Loading...
HomeMy WebLinkAboutCT 00-06; BRESSI RANCH EL FUERTE ST VOLUME II; DRAINAGE REPORT; 2003-01-01DRAINAGE REPORT FOR EL FUERTE STREET - BRESSI RANCH CARLSBAD, CALIFORNIA January 2003 VOLUME II Prepared for LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECTDESIGN CONSULTANTS 701 'B' Street, Suite 800 San Diego, CA 92101 (619) 235-6471 Job No. 1325.50 Uph Ltgo V RCE 50998 Registration Expires 09/30/05 P/1289IDR TABLE OF CONTENTS APPENDICES 7 Detention Calculations ATTACHMENTS Exhibit A Existing Condition Drainage Map Exhibit B Ultimate Condition Drainage Map, Sheets 1-3 Exhibit C Interim Condition Drainage Map Exhibit D AES Pipeflow and Ditch Calculation Node Number Map Exhibit E Storm Drainpipe Comparative Design Analysis Exhibit F AES Rational Method Node Number Map for Poinsettia Lane APPENDIX 7 DETENTION CALCULATIONS REP/12249DR.DOC I i 00 i Q CO °^ e g o- i sis •«* ^ .3 ^ 5) 5 C : CM 1^ OQ I \ i! I— L_ \ e^P^^ P^Y^e>j^ . 7 <^Ai. ovPP 2?«^f7fW' ^P^ L-Li^/=h/ i^^P \ ODD rz>rp^ <sioi-'T- - 310 1^ lS^L^7^.o O^W^ 00 0 0 0£> DETENTION BASIN SPILLWAY - WEIR CALCULATION Worksheet for Broad Crested Weir Project Description Worksheet Weir -1 Type Broad Crested Weir Solve For Crest Length Input Data Discharge 613.00 cfs Headwater Elevation 157.00 ft Crest Elevation 154.00 ft Tailwater Elevation 145.00 ft Crest Surface Type Paved Crest Breadth 22.00 ft Results Crest Length 38.81 ft Headwater Height Above Crest 3.00 ft Tailwater Height /Maove Crest -9.00 ft Discharge Coefficient 3.04 US Submergence Factor 1.00 Adjusted Discharge Coefficient 3.04 US Flow Area 116.4 ft= Velocity 5.27 ft/s Wetted Perimeter 44.81 ft Top Width 38.81 ft c:\haestacl\fmw\2199detbasin.fm2 08/08/02 02:30:34 PM © Haestad Methods, Inc. Project Design Consultants 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 El Fuerte Basin - Outflow from Rancho Carillo Basin Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trap Channel - Existing Channel Flows Trapezoidal Channel Manning's Formula Channel Depth Input Data Mannings Coefficient 0.045 Slope 0.005000 ft/ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Bottom Width 20.00 ft Discharge 500.00 cfs Results Depth 3.84 ft Flow Area 106.3 ft2 Wetted Perimeter 37.17 ft Top Width 35.36 ft Critical Depth 2.46 ft Critical Slope 0.024412 ft/ft Velocity 4.70 ft/s Velocity Head 0.34 ft Specific Energy 4.18 ft Froude Number 0.48 Flow Type Subcritical c:\haestad\fmw\1325.fm2 07/24/02 10:47:55 AM © Haestad Methods, Inc. Project Design Consultants 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 7/26/02 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 16 MIN, 6 HOUR RAINFALL 2.8 INCHES BASIN AREA 293.01 ACRES RUNOFF COEFFICIENT 0.52 PEAK DISCHARGE 612.73 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) -16 DISCHARGE (CFS) = 25.3 TIME (MIN) = 32 DISCHARGE (CFS) = 26.9 TIME (MIN) = 48 DISCHARGE (CFS) = 28.7 TIME (MIN) = 64 DISCHARGE (CFS) = 30.9 TIME (MIN) = 80 DISCHARGE (CFS) = 33.6 TIME (MIN) = 96 DISCHARGE (CFS) = 37 TIME (MIN) = 112 DISCHARGE (CFS) = 41.4 TIME (MIN) = 128 DISCHARGE (CFS) = 47.4 TIME (MIN) = 144 DISCHARGE (CFS) = 56.4 TIME (MIN) = 160 DISCHARGE (CFS) = 71.6 TIME (MIN) = 176 DISCHARGE (CFS) = 105.1 TIME (MIN) = 192 DISCHARGE (CFS) = 612.73 — TIME (MIN) -208 DISCHARGE (CFS) = 66.2 TIME (MIN) = 224 DISCHARGE (CFS) = 84.3 TIME (MIN) = 240 DISCHARGE (CFS) = 62.8 TIME (MIN) = 256 DISCHARGE (CFS) = 51.4 TIME (MIN) = 272 DISCHARGE (CFS) = 44.1 TIME (MIN) = 288 DISCHARGE (CFS) = 39 TIME (MIN) = 304 DISCHARGE (CFS) = 35.2 TIME (MIN) = 320 DISCHARGE (CFS) = 32.2 TIME (MIN) = 336 DISCHARGE (CFS) = 29.8 TIME (MIN) = 352 DISCHARGE (CFS) = 27.7 TIME (MIN) = 368 DISCHARGE (CFS) = 26 TIME (MIN) = 384 DISCHARGE (CFS) = 0 Hydrology and Hydraulic Studies for Bressi Ranch in Carlsbad Prepared for LENNAR COMMUNITIES 5780 FLEET STREET, SUITE 320 CARLSBAD, CA 92008 Prepared by Howard H. Chang, Ph.D.,P.E. March 2001 Howard H. Chang Consultants Hydraulic and Hydrologic Engineering Erosion and Sedimentation P. O. Box 9492 Rancho Santa Fe, CA 92067 TEL: (858) 756-9050 FAX: (858) 756-9460 HYIXiOCSiAPB AT 3 COMBINED AT BAS-Sl DETAIN PT-Sl 491. 6.23 401. 2.77 ( 311 y 2.90 791. 2.90 2.90 340. 3.07 RTESl-4 733. 3.03 514. 339. lis.44 3.03 RYDROGRAPH AT 224. 2.77 27. 2 aimTtm) AT asi. 2.90 SSI. BYIJSOQIAPH AT HYDROGKAPn AT 21S. 2.77 76. 2.73 2 COMBINED AT 56. 34. .26 ) 288. 2.77 34. .26 2.77 HYDROGRAPH AT 2 COMBINED AT B^SS-LZ / / 316. 2.77 119. .58 2 COMB IDED AT 659. ROUTBD TO 1227. 2.93 103.93 2.93 ROUreD TO RTB4-6 1074. 3.17 653. 3.8B 67.12 3 .17 HYDROGRAPH AT BAS-1,3 870. 2.83 2 COMBINED AT 1688. 2.90 546 . RYDROGRAPH AT PT-6 122. 2.77 2 COMBINED AT *•* NORMAL END OP HEC-1 **• 1781. 2.90 B-23 APPENDIX 7.1 PONDPACK CALCULATIONS REP/l 2249DR.DOC Job File: C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Rain Dir: C:\HAESTAD\PPKW\RAINFALL\ JOB TITLE BRESSI RANCH EL FUERTE STREET & POINSETTIA LANE DETENTION BASIN lOO-YEAR S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Table of Contents i Table of Contents ******************** NETWORK SUMMARIES ********************** Watershed 100 Executive Summary (Nodes) 1.01 Executive Summary (Links) 1.02 Network Calcs Sequence 1.03 ******************** RUNOFF HYDROGRAPHS ******************** READ HYG 100. . . 100 Read HYG 2.01 ********************* CHANNEL ANALYSES ********************* R 10 Chn-Trapz 3.01 Channel Equations 3.02 *********************** HYG ADDITION *********************** OUT 20 100 Node: Addition Summary 4.01 *********************** TIME VS.ELEV *********************** P 100 OUT 100 Time-Elev 5.01 ************************ TIME VS.VOL *********************** P 100 OUT 100 Time vs. Volume 6.01 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Table of Contents ii Table of Contents (continued) *********************** POND VOLUMES *********************** PHI2 Vol: Elev-Area 7.01 ******************** OUTLET STRUCTURES ********************* PIOORISER Outlet Input Data 8.01 Individual Outlet Curves 8.09 Composite Rating Curve 8.29 *********************** POND ROUTING *********************** P 100 Pond E-V-Q Table 9.01 P 100 IN 100 Node: Pond Inflow Summary 9.02 P 100 OUT 100 Pond Routing Summary 9.04 Detention Time 9.05 Pond Routed HYG (total out) 9.06 PR 70 100 Diverted Hydrograph 9.07 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Executive Summary (Nodes) Name.... Watershed File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 1.01 Event: 100 yr (Trun.: NETWORK SUMMARY -- NODES HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Node ID Outfall OUT 2 0 P 100 P 100 Type READ HYG 100 JCT IN POND OUT POND HYG HYG Vol Qpeak cu.yd. Trun. min 57447.83 57448.19 57447.83 57448.19 208.00 192.00 208.00 192.00 Qpeak cfs 310.23 612.73 310.23 612 .73 Max WSEL ft 153.70 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Executive Summary (Links) Name.... Watershed File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 1.02 Event: 100 yr NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Link ID A 10 Type ADD UN DL DN HYG Vol Peak Time Peak Q cu.yd. Trun. min cfs End Points 57448.19 57448.19 57448.19 192.00 192.00 192 .00 612.73 612.73 612.73 READ HYG 100 P 100 IN PR 70 PR 70 PONDrt UN 57448.19 192.00 612.73 P 100 57447.83 208.00 310.23 P 100 DL 57447.83 208.00 310.23 DN 57447.83 208.00 310.23 OUT 20 IN OUT S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Network Calcs Sequence Name.... Watershed File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 NETWORK RUNOFF NODE SEQUENCE Page 1.03 Event: 100 yr Runoff Data Read HYGRead HYG 100 Apply to Node HYG Qin READ HYG 100 Receiving Link Add Hyd READ HYG 100 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Network Calcs Sequence Name.... Watershed File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 NETWORK ROUTING SEQUENCE Page 1.04 Event: 100 yr Link Operation UPstream Node Add Hyd A 10 HYG Qin READ HYG 100 POND ROUTE TOTAL OUTFLOW... DNstream Node Pond P 100 Total Pond Outflow Pond P 100 IN SET POND ROUTING LINK TO TOTAL POND OUTFLOW. Outlet PR 70 Outflow P 100 Outflow P 100 OUT Jet OUT 20 IN OUT S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type. Name. File. Title Storm Read HYG READ HYG 100 Tag: 100 C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW lOO-YEAR Tag: 100 Page 2.01 Event: 100 yr HYG file = C:\HAESTAD\PPKW\EL FUERTE\FULL.HYG HYG ID = FIOO HYG Tag = Peak Discharge = Time to Peak = HYG Volume 612.73 cfs 192.00 min 57448.19 cu.yd. HYDROGRAPH ORDINATES (cfs) Time 1 min 1 Time on Output Time left represents increment time for = 16.00 min first value in each row. .00 1 .00 25.30 26.90 28.70 30.90 80.00 1 33.60 37.00 41.40 47.40 56.40 160.00 I 71.60 105.10 612.73 66.20 84.30 240.00 1 62.80 51.40 44.10 39.00 35.20 320.00 1 32.20 29.80 27.70 26.00 .00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.. Name. . . Chn-Trapz. . R 10 Page 3.01 File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth.) TRAPEZOIDAL CROSS SECTION = .005000 ft/ft Elev. (ft) Slope Mannings n = 0.08000 Invert Elev. = 137.00 ft Top of Channel Base width Rt Side slope Lt Side slope 154.00 ft 10.00 ft 2.000 horizontal :1 vert. 2.000 horizontal :1 vert. Depth (ft) Flow Vel. Area Top W. Wet.P. Hd Froude (cfs) (ft/sec) (sq.ft) (ft) (ft) (ft) No. 138. 500 1. 50 28. 39 1 46 19. 5000 16. 00 16 71 1. 22 0. 23 139. 000 2. 00 47. 72 1 70 28 . OOOO 18. 00 18 94 1. 56 0. 24 139. 500 2 50 72. 08 1 92 37 . 5000 20. 00 21 18 1. 88 0. 25 140 000 3 00 101. 73 2 12 48. OOOO 22. 00 23 42 2 . 18 0. 25 140 500 3 50 136 93 2 30 59 5000 24. 00 25 65 2. 48 0 26 141 000 4 00 177 96 2 47 72 OOOO 26. 00 27 89 2. 77 0 26 141 500 4 50 225 11 2 63 85 5000 28 00 30 12 3 05 0 27 142 000 5 00 278 64 2 79 100 OOOO 30 00 32 36 3 33 0 27 142 500 5 50 338 85 2 93 115 5000 32 00 34 60 3 61 0 27 143 000 6 00 406 00 3 08 132 OOOO 34 00 36 83 3 88 0 28 143 500 6 50 480 37 3 21 149 5000 36 00 39 07 4 15 0 28 144 000 7 00 562 22 3 35 168 OOOO 38 00 41 30 4 42 0 28 144 500 7 50 651 82 3 48 187 5000 40 00 43 54 4 69 0 28 145 000 8 00 749 43 3 60 208 OOOO 42 00 45 78 4 95 0 29 145 500 8 50 855 31 3 73 229 5000 44 00 48 01 5 22 0 29 146 000 9 00 969 70 3 85 252 OOOO 46 00 50 25 5 48 0 29 146 500 9 50 1092 87 3 97 275 5000 48 00 52 .49 5 74 0 29 147 000 10 00 1225 05 4 .08 300 OOOO 50 00 54 .72 6 00 0 .29 147 500 10 50 1366 50 4 .20 325 5000 52 00 56 .96 6 26 0 .30 148 000 11 .00 1517 44 4 .31 352 OOOO 54 00 59 .19 6 52 0 .30 148 500 11 50 1678 13 4 .42 379 5000 56 00 61 .43 6 .78 0 .30 149 000 12 00 1848 79 4 .53 408 OOOO 58 00 63 .67 7 .03 0 .30 149 500 12 50 2029 66 4 .64 437 .5000 60 .00 65 .90 7 .29 0 .30 150 000 13 00 2220 .96 4 .75 468 .0000 62 .00 68 .14 7 .55 0 .30 150 500 13 .50 2422 .94 4 .85 499 .5000 64 .00 70 .37 7 .80 0 .31 151 .000 14 .00 2635 .80 4 .95 532 .0000 66 .00 72 .61 8 .06 0 .31 151 .500 14 .50 2859 .78 5 .06 565 .5000 68 .00 74 .85 8 .32 0 .31 152 .000 15 .00 3095 .09 5 .16 600 .0000 70 .00 77 .08 8 .57 0 .31 152 .500 15 .50 3341 .96 5 .26 635 .5000 72 .00 79 .32 8 .83 0 .31 153 .000 16 .00 3600 .60 5 .36 672 .0000 74 .00 81 .55 9 .08 0 .31 153 .500 16 .50 3871 .23 5 .46 709 .5000 76 .00 83 .79 9 .34 0 .31 154 .000 17 .00 4154 .05 5 .55 748 .0000 78 .00 86 .03 9 .59 0 .32 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Channel Equations Name.... R 10 Page 3.02 File. C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW SOLUTION TO MANNINGS OPEN CHANNEL FLOW EQUATION (Computed values are based on normal depth.) Q = (k/n) * A * (R**2/3) * (S**l/2) where: Q = Channel flow k = Mannings constant n = Mannings n R = Hydraulic radius, A/WP A = X-section flow area WP = Wetted perimeter S = Slope English Units cfs 1.485919 no units ft sq.ft. ft ft/ft SI units cms 1.0 no units m sq.m. m m/m ADDITIONAL OUTPUT VARIABLES: Vel= Q/A Hd = A/TpW F = Vel / (g * Hd)**l/2 where: Vel= Velocity Q = Channel flow A = X-section flow area Hd = Hydraulic depth TpW= Top width for flow area g = Acceleration of gravity F = Froude No. English Units ft/sec cfs sq.ft. ft ft ft/sec**2 no units SI units m/sec cms sq.m. m m m/sec**2 no units (Subcritical: F < 1; Critical: F = 1; Supercritical: F > 1) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Node: Addition Summary Page 4.01 Name OUT 20 Event: 100 yr File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: OUT 20 HYG Directory: C:\HAESTAD\PPKW\EL FUERTEX Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag PR 70 P 100 IN PR 70 100 INFLOWS TO: OUT 20 Voltime Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs PR 70 100 57447.83 208.00 310.23 TOTAL FLOW INTO: OUT 20 Volume Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs OUT 20 100 57447.83 208.00 310.23 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Node: Addition Summary Name.... OUT 20 File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 4.02 Event: 100 yr TOTAL NODE INFLOW.. HYG file = HYG ID = OUT 20 HYG Tag = 100 Peak Discharge Time to Peak HYG Volume 310.23 cfs 208.00 min 57447.83 cu.yd. HYDROGRAPH ORDINATES (cfs) Time 1 min 1 Time on Output Time left represents increment time for = 16.00 min first value in each row. .00 1 .00 3.36 12 .14 24.44 29.03 80.00 1 32.18 35.23 39 .11 43.63 50.63 160.00 I 63.17 87.75 289 .59 310.23 169.38 240.00 I 77.81 58.19 48 .54 42.71 37 .72 320.00 1 33.79 31.06 28 .80 26.94 15.99 400.00 I 7 .89 4.82 2 .95 2.01 1.54 480.00 1 1.18 .91 .70 .53 .41 560.00 1 .31 .24 .19 .14 .11 640.00 I .08 .06 .05 .04 .03 720.00 1 .02 .02 .01 .01 .01 800.00 1 .01 .00 .00 .00 S/N: 421E05706A8B PondPack Ver: 7.0 Project Design Consultants (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Time-Elev Name P 100 OUT Tag: 100 File .... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 5.01 Event: 100 yr TIME vs. ELEVATION (ft) Time min Output Time increment = 16.00 min Time on left represents time for first value in each row. 00 1 138 50 139 49 141 08 141 84 142 08 80 00 I 142 20 142 32 142 47 142 69 143 04 160 00 1 143 52 144 39 152 29 153 70 146 99 240 00 1 144 07 143 33 142 94 142 65 142 42 320 00 1 142 26 142 16 142 07 141 99 141 32 400 00 1 140 32 139 76 139 41 139 19 139 03 480 00 1 138 91 138 81 138 74 138 68 138 64 560 00 1 138 .61 138 58 138 56 138 55 138 54 640 00 1 138 .53 138 .52 138 .52 138 51 138 51 720 00 1 138 .51 138 .51 138 .50 138 .50 138 .50 800 00 j 138 .50 138 .50 138 .50 138 .50 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Time vs. Volume Name P 100 OUT Tag: 100 File C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 TIME VS. VOLUME (cu.yd.) Page 6.01 Event: 100 yr Time min Output Time increment = 16.00 min Time on left represents time for first value in each row. 00 1 00 388 91 1041 38 1378 56 1489 29 80 00 1 1547 34 1604 06 1676 96 1783 86 1953 89 160 00 I 2202 19 2664 12 8709 63 10120 31 4273 58 240 00 I 2493 63 2102 55 1906 56 1761 23 1650 75 320 00 1 1577 16 1526 68 1485 15 1449 31 1145 09 400 00 1 721 98 495 52 359 00 271 28 207 81 480 00 1 159 22 122 03 93 56 71 74 55 01 560 00 I 42 20 32 36 24 83 19 05 14 61 640 00 1 11 21 8 60 6 60 5 .06 3 .89 720 00 I 2 .98 2 28 1 76 1 .35 1 .03 800 00 1 .80 61 47 .36 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.. Name. . File.. Title. Vol: PHI 2 Elev-Area C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW HIGH BASIN Page 7.01 Elevation (ft) 138.50 139.00 139.50 140.00 142.00 144.00 146.00 148.00 150.00 152.00 154.00 155.00 156.00 158.00 Planimeter Area Al-i-A2-i-sqr (A1*A2 (sq.in) Volume Volume Sum (sq.ft) (sq.ft) (cu.yd.) (cu.yd 10500 0 00 00 10620 31680 195. 55 195. 55 10700 31980 197 41 392. 96 10800 32250 199 07 592. 03 12500 34919 862 20 1454. 23 14500 40463 999 08 2453 32 17000 47200 1165 44 3618 76 20500 56168 1386 87 5005 62 23500 65949 1628 37 6633 99 25250 73109 1805 17 8439 16 28900 81163 2004 04 10443 19 29200 87150 1075 .92 11519 11 31100 90435 1116 .48 12635 59 32700 95690 2362 .72 14998 31 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal -i- Area2 + sq.rt. (Areal*Area2)) where: ELl, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Name.... PIOORISER Page 8.01 File.... C:\HAESTAD\PPKW\EL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE REQUESTED POND WS ELEVATIONS: Min. Elev.: Increment = Max. Elev.: 138.50 ft 2.00 ft 156.50 ft *********************************************** OUTLET CONNECTIVITY ********************************************** > Forward Flow Only (Upstream to DnStream) < Reverse Flow Only (DnStream to Upstream) < > Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Culvert-Circular LF > TW 138. 500 156. 500 Stand Pipe Sl > Cl 153 . 800 156. 500 Orifice-Circular 01 > Cl 141. 000 156. 500 Orifice-Circular 02 > Cl 142 . 000 156. 500 Orifice-Circular 03 > Cl 143 . 000 156. 500 Orifice-Circular 04 > Cl 144. 000 156. 500 Orifice-Circular 05 > Cl 145. 000 156. 500 Orifice-Circular 06 > Cl 146. 000 156. 500 Orifice-Circular 07 > Cl 147. 000 156. 500 Culvert-Circular Cl > TW 139. 300 156. 500 TW SETUP, DS Channel S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.02 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = LF = Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope 1.5000 ft 138.50 ft 137.70 ft 81.59 ft 81.59 ft .00981 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .2000 Kb = .018213 Kr = .2000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) •I-/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 Tl ratio (HW/D) = 1.155 T2 ratio (HW/D) = 1.302 Slope Factor = -.500 Calc inlet only = Yes Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2... At Tl Elev = 140.23 ft > Flow = 7.58 cfs At T2 Elev = S/N: 421E05706A8B PondPack Ver: 7.0 140.45 ft Flow = 8.66 cfs Project Design Consultants (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Name.... PIOORISER Page 8.03 File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Invert Elev. Diameter Orifice Area Orifice Coeff. Weir Length Weir Coeff. K, Submerged K, Reverse Kb,Barrel Barrel Length Mannings n Sl Stand Pipe 153.80 ft 12.0000 ft 113.0974 sq.ft .600 37.70 ft 3 .500 .000 1.000 .000000 (per ft of full flow) .00 ft .0000 Structure ID 01 Structure Type -Orifice-Circular # of Openings = 16 Invert Elev. -141.00 ft Diameter -.5000 ft Orifice Coeff. — .600 Structure ID 02 Structure Type = Orifice-Circular # of Openings Invert Elev. Diameter Orifice Coeff. 16 142.00 ft .5000 ft .600 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Name.... PIOORISER Page 8.04 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE OUTLET STRUCTURE INPUT DATA Structure ID = 03 Structure Type — Orifice-Circular # of Openings 16 Invert Elev. = 143.00 ft Diameter = .5000 ft Orifice Coeff. — .600 Structure ID 04 Structure Type = Orifice-Circular # of Openings = 16 Invert Elev. = 144.00 ft Diameter = .5000 ft Orifice Coeff. — .600 Structure ID 05 Structure Type = Orifice-Circular # of Openings 16 Invert Elev. = 145.00 ft Diameter = .5000 ft Orifice Coeff. — .600 Structure ID 06 Structure Type = Orifice-Circular # of Openings -16 Invert Elev. = 146.00 ft Diameter = .5000 ft Orifice Coeff. .600 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Page 8.05 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE OUTLET STRUCTURE INPUT DATA Structure ID = 07 Structure Type = Orifice-Circular # of Openings = 16 Invert Elev. = 147.00 ft Diameter = .5000 ft Orifice Coeff. = .600 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Name.... PIOORISER Page 8.06 File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE OUTLET STRUCTURE INPUT DATA Structure ID Structure Type No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope = Cl = Culvert-Circular 4.0000 ft 139.30 ft 138.60 ft 70.88 ft 70.88 ft .00988 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .2000 Kb = .004925 Kr = .2000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) -I-/- ft INLET Equati Inlet Inlet Inlet Inlet Tl rat T2 rat Slope CONTROL DATA, on form = Control K Control M Control c = Control Y io (HW/D) io (HW/D) Factor = 1 .0098 2.0000 .03980 .6700 1.155 1.302 -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2... At Tl Elev = 143.92 ft > Flow = 87.96 cfs At T2 Elev = 144.51 ft > Flow = 100.53 cfs S/N: 421E05706A8B PondPack Ver: 7.0 Project Design Consultants (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Page 8.07 Name.... PIOORISER File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE OUTLET STRUCTURE INPUT DATA Structure ID = TW Structure Type = TW SETUP, DS Channel USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW... Channel Type: Chn-Trapz. Channel ID: R 10 CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Outlet Input Data Vage 8.08 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW... Channel Type: Chn-Trapz. Channel ID: R 10 Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth.) TRAPEZOIDAL CROSS SECTION Slope = .005000 ft/ft Mannings n = 0.08000 Invert Elev. = 137.00 ft Top of Channel = 154.00 ft Base width = 10.00 ft Rt Side slope = 2.000 horizontal :1 vert. Lt Side slope = 2.000 horizontal :1 vert. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Page 8.09 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE RATING TABLE FOR ONE OUTLET TYPE Structure ID = LF (Culvert-Circular) Mannings open channel maximiun capacity: 11.19 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft -i-/-ft Computation Messages 138.50 .00 137.00 .000 WS below an invert; no flow. 139.30 2.32 137.34 .000 INLET CONTROL... Equ.l: HW=.80 dc=.577 Ac=.6262 140.50 8.87 137.77 .000 INLET CONTROL... Submerged: HW=2.00 141.00 10.86 137.87 .000 INLET CONTROL... Submerged: HW=2.50 142.00 14.01 138.46 .000 INLET CONTROL... Submerged: HW=3.50 142.50 15.35 138.81 .000 INLET CONTROL... Submerged: HW=4.00 143.00 16.58 139.05 .000 INLET CONTROL... Submerged: HW=4.50 144.00 18.79 139.56 .004 INLET CONTROL... Submerged: HW=5.50 144.50 19.81 139.84 .006 INLET CONTROL... Submerged: HW =6.00 145.00 20.78 140.04 .007 INLET CONTROL... Submerged: HW =6.50 146.00 22.59 140.49 .003 INLET CONTROL... Submerged: HW =7.50 146.50 23.44 140.72 .006 INLET CONTROL... Submerged: HW=8.00 147.00 24.26 140.91 .004 INLET CONTROL... Submerged: HW=8.50 148.50 26.58 141.43 .007 INLET CONTROL... Submerged: HW =10.00 150.50 29.38 141.83 .006 INLET CONTROL... Submerged: HW =12.00 152.50 31.94 142.13 .007 INLET CONTROL... Submerged: HW =14.00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER Page 8.10 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE RATING TABLE FOR ONE OUTLET TYPE Structure ID = LF (Culvert-Circular) Mannings open channel maximum capacity: 11.19 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft -I-/-ft Computation Messages 153.80 33.50 142.28 .009 INLET CONTROL... Submerged: HW =15.30 154.50 34.31 142.69 .008 INLET CONTROL... Submerged: HW =16.00 156.50 36.52 143.73 .000 INLET CONTROL... Submerged: HW =18.00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.11 RATING TABLE FOR ONE OUTLET TYPE Structure ID = Sl (Stand Pipe) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft •f/-ft -t-/-cf s ft -f/-ft 138.50 .00 137. 00 .000 WS below an invert; no flow. 139.30 .00 ... ... 137. 34 .000 WS below an invert; no flow. 140.50 .00 . . . . . . . . . 137 77 .000 WS below an invert; no flow. 141.00 .00 . . . . .. . . . 137 87 .000 WS below an invert; no flow. 142.00 .00 ... . . . . . . 138 46 .000 WS below an invert; no flow. 142.50 .00 . . . . . . 138 81 .000 WS below an invert; no flow. 143.00 .00 . . . . . . 139 05 .000 WS below an invert; no flow. 144.00 .00 . . . . . . . . . 139 56 .004 WS below an invert; no flow. 144.50 .00 ... ... . . . 139 84 .006 WS below an invert; no flow. 145.00 .00 . . . . . . 140 04 .007 WS below an invert; no flow. 146.00 .00 . . . ... . . . 140 49 .003 ws below an invert; no flow. 146.50 . 00 ... . . . 140 72 .006 ws below an invert; no flow. 147.00 .00 . . . 140 .91 .004 ws below an invert; no flow. 148.50 .00 . . . . . . 141 .43 .007 ws below an invert; no flow. 150.50 .00 . . . . . . . . . 141 .83 .006 ws below an invert; no flow. 152.50 .00 . . . 142 .13 .007 ws below an invert; no flow. 153.80 .00 . . . 142 .28 .009 ws below an invert; no flow. 154.50 77 .28 154.50 Free 148.81 .000 .000 142 .69 .008 Weir: H =.70 S/N: 421E05706A8B Project Design Consultants Type.... Individual Outlet Curves Name.... PIOORISER Page 8.12 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE RATING TABLE FOR ONE OUTLET TYPE Structure ID = Sl (Stand Pipe) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) Pond WS. Device (into) Converge Next Elev. Q HW HGL DS HGL DS HGL ft cfs ft ft ft DS HGL Q SUM DS Chan. TW Error Error TW Error -i-/-ft -i-/-cfs ft •H/-ft 156.50 480.37 156.50 156.50 156.50 .000 .000 143.73 .000 DS HGL-i-Loss > crest: Flow set to Downstream outlet. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.13 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS X FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. Q HW HGL DS HGL DS HGL Error Error TW cfs ft ft ft -i-/-ft -i-/-cfs ft TW Error -(-/-ft 138. 50 00 137. 00 .000 WS below an invert; no flc3w. 139. 30 00 . . . 137. 34 .000 WS below an invert; no flow. 140. 50 00 ... . . . . . . . . . 137. 77 .000 WS below an invert; no flow. 141. 00 00 . . . . , . . . . . . 137 87 .000 WS below an invert; no flow. 142 00 13 09 142.00 Free 140.35 000 .000 138 46 .000 H = .75 142 50 16 91 142.50 Free 140.76 000 .000 138 81 .000 H =1.25 143 00 20 00 143.00 Centroid 141.01 000 .000 139 05 .000 H =1.75 144 00 23 53 144.00 141.58 141.58 004 .000 139 56 .004 H =2.42 144 50 24 42 144.50 141.89 141.90 006 .000 139 84 .006 H =2.61 145 00 25 61 145.00 142.13 142.14 007 .000 140 04 .007 H =2 .87 146 00 27 56 146.00 142.68 142.68 .003 .000 140 .49 .003 H =3 .32 146 50 28 20 146.50 143.02 143.02 .006 .000 140 .72 .006 H =3 .48 147 00 29 07 147.00 143.30 143.31 .004 .000 140 .91 .004 H =3.70 148 50 31 06 148.50 144.28 144.27 .007 .000 141 .43 .007 H =4.22 150 50 34 46 150.50 145.31 145.31 .006 .000 141 .83 .006 H = 5.19 152 50 37 76 152 .50 146.27 146.26 .007 .000 142 .13 .007 H = 6.23 S/N 421E05706A8B Project Design Consultants PondPack Ver : 7 .0 (325) Compute Time: 17 : 54:21 Date: 01-09 -2003 Type.... Individual Outlet Curves Page 8.14 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS X FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft -(-/-ft -i-/-cfs ft -i-/-ft 153.80 39.92 153.80 146.83 146.84 .009 .000 142.28 .009 H =6.97 154.50 36.05 154.50 148.82 148.81 .008 .000 142.69 .008 H =5.68 156.50 .00 156.50 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.15 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 02 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. Elev. Q HW HGL DS HGL DS HGL Error Error TW ft cfs ft ft ft -f/-ft -i-/-cfs ft TW Error -i-/-ft 138.50 139.30 140.50 141.00 142.00 142.50 143.00 144.00 144.50 145.00 146.00 146.50 147.00 148.50 150.50 152.50 .00 WS .00 WS .00 WS .00 WS .00 WS 7.56 13.09 20.00 22.68 25.07 27.56 28.20 29.07 31.06 34.46 37.76 S/N: 421E05706A8B PondPack Ver: 7.0 below an below an below an below an below an 142.50 = .25 143.00 = .75 144.00 =1.75 144.50 =2 .25 145.00 =2.75 146.00 =3 .32 146.50 =3.48 147.00 =3.70 148.50 =4.22 150.50 =5.19 152.50 =6.23 Project (325) invert; invert; invert; invert; invert; Free Free Free Free 142.13 142.68 143.02 143.30 144.28 145.31 146.27 no no no no flow, flow, flow, flow. no flow. 140.76 141.01 141.58 141.90 142.14 142.68 143.02 143.31 144.27 145.31 146.26 .000 .000 .000 .000 .000 .003 .006 .004 .007 .006 .007 137.00 137.34 137.77 137.87 138.46 000 138.81 000 139.05 000 000 000 139.56 000 139.84 000 140.04 000 140.49 000 140.72 000 140.91 141.43 000 141.83 142.13 .000 .000 .000 .000 .000 .000 .000 .004 .006 .007 .003 .006 .004 .007 .006 .007 Design Consultants Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.16 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 02 (Orifice-Circular) Upstream ID DNstream ID (Pond Water Surface) Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. TW Q HW HGL DS HGL DS HGL Error Error TW Error cfs ft ft ft -l-/-ft -l-/-CfS ft -H/'ft 153.80 39.92 153.80 H =6.97 154.50 36.05 154.50 H =5.68 156.50 .00 156.50 146.83 146.84 .009 .000 142.28 .009 148.82 148.81 .008 .000 142.69 .008 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.17 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 03 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS X FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft -^/ -ft -1-/ -cfs ft •(-/-ft 138. 50 00 ... ... . . . 137 . 00 .000 WS below an invert; no flow. 139. 30 00 ... . . . 137 . 34 .000 WS below an invert; no flow. 140. 50 00 . . . 137. 77 .000 WS below an invert; no flow. 141. 00 00 ... . . . . . . 137. 87 .000 WS below an invert; no flow. 142 . 00 00 . . . . . . 138 46 .000 WS below an invert; no flow. 142. 50 . 00 ... . . . . . . 138 81 .000 WS below an invert; no flow. 143. 00 00 . . . . . . 139 05 .000 WS below an invert; no flow. 144. 00 13 . 09 144.00 Free 141.58 .000 .000 139 56 .004 H = .75 144. 50 16. 91 144.50 Free 141.90 .000 .000 139 84 .006 H =1.25 145. 00 20. 00 145.00 Free 142.14 .000 .000 140 04 .007 H =1.75 146 00 25. 07 146.00 Free 142.68 .000 .000 140 .49 .003 H =2.75 146 50 27. 26 146.50 143.02 143.02 .000 .000 140 .72 .006 H =3.25 147 00 29 07 147.00 143.30 143.31 .004 .000 140 .91 .004 H =3 .70 148 50 31 06 148.50 144.28 144.27 .007 .000 141 .43 .007 H =4.22 150 50 34 46 150.50 145.31 145.31 .006 .000 141 .83 .006 H = 5.19 152 50 37 76 152.50 146.27 146.26 .007 .000 142 .13 .007 H =6.23 S/N: 421E05706A8B Project PondPack Ver: 7.0 (325) Design Consultants Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.18 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 03 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. TW Q HW HGL DS HGL DS HGL Error Error TW Error cfs ft ft ft -i-/-ft -i-/-cfs ft -i-/-ft 153.80 39.92 153.80 H =6.97 154.50 36.05 154.50 H =5.68 156.50 .00 156.50 146.83 146.84 .009 .000 142.28 .009 148.82 148.81 .008 .000 142.69 .008 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.19 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 04 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device Q cfs (into) Converge Next DS HGL Q SUM DS Chan. TW HW HGL DS HGL DS HGL Error Error TW Error ft ft ft -i-/-ft -(-/-cfs ft -(-/-ft 138. 50 00 WS below an invert; no flow. 137. 00 .000 139 30 00 WS below an invert; no flow. • • • 137. 34 .000 140 50 00 WS below an invert; no flow. 137. 77 .000 141 00 00 WS below an invert; no flow. 137. 87 .000 142 00 00 WS below an invert; no flow. 138. 46 .000 142 50 00 WS below an invert; no flow. 138. 81 .000 143 00 00 ws below an invert; no flow. 139. 05 .000 144 00 00 ws below an invert; no flow. 139 56 .004 144 50 7 56 H 144.50 = .25 Free 141.90 .000 .000 139 84 .006 145 .00 13 09 H 145.00 = .75 Free 142.14 .000 .000 140 04 .007 146 .00 20 00 H 146.00 =1.75 Free 142.68 .000 .000 140 49 .003 146 .50 22 .68 H 146.50 =2 .25 Free 143.02 .000 .000 140 72 .006 147 .00 25 .07 H 147.00 =2.75 Free 143.31 .000 .000 140 91 .004 148 .50 31 .06 H 148.50 =4.22 144.28 144.27 .007 .000 141 43 .007 150 .50 34 .46 H 150.50 =5.19 145.31 145.31 .006 .000 141 83 .006 152 .50 37 .76 H 152.50 =6.23 146.27 146.26 .007 .000 142 .13 .007 s/N: 421E05706A8B Project PondPack Ver: 7.0 (325) Design Consultants Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.20 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 04 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft -i-/-ft -t-/-cf s ft -i-/-ft 153.80 39.92 153.80 146.83 146.84 .009 .000 142.28 .009 H = 6.97 154.50 36.05 154.50 148.82 148.81 .008 .000 142.69 .008 H =5.68 156.50 .00 156.50 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54: 21 Date: 01-09 -2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.21 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 05 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft ^1 -ft -f/ -cfs ft •(-/-ft 138. 50 00 ... . . . 137. 00 .000 WS below an invert; no flow. 139. 30 00 . . . . . . . . . . . . 137. 34 .000 WS below an invert; no flow. 140. 50 00 . . . . . . 137. 77 .000 WS below an invert; no flow. 141. 00 00 . . . . . . . . . 137 87 .000 WS below an invert; no flow. 142. 00 00 . . . . . . . . . 138 46 .000 WS below an invert; no flow. 142. 50 00 ... . . . 138 81 .000 WS below an invert; no flow. 143 . 00 00 ... . . . 139 05 .000 WS below an invert; no flow. 144. 00 00 . . . . . . 139 56 .004 WS below an invert; no flow. 144. 50 00 ... . . . . . . 139 84 .006 WS below an invert; no flow. 145. 00 00 ... . . . . . . 140 04 .007 WS below an invert; no flow. 146. 00 13 . 09 146.00 Free 142.68 .000 .000 140 .49 .003 H = .75 146. 50 16. 91 146.50 Free 143.02 .000 .000 140 .72 .006 H = 1.25 147. 00 20. 00 147.00 Free 143.31 .000 .000 140 .91 .004 H =1.75 148. 50 27. 26 148.50 Free 144.27 .000 .000 141 .43 .007 H =3 .25 150 50 34 46 150.50 145.31 145.31 .006 .000 141 .83 .006 H =5.19 152 50 37 76 152.50 146.27 146.26 .007 .000 142 .13 .007 H =6.23 S/N: 421E05706A8B PondPack Ver: 7.0 Project Design Consultants (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.22 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 05 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. TW Q HW HGL DS HGL DS HGL Error Error TW Error cfs ft ft ft -i-/-ft •i-/-cfs ft -i-/-ft 153.80 39.92 153.80 H =6.97 154.50 36.05 154.50 H =5.68 156.50 .00 156.50 146.83 146.84 .009 .000 142.28 .009 148.82 148.81 .008 .000 142.69 .008 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.23 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 06 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. Q HW HGL DS HGL DS HGL Error Error TW cfs ft ft ft -(-/-ft -(-/-cfs ft TW Error -i-/-ft 138. 50 .00 WS below an invert; no flow. 137. 00 .000 139. 30 .00 WS below an invert; no flow. 137. 34 .000 140 50 .00 WS below an invert; no flow. 137. 77 .000 141 00 .00 WS below an invert; no flow. 137 87 .000 142 00 .00 WS below an invert; no flow. 138 46 .000 142 50 .00 WS below an invert; no flow. 138 81 .000 143 00 .00 ws below an invert; no flow. 139 05 .000 144 00 .00 ws below an invert; no flow. 139 56 .004 144 50 .00 ws below an invert; no flow. 139 84 .006 145 00 .00 ws below an invert; no flow. 140 04 .007 146 00 .00 ws below an invert; no flow. 140 .49 .003 146 50 7.56 H 146.50 = .25 Free 143.02 .000 .000 140 .72 .006 147 .00 13 .09 H 147.00 = .75 Free 143.31 .000 .000 140 .91 .004 148 .50 22.68 H 148.50 =2 .25 Free 144.27 .000 .000 141 .43 .007 150 .50 31.17 H 150.50 =4.25 Free 145.31 .000 .000 141 .83 .006 152 .50 37.76 152.50 146.27 146.26 .007 .000 142 .13 .007 H =6.23 S/N: 421E05706A8B PondPack Ver: 7.0 Project Design Consultants (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.24 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = 06 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS X FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. Q HW HGL DS HGL DS HGL Error Error TW cfs ft ft ft -f/-ft -i-/-cfs ft TW Error -t-/-ft 153.80 39.92 153.80 H =6.97 154.50 36.05 154.50 H =5.68 156.50 .00 156.50 146.83 148.82 146.84 148.81 .009 .008 .000 .000 142.28 142.69 156.50 156.50 .000 .000 143.73 Full riser flow. Q=0 this opening. .009 .008 .000 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Name PIOORISER File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.25 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 07 (Orifice-Circular) Upstream ID DNstream ID (Pond Water Surface) Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft -f/ -ft -1-/ -cfs ft -i-/-ft 138. 50 .00 ... ... 137. 00 .000 WS below an invert; no flow. 139. 30 .00 . . . . . . . . . 137. 34 .000 WS below an invert; no flow. 140. 50 .00 . . . . . . . .. . . . 137. 77 .000 WS below an invert; no flow. 141. 00 .00 ... . . . . .. . . . 137 87 .000 WS below an invert; no flow. 142. 00 .00 ... . . . . . . 138 46 .000 WS below an invert; no flow. 142. 50 .00 . . . . . . . .. 138 81 .000 WS below an invert; no flow. 143. 00 .00 . . . 139 05 .000 WS below an invert; no flow. 144. 00 .00 . . . . . . . . . 139 56 .004 WS below an invert; no flow. 144. 50 .00 . . . . . . . . . 139 84 .006 ws below an invert; no flow. 145. 00 .00 . . . . . . . . . . . . 140 04 .007 WS below an invert; no flow. 146. 00 .00 . . . 140 .49 .003 WS below an invert; no flow. 146. 50 .00 ... . . . . . . 140 .72 .006 WS below an invert; no flow. 147 00 .00 . . . 140 .91 .004 WS below an invert; no flow. 148 50 16.91 148.50 Free 144.27 .000 .000 141 .43 .007 H =1.25 150 50 27.26 150.50 Free 145.31 .000 .000 141 .83 .006 H =3.25 152 50 34.65 152.50 Free 146.26 .000 .000 142 .13 .007 H =5.25 S/N: 421E05706A8B Project PondPack Ver: 7.0 (325) Design Consultants Compute Time: 17:54:21 Date: 01-09-2003 Type.... Individual Outlet Curves Page 8.26 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE RATING TABLE FOR ONE OUTLET TYPE Structure ID = 07 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = Cl (Culvert-Circular) NUMBER OF OPENINGS = 16 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft •i-/-ft •f/-Cf s ft -i-/-ft 153.80 38.70 153.80 Free 146.84 .000 .000 142.28 .009 H = 6.55 154.50 36.05 154.50 148.82 148.81 .008 .000 142.69 .008 H =5.68 156.50 .00 156.50 156.50 156.50 .000 .000 143.73 .000 Full riser flow. Q=0 this opening S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54: 21 Date: 01-09 -2003 Type.... Individual Outlet Curves Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.27 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = Cl (Culvert-Circular) Mannings open channel maximum capacity: 153.55 cfs UPstream ID's= Sl, 01, 02, 03, 04, 05, 06, 07 DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 2 EACH FLOW = SUM OF BARRELS X FLOW FOR ONE BARREL Device (into) Converge Next DS HGL Q SUM DS Chan. Q HW HGL DS HGL DS HGL Error Error TW cfs ft ft ft -f/-ft -i-/-cfs ft TW Error -H/-ft 138.50 139.30 140.50 141.00 142.00 142.50 143.00 144.00 144.50 145.00 146.00 146.50 147.00 148.50 150.50 152.50 .00 WS below an invert; no flow. .00 WS below an invert; no flow. .00 139.30 137.77 137.77 .00 13 .09 139.30 137.87 137.87 138.46 .000 .000 .000 140.35 138.46 CRIT.DEPTH CONTROL Vh= .258ft Dcr= 24.47 140.76 138.81 138.81 .000 CRIT.DEPTH CONTROL Vh= .363ft Dcr= 33.10 141.01 139.05 139.05 .000 CRIT.DEPTH CONTROL Vh= .430ft Dcr= 56.63 141.58 139.56 139.56 .000 CRIT.DEPTH CONTROL Vh= 71.57 141.90 139.84 CRIT.DEPTH CONTROL Vh= .680ft Dcr= 83.78 142.14 140.04 140.04 .000 CRIT.DEPTH CONTROL X/h= 113.28 142.68 140.49 CRIT.DEPTH CONTROL Vh= .92 6ft Dcr= 130.80 143.02 140.72 140.72 .000 INLET CONTROL... Equ.1: HW =3.72 145.40 143.31 140.91 140.91 .000 INLET CONTROL... Equ.1: HW =4.01 191.07 144.27 141.43 141.43 .000 INLET CONTROL... Transition: HW =4, 230.71 145.31 141.83 141.83 .000 INLET CONTROL... Submerged: HW =6, 261.18 146.26 142.13 142.13 .000 INLET CONTROL... Submerged: HW =6 .588ft Dcr= 139.84 .000 .753ft Dcr= 140.49 .000 .000 .000 .000 .742ft .000 1.021ft .000 1.193ft .000 1.576ft .000 1.781ft .000 1.934ft .000 2.265ft .000 dc=2.441 .000 dc=2.579 .000 97 .000 01 . .000 96 137.00 .000 137.34 .000 137.77 .000 137.87 .000 138.46 .000 CRIT.DEPTH 138.81 .000 CRIT.DEPTH 139.05 .000 CRIT.DEPTH 139.56 .004 CRIT.DEPTH 139.84 .006 CRIT.DEPTH 140.04 .007 CRIT.DEPTH 140.49 .003 CRIT.DEPTH 140.72 .006 Ac=8.0344 140.91 .004 Ac=8.5675 141.43 .007 141.83 .006 142.13 .007 S/N: 421E05706A8B Project Design Consultants Type.... Individual Outlet Curves Name.... PIOORISER File C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE Page 8.28 Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = Cl (Culvert-Circular) Mannings open channel maximum capacity: 153.55 cfs UPstream ID's= Sl, 01, 02, 03, 04, 05, 06, 07 DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 2 EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL Device (into) Converge Next DS HGL Q SUM DS Chan. Q HW HGL DS HGL DS HGL Error Error TW cfs ft ft ft -H/-ft -yf-cts ft TW Error •i-/-ft 153.80 278.23 146.84 142.28 142.28 INLET CONTROL... Submerged: 154.50 329.64 148.81 142.69 142.69 INLET CONTROL... Submerged: 156.50 480.37 156.50 143.73 143.73 INLET CONTROL... Submerged: .000 .000 HW =7.54 .000 .000 HW =9.51 .000 .000 HW =17.20 142.28 142.69 143.73 .009 .008 .000 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Composite Rating Curve Page 8.29 Name.... PIOORISER File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Title... SINGLE RISER PIPE ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .009 (-1-/- ft) FLOW PATH: Elev= 153.8; Branch: 06-C1-TW * Max. convergence errors shown may also occur for flow paths other than the ones listed above. WS Elev, Total Q Notes Converge Elev. Q TW Elev • Error ft cfs ft -i-/-ft Contributing Structures 138. 50 00 137 . 00 .000 (no Q: LF,S1,01,02,03,04,05,06,07,C1) 139. 30 2. 32 137. 34 .000 LF (no Q: Sl,01,02,03,04,05,06,07,Cl) 140. 50 8. 87 137. 77 .000 LF (no Q: Sl,01,02,03,04,05,06,07,01) 141. 00 10. 86 137. 87 .000 LF (no Q: Sl,01,02,03,04,05,06,07,Cl) 142. 00 27. 11 138. 46 .000 LF,01,C1 (no Q: Sl,02,03,04,05,06,07) 142. 50 39. 81 138. 81 .000 LF,01,02,C1 (no Q: Sl,03,04,05,06,07) 143. 00 49. 67 139 05 .000 LF,01,02,C1 (no Q: Sl,03,04,05,06,07) 144 00 75. 42 139 56 .004 LF,01,02,03,C1 (no Q: Sl,04,05,06,07) 144 50 91. 38 139 84 .006 LF,01,02,03,04,C1 (no Q: Sl,05,06,07) 145 00 104 56 140 04 .007 LF,01,02,03,04,C1 (no Q: Sl,05,06,07) 146 00 135 87 140 49 .003 LF,01,02,03,04,05,01 (no Q: Sl,06,07) 146 50 154 24 140 72 .006 LF,01,02,03,04,05,06,01 (no Q: Sl,07) 147 00 169 66 140 91 .004 LF,01,02,03,04,05,06,01 (no Q: Sl,07) 148 50 217 65 141 43 .007 LF,01,02,03,04,05,06,07,01 (no Q: Sl) 150 50 260 09 141 83 .006 LF,01,02,03,04,05,06,07,01 (no Q: Sl) 152 50 293 12 142 13 .007 LF,01,02,03,04,05,06,07,Cl (no Q: Sl) 153 80 311 73 142 28 .009 LF,01,02,03,04,05,06,07,01 (no Q: Sl) 154 50 363 95 142 69 .008 LF,Sl,01,02,03,04,05,06,07,Cl 156 50 516 89 143 73 .000 LF,S1,C1 (no Q: 01,02,03,04,05,06,07) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Pond E-V-Q Table Name.... P 100 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Page 9.01 LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file C:XHAESTADXPPKWXEL FUERTEX NONE STORED - P 100 IN 100 NONE STORED - P 100 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data P 100 phi 2 PIOORISER No Infiltration INITIAL CONDITIONS Starting WS Elev = Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 138.50 ft .00 cu.yd. .00 cfs .00 cfs .00 cfs 16.00 min Elevation Outflow Storage Area Infilt. Q Total 2S/t 0 ft cfs cu yd. sq.ft cfs cfs cfs 138.50 00 00 10500 .00 00 .00 139.30 2 32 313 82 10668 .00 2 32 19.98 140.50 8 87 795 85 11213 .00 8 87 53.64 141.00 10 86 1007 39 11634 .00 10 86 67.53 142.00 27 11 1454 23 12500 .00 27 11 108.91 142.50 39 81 1690 20 12986 .00 39 81 134.89 143.00 49 67 1935 26 13481 .00 49 67 158.53 144.00 75 42 2453 32 14500 .00 75 42 213.42 144.50 91 38 2727 43 15106 .00 91 38 244.80 145.00 104 56 3012 89 15725 .00 104 56 274.04 146.00 135 87 3618 76 17000 .00 135 87 339.43 146.50 154 24 3941 36 17844 .00 154 24 375.94 147.00 169 66 4279 78 18709 .00 169 66 410.40 148.50 217 65 5392 00 21231 .00 217 65 520.95 150.50 260 09 7073 17 23932 .00 260 09 657.95 152.50 293 12 8914 .96 26139 .00 293 12 794.59 153.80 311 73 10230 .52 28524 .00 311 .73 887.19 154.50 363 95 10979 .76 29050 .00 363 .95 981.56 156.50 516 89 13215 .19 31496 .00 516 89 1260.24 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Node: Pond Inflow Summary Page 9.02 Name P 100 IN Event: 100 yr File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Storm. .. 100 Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: P 100 IN HYG Directory: C:XHAESTADXPPKWXEL FUERTEX Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag A 10 READ HYG 100 FIOO INFLOWS TO: P 100 IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs FIOO 57448.19 192.00 612.73 TOTAL FLOW INTO: P 100 IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs P 100 IN 100 57448.19 192.00 612.73 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Node: Pond Inflow Summary Name.... P 100 IN File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 9.03 Event: 100 yr TOTAL NODE INFLOW. HYG file = HYG ID = P 100 HYG Tag = 100 IN Peak Discharge Time to Peak HYG Volume 612.73 cfs 192.00 min 57448.19 cu.yd. HYDROGRAPH ORDINATES (cfs) Time 1 Output Time increment = 16.00 min min 1 Time on left represents time for first value in each row. .00 1 .00 25.30 26.90 28.70 30.90 80.00 1 33.60 37.00 41.40 47.40 56.40 160.00 I 71.60 105.10 612.73 66.20 84.30 240.00 1 62.80 51.40 44.10 39.00 35.20 320.00 1 32.20 29.80 27.70 26.00 .00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type. . . . Pond Routing Stunmary Name P 100 OUT Tag: 100 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 LEVEL POOL ROUTING SUMMARY Page 9.04 Event: 100 yr HYG Dir Inflow HYG file Outflow HYG file C:XHAESTADXPPKWXEL FUERTEX NONE STORED - P 100 IN 100 NONE STORED - P 100 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data P 100 phi 2 PIOORISER No Infiltration INITIAL CONDITIONS Starting WS Elev = Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 138.50 ft .00 cu.yd. .00 cfs .00 cfs .00 cfs 16.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow 612.73 310.23 cfs cfs at at 192.00 min 208.00 min Peak Elevation Peak Storage = 153.70 ft 10120.31 cu.yd. MASS BALANCE (cu.yd. -t- Initial Vol = -^ HYG Vol IN - Infiltration = - HYG Vol OUT = - Retained Vol = Unrouted Vol = .00 57448.19 .00 57447.83 .36 -.00 cu.yd. (.000% of Inflow Volume) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Detention Time Name.... P 100 OUT Tag: 100 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 9.05 Event: 100 yr DETENTION TIMES SUMMARY HYG Dir Inflow HYG file Outflow HYG file C:XHAESTADXPPKWXEL FUERTEX NONE STORED NONE STORED P 100 P 100 IN 100 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data P 100 phi 2 PIOORISER No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow -1- Inf ilt. 208 00 min Tp, Total Inflow = 192 00 min Peak to Peak = 16 00 min Qout-t-Infilt. Centroid = 209 84 min Inflow Centroid = 192 93 min Centroid to Centroid = 16 91 min Weighted Avg. Plug Time = 21 55 min Max.Plug Vol. Plug Time = 13 08 min Max.Inflow Plug Volume = 12761 42 cu.yd (From 176.00 to 192.00 min) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Pond Routed HYG (total out) Name P 100 OUT Tag: 100 File.... C:XHAESTADXPPKWXEL FUERTEXBRESSIE.PPW Storm... 100 Tag: 100 Page 9.06 Event: 100 yr POND ROUTED TOTAL OUTFLOW HYG. HYG file = HYG ID = P 100 OUT HYG Tag = 100 Peak Discharge Time to Peak HYG Volume 310.23 cfs 208.00 min 57447.83 cu.yd. HYDROGRAPH ORDINATES (cfs) Time 1 min 1 Time on Output Time left represents increment time for = 16.00 min first value in each row. .00 1 .00 3.36 12 .14 24.44 29.03 80.00 1 32.18 35.23 39 .11 43.63 50.63 160.00 I 63.17 87.75 289 .59 310.23 169.38 240.00 I 77.81 58.19 48 .54 42.71 37.72 320.00 I 33.79 31.06 28 .80 26.94 15.99 400.00 I 7.89 4.82 2 .95 2.01 1.54 480.00 I 1.18 .91 .70 .53 .41 560.00 I .31 .24 .19 .14 .11 640.00 1 .08 .06 .05 .04 .03 720.00 I .02 .02 .01 .01 .01 800.00 1 .01 .00 .00 .00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Type.... Diverted Hydrograph Name.... PR 70 File.... C:XHAESTADXPPKWXEL FUERTEX Storm... 100 Tag: 100 Page 9.07 Event: 100 yr DIVERTED HYDROGRAPH. HYG file = HYG ID = PR 7 0 HYG Tag = 100 Peak Discharge Time to Peak HYG Volume 310.23 cfs 208.00 min 57447.83 cu.yd. HYDROGRAPH ORDINATES (cfs) Time 1 min 1 Output Time Time on left represents increment time for = 16.00 min first value in each row. .00 1 .00 3.36 12 .14 24.44 29.03 80.00 1 32.18 35.23 39 .11 43.63 50.63 160.00 1 63.17 87.75 289 .59 310.23 169.38 240.00 1 77.81 58.19 48 .54 42.71 37 .72 320.00 I 33.79 31.06 28 .80 26.94 15.99 400.00 I 7.89 4.82 2 .95 2.01 1.54 480.00 1 1.18 .91 .70 .53 .41 560.00 1 .31 .24 .19 .14 .11 640.00 I .08 .06 .05 .04 .03 720.00 1 .02 .02 .01 .01 .01 800.00 I .01 .00 .00 .00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Appendix A A-l Index of Starting Page Numbers for ID Names 0 OUT 20 100... 4.01 p P 100... 9.01 P 100 IN 100... 9.02 P 100 OUT 100... 5.01, 6.01, 9.04, 9.05, 9.06 PIOORISER... 8.01, 8.09, 8.29 PHI2... 7.01 PR 70 100... 9.07 R R 10... 3.01, 3.02 READ HYG 100 100... 2.01 W Watershed 100... 1.01, 1.02, 1.03 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 17:54:21 Date: 01-09-2003 Hydrograph OUT 20 100 600 500 _ 400 H— 5 300 o U- 200 100 0' Currently Plotted Curves P 100 IN 100 P 100 OUT 100 0 100 200 300 400 Time (min) I I t I- 500 600 Elev. vs. Flow PIOORISER > LU 100 200 300 Flow (cfs) 400 Currently Plotted Curves PIOORISER 500 Elev. vs. Volume PHI 155 > UJ 5000 10000 Volume (cu.yd.) Currently Plotted Curves PHI APPENDIX 7.2 HEC-RAS CALCULATIONS REP/I2249DR.DOC HEC-RAS Version 2.2 November 1998 RMS for AutoCAD BOSS Intemational 6300 University Avenue Micidleton, Wisconsin 53562 Tel : (608) 258-9910 Fax : (608) 258-9943 EMail : support@bossintl.com WWW : www.bossintl.com X X XXXXXX xxxx xxxx XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X xxxx XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX xxxx X X X X XXXXX **************************************** **************************************** PROJECT DATA Project Title : El Fuerte Street Project Description : Detention Basin Spillway Outlet Project Engineer -. MCM Run Date and Time : 08/08/02 02:09:54 PM Project in English units ««»,,**»*****,*,,*•***,***,***************************************************** PLAN DATA Plan Summary Infonnation: Number of: Cross-Sections = 10 Multiple Openings = 0 Culverts = 0 Bridges = 0 Cortputational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Coitputational Flow Regime: Mixed Flow Encroachment Data: None »,,,,*,,**»,*,**«*,****,*****t*****************************»**»***************** FLOW DATA Flow Data (cfs) *************************************** * Riv Sta * PF 1 * *************************************** 233 * 613 * *************************************** Boundary Conditions ****«**.****•********************************•**•*********************** * Profile * Upstream Downstream * ***********•*•.«*«***********************»****************************** * I * Critical Depth Normal S = 0.03 * **.************ *********************************************'^*********** ************* ********************************************************** CROSS SECTION INPUT River Station: 233 Description: station Elevation Data, num = 6 Sta Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. **«.,*.***•*.******************************************************************* 1000 158 1005 158 1013 154 1053 154 1061 158 1066 158 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .015 1005 .015 1061 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1005 1061 14 14 14 0.1 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L Sta R Elev ************************************************ 1000 1005 158 1061 1066 158 CROSS SECTION OUTPUT Riv Sta: 233 Profile # PF 1 .************** *.**.•*********,************************************************************************** * E.G. Elev (ft) * 156.74 * Element * Vel Head (ft) * 0.87 * Wt. n-Val * W.S. Elev (ft) * 155.87 * Reach Len. (ft) * Crit W.S. (ft) * 155.87 * Flow Area (sq ft) * E.G. Slope (ft/ft) * 0.002838 * Area (sq ft) * Q Total (cfs) * 613.00 * Flow (cfs) * Top Width (ft) * 47.48 * Top Width (ft) * Vel Total (ft/s) * 7.49 * Avg. Vel. (ft/s) * Max Chl Dpth (ft) * 1.87 * Hydr. Depth (ft) * Conv. Total (cfs) * 11506.0 * Conv. (cfs) * Length Wtd. (ft) * 14.00 * Wetted Per. (ft) * Min Ch El (ft) * 154.00 * Shear (Ib/sq ft) * Alpha * 1.00 * Stream Power (lb/ft * Frctn Loss (ft) * * Ctim Volume (acre-ft) •C&E Loss (ft) * * Cum SA (acres) ****************************************** CROSS SECTION INPUT River Station: 219 Description: * Left OB * Channel * Right OB * * * 0.015 * * * 14 00 * 14.00 * 14 00 * •* * 81.81 * * * * 81.81 * * * * 613.00 * * * * 47.48 * * * * 7.49 * * * * 1.72 * * * » 11506.0 * * * * 48.36 * * * * 0.30 * * * * 2.25 * * * 0 .01 * 0.29 * 0 .01 * * 0 .00 * 0.17 * 0 .00 * ************************************************ station Elevation Data, num = 6 Sta. Elev. sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. .,.*..•».***.*.**»****.***.******•****••***•************************************ 1000 149 1005 149 1009 147 1039 147 1043 149 1048 149 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .015 1005 .015 1043 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1005 1043 14 14 14 0.1 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L Sta R Elev ************************************************ 1000 1005 149 1043 1048 149 CROSS SECTION OUTPUT Riv Sta: 219 Profile # PF 1 fc*************^ .**.*****«*.**************•*********•*********************************'' * E G. Elev (ft) * 156.00 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 8.15 * Wt. n-Val * * 0.015 * * * W.S. Elev (ft) * 147.84 * Reach Len. (ft) * 14.00 * 14.00 * 14.00 * Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C Sc E Loss (ft) 149.29 * Flow Area (sq ft) 0.072997 * Area (sq ft) 613.00 * Flow (cfs) 33.38 * Top Width (ft) 22.91 * Avg. Vel. (ft/s) 0.84 * Hydr. Depth (ft) 2268.9 * Conv. (cfs) 14.00 * Wetted Per. (ft) 147.00 * Shear (Ib/sq ft) 1.00 * Stream Power (lb/ft s) 0.11 * Cum Volume (acre-ft) 0.72 * Cum SA (acres) * * 26.75 * * * * 26.75 * * * * 613.00 * * * * 33.38 * * * * 22.91 * * * * 0. 80 * * * * 2268.9 * * * * 33.78 * * * * 3.61 * * * * 82.71 * * * 0.01 * 0.27 * 0 01 * * 0.00 * 0.16 * 0 00 * IT*********** ********* .********************************* fc******************^ ********* CROSS SECTION INPOT Description: River Station: 200 Station Elevation Data, num = 6 Sta. Elev. Sta. Elev. Sta. Elev. *************************************************** 1000 142 1009 142 1013 140 1046 142 Sta. Elev. f**************i Sta. Elev. ************* 1033 140 1037 142 Mannings n Values, Sta. Value ****************** 1000 .015 Bank Sta: Left 1009 num = 3 Sta. Value Sta. Value ***************************** 1009 .015 1037 .015 Right 1037 Lengths: Left Channel 4 4 Right 4 Coeff Contr. 0.1 Ejcpan. 0.3 Ineffective Flow Areas, ntim = 2 Sta L Sta R Elev Sta L Sta R Elev ************************************************ 1000 1005 142 1041 1046 142 CROSS SECTION OUTPUT Riv ************************** Sta: 200 Profile # PF 1 ***************************^ * E.G. Elev (ft) * 154.47 * Element * Vel Head (ft) * 13.52 * Wt. n-Val * W.S. Elev (ft) * 140.95 * Reach Len. (ft) * Crit W.S. (ft) * 142.81 * Flow Area (sq ft) * E.G. Slope (ft/ft) * 0 .109044 * Area (sq ft) * Q Total (cfs) * 613.00 * Flow (cfs) * Top Width (ft) * 23.79 * Top Width (ft) * Vel Total (ft/s) * 29.51 * Avg. Vel. (ft/s) * Max Chl Dpth (ft) * 0.95 * Hydr. Depth (ft) * Conv. Total (cfs) * 1856.4 * Conv. (cfs) * Length Wtd. (ft) * 4.00 * Wetted Per. (ft) * Min Ch El (ft) * 140.00 * Shear (Ib/sq ft) * Alpha * 1.00 * Stream Power (lb/ft s) * Frctn Loss (ft) * 1.22 * Cum Volume (acre-ft) * C&E Loss (ft) * 0.52 * Cum SA (acres) * ******************** * * * * ********* *********************** *********** *********** ************ * Left OB * Channel * Right OB * * * 0.015 * * * 4.00 * 4.00 * 4.00 * * * 20.77 * * * * 20.77 * * * * 613.00 * * * * 23.79 * * * * 29.51 * * * * 0.87 * * * * 1856.4 * * * * 24.24 * * * * 5.83 * * * * 172.14 * * * 0.01 * 0.26 * 0.01 • * 0.00 * 0.15 * 0.00 * t************* CROSS SECTION INPOT Description: River Station: 196 Station Elevation Data, num = 6 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. »,,»*****»****««,***************************************»*********************** 1000 142 1005 142 1013 138 1033 138 1041 142 1046 142 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .015 1005 .015 1041 .015 Lengths: Left Channel Right Bank Sta: Left 1005 Right 1041 Coeff Contr. Expan. 0.1 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L ********* 1000 sta R Elev ******************************* 1046 142 CROSS SECTION OOTPOT ******W*************^ 1005 142 1041 Riv Sta: 196 Profile # PF 1 **************** *'* ***************** [[******•* * E.G. Elev (ft) * 153 86 * Element * * Vel Head (ft) * 14 96 * Wt. n-Val * * W.S. Elev (ft) * 138 91 * Reach Len. (ft) * * Crit W.S. (ft) * 140 78 * Flow Area (sq ft) * * E.G. Slope (ft/ft) * 0.127626 * Area (sq ft) * * Q Total (cfs) * 613 00 * Flow (cfs) * * Top Width (ft) * 23 62 * Top Width (ft) * * Vel Total (ft/s) * 31 04 * Avg. Vel. (ft/s) * * Max Chl Dpth (ft) * 0 91 * Hydr. Depth (ft) * * Conv. Total (cfs) * 1715.9 * Conv. (cfs) * * Length Wtd. (ft) * 8 00 •* Wetted Per. (ft) * * Min Ch El (ft) * 138 00 * Shear (Ib/sq ft) * * Alpha * 1 .00 * Stream Power (lb/ft s) * * Frctn Loss (ft) * 0 .47 * Cum Volume (acre-ft) * * C&E Loss (ft) * 0 .14 * Cum SA (acres) * * ******************* ********* * * * *************************** Left OB 8.00 0.01 0.00 **************** * * * * channel * Right OB * 0.015 * * 8.00 * 8. 00 * 19.75 * * 19.75 * * 613.00 * * 23.62 * * 31.04 * * 0.84 * * 1715.9 * * 24jiia. * * * 2CTr59 * * 0.26 * 0 01 * 0.15 * 0 00 * ********** [********************** CROSS SECTION INPOT Description: River Station: 188 Station Elevation Data, num = 6 Sta. Elev. Sta. Elev. Sta. Elev. Sta. ****************•***************************************' 1000 138 1005 138 1013 134 1033 1046 138 Elev. ******** 134 Sta. Elev. ************** 1041 138 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .024 1005 .024 1041 .024 Bank Sta: Left 1005 Right 1041 Lengths: Left Channel 10 10 Right 10 Coeff Contr. Expan. 0.1 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L * * * * * ****************** 1000 1000 145 Sta R Elev ********************* 1045 1046 145 CROSS SECTION OOTPUT ********************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) ********************* Riv Sta ******** * 141.00 * 0.11 * 140.90 136.78 * 0.000181 613.00 * 46.00 2.53 6.90 * 45571.1 10.00 134.00 * 1.06 * 0.00 * 0.00 *********** 188 * * * * * Profile # PF 1 ***************** Element Wt. n-Val Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (Ib/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) *********************** * * ********* *********************** * Left OB * Channel * Right OB * * 0.024 * 0.024 * 0.024 * * 10.00 * 10.00 * 10.00 * * 14.48 * 216.28 * 11.59 * * 14 .48 * 216.28 * 14.48 * * 18.07 * 575.32 * 19.61 * * 5.00 * 36.00 * 5.00 * * 1.25 * 2.66 * 1.69 * * 2.90 * 6.01 * 2.90 * * 1343.6 * 42769 . 8 * 1457.7 * * 7.90 * 37.89 * 4.00 * * 0.02 * 0.06 * 0.03 * * 0.03 * 0.17 * 0.06 * * 0.01 * 0.24 * 0.01 * * 0.00 * 0.14 * 0.00 * * * *********** ******** * * *********** CROSS SECTION INPOT Description: River Station: 178 station Elevation Data, Sta. Elev. Sta. *************** num = 6 Elev. Sta. Elev. Sta. Elev. ********************************************* 1000 1046 138 138 1005 138 1013 134 1033 134 Sta. Elev. r*************** 1041 138 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .024 1005 .024 1041 .024 Bank Sta: Left 1005 Right 1041 Lengths: Left Channel 5 5 Right 5 Coeff Contr. 0.1 EJtpan. 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L 1000 1000 Sta R Elev ******************************* 1045 1046 145 CROSS SECTION OOTPOT *********** ******** 145 Riv Sta: 17 c*********** 8 Profile # PF 1 *************************************^ ********************* * E.G. Elev (ft) * 141.00 * Element * Left OB * * Vel Head (ft) * 0.11 * Wt. n-Val * 0.024 * * W.S. Elev (ft) * 140.89 * Reach Len. (ft) * 5.00 * * Crit W.S. (ft) * 136.78 * Flow Area (sq ft) * 14.47 * * E.G. Slope (ft/ft) * 0.000181 * Area (sq ft) * 14.47 * * Q Total (cfs) * 613.00 * Flow (cfs) * 18.07 * * Top Width (ft) * 46.00 * Top Width (ft) * 5.00 * * Vel Total (ft/s) * 2.53 * Avg. Vel. (ft/s) * 1.25 * * Max Chl Dpth (ft) * 6.89 * Hydr. Depth (ft) * 2.89 * * Conv. Total (cfs) * 45546.9 * Conv. (cfs) * 1342.4 * * Length Wtd. (ft) * 5.00 * Wetted Per. (ft) * 7.89 * * Min Ch El (ft) * 134.00 * Shear (Ib/sq ft) * 0.02 * * Alpha * 1.06 * Stream Power (lb/ft s) * 0.03 * * Frctn Loss (ft) * 0.00 * Cum Volume (acre-ft) * 0.00 * * C&E Loss (ft) * 0.00 * Cum SA (acres) * 0.00 * ********************************************************************** Channel * 0.024 * 5.00 * 216.21 * 216.21 * 575.33 * 36.00 * 2.66 * 6.01 * 42748.3 * 37.89 * 0.06 * 0.17 • 0.19 * 0.13 * t********** Right OB 0.024 5.00 11.58 14.47 19.60 5.00 1.69 2.89 1456.2 4.00 0.03 0.06 0.00 0.00 ********** CROSS SECTION INPOT Description: River Station: 173 Station Elevation Data, num = 6 Sta. Elev. Sta. Elev. ************ ********* Sta. Elev. Sta. Elev. *************************************** Sta. Elev. *************** 1000 1046 138 138 1005 138 1013 134 1033 134 1041 138 Mannings n Values, num = 3 Sta. Value Sta. Value ************************* 1000 .024 1005 Sta. Value ********************** 1041 .024 Bank Sta: Left 1005 Righc 1041 .024 Lengths: Left Channel Right Coeff Contr. 0.1 Expan. 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L ****************** 1000 1000 Sta R ********************** 145 1045 1046 Elev ******* 145 CROSS SECTION OUTPOT Riv Sta: 173 Profile # PF 1 If*******************' 141.00 * Element ************************* * E.G. Elev (ft) * Vel Head (ft) 0.11 * Wt. n-Val ******************************************* * Left OB * Channel * Right OB * * 0.024 * 0.024 * 0.024 ' * w.s. Elev (ft) * 140.89 * * Crit W.S. (ft) * 136.78 * * E.G. Slope (ft/ft) * 0.000181 * * Q Total (cfs) * 613.00 * * Top Width (ft) * 46.00 * * Vel Total (ft/s) * 2.53 * * Max Chl Dpth (ft) * 6.89 * * Conv. Total (cfs) * 45534.8 * * Length Wtd. (ft) * 8.00 * * Min Ch El (ft) * 134.00 * * Alpha * 1.06 * * Frctn Loss (ft) * 0.00 * * C&E Loss (ft) * 0.09 * ******************** ********** Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (Ib/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) ************************ * 8.00 * 8.00 * 8.00 * * 14.47 * 216.18 * 11.58 * * 14.47 • 216.18 * 14.47 * * 18.06 * 575.34 * 19.59 * * 5.00 * 36.00 * 5.00 * * 1.25 * 2.66 * 1.69 * * 2.89 * 6.01 * 2.89 * * 1341.8 * 42737.6 * 1455.4 * * 7.89 * 37.89 * 4.00 * * 0.02 * 0.06 * 0.03 * * 0.03 * 0.17 * 0.06 * * 0.00 * 0.17 * 0.00 * * 0.00 * 0.13 * 0.00 * ******************** CROSS SECTION INPOT Description: River Station: 165 Station Elevation Data, num = 6 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. *«,,,»,***«*,***********************.*****•************•************•***' 1000 1150 142 139 1030 140 1075 138 1095 138 1120 Elev. ******* 138 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .024 1000 .024 1150 .024 Bank Sta: Left Right 1000 1150 Lengths: Left Channel 15 15 Right 15 Coeff Contr. 0.1 Expan. 0.3 Ineffective Flow Areas, num = 2 Sta L Sta R Elev Sta L Sta R Elev ************************************************ 1000 1075 145 1115 1150 145 CROSS SECTION OOTPOT Riv Sta: 165 Profile # PF 1 ****************************************************** ******** ******** * E.G. Elev (ft) * 140 91 * Element * * Vel Head (ft) * 0 97 * wt. n-Val * * W.S. Elev (ft) * 139 94 * Reach Len. (ft) * * Crit W.S. (ft) * 139 94 * Flow Area (sq ft) * * E.G. Slope (ft/ft) * 0 .006691 * Area (sq ft) * * Q Total (cfs) * 613 00 * Flow (cfs) * * Top Width (ft) * 118 72 * Top Width (ft) * * Vel Total (ft/s) * 7 89 * Avg. Vel. (Et/s) * * Max Chl Dpth (ft) * 1 94 * Hydr. Depth (ft) * * Conv. Total (cfs) * 7494.0 * Conv. (cfs) * * Length Wtd. (ft) * 15 .00 * Wetted Per. (ft) * * Min Ch El (ft) * 138 .00 * Shear (Ib/sq ft) * * Alpha * 1 .00 * Stream Power (lb/ft s) * * Frctn Loss (ft) * 0 .11 * Cum Volume (acre-ft) * * C&E Loss (ft) * 0 .16 * Cum SA (acres) * ********************* * * * * * * * * * * * * * ************************* Left OB * * 15.00 * ********** Channel * 0.024 * 15.00 * 77.73 * 173.22 * 613.00 * 118.72 * 7.89 * 1.94 * 7494.0 * 40.00 * 0.81 * 6.40 * 0.13 * 0.11 * r********* r********** Right OB * * 15.00 • ********** CROSS SECTION INPUT Description: River Station: 150 Station Elevation Data, num = 6 Sta Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. *,,,*,,,»,****«*,***,********************************************•************** 1000 142 1030 140 1070 138 1080 137.5 1095 138 1120 139 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .03 1000 .03 1120 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1120 60 50 45 0.1 0.3 CROSS SECTION OOTPUT Riv Sta: 150 Profile # PF 1 ***************************************** Left OB It ***** ^ ******************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) ************************************** * 140. 61 * Element * * 1. 48 * Wt. n-Val * * 139. 13 * Reach Len. (ft) * * 139. 58 * Flow Area (sq ft) * * 0 047327 * Area (sq ft) * * 613. 00 * Flow (cfs) * * 72 53 * Top Width (ft) * * 9 77 * Avg. Vel. (ft/s) * * 1 63 * Hydr. Depth (ft) * * 2817.8 * Conv. (cfs) * * 50 00 * Wetted Per. (ft) * * 137 50 * Shear (Ib/sq ft) * * 1 00 * Stream'Power (lb/ft s) * * 0 22 * Cum Voliime (acre-ft) * * 0 05 * Cum SA (acres) * 60.00 ****************** Channel * Right It************* ^*********** 0.030 * 50.00 * 62.76 * 62.76 * 613.00 * 72.53 * 9.77 * 0.87 * 2817.8 * 72-72 * 2.55 * 24.90 * 0.09 * 0.08 * ********* 45 OB 00 *********** CROSS SECTION INPOT Description: River Station: 100 Station Elevation Data, nxm = 5 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. ************************************************************************* 1025 138 1047 136 1063 138 1080 1000 140 Elev. ****** 139 Mannings n Values, num = 3 Sta. Value Sta. Value Sta. Value ************************************************ 1000 .03 1000 .03 1080 .03 Bank Sta: Left 1000 Right 1080 Lengths: Left Channel Right 0 0 0 Coeff Contr. Expan. 0.1 0.3 CROSS SECTION OOTPOT *********************^ Riv Sta: 100 Profile # PF 1 *************************************^ ******************^ * E.G. Elev (ft) * 139 71 * Element * * Vel Head (ft) * 0 69 * Wt. n-Val * * W.S. Elev (ft) * 139 02 * Reach Len. (ft) * * Crit W.S. (ft) * 139 02 * Flow Area (sq ft) * * E.G. Slope (ft/ft) * 0.012172 * Area (sq ft) * * Q Total (cfs) * 613 00 * Flow (cfs) * * Top Width (ft) * 67 70 * Top Width (ft) * * Vel Total (ft/s) * 6 68 * Avg. Vel. (ft/s) * * Max Chl Dpth (ft) * 3 02 * Hydr. Depth (ft) * * Conv. Total (cfs) * 5556.1 * Conv. (cfs) * * Length Wtd. (ft) * * Wetted Per. (ft) * * Min Ch El (ft) * 136 00 * Shear (Ib/sq ft) * * Alpha * 1 00 * Stream Power (lb/ft s) * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * C&E Loss (ft) * * Cum SA (acres) * Left OB Channel 0.030 91.82 91.82 613.00 67.70 6.68 1.36 5556.1 68.00 1.03 6 . 85 Right OB ************* ************************* **************** SUMMARY OF MANNING'S N VALUES ***************************************** * River Sta. * nl * n2 * n3 * ***************************************** .015* .015* .015* .015* .024' .024* .024* .024* 0.03* 0.03' * 233 * 0.015* 0.015* 0 * 219 * 0.015* 0.015* 0 * 200 * 0.015* 0.015* 0 * 196 * 0.015* 0.015* 0 * 188 * 0.024* 0.024* 0 * 178 * 0.024* 0.024* 0 * 173 * 0.024* 0.024* 0 * 165 * 0.024* 0.024* 0 * 150 * 0.03* 0.03* * 100 * 0.03* 0.03* * * * * ******* ************************* * * * * ******* * * * * ******** ************* t********************* ********* SUMMARY OF REACH LENGTHS ************* * * * ******** ****************** * River Sta. * Left * Channel* Right * *************** ******** ****************** 233 * 14* 14* 14* * 219 * 14* 14* 14* * 200 * 4* 4* 4* * 196 * 8* 8* 8* • 188 * 10* 10* 10* * 178 * 5* 5* 5* 173 * 8* 8* 8* 165 * 15* 15* 15* * 150 * 60* 50* 45* 100 * * * * *************** ******** ****************** *************** ******** ************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS ************ ******************** * River Sta. * Contr.* Expan. * *********************** ********* 233 * 0.1* 0.3* * 219 * 0.1* 0.3* 200 * 0.1* 0.3* 196 * 0.1* 0.3* 188 * 0.1* 0.3* * 178 * 0.1* 0.3* * * 0.1* 0.3* * 165 * 0.1* 0.3* 150 * 0.1* 0.3* * 100 * 0.1* 0.3* *********************** ********* ************ fc***************************** **************************** ERRORS WARNINGS AND NOTES Riv Sta: Warning: 100 Profile: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. Riv Sta: 150 Profile: Waming: The cross-section end points had to l>e extended vertically for the computed water surface. Waming: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for additional cross-sections. Waming: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross-sections. Note: Program found supercritical flow starting at this cross-section. Riv Sta: 165 Profile: Waming: The energy ecjuation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross-sections. Warning: During the standard step iterations, when the assumed water surface was set ecjual to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Riv Sta: 173 Profile: Waming: The cross-section end points had to be extended vertically for the computed water surface. Waming: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for additional cross-sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate Che need for additional cross-sections. Riv Sta: 178 Profile: Waming: The cross-section end points had to be extended vertically for the computed water surface. Riv Sta: 188 Profile: Warning: The cross-section end points had to be extended vertically for the conputed water surface. Note: Hydraulic jump has occurred between this cross-section and the previous upstream section. Riv Sta: 196 Profile: Waming: The velocity head has changed by more than 0.5 ft indicate the need for additional cross-sections. (0.15 m). This may Riv Sta: 200 Profile: Waming: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for additional cross-sections. Waming: The cross-section had to be extended vertically during the critical depth calculations. Waming: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross-section. This may indicate the need for additional cross-sections. Waming: The parabolic search method failed to converge on critical depth. The program will try the cross-section slice/secant method to find critical depth. Riv Sta: 219 Profile: Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross-sections. Waming: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross-sections. Warning: The cross-section had to be extended vertically during the critical depth calculations. Waming: The parabolic search method failed to converge on critical depth. The program will try the cross-section slice/secant method to find critical depth. Report Conpleted - 08/08/02 02:13:53 PM * * * .J. * •It -it -tt * * ^ * * * •n + •It -It •It * * * t-H * rH rH 00 cn Ol O m rH * .it * o in in cn rH TH rH O 00 O * u * * •tt rH in in O o o rH rH rH * * * * * * CJ * * -* X3 * * 3 * + 0 * * u * * * ElH * •tt •* -tt •It * * •ie * •It + •tt -It .It * •It * + * •K * * * * .c ^ * OO CO cn Ol o o o oa ro O * JJ J_) * ro VD o o o o-in r- * + ^O M-l •* •H —^ * r-ro ro ro vo VD VD 00 (N * •K s * •tt ro oa Ol •a-rH rH \o + * * a * * 0 * •ft fr> * -* •It -K * + * * * * * * * •n * •It * * •It * * •It (0 * H in in in r-m ro VD CN + * 0) « 00 t> j> ro oa oa r-OO + * oa < * rH VD o cn O) ra rs oa rH * tr* CO OJ Ol rH VD cn * S in * oa CN oa * * o * * rH * * 1X4 * * * •It * -* * •It •It * * * * * •K •it * •it * * * * * + •tt * tH ^ * a> rH rH VD vo VD cn 00 * * cm* (Tl in o VD VD VD 00 VD * * * * U -LJ * O) cn rH c>a oa CN \o + * IW * CS oa ro * .fc rH — * * 0) + * « > * •n * * * * * * * •!! * * * * * •It * * •It * * <U * CO Q. XJ * ro O 4-t + CO o o •It > ^ * o VD o o o rH rH rH .lc QJ JJ * o CO o o o cn VD P^ rH VM * H — * VD VD ro rH rH rH o O •¥ •It tn in in in ro •It * rH rH rH rH rH rH rH rH rH rH * o * * * W * •It •!< -K * * * •it * * •n * •It * * * + * •K * + •K * •* •It 00 * • —~ -lc r-cn rH CO 00 CO CO 00 oa W .U -It CO Ol CO cn in o * • M-l •*; s * in cn CN o VD VD VD cn a\ cn in ro ro ro ro ro ro * JJ + rH rH rH rH fH rH rH rH rH TH -H -It * U * •It u * •tt -k •« •tt * •It •K •It •it + •It •It •It * •it « * * * •It Ol •It > ^ * r-in rH O cn cn ro Ol 0) JJ * co CO cn a\ cn CO 00 cn rH o •It rH vw * cn cn w — * in o CO o o o cn cn cn in ro ro fO ro 4c * rH rH rH rH rH rH rH rH rH rH •t: W •It • * * 3 * * •ti * •K * * •tc •It •It •* •tl •it * * •It •It rH .— * o o o o o o o o O o •It o o o o o o o o in o * UH * vo ^ — * o CO 00 vo rH * u * in ro ro ro ro ro ro fO •Jt * rH rH rH rH rH rH rH rH rH Q) * c * rH + •H * XJ * s * to •tt •k •* -K * * * •tt •tt •H + •It * * * * * * * * ^ * * .— •* o o o O O o o o o O * m * o o o o o o o o o o iH * rH WH + ro ro fO •It fO u + ro ro ro ro ro ro ro ro ro ro T3 * JJ •* rH rH rH rH rH rH rH rH rH rH C * 0 * VO VD vo VD VD VD *o VO VD VD fO * EH * JJ * w + a * •tc •It 1 •tt •k •f JJ * •It •!< I •k * * * * •tt * •It •It •It * •It * •n + * :3 * •H a * •it JJ + tc * 0 * jj * o * m * * OJ * u * nH * -r-i -f QJ -tc > * ro cn o VD 00 CO ro in O O UH * •H + rO rH o cn 00 r-VD in o 0 * Ct; * OJ Ol CN rH rH rH rH rH rH rH u * •k cu * * * * •K * * * •It •tl * * •It * * •It •tt •It •lc * * x: — * "O y-i * •ri — * s • a • o * f-< * Dl u 0 Ul * C UJ • C U * (D —• * SS * u « * •It * JJ m •* * IW 4H •It * u * * •H * •It * a •* •it 4t •it •It •Ic •it •It •It •it •it « cn .—. •K •Ic 0} JJ * •It 0 MH * •tl •—• •It •it -It •IC td * •Ic * •it CA * •H -it CJ * •H •K •It •It •H •K * * m .—. * * 4J * -K 0 VW * •—- •1: * •It * c •It * JJ * u -* iH •tt * •K * •H * * •tc * •K •K •it •le * (0 JJ •It •It 0) MH •it •It X —' •H •It •* * rH * * * * > * * * * •K * * •It •H * •it * > —. * 0) 4J rH VW •It •it M •it •It •Ic •It + CO •k -H •It s -it * * * •it •k * * •Ic •H > JJ * * MH * * rH -it + * * * •It O cn o ^ * . * o « 3 a« 3 O 10 XJ Ul u (1) > o •• u * a. * 130 0 + 00 o LD COOO CO VJ5=^ LD vD rN\ 00 0^. -k 1 T 1 T-JdU 0^ CO CO OJ 0 + 50 1 + 00 1 + 50 0.0240 130 10-1-00 10-1-50 U-i-OO U-i-50 12-t-OO 165 150-r 148- - 146- - 144- - 14a- - 140- - 138 136- — 134- — 132- — 130- li •+--+-9-1-00 9-1-50 10-1-00 10-I-50 IHOO 173 Profile. PF 1 Flow DIschorge = 613.00 cfs • Conputed Wa-ter Surface = 139.94 ft Profile. PF 1 Flow Discharge = 613,00 cfs -- Conputed Water Surfoce = 140.89 ft 141 138- 136- 134 132 0.0300 130-1— 10-1-00 10-I-50 11-1-00 H 100 150-- 148- -• 146- - 144-- 14 140- - 138- - 136-" 134- - 132- - 130 0.0300 H lO-i-OO 10-^50 11-1-00 11-1-50 12-t-OO 150 Profile. PF 1 Flow Discharge = 613.00 cfs Conputed Woter Surfoce = 139.02 ft - Proflle. PF 1 Flow Discharge = 613.00 cfs — - Conputed Water Surface = 139.13 ft 150- 148 146 144 142 140- 138 136 134 132 1304 lit 196 H 10-.-00 lO-fSO U-t-OO 150- 148-1- 146- 144- - 142 140 138 136-f- 134 132 130-1— 10-1-00 10-1-50 U-HOO •+-H 200 Profile. PF 1 Flow Discharge = 613.00 cfs Conputed Water Surface = 138.91 ft Profile. PF 1 Flow Discharge = 613.00 cfs Conputed Water Surface = 140.95 ft 150- 148- 146- 144- 142- 140- 138- 136 134 132 130-H-H 9•^00 9-1-50 10-^00 10-^50 11-^00 178 150- 148- 146- 144 142- 140- 138- 136 134 132- - 130- ooo ••••'«• cu (u cu ooo -f-H-H 9-1-00 9-K50 10-t-OO 10-^50 ll-i-OO 188 Profile. PF 1 Flow DIschorge = 613.00 cfs Conputed Water Surface = 140.90 ft Proflle. PF 1 Flow Discharge = 613,00 cfs Conputed Woter Surfoce = 140,90 ft ooo in in in 150 148- 146- 144- 142 140 H-H 10-fOO 10-^50 U-i-OG 219 o in 160- 158- 156 154 152- 150-H-H 10•^00 ^-•50 11-1-00 233 Profile. PF 1 Flow DIschorge = 613,00 cfs Conputed Water Surfoce = 147.85 ft Profile. PF 1 Flow Discharge = 613.00 cfs Conputed Water Surface = 155.87 ft Ul ;^iui 'I— 00 , 'NG HEADWALL :R SDRSD D-35 '2 TON UNGROUTED ^RAP PER D-40 5.7', W^32', L=16') 'ER MIR AEI HP570 El LTER ^ „ BRIO OR EQUIVALENT ^