfs ft ft2 ft ft ft ft Critical Sl ope 0.004829 ft/ft Velocity 2.10 ft/s Velocity Head ~pec i fic Energy 0.07 ft 99 .16 ft ~roude Number 1.02 Flow is supercritica l. Start Station 0.00 A cad emic E dition End Station 42 .00 10/07/00 1 0:20:10 AM H aest ad M ethod s , Inc . 37 Brooks ide Road W aterbury, C T 067 08 (20 3) 7 55-1666 Roughness 0.013 F lowMaste r v5 .17 Page 1 of 1 Sec.1 Maximum Full Flow Capacity Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have .fm2 Section 1 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0 .005000 tuft Water Surface Elevation 99 .51 ft Elevation range : 98 .86 ft to 99 .61 ft . Station (ft) Elevation (ft) 0 .00 99 .51 0.00 99 .01 18 .00 42.00 42 .00 Results Wtd . Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth 98 .86 99 .11 99 .61 0 .013 122 .23 22 .95 42 .90 42.00 0 .65 99.60 cfs ft2 ft ft ft ft Critical Slope 0 .002956 tuft Velocity 5.33 tus Velocity Head 0 .44 ft Specific Energy 99.95 ft Froude Number 1.27 Flow is supercritica l. Start Station 0 .00 A cad em ic Edition End Station 42 .00 10/0 7/00 10:23:26 AM Haest ad M ethods, Inc . 3 7 Brooksid e Road Wate rb ury, C T 06708 (20 3 ) 755-1666 Roughness 0 .013 FlowMaster v5 .17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Section 1 -Maximum Full Flow Capacity Plotted Curves for Irregular Channel c :\haestad\academic\fmw\the _have. fm2 Section 1 Irregular Channel Manning's Formula Discharge 0.005000 ft/ft Minimum Maximum Increment Water Surface Elevation 98 .86 99.51 0 .01 ft 140.0 120.0 100.0 ,.... Vl 'ti 80.0 '-' Q) ~ (1J .c ~ 60.0 0 40.0 20.0 0 .0 98.8 10/07/00 10:25:57 AM 98.9 Discharge vs Water Surface Elevation v / / / / / v ~ / - 99.0 99.1 99.2 99.3 Water Surface Elevation (ft) Academic Edition 99 .4 I I 99.5 Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 99.6 FlowMaster v5.17 Page 1 or 1 • D~tennin e Peak Discharge Rates ., . . :, ···· .:l!!!!i;,,.,,,, ·'· At''.'$~ction 2 .:.;.;:':'::::::.,,.;. '' Tributary Area ("A"): 1.12 Acres Pervious Area : 0.35 Acres Impervious Area : 0 .77 Acres Run-Off Coefficient ("Cwt"): 0 .71 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9 .86 50-Year: 11.15 100-Year: 12.63 Peak Discharge ·Rate ("Q"): 2-Year: 5.03 5-Year: 6 .12 10-Year: 6.87 25-Year: 7.84 50-Year: 8.87 100-Year: 10.04 c = 0 .30 c = 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Enginaering -4444 Carter Creek Parkway Suite 108-Bryan , Texas 77802 -Tektphone : (979) 846-2688 -Fax : (9799) 846-3094 Sec.2 Depth Of Flow (2-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the_have.fm2 Section 2 Irregu lar Channe l Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 99 .17 ft to 99.93 ft. Station (ft) Elevation (ft) 0 .00 99.85 0.00 18 .00 42 .00 42 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .35 99 .17 99.43 99.93 5.03 0.013 99 .35 3.10 34 .55 34.55 0.18 99.35 cfs ft ft2 ft ft ft ft Critical Slope 0.005534 ft/ft Vel ocity 1.62 ft/s Velocity Head 0.04 ft Specific Energy 99 .39 ft Froude Number 0.95 Flow is subcritical. Start Stati on 0.00 Academic Edition End Station 42 .00 10/07/00 10:34:33 AM Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1 666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.2 Depth Of Flow (5-Yr. Storm) Worksheet for Irregular Channe l Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 2 Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99 .17 ft to 99 .93 ft . Station (ft) Elevation (ft) 0.00 99 .85 0.00 99 .35 18.00 99 .17 42 .00 99 .43 42 .00 99 .93 Discharge 6.12 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .36 ft Flow Area 3.54 ft2 Wetted Perimeter 35.74 ft Top W idth 35 .73 ft Height 0.19 ft Critical Depth 99 .36 ft Critical Slope 0.005355 ft/ft Velocity 1.73 ft/s Velocity Head 0 .05 ft Specific Energy 99 .41 ft Froude Number 0.97 Flow is subcritical. Start Station 0.00 A cadem ic E dition End Station 42 .00 10/0 7/00 10:35 :48AM Haest ad M ethods, Inc . 3 7 Brooks ide Road W ate rbury, CT 0 6 7 08 (20 3) 7 5 5-1 666 Roughness 0.013 FlowM aster v5.17 Page 1 of 1 I I Sec.2 Depth Of Flow (10-Yr. Storm) Wor ksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the have . fm2 Section 2 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99 .17 ft to 99 .93 ft . Station (ft) Elevation (ft) 0.00 99 .85 0.00 99 .35 18 .00 99 .17 42 .00 99 .43 42 .00 99 .93 Discharg e 6.87 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 99 .37 ft Flow Area 3.82 ft2 Wetted Perimete r 36 .48 ft Top Width 36.45 ft Height 0.20 ft Critical Depth 99.37 ft Critical Slope 0.005246 ft/ft Velocity 1.80 ft/s Velocity Head 0.05 ft Specific Energy 99.42 ft Froude Number 0.98 Flow is subcritical. Start Station 0.00 A cad e m ic E dition End Station 42 .00 10/0 7/00 10:36:0 2 AM Haesta d M ethod s, Inc . 37 B rooks id e Road W at e r bury, C T 0 6 7 08 (20 3) 755-1 666 Roughness 0.013 F lowM aste r v5 .17 Page 1 of 1 I Sec.2 Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel Project Description Project File c:\haestad\academic\fmw\the_have.fm2 Worksheet Section 2 Flow Element Irregular Channel Method Manning 's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99 .17 ft to 99 .93 ft. Station (ft) Elevation (ft) 0.00 99 .85 0.00 99 .35 18 .00 99 .17 42 .00 99 .43 42 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99.93 7.84 0.013 99 .38 4.18 37 .38 37 .34 0.21 99.38 cfs ft ft2 ft ft ft ft Critical Slope 0.005126 ft/ft Velocity 1.88 ft/s Velocity Head 0 .05 ft Specific Energy 99.43 ft Froude Number 0.99 Flow is subcritical. Start Station 0.00 A c adem ic E dition End Station 42 .00 10 /07/00 10:36 :19 AM H aest ad Method s, Inc. 3 7 Brooks ide Road W ate rbu ry, CT 0 6 708 (20 3 ) 755-1666 Roughness 0.013 Flow M a ste r v5 .17 Page 1 of 1 _. Project Description Proj ect File Worksheet Flow Element Metho d Solve For Input Data Channel Slope Sec.2 Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel c:\haestad\academic\fmw\the _have. fm2 Section 2 Irregular Channel Manning 's Formula Water Elevation 0.005000 ft/ft Elevation range : 99 .17 ft to 99.93 ft. Station (ft) Elevation (ft) 0 .00 99.85 0.00 99.35 18.00 99 .17 42 .00 99 .43 42 .00 99.93 Discha rge 8.87 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .39 ft Flow Area 4 .54 ft2 Wetted Perimeter 38.28 ft Top Width 38 .23 ft Height 0.22 ft Critical Depth 99 .39 ft Critical Slope 0.005017 ft/ft Velocity 1.95 ft/s Velocity Head 0.06 ft Specific Energy 99.45 ft Froude Number 1.00 Flow is subcritical. Start Station 0.00 A cadem ic Edition End Station 42 .00 10/07/00 10:36:32 AM Haestad M eth od s , Inc . 37 Brooks ide Road Water bury, CT 0 6 708 (20 3) 7 5 5 -1666 Roughness 0.013 FlowM aster v5 .17 Page 1 of 1 Sec.2 Depth Of Flow (100-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have. fm2 Section 2 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 99 .17 ft to 99 .93 ft. Station (ft) Elevation (ft) 0.00 99 .85 0 .00 99.35 18 .00 99 .17 42 .00 99 .43 42.00 99 .93 Discharge 10 .04 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .40 ft Flow Area 4.94 ft2 Wetted Perimeter 39 .24 ft Top Width 39 .19 ft Height 0.23 ft Critical Depth 99 .40 ft Critical Slope 0.004913 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Energy 99.46 ft Froude Number 1.01 Flow is supercritical. Start Station 0.00 A c ademic Edition End Station 42.00 10/07/00 10:36:45AM H a estad M ethods . Inc . 37 Brooksid e R oad W at e rbury, C T 06708 (20 3 ) 7 5 5-1666 Roughness 0.013 F lowMas ter v5.17 Page 1 of 1 Sec.2 Maximum Full F low Capacity Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 2 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 99 .85 ft Elevation range : 99 .17 ft to 99 .93 ft . Station (ft) Elevation (ft) 0.00 99 .85 0.00 99 .35 18.00 42 .00 42 .00 Results Wtd . Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .17 99 .43 99 .93 0.013 130 .01 23 .82 42.92 42 .00 0.68 99 .95 cfs ft2 ft ft ft ft Critical Slope 0.002918 ft/ft Velocity 5.46 ft/s Velocity Head 0.46 ft Specific Energy 100 .31 ft Froude Number 1.28 Flow is supercritical. Start Station 0 .00 A cad e mic E dition End Station 42 .00 10/07/00 10:37 :39AM Haest ad M ethods, Inc. 3 7 Brooks ide Road Wate rbury, CT 06708 (203 ) 755-1666 Roughness 0.013 FlowMaster v5.17 P age 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Section 2 -Maximum Full Flow Capacity Plotted Curves for Irregular Channel c:\haestad\academic\fmw\the _have. fm2 Section 2 Irregular Channel Manning's Formula Discharge 0.005000 ft/ft Minimum Maximum Increment Water Surface Elevation 99.17 99 .85 0 .01 ft 140.0 120.0 100.0 ,...._ Cl) 0 80.0 '-' Q) ~ <1l £ ~ 60 .0 0 40 .0 20.0 0 .0 99 .1 10/07/00 10:38:47 AM 99.2 Discharge vs Water Surface Elevation I/ / [7 / v ---~ 99.3 99.4 99 .5 99.6 Water Surface Elevation (ft) Academic Edition I / 99 .7 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 7 I 99 .8 I 99 .9 FlowMaster v5.17 Page 1 o f 1 Tributary Area ("A"): 0 .63 Acres Pervious Area : 0.2S Acres Impervious Area: 0 .38 Acres Run-Off Coefficient ("Cwt"): 0 .66 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 S-Year: 7 .69 10-Year: 8.63 2S-Year: 9 .86 SO-Year: 11 .1S 100-Year: 12.63 Peak Discharge Rate ("Q"): 2-Year: 2.64 S-Year: 3.21 10-Year: 3 .60 2S-Year: 4 .12 SO-Year : 4 .6S 100-Year: S.27 c = 0 .30 c = 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering -4444 Carter Creek Parkway Suite 108-Bryan , Texas 77802 -Telephone : (979) 846-2688 -Fax : (9799) 846-3094 Sec.3 Depth Of Flow (2-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 3 Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 0 .005000 ft/ft Elevation range : 99 .51 ft to 100.30 ft . Station (ft) Elevation (ft) 0.00 100 .19 0.00 99 .69 18.00 99 .51 42.00 99 .80 42.00 100.30 Discharge 2.64 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .65 ft Flow Area 1.89 ft2 Wetted Perimeter 26 .28 ft Top W idth 26.28 ft Height 0.14 ft Critical Depth 99 .65 ft Critical Slope 0.005989 ft/ft Velocity 1.40 ft/s Velocity Head 0.03 ft Specific Energy 99 .68 ft Froude Number 0.92 Flow is subcritica l. Start Station 0.00 A cademic Edit io n End Station 42 .00 10/0 7/00 10 :51 :40AM Haest ad M eth od s , In c . 3 7 Brooks ide R oad W ate rbury, C T 0 6 7 0 8 (20 3) 7 55-1666 Roughness 0.013 Flow M aste r v5.17 Page 1 of 1 Sec.3 Depth Of Flow (5-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the have. fm2 Section 3 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99.51 ft to 100.30 ft. Station (ft) Elevation (ft) 0.00 100.19 0.00 18.00 42 .00 42.00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .69 99.51 99 .80 100 .30 3.21 0.013 99 .66 2.19 28 .28 28 .28 0.15 99 .66 cfs ft ft2 ft ft ft ft Critical Slope 0.005834 ft/ft Velocity 1.47 ft/s Velocity Head 0.03 ft Specific Energy 99.70 ft Froude Number 0.93 Flow is subcritical. Start Station 0.00 Academic Edition End Station 42 .00 10/07/00 10:52:04AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 Sec.3 Depth Of Flow (10-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the _have. fm2 Section 3 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99.51 ft to 100.30 ft . Station (ft) Elevation (ft) 0.00 100 .19 0.00 99 .69 18.00 99 .51 42 .00 99 .80 42.00 100 .30 Discharge 3.60 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 99 .67 ft Flow Area 2.38 ft2 Wetted Perimeter 29 .52 ft Top Width 29 .52 ft Height 0.16 ft Critical Depth 99 .67 ft Critical Slope 0.005747 ft/ft Velocity 1.51 ft/s Velocity Head 0.04 ft Specific Energy 99.71 ft Froude Number 0.94 Flow is subcritical. Start Station 0.00 A c ade mic Edition End Station 42 .00 10/07/00 10:52:18 AM Haestad M ethods, Inc. 37 Brooks ide R oad Wate rbu ry , CT 06708 (20 3) 755-16 6 6 Roughness 0.013 F lowMaster v5.17 Pag e 1of 1 Sec.3 Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel Project Description Project File c:\haestad\academic\fmw\the_have.fm2 Worksheet Section 3 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99.51 ft to 100 .30 ft . Station (ft) Elevation (ft) 0.00 100 .1 9 0.00 99 .69 18 .00 99 .51 42.00 99 .80 42 .00 100.30 Discharge 4.12 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .68 ft Flow Area 2.64 ft2 Wetted Perimeter 31 .05 ft Top W idth 31 .05 ft Height 0.17 ft Critical Depth 99 .68 ft Critical Slope 0.005645 ft/ft Velocity 1.56 ft/s Velocity Head 0.04 ft Specific Energy 99.72 ft Froude Number 0.94 Flow is subcritica l. Start Station 0.00 A cadem ic Edition End Station 42.00 10/07/00 10:52:31 AM Haest ad M eth od s , In c . 37 Brooks id e Road W aterbury, C T 06708 (20 3 ) 755-1666 Roughness 0.013 FlowMaster v5 .17 Page 1 of 1 Sec.3 Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have. fm2 Section 3 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99 .51 ft to 100.30 ft . Station (ft) Elevation (ft) 0.00 100 .19 0.00 18 .00 42 .00 42.00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .69 99 .51 99 .80 100.30 4.65 0.013 99 .69 2.89 32 .49 32.49 0.18 99 .68 cfs ft ft2 ft ft ft ft Critical Slope 0.005554 ft/ft Velocity 1.61 ft/s Velocity Head 0.04 ft Specific Energy 99 .73 ft Froude Number 0.95 Flow is subcritical. Start Station 0.00 A cademic Edition End Station 42.00 10/07/00 10:52:46 AM Haestad M ethod s, In c . 37 Brookside Road Waterbury, C T 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 Sec.3 Depth Of Flow (100-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 3 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range : 99 .51 ft to 100 .30 ft . Station (ft) Elevation (ft) 0.00 100 .19 0.00 99 .69 18.00 99 .51 42 .00 99 .80 42 .00 100.30 Discharge 5.27 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99 .70 ft Flow Area 3.15 ft2 Wetted Perimeter 33 .37 ft Top Width 33 .36 ft Height 0.19 ft Critical Depth 99 .69 ft Critical Slope 0.005451 ft/ft Velocity 1.67 ft/s Velocity Head 0.04 ft Specific Energy 99 .74 ft Froude Number 0.96 Flow is subcritical. Start Station 0.00 A cad e m ic Edition End Station 42 .00 10107100 10 :5 2 :5 8AM Haestad M et hod s , In c . 3 7 Brooks id e Road W at e rbury, CT 06708 (20 3 ) 7 5 5 -1666 Roughness 0.013 FlowMast e r v5 .17 Page 1 of 1 10/0 7/00 Sec.3 Maximum Full Flow Capacity Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have. fm2 Section 3 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 100.19 ft Elevation range: 99 .51 ft to 100 .30 ft . Station (ft) Elevation (ft) 0 .00 100 .19 0 .00 18.00 42 .00 42 .00 Results Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .69 99 .51 99 .80 100 .30 0 .013 126 .81 23 .46 42 .89 42.00 0 .68 100 .29 cfs ft2 ft ft ft ft Critical Slope 0 .002931 ft/ft Velocity 5 .41 ft/s Velocity Head 0.45 ft Specific Energy 100 .64 ft Froude Number 1.28 Flow is supercritical. Start Station 0 .00 A cade m ic E dition End Station 42 .00 11 :0 1 :40 AM H aestad M ethods, Inc . 3 7 Brooks ide R oad Wate rbury, CT 06708 (203 ) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Section 3 -Maximum Full Flow Capacity Plotted Curves for Irregular Channel c:\haestad\academic\fmw\the _have . fm2 Section 3 Irregular Channel Manning's Formula Discharge 0 .005000 ft/ft Minimum Maximum Increment Water Surface Elevation 99.51 100.19 0 .01 ft 140.0 120.0 100.0 ,.-... f/) 'ti 80.0 '-' Q) ~ ro ..c ~ 60.0 0 40.0 20.0 0 .0 99.5 10/07/00 11 :02:30AM 99.6 Discharge vs Water S urface Elevation I I v / / / / /v ./ ------~ 99.7 99.8 99.9 100.0 100.1 100.2 Water Surface Elevation (ft) Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 I Tributary Area ("A"): 0 .13 Acres Pervious Area : 0 .01 Acres Impervious Area : 0 .12 Acres Run-Off Coefficient ("Cwt"): 0 .84 Time Of Concentration ("Tic"): 1 O Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 S-Year: 7.69 10-Year: 8 .63 2S -Year: 9 .86 SO-Year : 11 .1 S 100-Year: 12.63 Peak Discharge Rate ("Q"): 2-Year: 0.69 S-Year: 0 .84 10-Year: 0.9S 2S-Year: 1.08 SO-Year : 1.22 100-Year: 1.38 c = 0 .30 c = 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering-4444 Carter Creek Parf(way Suite 108-Bryan , Texas 77802 -Telephone : (979) 846-2688 -Fax: (9799) 846-3094 Sec.4 Depth Of Flow (2-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\ha esta d\academic\fmw\the _have . fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0 .011500 ft/ft Elevation range : 100 .03 ft to 100 .75 ft. Station (ft) Elevation (ft) 0 .00 100.53 0 .00 100.03 24 .00 100 .11 42 .00 100.25 42.00 100.75 Discharge 0.69 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 100 .09 ft Flow Area 0.57 ft2 Wetted Perimeter 18 .60 ft Top W idth 18 .54 ft Height 0.06 ft Critical Depth 100.10 ft Critical Slope 0.007690 ft/ft Velocity 1.20 ft/s Velocity Head 0.02 ft Specific Energy 100 .11 ft Froude Number 1.21 Flow is supercritical. Start Station 0 .00 A c ade mic Edition End Station 42.00 10/07/00 12:0 8 :08 PM H aest ad M ethods, Inc . 3 7 Brooks ide R oad W aterbury, CT 0 6 708 (20 3 ) 755 -1 666 Roughness 0 .013 FlowMaster v5 .17 Page 1 of 1 Sec.4 Depth Of Flow (5-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the _have. fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.011500 ft/ft Elevation range : 100 .03 ft to 100 .75 ft . Station {ft) Elevation {ft) 0.00 100 .53 0.00 100.03 24 .00 100.11 42 .00 100.25 42.00 100 .75 Discharge 0.84 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 100 .10 ft Flow Area 0.66 ft2 Wetted Perimeter 20.03 ft Top Width 19.96 ft Height 0.07 ft Critical Depth 100.10 ft Critical Slope 0.007490 ft/ft Velocity 1.27 ft/s Velocity Head 0.02 ft Specific Energy 100.12 ft Froude Number 1.22 Flow is supercritical. Start Station 0.00 Academic Edition End Station 42.00 10/07/00 12:08:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .17 Page 1 of 1 • Sec.4 Depth Of Flow (10-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the_have .fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.011500 ft/ft Elevation range: 100.03 ft to 100.75 ft. Station (ft) Elevation (ft) 0.00 100.53 0.00 100.03 24 .00 100.11 42 .00 100.25 42 .00 100.75 Discharge 0.95 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 100.10 ft Flow Area 0.73 ft2 Wetted Perimeter 20 .97 ft Top Width 20.90 ft Height 0.07 ft Critical Depth 100.11 ft Critical Slope 0.007368 ft/ft Velocity 1.30 ft/s Velocity Head 0.03 ft Specific Energy 100.13 ft Froude Number 1.23 Flow is supercritical. Start Station 0.00 Academic Edition End Station 42.00 10/07/00 12:08:54 PM Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.4 Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the_have .fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.011500 ft/ft Elevation range : 100 .03 ft to 100 .75 ft . Station (ft) Elevation (ft) 0.00 100.53 0.00 100.03 24 .00 100.11 42 .00 42 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 100.25 100 .75 1.08 0.013 100 .10 cfs ft 0.80 ft2 22 .01 ft 21 .93 ft 0.07 ft 100 .11 ft 0.007240 ft/ft 1.35 ft/s 0.03 ft 100 .13 ft 1.24 Start Station 0.00 Academic Edition End Station 42 .00 10/07/00 12:09:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.4 Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the _have. fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.011500 ft/ft Elevation range: 100 .03 ft to 100 .75 ft. Station (ft) Elevation (ft) 0.00 100 .53 0.00 100.03 24 .00 100 .11 42 .00 42.00 Discha rge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 100 .25 100.75 1.22 0.013 cfs 100.11 ft 0.88 ft2 23 .03 ft 22 .96 ft 0.08 ft 100 .11 ft 0.007084 ft/ft 1.39 ft/s 0.03 ft 100 .14 ft 1.25 Start Station 0.00 A cademic E dition End Station 42 .00 10107 100 12:0 9 :2 1 PM Haest ad M ethod s , In c . 3 7 Brooks ide Road W ate rbury, CT 0 6 7 08 (203 ) 755-1 666 Roughness 0.013 F lowMa ste r v5.17 Page 1 of 1 • Sec.4 Depth Of Flow (100-Yr. Storm) Worksheet for Irregular Channel Project Descriptio n Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have .fm2 Section 4 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.011500 ft/ft Elevation range : 100 .03 ft to 100 .75 ft. Station (ft) Elevation (ft) 0.00 100.53 0.00 100 .03 24 .00 100 .11 42 .00 100.25 42.00 100.75 Discharge 1.38 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 100 .11 ft Flow Area 0.96 ft2 Wetted Perimeter 24.10 ft Top Width 24 .02 ft Height 0.08 ft Critical Depth 100 .12 ft Critical Slope 0.006925 ft/ft Velocity 1.43 ft/s Velocity Head 0.03 ft Specific Energy 100.14 ft Froude Number 1.26 Flow is supercritical. Start Station 0.00 A cademic E dition End Station 42 .00 10 /0 7/00 12:0 9 :3 4 PM Haestad M et hod s , Inc . 3 7 Brooks id e R oad W ate rbury, C T 06708 (20 3 ) 755-1666 Roughness 0.013 F lowMaster v5 .17 Pag e 1 o f 1 • Sec.4 Maximum Full Flow Capacity Worksheet for Irregular Channel Project Descriptio n Project File Worksheet Flow Element Metho d c :\haestad\academic\fmw\the_have .fm2 Section 4 Irregular Channel Manning 's Formula Solve For Discharge Input Data Chann el Slope 0.011500 ft/ft Water Surface Elevation 100 .53 ft Elevation range : 100.03 ft to 100.75 ft . Stati on (ft) Elevation (ft) 0.00 100 .53 0.00 24 .00 42 .00 42 .00 Results Wtd . Mannings Coefficient Discha rge Flow Area Wetted Peri mete r Top Width Height Critical Depth 100 .03 100 .11 100.25 100.75 0.013 116.41 17 .34 42 .78 42.00 0.50 100 .74 cfs ft2 ft ft ft ft Critical Slope 0.002998 ft/ft Velocity 6.71 ft/s Velocity Head 0.70 ft Speci fi c Energy 101 .23 ft Froude Number 1.84 Flow is supercritica l. Start Station 0.00 Academic Ed ition End Station 42 .00 10/07/00 12:10:28 P M Haestad M ethods, Inc . 37 Brooks ide Road W at erbury, C T 0 6708 (203) 755-1666 Roughness 0.013 FlowMaster v5. 17 Page 1 of 1 ........ (/) .... 0 '-' Q) O'l .... Ill ..c 0 (/) Ci • 120.0 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Section 4 -Maximum Full Flow Capacity Plotted Curves for Irregular Channel c:\haestad\academic\fmw\the _have. fm2 Section 4 Irregular Channel Manning's Formula Discharge 0.011500 ft/ft Minimum Maximum Increment Water Surface Elevation 100 .11 100 .53 0 .01 ft Discharge vs Water Surface Elevation v .I ,V 100.0 80.0 20.0 /v / v / v v 60 .0 40 .0 ~ ~ ---0 .0 100.1 10/07/00 12:11 :18 PM 100.15 100.2 100.25 100.3 100.35 100.4 100.45 Water Surface Elevation (ft) Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 100.5 100.55 FlowMaster vS.17 Page 1 of 1 • DetetQline Peak 'Discharge Rates . . < :.,:;:; . A. t · $.ection 5 '' :,:!'·:.>:: .. · ,;, ,,, i.::;}i~::,,. _ __::_= Tributary Area ("A "): 0.40 Acres Pervious Area : 0.09 Acres Imperv ious Area : 0.31 Acres Run-Off Coefficient ("Cwt"): 0.77 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 12.63 Peak Discharge Rate ("Q"): 2-Year: 1.94 5-Year: 2 .35 10-Yea r: 2 .64 25-Year: 3.02 50-Year: 3.41 100-Year: 3.86 c = 0.30 c = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hou r Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering -4444 Carter Creek Pari<way Suite 108 -Bryan , Texas 77802-Te4ephone : (979) 846-2688 -Fax: (9799) 846-3094 • Sec.5 Depth Of Flow (2-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the _have. fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 ft/ft Elevation range : 99 . 79 ft to 100 .35 ft . Station (ft) Elevation (ft) 0.00 100.29 6.00 99.79 30 .00 99 .85 30 .00 100 .35 Discharge 1.94 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 99.86 ft Flow Area 1.03 ft2 Wetted Perimeter 24 .87 ft Top Width 24 .86 ft Height 0.07 ft Critical Depth 99 .88 ft Critical Slope 0.006405 ft/ft Velocity 1.88 ft/s Velocity Head 0.06 ft Specific Energy 99.92 ft Froude Number 1.63 Flow is supercritical. Start Station 0.00 Academic E dition End Station 30 .00 10/07/00 12:27:16 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.5 Depth Of Flow (5-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the have . fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 ft/ft Elevation range: 99 .79 ft to 100 .35 ft . Station (ft) Elevation (ft) 0.00 100 .29 6.00 30 .00 30 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99.79 99 .85 100.35 2.35 0.013 99.87 1.16 24 .94 24 .92 0.08 99 .89 cfs ft ft2 ft ft ft ft Critical Slope 0.00614 7 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Energy 99.93 ft Froude Number 1.66 Flow is supercritical. Start Station 0 .00 Academic Edition End Station 30 .00 10/07/00 12:27:31 PM Haestad Methods, Inc. 37 B rookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.5 Depth Of Flow (10-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the _have . fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 ft/ft Elevation range: 99 .79 ft to 100.35 ft . Station (ft) Elevation (ft) 0.00 100.29 6.00 99.79 30 .00 99 .85 30 .00 100.35 Discharge 2.64 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 99 .87 ft Flow Area 1.24 ft2 Wetted Perimeter 24.98 ft Top Width 24 .96 ft Height 0.08 ft Critical Depth 99.89 ft Critical Slope 0.005993 ft/ft Velocity 2.13 ft/s Velocity Head 0.07 ft Specific Energy 99.94 ft Froude Number 1.68 Flow is supercritical. Start Station 0.00 Academic Edition End Station 30 .00 10/07/00 12:27:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 • Sec.5 Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have.fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 ft/ft Elevation range : 99 .79 ft to 100 .35 ft . Station (ft) Elevation (ft) 0.00 100 .29 6.00 99 .79 30 .00 99 .85 30 .00 100.3 5 Discharge 3.02 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 99 .87 ft Flow Area 1.35 ft2 Wetted Perimeter 25 .04 ft Top Width 25.01 ft Height 0.08 ft Critical Depth 99 .90 ft Critical Slope 0.005825 ft/ft Velocity 2.24 ft/s Velocity Head 0 .08 ft Specific Energy 99 .95 ft Froude Number 1.71 Flow is supercritical. Start Station 0.00 Academic Edition End Station 30 .00 10/07/00 12:27:57 PM Haestad M ethods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 - Sec.5 Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 tuft Elevation range : 99 . 79 ft to 1 00 .35 ft . Station (ft) Elevation (ft) 0.00 100.29 6.00 30 .00 30 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99.79 99 .85 100 .35 3.41 0.013 99 .88 1.45 25 .09 25.06 0.09 99 .90 cfs ft ft2 ft ft ft ft Critical Slope 0.005674 tuft Velocity 2.35 tus Velocity Head 0 .09 ft Specific Energy 99 .96 ft Froude Number 1.73 Flow is supercritical. Start Station 0.00 A cad e mic Edition End Station 30 .00 10/0 7/00 12:2 8 :1 1 PM H aestad M ethods, Inc. 37 B rooks ide R oad W at erbury, C T 0670 8 (20 3) 7 5 5 -1666 Roughness 0.013 FlowMaster v5.17 Pag e 1 o f 1 • Sec.5 Depth Of Flow (100-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have . fm2 Section 5 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 ft/ft Elevation range : 99 .79 ft to 100.35 ft. Station (ft) Elevation (ft) 0.00 100.29 6 .00 30 .00 30 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 99 .79 99 .85 100.35 3.86 0.013 99 .88 1.56 25 .15 25 .12 0.09 99 .91 cfs ft ft2 ft ft ft ft Critical Slope 0.005525 ft/ft Velocity 2.47 ft/s Velocity Head 0.09 ft Specific Energy 99 .98 ft Froude Number 1.75 Flow is supercritical. Start Station 0.00 A cad e m ic Edit ion End Station 30 .00 10/07 /00 12:28 :2 4 PM Haest ad M ethods, In c . 3 7 Brooks ide R oad W ate r b ury, C T 0 6 708 (20 3 ) 7 55-1666 Roughness 0.013 Fl owMaster v5 .17 Page 1 of 1 • Sec.5 Maximum Full Flow Capacity Worksheet for Irregular Channel Proj ect Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\the_have .fm2 Section 5 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.019000 ft/ft Water Surface Elevation 100.29 ft Elevation range : 99 .79 ft to 100.35 ft . Station (ft) Elevation (ft) 0.00 100 .29 6 .00 30 .00 30.00 Results Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top W idth Height Critical Depth 99 .79 99 .85 100.35 0.013 112 .85 12.78 30 .46 30 .00 0.50 100 .62 cfs ft2 ft ft ft ft Critical Slope 0.002834 ft/ft Velocity 8.83 ft/s Velocity Head 1.21 ft Specific Energy 101.50 ft Froude Number 2.39 Flow is supercritical. Start Station 0.00 A cad e mic E d it ion End Station 30 .00 1 0 /0 7/00 1 2:29:13 PM Haest ad M ethod s, In c . 37 Brooks ide R oad W at erbu ry, C T 0 6708 (20 3) 7 55-1666 Roughness 0 .013 F lowMaster v5 .17 Page 1 of 1 • 120.0 100.0 80.0 Q) Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Section 5 -Maximum Fu ll Flow Capacity Plotted Curves for Irregular Channel c:\haestad\academic\fmw\the _have . fm2 Section 5 Irregular Channel Manning's Formula Discharge 0 .Q1 9000 tuft Minimum Maximum Increment Water Surface Elevation 99 .79 100 .29 0 .01 ft Discharge vs Water Surface Elevation I v / ,V / e> 60.0 m L: 0 "' 0 40.0 20.0 0 .0 99.75 10/07/00 12:29:47 PM 99.8 / / / / / l_.----v 99.85 99.9 99.95 100.0 100.05 100.1 100.15 100.2 100.25 100.3 Water Surface Elevation (ft) Academic Edition Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1of 1 - . ine . Peak.Discharge. ,Rates ·· ··t· e~t~•a~~· ·+J\!''Fi~lii'~,:· ::: .· · · Tributary Area ("A"): 1.25 Acres Pervious Area: 0.40 Acres Impervious Area : 0 .85 Acres Run-Off Coefficient ("Cwt"): 0 .71 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9 .86 50-Year: 11 .15 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year: 5 .59 5-Year: 6 .79 10-Year: 7.63 25-Year: 8 .71 50-Year: 9.85 100-Year: 11 .15 c = 0 .30 c = 0 .90 Inches I Hour Inches I Hou r Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engi neering -4444 Carter Creek Par1i;way SUte 108 -Bryan , Texas n802 -Telephone : (979) 84~2688 -Fax : (979) 84&-3094 - 10 /08/00 Flume -Depth Of Flow (2-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have .fm2 Flume Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.004100 ft/ft Elevation range : 98 .33 ft to 98 .83 ft . Station (ft) Elevation (ft) 0.00 98 .83 0.00 5.50 5.50 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 98 .33 98 .33 98 .83 5.59 0.013 98 .65 1.76 6.14 5.50 0.32 98 .65 cfs ft ft2 ft ft ft ft Critical Slope 0.004175 ft/ft Velocity 3.18 ft/s Velocity Head 0.16 ft Specific Energy 98 .81 ft Froude Number 0.99 Flow is subcritica l. Start Station 0.00 A cad e mic Edition End Station 5.50 11 :0 5 :13 AM Haest ad M eth od s , In c . 37 B rooksid e Road W aterbury, C T 0 6708 (203) 755-1666 Roughness 0.013 FlowMaste r v5 .17 Page 1 of 1 - Flume -Depth Of Flow (5-Yr. Storm) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the_have .fm2 Flume Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.004100 ft/ft Elevation range : 98 .33 ft to 98 .83 ft. Station (ft) Elevation (ft) 0.00 98.83 0.00 5.50 5.50 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 98 .33 98 .33 98 .83 6.79 0.013 98 .69 1.99 6.22 5.50 0.36 98.69 cfs ft ft2 ft ft ft ft Critical Slope 0.004075 ft/ft Velocity 3.42 ft/s Velocity Head 0.18 ft Specific Energy 98 .87 ft Froude Number 1.00 Flow is supercritical. Start Station 0.00 A cademic Edition End Station 5.50 10/08/00 11 :05:30 AM Haestad M ethods , Inc . 37 Brookside Road Waterbury , CT 0 6 708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 - Flume -Depth Of Flow (10-Yr. Storm) Worksheet for Irregular Channe l Project Description Project Fil e c:\haestad \academic\fmw\the have.fm2 Worksheet Flume Flow Element Irregular Channel Method Manning's Formula Solve Fo r Water Elevation Input Data Channe l Slope 0.004100 ft/ft Elevation range : 98 .33 ft to 98 .83 ft. Station (ft) Elevation (ft) 0 .00 98 .83 0.00 98 .33 5.50 98 .33 5.50 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Pe ri mete r Top W idth Height Critical Depth 98 .83 7.63 0.013 98 .72 2.14 6 .28 5.50 0.39 98 .72 cfs ft ft2 ft ft ft ft Critical Slope 0.004021 ft/ft Velocity 3.57 ft/s Velocity Head 0.20 ft Specific Energy 98 .92 ft Froude Number 1.01 Flow is supercritica l. Start Station 0.00 A cad em ic Ed it ion End Station 5.50 10/08/00 11 :05:43 AM Haestad M ethods , Inc . 37 Brookside Road W aterbury, CT 06708 (20 3) 755-1666 Roughness 0.013 F lowMas ter v5 .17 Page 1 of1 - Flume -Depth Of Flow (25-Yr. Storm) Worksheet for Irregular Channel Project Description Project Fife Worksheet Flow Element Method c:\haestad\academic\fmw\the _have. fm2 Flume Solve For Input Data Irregular Channel Manning's Formula Water Elevation Channel Slope 0.004100 ft/ft Elevation range: 98.33 ft to 98 .83 ft. Station (ft) Elevation (ft) 0.00 98.83 0.00 5.50 5.50 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 98.33 98.33 98 .83 8.71 0.013 98.75 2.32 6.35 5.50 0.42 98.76 cfs ft ft2 ft ft ft ft Critical Slope 0.003964 ft/ft Velocity 3.75 ft/s Velocity Head 0.22 ft Specific Energy 98 .97 ft Froude Number 1.02 Flow is supercritical. Start Station 0.00 Academic Edition End Station 5.50 10/08/00 11:05:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 - Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Flume -Depth Of Flow (50-Yr. Storm) Worksheet for Irregular Channel c:\haestad\academic\fmw\the _have . fm2 Flume Irregular Channel Manning's Formula Water Elevation 0.004100 ft/ft Elevation range: 98 .33 ft to 98.83 ft. Station (ft) Elevation (ft) 0 .00 98.83 0.00 98.33 5.50 98 .33 5 .50 98.83 Discharge 9.85 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 98.79 ft Flow Area 2.51 ft2 Wetted Perimeter 6.41 ft Top Width 5.50 ft Height 0.46 ft Critical Depth 98 .79 ft Critical Slope 0.003916 ft/ft Velocity 3.92 ft/s Velocity Head 0.24 ft Specific Energy 99.03 ft Froude Number 1.02 Flow is supercritical. Start Station 0.00 Academic Edition End Station 5 .50 10/08/00 11:06:12AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1 6 6 6 Roughness 0.013 FlowMaster v5.17 Page 1 of 1 - Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Flume-Depth Of Flow (100-Yr. Storm) Worksheet for Irregular Channel c :\haestad\academic\fmw\the _have . fm2 Flume Irregular Channel Manning 's Formula Water Elevation 0 .004100 ft/ft Elevation range : 98 .33 ft to 98 .83 ft . Station (ft) Elevation (ft) 0 .00 98 .83 0 .00 98 .33 5 .50 98 .33 5 .50 98 .83 Discharge 11 .15 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 98 .82 ft Flow Area 2 .72 ft2 Wetted Perimeter 6 .49 ft Top Width 5.50 ft Height 0.49 ft Critical Depth 98 .83 ft Critical Slope 0.003873 ft/ft Velocity 4.10 ft/s Velocity Head 0.26 ft Specific Energy 99.09 ft Froude Number 1.03 Flow is supercritical. Start Station 0 .00 A cad e mic Edition End Station 5 .50 10/08/00 1 1 :06:29 AM H aes t ad M ethods , Inc . 3 7 B roo kside R oad W aterbury , C T 0 6708 (2 0 3) 755 -1666 Roughness 0 .013 F lowMas t e r v5.17 Page 1 of 1 10/08/00 Flume -Maximum Full Flow Capacity Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\academic\fmw\the _have .fm2 Flume Solve For Input Data Irregular Channel Manning's Formula Discharge Channel Slope 0.004100 ft/ft Water Surface Elevation Elevation range: 98 .33 ft to 98.83 ft. Station (ft) Elevation (ft) 0.00 98 .83 0.00 98 .33 Results 5.50 5.50 Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth 98.33 98 .83 0.013 11 .34 2.75 6.50 5.50 0.50 98.84 98.83 ft cfs ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.003868 ft/ft Velocity 4.12 ft/s Velocity Head 0.26 ft Specific Energy 99 .09 ft Froude Number 1.03 Flow is supercritical. Academic Edition End Station 5.50 11 :17:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.17 Page 1of1 ........ V) -0 .._, Q) ~ co .I: 0 V) i5 - 12.0 10.0 8 .0 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Flume -Maximum Flow Capacity Plotted Curves fo r Irregular Channel c :\haestad\academic\fmw\the_have .fm2 Flume Irregular Channel Manning's Formula Discharge 0.004100 ft/ft Minimum Maximum Increment Water Surface Elevation 98 .33 98 .83 0.01 ft Discharge vs Water Surface Elevation / 6 .0 / 4 .0 2 .0 0 .0 98.3 v / ./ /' / ------/ v 98.35 98.4 98.45 98.5 98.55 98.6 98.65 98.7 Water Surface Elevation (ft) Academic Edition / / / / 98 .75 98.8 98.85 10/08/00 11 :21 :02AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 • i;:,:;:;:, " · oete;Rfiirie Pea,~:'t:>ischaigeYi'Rate · . . ·To Dart~both :·Dr··iv~\:::::.· .. 1: ' ~:~··, . . ~~ ""' Tributary Area ("A "): O.OS Acres Pervious Area : O.OS Acres Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt"): 0 .30 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 S-Year: 7.69 10-Year: 8 .63 2S-Year: 9.86 SO-Year : 11 .1 S 100-Year: 12.63 Peak Discharge Rate ("Q"): 2-Year: 0 .10 S-Year: 0 .12 10-Year: 0 .13 2S-Year: 0 .1S SO -Year: 0 .17 100-Year: 0.19 c = 0.30 c = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hou r Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan , Texas 77802 -Telephone : (979) 846-2688 -Fax: (979) 846-3094 • :Oeteririi ne P.eal( ·• Dischatge.<·Rates: .':,,:,,,,,1,i:il:i.i;:., '"f ~ Southea;t · P.rop~·~~ti~i~e . "::i''''''' 1 ''' 1'i'''' · Tributary Area ("A"): 0.06 Acres Pervious Area : 0.06 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I''): 2-Year: 6 .33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year: 0.11 5-Year: 0.14 10-Year: 0.16 25-Year: 0.18 50-Year: 0.20 100-Year: 0.23 c = 0.30 c = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engi neering-4444 Carter Creek Parkway sate 108-Bryan , Texas 77802-Telephone : (979) 846-2688 -Fax: (979) 846-3094 • Tributary Area ("A "): 0 .22 Acres Pervious Area : 0 .12 Acres Impervious Area : 0 .10 Acres Run-Off Coefficient ("Cwt"): 0 .58 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9 .86 50-Year: 11 .15 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year: 0 .81 5-Year: 0.98 10-Year: 1.10 25-Year: 1.26 50-Year: 1.42 100-Year: 1.61 c = 0.30 c = 0 .90 Inches I Hour Inches I Hou r Inches I Hour Inches I Hour Inches I Hou r Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second C ubic Feet I Second Cubic Feet I Second Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Brya n, Texas 77802 -Teff!phone : (979) 84~2688 -Fax : (979) 84~3094 DRAINAGE COMPUTATIONS For THE HAVEN Lot 3, Block 1, Dartmouth Addition College Station, Brazos County, Texas SUPPLEMENT TO ORIGINAL COMPUTATIONS Prepared for Mr. Emmanuel Glockzin Brazos Valley Construction , Inc. 4500 Carter Creek Parkway Bryan , Texas 77802 P repared by: ~arrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 77802 Telephone : (409) 846-2688 Garrett Eng ineering -4444 Carter Creek Parkway Suite l 08 -Bryan , Texas 77802 -Telephone: (409) 846-2688 -Fax : (409) 846-3094 -Page 1 E i'I G I i'I EE RI i'I G CONSULTING ENGINEERING & LAND SURVEYING 4444 CARTER CREEK PKWY, SUITE 108 BRYAN, TEXAS 77802 l409l 846-2688 l409l 846-3094 November 8, 2000 Mr. Spencer Thompson Department Of Development Services City Of College Station P .O . Box 9960 College Station, Texas 77842-0960 RE: The Haven Apartment Complex To Be Located On Lot 3, Block 1, Dartmouth Addition, College Station, Brazos County, Texas. Dear Mr. Thompson, Pursuant to your recent request for additional information comparing the existing pre-developed peak discharge rates to the anticipated post-development peak discharge rates for the above referenced project. We are submitting herewith the computations stipulated for your review and consideration. If you have any additional questions or problems with the above items, please contact me at your earliest convenience (979) 846-2688 . Respectfully Submitted, Ken~ Garrett Engineering Determine Total Current Condition Peak Storm Water Discharge Rates Tributary Area ("A"): 2.02 Acres Pervious Area : 2.02 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw "): Time: Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp "): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velo c ity ("Vpave "): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11.15 100-Year: 12 .63 Peak Discharge Rate ("O"): 2-Year: 3.83 5-Year: 4 .66 10-Year: 5.23 25-Year: 5.98 50-Year: 6.76 100-Year : 7 .65 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gmett Enginee<lng • 4444 Corter Creek Porkwoy Sutte 108 ·Bryan. Texas 77f!IJ2 . Telephone: (409) 846-2688 • Fax: (409) 846-3094 Determine Post -development Peak Storm Water Discharge (No Detent ion) Tributary A rea ("A"): 2.02 Acres Pervious Area: 1.0 1 Acres C= 0.30 C= 0.90 Impervious A rea : 1.01 Acres Run-Off Coefficient ("Cwt"): 0.60 Time Of Co ncentration ("T/c "): 10 Minutes Hourly Intensity Rates ("I "): 2-Year: 6.33 Inches I Hour 5-Yea r: 7.69 Inc hes I Hour 10-Year: 8.63 Inches I Hour 25-Yea r: 9.86 Inc hes I Hour 50-Year : 11 .15 Inches I Hour 100-Year: 12 .63 Inches I Hour Peak Discharge Rate ("O"): 2-Year: 7.67 Cubic Feet I Seco nd 5-Year : 9.32 Cub ic Feet I Secon d 10-Yea r: 10.47 Cubic Feet I Second 25-Year : 11.95 Cubic Feet I Seco nd 50-Year : 13.5 1 Cubic Feet I Seco nd 100-Year: 15 .31 Cubic Feet I Secon d Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Pos t-Developme nt In c r ease 2-Year: 3.83 Ft3/sec 7.67 Ft3/sec 3 .83 Ft3/sec 5-Year: 4.66 Ft3/sec 9.32 Ft3/sec 4.66 Ft3/sec 10-Year: 5.23 Ft3/sec 10 .47 Ft3/sec 5.23 Ft3/sec 25-Year: 5.98 Ft3/sec 11 .95 Ft3/sec 5.98 Ft3/sec 50-Year: 6. 76 Ft3/sec 13 .51 Ft3/sec 6.76 Ft3/sec 100-Year: 7.65 Ft3/sec 15 .3 1 Ft3/sec 7.65 Ft3/sec Gooelt Engineering· 444<1 Corter C reek Porkw cl)I Slite 108-Bryon. Texos 771fJ2 -Telephone: (409) 846-2688 • Fox: (409) 841>-3094