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HomeMy WebLinkAbout3528; Vista/Carlsbad Interceptor Sewer; Vista/Carlsbad Interceptor Sewer/Oak Storm Dr; 1998-04-13OAK AVENUE STORM DRAIN HYDROLOGY & HYDRAULICS CALCULATIONS FOR THE VISTA/CARLSBAD INTERCEPTOR SEWER REPLACEMENT PROJECT REACHES VC5B - VC9 AND OAK AVENUE STORM DRAIN PROJECT NO. 3528 CARLSBAD, CALIFORNIA APRIL 13, 1998 PREPARED FOR: CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, CA 92009 PREPARED BY: MALCOLM PIRNIE, INC. 703 Palomar Airport Rd. #150 Carlsbad, CA 92009 TerrjTL. Smith, RCE 42979 DATE License Expires 3/31/00 MAI CHI M MALCOLM PIRNIE, INC.*£.LA.... ^^.i^n s^ N0 ..... / ..... OP ..... 4.PIRNIF CHKD. BY..... DATE..T..:.. JOB a bathed <n =• ^ 3 72, cfs k r#r 7y/>e '- 5. -3 cs <?e$ y A-/- , 3 . 2 ' // 3 " MALCOLM PIRNE, INC. MALCOLM B\..&.L..tf...... VK\lM-.0l..~3£ SHEET N0....2..... OF ...... d. are Per A-f a - 0. CHKD. BY DATE JOB NO.. 17,0 tf- A-i easj- 5/de janc-f-f&i} o-f- £k/£dvertffe£ Ty/zr Q#*7,tl C&//.J7 '- £, lc£s + U^ots -- /&, b c-fs Q-- ejl+** a~0f-zZF+ 5*0,0/00 Q-~ a 7C&X0. 13+0. 5&* - /0, 6 Per of 56 fa-, we j ~'! At- T * on MALCOLM PIRNIE, INC. CHKD. BY .............. DATE ,3SHEET NO.., ..... OF JOB NO. B6 " &#// drtt/n wfo Type *0.00? - 9,0 - $.q « 2,,/cfs ee? by far /&* \yfAI fOI \A MALCOLM PIRNIE, INC. SHEET NO....^... OF ...... 4. CHKD. BY .............. DATE ................... JOB Sftfe., ftie^ I ' I 1 I I ! I I 11 II II w>Ch I II II li ii It i i . i Equation:7,44 P, Do Minutes-4 40 50 1 Duration Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. .These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Drav/ a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency \OO yr. 24 %* 2) Adjusted *Pg= 3) t,. * 24 in. min. 4) I 1n/hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 Revised 1/85 2% RESIDENTIAL STREET ONE SIDE ONLY r •C5 EXAMPLE: Given: Q = 10 S= I Chart gives: Depth = 0.4, "Velocity = 4.4 f.p.s. Of ' SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED £LA GUTTEFi AND ROADWAY DISCHARGE-VELOCITY CHART DATE (Z APPENDIX X-D IV-A-M Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD Comment: Q50 @ WEST SIDE CURB INLET NO.l Solve For Actual Depth Given Input Data: Diameter... . Slope Manning's n, Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... •Full Capacity., QMAX @.94D Froude Number.. 1.50 ft 0.0120 ft/ft 0.013 10.00 cfs 1.08 ft 7.33 fps 1.36 sf 1.22 ft 0.0092 ft/ft 72.07 % 11.51 cfs 12.38 cfs 1.28 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD NO 2 Comment: Q50 ©EAST SIDE CURB INLET NO.2 Solve For Actual Depth Given Input Data: Diameter... . Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope, Percent Full.., Full Capacity.. QMAX @.94D. Froude Number., 1.50 ft 0.0120 ft/ft 0.013 11.90 cfs 1.28 ft 7.40 fps 1.61 sf 1.31 ft 0.0116 ft/ft 85.42 % 11.51 cfs 12.38 cfs 1.06 (flow is Supercritical! Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV. 1st St. Pipe Comment: Q50 @ 1st street pipe in Oak Avenue Solve For Actual Depth Given Input Data: Diameter.... Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth, Critical Slope. Percent Full... Full Capacity., QMAX G».94D Froude Number., 2.50 ft 0.0060 ft/ft 0.013 21.30 cfs 1.50 ft 6.94 fps 3.07 sf 1.57 ft 0.0052 ft/ft 59.92 % 31.77 cfs 34.18 cfs 1.09 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 4 0P'/& Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD NO 3 Comment: Q50 @ WEST SIDE CURB INLET NO.3 Solve For Actual Depth Given Input Data: Diameter.... Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... Full Capacity.. QMAX @.94D Froude Number.. 1.50 ft 0.0100 ft/ft 0.013 7.60 cfs 0.95 ft 6.48 fps 1.17 sf 1.07 ft 0.0071 ft/ft 63.04 % 10.50 cfs 11.30 cfs 1.27 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 or- Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD NO 4 Comment: Q50 @ EASR SIDE CURB INLET NO.4 Solve For Actual Depth Given Input Data: Diameter.... Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... Full Capacity.. QMAX @.94D Froude Number. . 1.50 ft 0.0100 ft/ft 0.013 10.60 cfs 1.24 ft 6.77 fps 1.56 sf 1.25 ft 0.0099 ft/ft 82.81 % 10.50 cfs 11.30 cfs 1.02 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Rev. 2nd St. Pipe Comment: Q50 @ 2nd Street Pipe in Oak Avenue Solve For Actual Depth Given Input Data: Diameter.... Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... Full Capacity.. QMAX ?.94D Froude Number.. 3.00 ft 0.0072 ft/ft 0.013 39.50 cfs 1.85 ft 8.66 fps 4.56 sf 2.05 ft 0.0054 ft/ft 61.53 % 56.60 cfs 60.88 cfs 1.22 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 7 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD NO 5 Comment: Q50 @ WEST SIDE CURB INLET NO.5 Solve For Actual Depth Given Input Data: Diameter..., Slope Manning's n, Discharge.., Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... Full Capacity.. QMAX @.94D Froude Number.. 1.50 ft 0.0080 ft/ft 0.013 1.00 cfs 0.33 ft 3.46 fps 0.29 sf 0.37 ft 0.0049 ft/ft 22.03 % 9.40 cfs 10.11 cfs 1.27 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 T Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV OAK AVE SD NO 6 Comment: Q50 @ EAST SIDE CURB INLET NO.6 Solve For Actual Depth Given Input Data: Diameter.. . . Slope Manning's n. Discharge... Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope. Percent Full... Full Capacity.. QMAX @.94D Froude Number. . 1.50 ft 0.0080 ft/ft 0.013 5.90 cfs 0.86 ft 5.62 fps 1.05 sf 0.94 ft 0.0062 ft/ft 57.45 % 9.40 cfs 10.11 cfs 1.18 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 m Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Rev. 3rd Street Pipe Comment: Q50 @ 3rd Street Pipe in Oak Avenue Solve For Actual Depth Given Input Data: Diameter Slope Manning's n. Discharge.., Computed Results: Depth Velocity Flow Area Critical Depth... Critical Slope... Percent Full Full Capacity.... QMAX @.94D Froude Number.... 3.50 ft 0.0131 ft/ft 0.013 46.40 cfs 1.55 ft 11.32 fps 4.10 sf 2.13 ft 0.0045 ft/ft 44.17 % 115.15 cfs 123.87 cfs 1.84 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CF Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: REV 4th SD PIPE Comment: Q50 @ 4th STREET PIPE ON OAK AVE SD Solve For Actual Depth Given Input Data: Diameter.... Slope Manning's n. Discharge.. . Computed Results: Depth Velocity Flow Area Critical Depth. Critical Slope, Percent Full... Full Capacity.. QMAX @.94D Froude Number. , 5.00 ft 0.0012 ft/ft 0.013 49.50 cfs 2.64 ft 4.70 fps 10.53 sf 1.97 ft 0.0034 ft/ft 52.85 % 90.22 cfs 97.05 cfs 0.57 (flow is Subcritical] Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 MAUDOLVi PIRNIE MALCOLM PIRNIE, INC. BY DATE SHEET NO OF.. CHKD. BY DATE JOB NO SUBJECT Hydrologic Computation Oak AVE. Section P(6) = 2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2.7 Inches P(25) = 2.05 Inches 2.3 Inches P(10) = 1.75 Inches File name : HYDOAK.XLS Rev. Date: 3/18/98 P(2) = 1.24 Inches Prepared by: EGH Basin W1b overland valley gutter curb/gutter Area C cA | L { « I s | Tc I Q (cfs) - 3.81 3.13 - 2.9 fO.55 0.55 fDS 0.55 fps Travel Length Street Slope Flow Velocfty Travel Time W1c overland valley gutter curb/gutter W1b& W1c 380 1.00 3.2 1.98 % % f/s min. - 3.13 3.03 - 4.4 ' 0.6 0.6 fps 0.6 • fDS - 2.0955 190 350 190 3 2.2 1.8 I 1.5789 1 1 .72 0.0063 | 10 I 4.55 0.0095 | I - 9.53 From Jefferson to Madison • 1.88 160 210 140 2 1.3 3.7 1 .2500 0.0062 0.0264 10.57 10 W1b - 4.55 | 8.54 Q = Q1 + 02xT1/T2 T = 22. 44 (P 6 x sum (CA)/Q ) " i.ss 1 = 7.44 X Pet T'ji.ea W2/3 overland curb/gutter - 10.4 3.8 W1b&W1c&W2/3 0.6 0.6 fps - 6.24 150 1,070 1 12 0.6667 0.0112 12.62 10 - 4.55 - 28.39 Q = 01 +02x11/12 T = Longest 1 = 7.44 x P«« 7"«-o.6« W1d overland valley gutter curb/gutter - 3.89 3.44 2.7 0.7 0.7 fps 0.7 fps - 2.723 - 190 400 140 1.8 2.7 1 0.9474 0.0063 0.0071 10.10 10 - - 4.55 - . 12.39 - W1b& W1c&W2/3 & W1d Q = 01 +Q2XT1/T2 Travel Length Street Slope Flow Velocity 'ravel Time 380 1 3.8 1.67 feet % f/s min. From Madison to Roosevelt W1b & W1c & W2/3 & W1d &W3/2 W3/2 overland valley gutter curb/gutter - 8.48 2.6 2.9 0.5 0.5 fps 0.5 fps - 4.24 - 265 420 630 0.5 2 4.1 0.1887 0.0048 0.0065 W1b & W1c & W2/3 & W1d 30.64 10 - - 4.55 - - 19.29 - T IA EcA 2T I Q (cfs) 11.72 1.86 1.09 -11.72 3.8.1 3.81 2.10 13.53 2.10 14.68 I -- 3.73 7.82 3.55 7.44 1/2 Res. & 1/2 Comm. Flow per Acre = 1.95 Adjusted Time Adjusted Intensity 16.66 3.27 7.44 10.57 1.16 0.53 - 3.13' 3.13 1.88 1.88 10.57 11.72 12.25 - 4.11 3.99 - 7.71 7.49 1/3 Res. & 2/3 Comm. Flow per Acre = 2.39 12.97 16.72 3.27 M2.62 4.69 ' - 10.4 - 6.24 12.62 17.31 - 3.19 - 19.93 1/3 Res. & 2/3 Comm. Flow per Acre = 1.92 32.61 17.31 3.19 10.10 1.94 0.86 - 3.89 3.89 - 2.72 2.72 10.10 12.04 12.91 - 4.04 3.86 - 10.99 10.51 Commercial Flow per Acre = 2.70 40.81 Adjusted Time Adjusted Intensity 18.98 | 73.56 3.01 40.81 30.64 2.69 3.62 . 8.48 8.48 - 4.24 30.64 33.33 4.24 36.95 - 2.09 •1.96 - 8.87 8.30 Hydrologic Computation Oak AVE. Section P(6)= 2.7 Inches P(100) s P(50) = 2.7 2.3 Inches Inches P(25) : P(10) •• Project: Carlsbad J.N. : 24694 File name : HYDOAK.XLS 2.05 Inches 1.75 Inches Rev. Date: 3/18/98 P(2) = 1.24 Inches Prepared bv; EGH Basin Area | c cA | L { H s | Tc I |Q(cfs) Q = Q1 + Q2xT1fT2 T = 22. 44 (P S x sum fCAJ/O ) "LSI /= 7.44xPe, T'4.ea JC#1 Pipe size Pipe length Pipe slope Flow Velocity Travel Time 30 590 1 9.17 1.07 W3/3&W1e&W1f W3/3 overland curb/gutter - 4.41 2.1 inches feet % f/s mm.|wib & W1c & W2/3 & W1d &W3/2 0.6 0.6 fps 160 3 1.8750 9.23 2.646 750 2 0.0027 10 4.55 12.04 Travel length Street slope Flow Velocity Travel Time W1e overland curb/gutter 190 1 3.3 0.96 feet % f/s mm. From Tyler to State f W3/3 - 1.03 3.1 0.7 0.7 fps 260 1.5 0.5769 13.94 0.721 320 5.5 0.0172 10 4.55 3.28 Q = Q1 + Q2x 11/12 T = Longest 1= 7.44xPe,T>4eu Travel length Street slope Flow Velocity Travel Time W1f overland valley gutter 200 1 3.4 0.98 feet % f/s min. From Tyler to End of Oak |w3/3& W1e - 1.14 1.73 0.7 0.7 fps 80 0.7 0.8750 6.73 ' - 0.798 400 1 0.0025 10 4.55 3.63 Q = Q) + Q2X/M2 7" = Longest /= 7.44 xPe, T'o.s4s (W1 b & W1 c & W2/3 & W1 d &W3/2) + (W3/3 8, W1 e & W1 f) •Q = Q1 + 02x11/12 T = Longest l-7.44xPi,T>4.<s4i Pipe size Pipe length Pipe slope Flow Velocity Travel Time 36 50 0.6 11.3 0.07 inches feet % f/s min.| (W1 b & W1 c i W2/3 1 W1 d 4W3/2) + (W3/3 4 W1 e iW1 0 T IA | IcA IT I Q (cfs) 45.07 24.79 2.53 Adjusted Time Adjusted Intensity 25.86 18.28 2. 9.23 9.23 5.95 4.41 2.65 15.19 3 46 |;;;;H4&0JSs;: - 47 9.19 1/3 Res. & 2/3 Comm. Flow per Acre = 1.08 Adjusted Time Adjusted Intensity 16.15 2.75 3. 13.94 13.94 1.72 1.03 0.72 15.66 3 34 9.19 - 41 2.46 Commercial . Flow per Acre = 2.38 11.60 16.15 3.34 Adjusted Time Adjusted Intensity 17.13 3.61 3. 6.73 6.73 3.85 1.14 0.80 10.59 4. 22 | 11.60 - 39 3.50 Commercial Flow per Acre = 3.07 14.17 17.13 3.22 55.93 25.86 2.46 Adjusted Time Adjusted Intensity 25.93 22.73 2. • 46 55.93 Hydrologic Computation Oak AVE. Section P(6) =2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2. 7 Inches 2.3 Inches File name : HYDOAK.XLS P(25) = P(10) = 2.05 Inches 1. 75 Inches Rev. Date: 3/18/98 . P(2) =1.24 Inches Prepared bv: EGH Basin W20 overland curb/gutter Earth. Chan. Area | c cA |- L | H f s | Tc I Q (cfs) - 5.54 5.4 1.8 0.4 0.4 fps 0.4 fDS - 2.216 - 200 300 360 0.5 12 2.4 0.2500 28.27 0.0400 0.0067 10 - - 4.55 - - 10.08 - Q = 01 +Q2xT1/T2 T = 22.44 (PSx sum (CA)/Q j*t.ss 1 = 7. 44 x Pit T^.ea W21 overland curb/gutter - 2.25 4.6 0.4 0.4 fDS - 0.9 130 300 1.6 12.2 1.2308 0.0407 13.41 10 - 4.55 - . 4.09 JC #2 • 0 = 01 +02x11/12 T = Longest 1 = 7.44 X Pet T--o.ea ADD W19 W19 overland curb/gutter . T IA IcA IT | I | Q (cfs) 28.27 0.93 3.33 - 5.54 5.54 - 2.22 2.22 28.27 29.20 32.53 - 2.28 2.13 - 5.05 4.71 Residential Flow per Acre = 0.85 59.69 27.07 2.39 13.41 1.09 - 2.25 - 0.90 13.41 14.49 - 3.58 - 3.22 Residential Flow per Acre = 1.43 25.84 | M.$4 .- 27.07 2.39 - 10.38 2.2 0.4 0.4 fps - 4.152 300 1,370 6.5 2.2 2.1667 0.0016 16.87 10 - 4.55 - 18.89 16.87 10.38 - 10.38 - 4.15 16.87 27.25 - 2.38 - 9.89 Residential Flow per Acre = 0.95 Q = Q1 +Q2xT1/T2 T = 22. 44 (P S x sum (CA)/Q ) A i.ss / = 7.44xPe, Tw.ea ADD W37 W37 overland Earthen Swale RxR Track Use 1/4 of calculated Q - 16.90 0.62 0.3 0.3 fps - 5.0689 100 3680 3.5 1 3.5000 0.0003 9.49 10 - 4.55 - 23.06 Total Flows Between Oak and Chestnut Q = 01 + 02x11/12 T -Longest 1 = 7.44 X Pet T'Ji.sa 71.67 27.11 2.39 9.49 98.92 - 16.90 - 5.07 9.49 Use 20.00 - 2.91 - 14.75 Open Space RxR Track Flow per Acre = 0.87 7*70 27.17 2.39 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works Portions Copyrighted by CIVtLSOFT, 1986, 1987, 1989 Version Serial Number Mar 18, 1998 9:38: 3 Input file : DATA\7284T1\SDNR44.DAT Output file: DATA\72S4T1\SDNR44.0UT INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX R JX R JX R JX SH STORM DRAIN ALONG SDNR Chestnut to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\7284t1\SDNR44.DAT STATION ELEV. 4884 5318 5322 5788 5792 6226 6230 6279 6283 6464 6468 6900 6904 .34 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 27. 29. 29. 29. 29. 30-. 30. 30. 32. 34. 35. 37. 37. 00 41 42 89 90 34 35 40 40 20 80 40 60 CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 9 5 5 5 5 5 5 3 5 5 1 3 3 3 3 1 3 .012 .012 .012 .012 .012 .012 .012 12.86 .012 .012 16.67 .012 .012 .012 .012 1.07 38.01 .00 .00 .00 .00 32.35 .00 .00 37.00 .00 .00 .00 .00 37.60 , 84"/66" FLOWS INV.2 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Ang.1 .00 .00 .00 65.00 .00 90.00 .00 .00 .00 90.00 Ang .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .2 0 0 0 0 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y<6) Y(7) Y(8) Y<9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD CD CD CD CD CD CD CD CD CD CD CD CD 1 2 3 4 5 6 7 8 9 10 11 12 13 4 4 4 4 4 4 3 3 3 3 4 4 4 0 0 0 0 .00 .50 .00 .00 - 2.00 2.50 3.00 4.00 5.00. 7.00 4.00 4.00 2.00 1.50 5.25 7.50 7.00 8.00 16.50 6.00 6.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE NO 1 m m HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN ALONG SDNR Chestnut to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\7284t1.\SDNR44.DAT, 84»/66" FLOWS STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 <m WATER SURFACE PROFILE - ELEMENT CARD LISTINGm ELEMENT NO 1 IS A SYSTEM OUTLET * * * . ** U/S DATA STATION INVERT SECT U S ELEV Ml 4884.34 27.00 9 38.01 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ^ ELEMENT NO 2 IS A REACH * * * . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5318.00 29.41 5 .012 .00 .00 .00 0 '^^ ^ ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 II 5322.00 29.42 500 .012 .0 .0 .00 .00 .00 .00 a ELEMENT NO 4 IS A REACH * * * „, U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5788.00 29.89 5 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * "* U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 m 5792.00 29.90 500 .012 .0 .0 .00 .00 .00 .00 m ELEMENT NO 6 IS A REACH * * * — U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H • 6226.00 30.34 5 . .012 .00 .00 .00 0 <w* ELEMENT NO 7 IS A JUNCTION * * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 6230.00 30.35 5 3 0 .012 12.9 .0 32.35 .00 65.00 .00 *• M ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H _ 6279.00 30.40 5 .012 .00 .00 .00 0 "" ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 "" 6283.00 32.40 5 1 0 .012 16.7 .0 37.00 .00 90.00 .00 PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 10 IS A REACH * * * *» U/-S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6464.00 34.20 3 .012 • .00 .00 .00 0 *• HI ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 MH 6468.00 35.80 300 .012 .0 .0 .00 .00 .00 .00 g| ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H * 6900.00 37.40 3 .012 .00 .00 .00 0 Hi ELEMENT NO 13 IS A JUNCTION * * * * * * * ill U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 0| 6904.00 37.60 3 1 0 .012 1.1 .0 37.60 .00 90.00 .00 m ELEMENT NO 14 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV *B 6904.00 37.60 3 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNINGm IH ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 UATER SURFACE PROFILE LISTING STORM DRAIN ALONG SDNR Chestnut to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\7284t1\SDNR44.DAT, 84"/66" FLOWS STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 m <m m m m m m *• m m m <m • m mm <M -Ml *w» •m », «• * m STATION L./ELEM 4884.34 433.66 5318.00 JUNCT STR 5322.00 466.00 5788.00 JUNCT STR 5792.00 434.00 6226.00 JUNCT STR 6230.00 49.00 6279.00 JUNCT STR 6283.00 181.00 6464.00 JUNCT STR 6468.00 432.00 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 27.00 11.01 38.01 .00556 29.41 8.90 38.31 .00250 29.42 8.90 38.32 .00101 29.89 8.75 38.64 .00250 29.90 8.75 38.65 .00101 30.34 8.61 38.95 .00250 30.35 8.73 39.08 .00102 30.40 8.70 39.10 .50000 32.40 6.85 39.25 .00994 34.20 5.75 39.95 .40000 35.80 4.17 39.97 .00370 Q VEL VEL HEAD SF AVE 74.7 3.80 .22 .00070 74.7 3.80 .22 .00070 74.7 3.80 .22 .00070 74.7 3.80 .22 .00070 74.7 3.80 .22 .00070 74.7 3.80 .22 .00059 61.8 3.15 .15 .00048 61.8 3.15 .15 .00037 45.1 6.38 .63 .00390 45.1 6.38 .63 .00390 45.1 6.38 .63 .00390 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 38.23 .00 2.44 5.00 .00 .30 2.06 38.54 .00 2.44 5.00 .00 .00 38.54 .00 2.44 5.00 .00 .33 3;49 38.87 .00 2.44 5.00 .00 .00 38.87 .00 2.44 5.00 .00 .30 3.48 39.18 .00 2.44 5.00 .00 .00 39.23 .00 2.21 5.00 .00 .02 3.04 39.26 .00 2.21 5.00 .00 .00 39.88 .00 2.19 3.00 .00 .71 1.72 40.59 .00 2.19 3.00 .00 .02 40.60 .00 2.19 3.00 .00 1.68 2.53 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 NO AVBPR PIER 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 > 0 .00 ' 0 .00 0 .00 0 .00 PAGE STATION L/ELEM WATER SURFACE PROFILE LISTING STORM DRAIN ALONG SDNR Chestnut to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\7284t1\SDNR44.DAT, 84"/66" FLOWS STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 INVERT DEPTH ELEV OF FLOW SO U.S. ELEV VEL VEL HEAD SF AVE ENERGY GRD.EL. HF SUPER CRITICAL ELEV DEPTH NORM DEPTH HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER ZR 6900.00 37.40 4.25 41.65 45.1 6.38 .63 42.28 .00 2.19 3.00 .00 .00 0 .00 JUNCT STR .05000 .00380 .02 • .00 6904.00 37.60 4.13 41.73 44.0 6.22 .60 42.33 .00 2.16 3.00 .00 .00 0 .00 ' jj i? mi^:!lTL1'1lrtls_ai;Xv:di'.'-*X'i'>;';,i|j^'.yL-'';5tf:h-rT lhf?i-t[''.'1i i&f^iTS •£ •*- ''&£ •-" $3''•s: :if^|*p 4# p''^y%:fE%& yC • - J ^WS^^^„ , •"^%y*ws^**f s^lfiNM f-'*?"?. "-^ ' r-Ji 1 r | J> / ' /'•" fe •« i••'•-' ^l^r^^^^^-^'r^^'?^^!^^^ ' *' '1 ;li'M».ir^*j ^:Jf.-v.-.. 'vlT^«r«»iiIM^4 *^^l^l^-V- •'2'^-/ --- • ;. ^? J:j»K ;-^ ' ^ffll ^l^? M>^.^^ll^as® ^-"•-' /w^^ ?r-^"^ .?-• - * « K iff ~\ j ^S« ^-^*i ;. ^' • ^T^^^^S^J! -^k^^^jjM s-K,i$$ f*:^-;-V* /$&?&* jfa :^f/^'V:-»!*;*>•,—-=' i, • -Yi'r&Vi'.J.V/tV-.i&f. ^-^ I i ^rWH i'^^S-1 ;^:!Sfi"''": £ / ' ^'l^*^§^|i -^fe^w fcr< ^ffif :;,;%1it/h-f* s> 7;!^wMS6afeL': •'^-rf *^ f :'^i- '••) //"HV* ";. vi: •is "<v4o'-/ - '•. 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