Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
3184; CANNON ROAD WEST; HYDRAULIC REPORT; 1998-02-01
Kelly Ranch 2011 Palomar Airport Road, Suite 206 Carlsbad, CA 92009 •: . , ESS;"% ; f•/ \ ' Prepared by, Howard H. Chang, Ph.'D.,P.E. February 1998 • Howard H. Chang P.O. Box 9492 Consultants • Rancho Santa, Fe, CA 92067 Hydraulic and Hydrologic TEL: (619) 756-9050 Engineering . FAX: 619 756-9460 Erosion and Sedimentation . I HYDRAULIC DESIGN FOR PROPOSED WETLAND AT KELLY RANCH INTRODUCTION A wetland has been proposed as a part of the Kelly Ranch development. The existing low land area located just south of El Camino Real and just east of Agua Hedionda Creek (see Fig. 1) will be preserved as a future wetland. This area is now separated from the main channel of Agua Hedionda Creek by a dike. Under the proposal, .a cut will be made through the dike to admit stream flow into the wetland area. The cut through the dike shall be referred to as the inlet channel for the wetland. S A hydraulic study has been made to provide the hydraulic geometry for the inlet channel. The purpose is of the study to determine the channel configuration such that adequate amount of stream flow will be admitted into the wetland. . WETLAND CONFIGURATION The existing low land area will be converted into the wetland. Based on the topographic information on the map, surface areas at different elevations were measured by a planimeter. The surface area versus elevation relation for the wetland is shown in Fig. 2. The volume for water storage in the wetland at each elevation was obtained by integrating the surface area at incremental • elevation. The storage volume versus elevation relation for the wetland is also shown in Fig. 2.. FLOOD HYDROLOGY FOR AGUA HEDIONDA CREEK . Recharge of the wetland during floods in Agua Hedionda Creek is related to the flood discharge and the flood stage. A comprehensive hydrology- study for Agua Hedionda Creek was made by Chang (1989). In the study, the 100-yr flood discharges at various channel locations were determined based on the ultimate development of the drainage basin according to the master plan for future development. At the request of Rancho Carlsbad Mobile Home Park, a subsequent hydrology study was made in 1996 for Agua Hedionda Creek (including Calavera Lake Creek as a tributary) in order to determine the 100-yr flood discharges under present conditions of development in the drainage basin. The current 100-yr flood hydrograph for Agua Hedionda Creek just downstream of El Camino Real is shown in Fig. 3. The main channel of Agua Hedionda Creek has limited capacity at Rancho Carlsbad Mobile Home Park; therefore, the mobile home park is prone to flooding. Because of this situation, the City. of Carlsbad is considering various methods for improving the drainage conditions. The City has required developers for future developments in the drainage basins of Agua Hedionda Creek and Calavera Creek to provide measures, such as flood water detention basins, so that the current flood discharge at the mobile home park will not be raised. For this reason, the 100-yr flood hydrograph for the current conditions as shown in Fig. 3 is used in the present design. Flood stage (water-surface elevation) in the main channel is directly related to the flood discharge. The water-surface elevation is shown in Fig. 4 as a function of the flood discharge. Such a relation is usually referred to as a rating curve. HYDRAULIC GEOMETRY. OF INLET CHANNEL The configuration of the inlet channel was finalized by evaluating several preliminary assumed configurations. The recommenced configuration is shown in Fig. 5. The inlet channel is a cut through the dike of Agua Hedionda Creek. Features of the inlet channel are described below: The inlet channel has an average bed width that varies from 18 to 30 feet; and it has 2 to 1 side I slopes. The 30-foot weir has its crest elevation at 36 feet. The weir crest is higher than the channel bed by about 4 feet so that it keeps most of the bed sediment in the main channel to minimize potential siltation of the wetland. The inlet channel has a low flow channel connecting the main channel of Agua Hedionda Creek 2 with the wetland. The low flow channel has bed elevations closely similar to the existing bed elevations of the main channel and wetland. The purpose of the low flow channel is to admit low flows into the wetland. The low flow channel is concrete-lined and it is rectangular in cross-sectional shape. It has a width of 8 feet and a depth of 4 to 5 feet. (3) Except for the low flow channel, the inlet channel is a riprap stone structure. Riprap stones are recommended as a protection against scour. The riprap layer has the following recommended features: . Size of riprap: reasonably well graded riprap stones with the median weight of 300 pounds, which has the approximate diameter of. 1.5 feet. Thickness of riprap layer: Minimum thickness of 2.5 feet. © Filter layer: Graded gravel with a median diameter of about 1 inch and a minimum thickness of.6 inches. . . . Filter fabric: To be placed beneath the filter layer. Grouting: The last portion of the riprap at the wetland is not grouted. This ungrouted portion has a length of 12 feet. The remaining riprap structure needs to be grouted. Grouting specifications are given in Appendix A, which require that the rough surface of the riprap stones be maintained to serve the function of energy dissipation. HYDRAULIC COMPUTATION FOR WETLAND RECHARGE The inlet channel has bed elevations similar to the channel bed elevations fOr Agua Hedionda Creek and the wetland; therefore, the wetland will be recharged whenever there is a flow in the main channel. Recharge during small flows in the main channel is through the low flow channel. Substantial recharge of the wetland will occur during major events. In order to recharge the wetland to is fullest level during the 100-yr flood, the inlet channel must have sufficient flow capacity. The hydraulics of recharge for the wetland, during a 100-yr flood is presented in this section. It will be shown that the inlet channel is adequate for the full recharge of the wetland. Flow Rates Through the Inlet Channel - The flow rate through the inlet channel is governed by the inlet channel configuration as well as the differential water-surface elevations between the 3 , mdin channel and the wetland. Flow rates were computed using the }iEC-2 computer program based on the inlet channel configuration and different combinations of water-surface elevations in .the main channel and the wetland.. Sample input/output listings of the HEC-2 runs are included in Appendix B of the report. Fig. 6 shows the flow rate as functions of the water-surface elevations in the channel and the wetland. Routing of Flow Through the Inlet Channel - The unsteady flow through the inlet channel during recharge was computed using incremental time steps as shown in Table 1. Computation of substantial recharge is assumed to start at time of 8.5 hours on the hydro graph in Fig. 3. The columns in the table are explained below. Column 1. Time intervals on the hydrograph shownin Fig. 3 Column 2. Time increment in minutes . Column 3. Discharge in the main channel obtained from Fig. 3 Column 4. Stage or water-surface elevation in the main channel obtained from Fig. 4 for the discharge given in column 3. ., . . Column 5. Water discharge in the inlet channel obtained from Fig. 6 based on the water-surface elevations in the channel (column 4) and the wetland (column 9) Column 6. Average discharge for the time increment Column 7. Incremental volume of recharge equal to the discharge in column 6 multiplied by the time increment in column 2 , Column 8. Cumulative volume of water in wetland Column 9. Water-surface elevation in the wetland based on the cumulative volume in column 8 and the volume-elevation relation in Fig. 2. The computation presented in the table shows that the wetland will be recharged' to its fullest elevation of about 46 feet near the peak discharge of the 100-yr flood.'. '. .'. 4 '' Table 1. Routing of flow through the inlet channel. 1 2 3 4 5 6 7 8 9 Time hrs. Time increment minutes Discharge in channel cfs Stage in channel feet Discharge in inlet cfs Average discharge for increment cfs Incremental recharge acre-feet Cumulative recharge acre-feet Stage in wetland feet 8:30 1,200 35.4 110 0 32.5 9:00 30 2,000 36.2 180 145 6.00 6.00 34.5 9.15 15 2,800 37.0 250 215 4.44 10.44 35.4 9.30 15 3,600 37.6 280 265 5.48 15.91 36.2 9.45 15 4,500 38.3 400 340 7.02 22.93 37.1 10:00 15 5,500 39.0 680 540 11.16 34.09 38.1 10:10 10 6,100 39.4 720 700 9.64 43.73 39.0 5 REFERENCES . Chang, H. H., 1989, "Hydrological Study for Northeastern Carlsbad". LIST OF FIGURES Fig. 1. Topographic map for the wetland Fig. 2. Area-elevation and volume-elevation relations for the wetland 0 Fig. 3. The 100-yr flood hydrograph for Agua Hedionda Creek below El Camino Real Fig. 4. Rating curve (water-surface elevation v. discharge curve) for Agua Hedionda Creek below El Camino Real Fig. 5. Hydraulic geometry of inlet channel Fig. 6. Flow rate through the inlet channel in relation to water-surface elevations in the channel and the wetland APPENDIX A. SPECIFICATIONS FOR GROUTING. : APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-2 6 LI !! p; •.:.., Wetland for Kelly Ranch Geometric Relations Area, acres Volume, acre—ft 90 80 70 60 50 40 30 20 10 32 33. 34 35 36 37. 38 39 40 41 42 Elevation, feet • Fig. 2. Area-elevation and volume-elevation relations for the wetland . I0 14 12 10 8 6 4 2 0 0 9 a 7 6 5 4 3 2 1 0 Agua Hedionda Creek below El Camino Real Current 100—yr Flood Discharge, cfs (Thousands) 0 4 8 12 16 20 24 28 Time, hours Fig. 3. The 100-yr flood hydrograph for Agua Hedionda Creek below El Camino Real -------- - 42 41 40 .39 38 37 36 3 5 QA Agua Hedionda Creek Below El Camino Real Rating curve Elev.ft 0 i 2 3 . 4_ . 5 6 . 7 Discharge, 1,000 cfs Fig. 4. Rating curve (water-surface elevation v. discharge curve) for Agua Hedionda Creek below El Camino Real (•fl - S3 ii cj 'C.. W6 t1- Ly Ck. Fig. 5. Hydraulic geometry of inlet channel - L. .. __•-1.., S . t TT] Wetland at Kelly Ranch Flow Rate Through Inlet Channel.. W.S. in channel, ft . 41 40 .................................................................................................................. 3o: X........................................................................: .. 38............................................................................................ Wetland W.S. 34' I Wetland W.S. 36' Wetland W.S., 37' 36.............................................................. D Wetland W.S. 38' -......................................................................................................................................................................>< Wetland W.S. 3çy Wetland W.S. 40' 34 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Discharge, efs Fig. 6. Flow rate through the inlet channel in relation to water-surface elevations in the channel and the wetland . . APPENDIX A. SPECIFICATIONS FOR GROUTING STONE PROTECTION - per Corps of Engineers 1. MATERIALS. General. Aggregate as delivered to the mixers, shall consist of clean, hard, uncoated particles, and shall conform to ASTM, C, 33. The Contractor shall designate in writing within 15 days after date of notice to proceed the source or sources from which he proposed to furnish the aggregate and submit certification from an approved testing laboratory that aggregates to be furnished meet the requirements of these specifications. Gradation. The aggregate shall conform to the following specific requirements. Sieve Designation, U.S. Percentage by Standard Square Mesh Weight Passing 3/8 in. 100 No.4 95-100 No.8 80-100 No. 16 50-85 No. 30 25-60 No. 50 10-30 No. 100 2-10 In addition to the grading limits shown above, the aggregate, as delivered to the mixer, shall have a fineness modulus of not less than 2.40 or more than 2.90. The grading of the aggregate shall also be controlled so that the fineness moduli of at least 9 to 10 test samples of the aggregate as delivered to the mixer shall not vary more than 0.15 from the average fineness modulus of all samples previously taken. The fineness modulus shall be determined by dividing by 100, the sum of the cumulative percentages retained on U.S., Standard Sieves Nos., 4, 8, 16, 30, 50, and 100. At the option of the Contractor, aggregate may be separated into 2 or more sizes of classifications, but the resulting combined sand shall be of uniform grading within the limits specified above. Portland Cement shall conform to the requirements of ASTM C 150, Type II. The alkali content of the cement shall not exceed 0.06 percent . A- Water shall be fresh, clean, and potable. MIXING. Grout shall be composed of cement, sand, and water mixed in the proportions as directed. The estimated cement content requirement per cubic yard of grout shall be 7-1/2 sacks. The water content of the mix shall not exceed 8-1/2 gallons per sack of cement. In calculating total water content of the mix, the amount of moisture carried on the surfaces of aggregate particles shall be included. 'Slump of grout mix shall be between 9 and 10 inches for the first course and between 7 and 8 inches. for the.second course or where one course is placed. The grout shall be mixed in a concrete mixer in the manner specified for concrete, except that time of mixing shall be as long as is required to produce a satisfactory mixture, and the grout shall be used in the work within' a period of '30 minutes after mixing. Retempering of grout will not be permitted. The consistency of the grout shall be such as to permit gravity flow into the interstices of the stones with the help of spading, rodding, and brooming. Grout batches in the same course shall be uniform in mix, size, and consistency. ' PLACING. Prior to grouting, the stone shall be thoroughly washed with water to wash down the fines and to prevent absorption of water from the grout. The stone shall be kept wet just ahead of the actual placing of grout. The grout shall be placed in one course in invert and in 2 courses in side slopes. Each course shall be placed full width or in successive lateral strips approximately 10 feet in width, as applicable, extending from toe of slope to top of side slopes. The. grout shall' be brought to the place of final deposit by approved means and discharged directly on the stone. A splash plate of metal or wood shall be used where necessary to prevent displacement of stone directly under discharge. The flow of grout shall be directed with brooms or other approved baffles to cover the entire area and to assure I that all crevices are filled. Sufficient barring shall be done to loosen tight pockets of stone and otherwise aid the penetration of grout. The first course shall fully penetrate the stone blanket. The second course shall be placed as soon as the first course has sufficiently stiffened so that it will not flow when additional grout is added. On side slopes, all brooming shall be uphill. A- Placement and brooming of the grouted surface shall be such that the outer layer of rock projects 1/3 to 1/4 their diameter above the grouted surface. After the top course has stiffened the entire surface shall be rebroomed to eliminate runs in the top course and to fill voids caused by sloughing of the layers of grout. Where indicated on the contract drawings, the exposed surfaces of the stone shall be cleaned by air-water blasting or other approved method. The air-water blasting shall be capable of producing a minimum pressure of 100 psi and shall be of such nature as to adequately perform the 'work required. The grout will be allowed to set for a minimum of one hour, or other length of time as directed by the Contracting Officer before air-water blasting is commenced. The air-water blasting- shall be at right angles to the surface of the grout. . After completion of any strip or panel, no workmen or other load shall be permitted on the grouted surface for a period of 24 hours. The grouted surface shall be protected from injurious action of the sun; shall be protected from rain, flowing water, and mechanical injury; and shall be moist cured or membrane cured at the Contractor's option. 4. CURING AND PROTECTION Moist curing shall consist of covering the grout with a uniform thickness of 2 inches of sand which shall be kept continuously saturated for a period of 14 days. Curing compounds shall be applied as soon as the free water disappears and shall be applied in a 2-coat continuous operation by approved power-spraying equipment at a rate of not to exceed 200 square feet per gallon for thecombinedcoats. The second coat shall be applied to overlap the first coat in 'a direction approximately at right angles to the direction of the first application. .1' Membrane curing compound shall be a pigmented curing compound, conforming to Corps - of Engineers Serial No. CRD-C 300. 'Membrane curing compound shall be a non-pigmented curing compound conforming to Corps of Engineers Serial Na, CRD-C 300 except that the compound shall contain a fugitive dye. All concrete cured with non-pigmented curing compound shall be shaded from the direct rays of the sun for the first 7 days of the curing period. REFERENCES Brown, S. A. and Clyde, E. S., 1989, "Design of Riprap Revetment", FHWA-IP-89-016, Hydraulic Engineering Circular No. 11. California Department of Transportation, "Bank and Shore Protection in California Highway Practice", 1970. Chang, H. H., Fluvial Processes in River Engineering, John Wiley & Sons, 1988, 432pp. U. S. Army Corps of Engineers, "Hydraulic Design of Flood Control Structures", EM 1110-2-160 1, July 1970. A-. APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-2 RUNS FOR FLOW THROUGH THE INLET CHANNEL * NEC -2 WATER SURFACE PROFILES U.S. ARMY CORPS OF ENGINEERS • HYDROLOGIC ENGINEERING CENTER Version 4.6.2; May 1991 609 SECOND STREET, SUITE D' * DAVIS, CALIFORNIA 95616-4687 • RUN DATE 03FEB98 TIME 09:30:31 • (916) 756-1104 - X X XXXXXXX xxlox XXXXX x x x x x x x x x x XXXXXXX lacxx x XXXXX XXXXX . xx x x X x X X X X X XXXXCCX XXXXX XXXXXXX 1 03FEB98 09:30:31 PAGE * THIS RUN EXECUTED 03FEB98 09:30:31 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 Ti AGUA HEDIONDA CREEK BELOW EL CA!IINO REAL T2 INLET CANNEL FOR PROPOSED WETLAND T3 FEBRUARY 1998 . Ji IQiECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 . 38 J2 NPROF IPLOT PRFVS XSECV XSEH FN ALLDC IBW QiIM ITRACE -1 QT 9 100 200 300 400 500 600 800 1000 1200 NC 0.035 0.035 0.035 0.1. 0.3 WETLAND Xl 40 5 60 140 40 40 40 GR 41.0 60 32.5 60 32.5 100 32.5 140 41 140 NC 0.045 0.045 0.045 0.2 0.4 EXIT OF INLET STRUCTURE Xl 70 5 71. 129 30 30 30 GR 41.0 71 32.0 89 32.0 100 32.0 111 41 1129 Xl 82 5 71 129 12 12 12 - GR 41.0 71 32.0 89 32.0 100 32.0 111 41 129 NC 0.025 • WEIR CREST Xl 92 8 96 104.1 10 10 10 GR 43.0 71 36.0 85 36 96 32.0 96.1 32.0 104 GR 36 104.1 36 uS 43 129 WEIR CREST Xl 100 8 8 8 1 NC 0.045 Xl 108 S 63 137 8 8 0 CR 43.0 63 32.0 85 32.0 100 32.0 115 43 NC 0.035 0.035 0.035 0.1 0.3 ENTRANCE TO INLET CHANNEL IN AGUA MEDIONDA CREEK Xl 122 S 63 137 14 14 14 CR 43.0 63 32.0 75. 32.0 100 32.0 125 43 1 03FEB98 09:30:31 SECHO DEPTH CWSEL CHINS WSELK EG NV HL OLOSS L-BANX ELEV Q QLOB QCH QROB ALOB ACM AROB VOL TWA R-BANK ELEV TIME VLOB . VCH VROE XuL XNCH XNR WTH ELMIN SSTA SLOPE XLOBL XLCM -XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PROP 1 0 CQW .100 CW- .300 . *SEcNO 40.000 WETLAND 40.000 S. SO'- 38.00 .00 38.00 38.00 . .00 .00 .00 41.00 100.0 .0 100.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .06 .23 .00 .000 .035 .000 .000 32.50 60.00 .000004 .40. 40. 40. 0 0 0 .00 80.00 140.00 CCMV= .200 CEHV- .400 SECNO 70.000 . . 3302 WARNING: CONVEYANCE CHARGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .33 EXIT OF INLET STRUCTURE 70.000 6.00 38.00 .00 .00 38.00 .00 .00 .00 41.00 100.0 .0 100.0 .0 .0 204.0 .0 .2 .0 41.00 .02 •.00 .49 .00 .000 .04S .000 .000 32.00 77.00 .000033 30. 30. 30. 0 0 0 .00 46.00 123.00 *SECMO 82.000 82.000 6.00 38.00 .00 .00 38.00 .00 .00 .00 41.00 100.0 .0 100.0 .0 .0 203.9 .0 .3 .1 41.00 .02 .00 .49 .00 .000 .045 .000 .000 32.00 77.00 .000033 12. 12. 12. 0 0 0 .00 45.99 123.00 *5Qo 92.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .49 WEIR CHEST 92.000 S.99 37.99 .00 .00 38.01 .02 .00 .01 36.00 100.0 14.9 70.3' 14.8 . 25.9 48.1 25.7 .3 .1 36.00 .03 .58 1.46 .57 .045 .025 .045 .000 32.00 81.01 .000138 10. 10. 10. 1 . 0 0 .00 37.97 118.99 03FEB98 09:30:31 SECHO DEPTH CWSEL CRIWS WSELK EG MV ML OLOSS L-BANK ELEV Q . QLOB QCH QROB ALOB ACM AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XXL XNCH OR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICON? . CORAR TOPWID ENDST *SEC4O 100.000 WEIR CHEST 100.000 5.99 37.99 .00 .00 38.01 .02 .00 .00 36.00 100.0 14.9 70.4 14.7 25.8 48.1 25.6 .3 .1 36.00 .03 .58 1.46 .58 .045 .025 .045 .000 32.00 81.03 .000139 8. 8. 8. 0 0 0 .00 37.95 118.97 *SECMO 108.000 OA 137 137 PAGE 2 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO • 2.66 108.000 6.02 38.02 .00 .00 38.02 .00 .00 .00 43.00 100.0 .0 100.0 .0 .0 252.8 .0 .4 .1. 43.00 .03 .00 .40 .00 .000 .045 .000 .000 32.00 72.97 .000020 8. S. 8. 2 0 0 .00 54.06 127.03 CCHV- .100 iV- .300 SECHO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 1.88 ENTRANCE TO INLET CHANNEL IN AGUA HEDIONDA CREEK 122.000 6.02 38.02 .00 .00 38.02 .00 .00 .00 43.00. 100.0 .0 100.0 .0 .0 340.3 .0 .5 .1 43.00 .05 .00 .29 .00 .000 .035 .000 .000 32.00 68.44 .000006 14. 14. 14. 0 0 0 .00 63.13 131.56 1 03F5B98 09:30:31 T1 AGUA HEDIONDA CREEK BELOW EL CA!41N0 REAL T2 INLET CHANNEL FOR PROPOSED WETLAND T3 FEBRUARY. 1998 J1 ICEECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 3 38 J2 NPROF IPLOT PRFVS XSECV XSECH FN . ALLDC IBW CHNIM ITRACE 2 -1 1 03FEB98 09:30:31 SECHO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB QL 3GCE XNR WTN ELMIN SSTA SLOPE XLOBL XLCE XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 2 H 0 CQW .100 CENV .300 SECNO 40.000 WETLAND 40.000 5.50 38.00 .00 38.00 38.00 .00 .00 .00 41.00 200.0 .0 200.0 .0 .0 440.0 .0 .0 .0 41.00 I . .00 .00 .45 .00 .000 .035 .000 .000 32.50 60.00 .000014 40. 40. 40. 0 0 0 .00 80.00 140.00 COW- .200 CEHV- .400 *SECE() 70.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .33 IT OF INLET STRUCTURE 70.000 5.99 37.99 .00 .00 38.01. .01 .00 .00 41.00 200.0 .0 200.0 .0 .0 204.0 .0 .2 .0 41.00 .01 .00 .98 .00 .000 .045 .000 .000 32.00 77.00 .000131 30. 30. 30. 0 0 0 .00 46.00 123.00 SECHO 82.000 82.000 6.00 38.00 .00 .00 38.01 .01 .00 .00 41.00 200.0 .0 200.0 .0 .0 203.8 .0 .3 .1 41.00 .01 .00 .98 .00 .000 .045 .000 .000 32.00 77.01 .0001.31 12. 12. 12. 0 0 0 .00 45.98 122.99 SECEO 92.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .48 - PAGE 4 PAGE 5 WEIR CREST 92.000 5.94 37.94 .00 .00 38.05 . .10 .00 .04 36.00 200.0 29.2 141.9 . 28.9 25.2 47.8 25.0 .3 .1. 36.00 .01 1.16 2.97 1.16 .045 .025 .045 .000 32.00 81.11 .000577 10. 10. 10. 2 0 0 .00 37.78 118.89 03FEB98 09:30:31 .. . PAGE 6 SECEO DEPTH CWSEL. cRIWS WSELK EG NV Nt OLOSS L-BANK ELEV Q QLOB QH QROB ALOB ACE AROB VOL. -TWA., R-BANK ELEV TIME vtca VCH VROB XNL XNCE IQJR WTN ELMIN SSTA SLOPE XLOBL XLCN XLOBRI ITRIAL IDC ICONT CORAR TOPWID ENDST *SEO 100.000 . . WEIR CREST 100.000 5.95 37.95 .00 .00 38.05 .10 .00 .00 36.00 200.0 29.2 141.8 29.0 25.2 47.8 25.0 .3 .1. 36.00 .01 1.16 2.97 1.16 .045 .025 .045 .000 32.00 81.10 .000575 8. 8. 8. 0 0 0 .00 37.79 118.90 SECEO 108.000 --- 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE.. ICRATlO 2.75 108.000 6.06 38.06 .00 .00 38.07 .01 .00 .02 43.00 200.0 .0 200.0 .0 .0 255.4 .0 .4 .1 43.00 .02 .00 .78 .00 .000 .045 .000 .000 32.00 72.87 .000076 8. . 8. 8. 2 0 0 .00 54.25 127.13 CcHV .100 Caw .300 SECNO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE. KRATIO 1.88 ENTRANCE TO INLET CHANNEL IN AGUA HEDIONDA CREEK 122.000 6.07 38.07 .00 . .00 38.07 :.01 .00 .00 43.00 200.0 .0. 200.0 .0 .0 343.6 .0 .5 .1. 43.00 .02 .00 .58 .00 .000 .035 .000 .000 32.00 68.38 .000022' 14. 14. 14. . 0 0 . 0 .00 63.24 131.62 03FEB98 09:30:31 .. PAGE 7 Ti AGUA HEDIONDA CREEK BELOW EL CAMINO REAL T2 INLET CHANNEL .FOR PROPOSED WETLAND . T3 FEBRUARY 1998 S Ji IQLECK INQ NINV IDIR STRT METRIC EVINS Q WSEL PQ 4 . . 38 J2 NPROP IPLOT PRFVS XSECV XSECE FN ALLOC IBW CENIM ITRACE 3 03FEB98 09:30:31 . - PAGE 8 SECEO DEPTH CWSEL CRIWS WSELK SO HV Nt OLOSS L-BANK ELEV Q GLOB QC}! QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCR VROB - XNL OCE OR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL bC ICONT CORAR TOPWID ENDST *PROP 3 0 C0W- .100 CW .300 . - •SECEO 40.000 WETLAND 40.000 5.50 38.00 .00 .38.00 38.01 .01 .00 .00 41.00 300.0 .0 300.0 .0 .0 440.0 - .0 . .0 .0 41.00 4 .00 .00 .68 .00 .000 .035 .000 .000 32.50 60.00 .000032 40. 40. 40. 0 0 0 .00 80.00 140.00 CCHV- .200 CENV. .400 S SECHO 70.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .33 EXIT OF INLET STRUCTURE 70.000 5.99 37.99 .00 .00 38.02 .03 .00 .01 41.00 300.0 .0 300.0 ..0 .0 203.7 .0 '.2 .0 41.00 .01 .00 1.47 .00 .000 .045 .000 .000 32.00 77.01 .000296 30. 30. 30. 1 0 0 .00 45.97 122.99 SECHO 82.000 . 82.000 5.99 -37.99 .00 :00 38.02 .03 .100 .00 41.00 300.0 .0 300.0 .0 .0 203 .5 .0 .3 .1 41.00 .01 .00 1.47, .00 .000 .045 .000 .000 32.00 77.02 .000297 12. 12.. 12. 0 0 0 .00 45.95 122.98 SEQ4O 92.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .46 WEIR CHEST 92.000 5.87 37.87 .00 .00 38.11 .25 .01 .09 . 36.00 300.0 42.2 215.9 41.9 24.0 47.1 23.8 .3 .1 36.00 .01 ' 1.76 4.58 1.76 .045 .025 .045 .000 - 32.00 81.27 .001395 10. 10. 10. 2 0 0 .00 37.47 118.73 03FEB98 09:30:31 " PAGE 9 ECHO DEPTH CWSEL CHIWS WSELI( EG - NV HL OLOSS L-BANK ELEV Q OLDS QCH QROB ALOE ACM AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XML XMCH XMR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICOWI CORAR TOPWID ENDST *SEC20 100.000 WEIR CHEST 100.000 5.88 37.88 .00 .00 38.13 .25 .01, .00 36.00 300.0 42.4 215.6 42.0 24.1 47.2 23.9 .3 .1 36.00 .01 1.76 4.57 1.76 .045 .025 .045 .000 32.00 81.25 .001387 8. '8. 8. , 0 0 0 .00 37.49 118.75 5 *SECHO 108.000 5 5 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO 2.92 5 108.000 6.15 38.15 .00 .00 38.3.7 .02 .00 .05 43.00 300.0 '.0 300.0 .0 - .0 260.3 .0 ' .4 .1 43.00 .01 , .00 1.15 ' .00 .000 .045 .000 .000 32.00 72.69 .000163 , 8. 8. 8. 2 0 0 .00 54.61 127.31 CQ{V- .100 EHV- : .300 *SECHO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, ERATIO = 1.88 5 ' ENTRANCE TO INLET CHANNEL' IN AGUA HEDIONDA CREEK 122.000 6.16 '38.16 ' .00 .00 38.18 , , .03. .00 .00 43.00 300.0 .0 300.0 .0 .0 349.7 .0 - .5 .1 ' 43.00 .02 .00 .86 .00 .000 .035 .000 ' .000 32.00 68.28 ' .000046 14. 14. 14. 0 0 0 .00 63.45. 131:72 ' 03FEB98 ' 09,30:31 . PAGE 10 Ti AGTJA HEDIONDA CREEK BELOW EL CAMINO REAL - S T2 INLET CHANNEL FOR PROPOSED WETLAND S T3 'FEBRUARY 1998 - 5 JI. ICKECI( INQ NINV IDIR STRT METRIC HVINS Q WSEL PQ 5 38 J2 NPROF IPLOT PRFVS XSECV XSECE PH ALLDC 18W QWIM ITRACE 4 -1 03FEB98 09:30:31 SECEO DEPTH CWSEL CRIWS WSELK EG XV XL OLOSS L-BANK ELEV Q QLOB QCE QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VQi VROB XNL XNCH 3QR WTN ELMIN SSTA SLOPE XLOBL XLCH XL.OBR ITRIAL IDC ICONT CORAR TOPWIDENDST PROF 4 0 CCHV- .100 CEBV- .300 SECHO 40.000 WETLAND 40.000 5.50 -38.00 .00 38.00 38.01 .01 .00 .00 41.00 400.0 .0 400.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .00 .91 .00 .000 .035 .000 .000 32.50 60.00 .000056 40. 40. 40. 0 0 0 .00 80.00 140.00 CW- .200 cEBV- .400 SECNO 70.000 3302 WARRING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE. 1ATIO .32 EXIT OF INLET STRUCTURE 70.000 5.98 37.98 .00 .00 38.04 .06 .00 .02 41.00 400.0 .0 400.0 .0 .0 202.9 .0 .2 .0 41.00 .00 .00 1.97 .00 .000 .045 .000 .000 32.00 77.05 .000532 . 30. 30. 30. 2 0 0 .00 45.90 122.95 SECHO 82.000 82.000 5.98 37.98 .00 .00 38.04 .06 .01 .00 41.00 400.0 .0 400.0 .0 .0 203.0 .0 .3 .1 41.00 .01 .00 1.97 .00 .000 .045 .000 .000 32.00 77.04 .000531 12. 12. 12. 0 0 0 .00 45.92 122.96 *SEQO 92.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .43 WEIR CREST 92.000 5.73 37.73 .00 .00 38.23 .49 .01 .17 36.00 4 400.0 52.8 294.9 52.3 22.1 46.1 22.0 .3 .1 36.00 .01 2.39 6.40 2.38 .045 .025 .045 .000 32.00 81.53 .002807 10. 10. 10. 2 0 0 .00 36.95 118.47 03FEB98 09:30:31 SECHO DEPTH CWSEL CRIWS WSELK SO XV XL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VOl VROB 3QJL XNQI ]WR 14TH ELMIN SSTA SLOPE XLOBL XLOI XLOBR ITRIAL Inc ICONT CORAR TOPWID ENDST SECNO 100.000 WEIR CREST 100.000 5.77 37.77 .00 .00 38.25 .48 .02 .00 36.00 400.0 53.8 292.9 53.3 22.6 46.4 22.5 .3 .1 36.00 .01 2.37 6.32 2.37 .045 .025 .045 .000 32.00 81.45 .002713 8. 8. 8. 2 0 0 .00 37.09 118.55 *SEQ4O 108.000 PAGE 1]. PAGE 12 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, QATIO 3.21 108.000 6.31 38.31 .00 .00 38.34 .03 .00 .09 43.00 400.0 .0 400.0 .0 .0 268.9 .0 .4 .1 43.00 .01 .00 1.49 .00 .000 .045 .000 .000 32.00 72.38 .000264 S. 8. 8. 2 0 0 .00 55.24 127.62 CCHV. .100 CEEV- .300 *SEOIO 122.000 . 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE. 1ATIO - 1.87 ENTRANCE TO INLET CHANNEL IN AGUA MIONDA CHEEK 122.000 6.33 38.33 .00 .00 38.35 .02 .00 .00 43.00. 400.0 .0 400.0 .0 .0 360.2 .0 .5 .1 43.00 .01 .00 1.11 .00 .000 .035 .000 .000 32.00 68.09 .000075 14. 14. 14. . 0 . 0 0 .00 63.81 131.91 03FEB98 09:30:31 . PAGE 13 Ti AGUA HEDIONDA CHEEK BELOW EL CAZ4INO REAL . T2 INLET CHANNEL FOR PROPOSED WETLAND T3 FEBRUARY 1998 . J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -6 . . . 38 J2 NPROP IPLOT PRFVS XSECV XSEQi FN ALLDC IBW . cHNIM ITRACE 5 -1 1 03FEB98 09:30:31 . PAGE 14 SECNO DEPTH CWSEL CRIWS WSELK EG NV EL OLOSS L-BANx ELEV . Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNt. XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLH XLOBR ITRIAL IOC ICONT CORAR TOPWID ENDST PROF S 0 . CCHV .100 EHV- .300 *SECHO 40.000 WETLAND . . 40.000 5.50 38.00 .00 38.00 38.02 .02 .00 .00 41.00 500.0 .0 500.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .00 1.14 .00 .000 .035 .000 .000 32.50 60.00 .000088 40. 40. 40. 0 0 0 .00 80.00 . 140.00 Ccliv. .200 CmiV. .400 SECHO 70.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGES KRATIO .32 EXIT OF INLET STRUCTURE . 70.000 5.96 - 37.96 .00 .00 38.06 .09 .01 .03 41.00 500.0 .0 500.0 .0 . .0 202.2 .0 .2 .0 41.00 .00 .00 2.47 .00 . .000 .045 .000 .000 32.00 77.08 .000839 30. 30. 30. 2 0 0 .00 45.84 122.92 .1 *SECHO 82.000 . 82.000 5.97 37.97 .00 :00 38.07 .09 .01 .00 41.00 500.0 .0 500.0 .0 .0 202.5 .0 .3 .1 41.00 .00 .00 2.47 .00 .000 .045 .000 .000 32.00 77.07 .000836 12. 12. 12. 0 0 0 .00 45.87 122.93 SECHO 92.000 3301 MV CHANGED MORE THAN HVINS '1 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .38 WEIR CREST 92.000 5.46 37.46 .00 .00 39.44 .98 .02 .35 36.00 500.0 55.9 388.7 55.4 18.2 43.8 18.1 .3 .1 36.00 -. .01. 3.07 8.87 3.07 .045 .025 .045 .000 32.00 82.08 .005754 10. 10.. 10. 3 0 0 .00 35.85 117.92 03FEB98 09:30:31 PAGE 15 SECHO DEPTH CWSEL CRIWS WSELK EG NV EL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK. ELEV TIME VLOB VCE VROB XNL XNCE . XNR WTN ELMIN . SSTA SLOPE XLOBL XLCH XI.OBR ITRIAL IDC ICONT CORAR TOPWID ENDST SECNO 100.000 WEIR CREST 100.000 5.80 37.80 37.35 .00 38.53 .73 .04 .05 36.00 500.0 68.2 364.2 67.6 23.1 46.6 22.9 .3 .1 36.00 .01 2.96 7.82 2.96 .045 .025 .045 .000 32.00 81.40 .004127 S. 8. 8. 9 8 0 .00 37.20 118.60 SECHO 108.000 3301 NV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 3.46 108.000 6.62 38.62' .00 .00 38.67 .05 .01 .14 43.00 500.0 .0 500.0 .0 .0 286.5 .0 .4 .1. 43.00 .01. .00 ..1.74 .00 .000 .045 .000 .000 32.00 71.75 .000344 S. 8. S. 2 0 0 .00 56.50 128.25 CQiV.' .100 CENV- .300 SECHO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO • 1.86 ENTRANCE TO INLET CHANNEL IN AGUA HEDIONDA CREEK 122.000 6.65 38.65 .00 .00 38.67 .03 .00 .00 43.00 500.0 .0 500.0 .0 .0. 381.0 .0 .5 .1 43.00 .01 .00 1.31 .00 .000 .035 .000. .000 32.00 67.74 .000099 14. 14. 14. 0 0 . 0 .00 64.52 132.26 03FEB98 09:30:31 .' . PAGE 16 Ti AGUA HEDIONDA CREEK BELOW EL CAIIINO REAL . T2 INLET CHANNEL FOR PROPOSED WETLAND T3 FEBRUARY 1998 . Ji ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL PQ 38 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC 18W Cm4IM ITRACE 6 -1 03FEB98 09:30:31 . , , PAGE 17 SECHO DEPTH ' CWSEL CRIWS WSELK EG NV EL OLOSS L-BANX ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANIC ELEV TIME VLOB VCE VROB 3OiL )INCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PROF 6 . ,. . . 0 n ccx',. .100 CW- .300 SEO 40.000 WETLAND 40.000 5.50 38.00 .00 38.00 38.03 .03 .00 .00 41.00 600.0 .0 600.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .00 1.36 .00 .000 .035 .000 .000 32.50 60.00 .000126 40. 40. 40. 0 0 0 .00 80.00 140.00 CCEV- .200 CmiV- .400 SE0 70.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE • QATIO - .32 EXIT OF INLET STRUCTURE 70.000 5.94 37.94 .00 .00 38.08 .14 .01 .04 41.00 600.0 .0 600.0 .0 .0 201.4 .0 .2 .0 41.00 .00 .00 2.98 .00 .000 .045 .000 .000 32.00 77.11 .001222 30. 30. 30. 2 0 0 .00 45.77 122.89 *55CH0 82.000 82.000 5.96 37.96 .00 .00 38.10 .14 .01 .00 41.00 600.0 .0 600.0 .0 .0 201.8 .0 .3 .1 41.00 .00 .00 2.97 .00 .000 .045 .000 .000 3200 77.10 .001216 12.- 12. 12. 0 0 0 .00 45.81 122.90 SECNO 92.000 3301 HV CHANGED MORE THAN Fr/INS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED WEIR CREST 92.000 5.65 37.65 37.65 .00 38.84 1.19 .02 .42 36.00 600.0 75.5 449.6 74.9 20.9 45.4 20.7 .3 .1 36.00 .00 3.62 9.91 3.61 .045 .025 .045 .000 32.00 81.70 .006870 10. 10. 10. 20 11 0 .00 36.60 118.30 1 03FEB98 09:30:31 PAGE 18 SECNO DEPTH CWSEL CRIWS WSELK EG MV EL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH MOB VOL TWA R-BANK ELEV TIME VLOB VcH VROB xNL XNH XNR WTN ELMIN SSTA SLOPE XLOBL XLCR XLOBR ITRIAL IDC ICOWI' CORAR TOPWID ENDST SEcNO 100.000 WEIR CREST 100.000 6.24 38.24 .00 .00 38.98 .74 .04 .09 36.00 600.0 98.3 404.3 97.5 29.6 50.1 29.4 .3 .1 36.00 .00 3.32 8.06 3.31 .045 .025 .045 .000 32.00 80.52 .303980 8. 8. 8. 5 0 0 .00 38.96 119.48 SECHO 108.000 3301 MV CHANGED MORE THAN Fr/INS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, ICRATIO - 3.19 108.000 7.06 39.06 .00 .00 39.12 .06 .01 .14 43.00 600.0 .0 600.0 .0 .0 311.8 .0 .4 .1 43.00 .01 .00 1.92 .00 .000 .045 .000 .000 32.00 70.87 .000391 8. 8. 8. 2 0 0 .00 58.26 129.13 C0W= .100 CmiV- .300 SEQ4O 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO • 1.84 ENTRANCE TO INLET CHANNEL IN AGTJA HEDIONDA CREEK 122.000 7.09 39.09 .00 .00 39.13 .03 .00 .00 43.00 600.0 .0 600.0 .0 .0 409.5 .0 .5 .1 43.00 .01 .00 1.47 .00 .000 .035 .000 000 32.00 67.26 .000115 14. 14.. 14. 0 0 0 .00 65.48 132.74 03FEB98 09:30:31 PAGE 19 ri AGUA MEDIONDA CREEK BELOW EL CAJ4INO REAL . T2 INLET CHANNEL FOR PROPOSED WETLAND . . 13 FEBRUARY 1998 . fl IQ4ECK INQ NINV IDIR STRI t.rRzC MVINS Q WSEL FQ 8 . 38 J2 NPROF IPLOT PRFVS XSECV XSECH FM ALLDC IBW• CHNXM ITRACE 7 -1 0 1 03FEB98 09:30:31 . . 0 PAGE 20 SECHO DEPTH CWSEL CRIWS WSELK EG MV ML OLOSS L-BANK ELEV Q .. QLOB QCH QROB ALOB ACM. AROB VOL TWA R-BANK ELEV TIME VLOB VCR VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICOWr CORAR TOPWID ENDST *PROF 7 0. 0 CcMV- .100 CENV .300 . *SECHO 40.000 wE'rLA2m 0 40.000 5.50 38.00 .00 38.00 38.05 .05 .00 .00 41.00 800.0 .0 800.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .00 1.82 .00 .000 .035 .000 .000 32.50 60.00 .000224 40. 40. 40. 0 0 0 .00 80.00 140.00 CQfV .200 CENV- .400 . 0 SECHO 70.000 . . 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .32 EXIT OF INLET STRUCTURE . 0 70.000 5.90 37.90 .00 .00 38.15 .25 .02 .08 41.00 800.0 . . .0 800.0 .0 0 0 .0 199.2 .0 .2 .0 41.00 .00 .00 0 4.02 .00 .000 .045 .000 .000 32.00 77.21 0 .002239 30. 30. 30. 2 . 0 0 .00 45.59 . 122.79 0 *SECMO 82.000 32.000 5.93 37.93 .00 .00 38.17 .25 0.03 .00 41.00 800.0 .0 800.0 .0 .0 200.2 .0 .3 .1 41.00 .00 .00 4.00 .00 .000 .045 .000 . .000 0 32.00 77.16 .002208 12. 12. 12. 1 0 0 .00 45.67 122.84 SECNO 92.000 3301 MV CHANGED MORE THAN MytHS. 0 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 0 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED WEIR CREST 92.000 6.20 38.20 38.20 .. .00 . 39.55 1.35 .04 .44 36.00 800.0 129.2 542.6 128.2 29.0 49.8 28.8 .3 .1 36.00 .00 4.45 10.89 4.45 .045 .025 .045 .000 32.00 80.60 .007323 10. 10. 10. 20 8 0 .00 38.80 0 119.40 0 - 03FEB98 09:30:31 PAGE 21 SECHO DEPTH CWSEL CRIWS WSELK EG MV ML OLOSS L-BANK ELEV 0 Q QLOB QCM QROB ALOB ACM AROB VOL TWA R-BANK ELEV 0 0 • 0 . 10: 0 0 TIME VLOB VCH VROB XUL XNCH 1QR. WTN ELM IN SSTA SLOPE XLOBL XLQi XLOBR ITRIAL IDC ICON? CORAR TOPWID ENDS? SEC4O 100.000 3301 MV CHANGED MORE THAN HVINS . WEIR CREST . 100.000 6.85 38.85 .00 :00 39.69 .84 .04 .10 36.00 800.0 156.0 489.2 154.8 39.4 55.0 39.1 .3 .1 36.00 .00 3.96 8.89 3.96 .045 .025 .045 .000 32.00 79.31. .004271 8. 8. 8. 5 0 0 .00 41.38 120.69 SEO 108.000 3301 MV CHANGED MORE THAN HVINS 3302 WARMING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO -. 2.97 108.000 7.78 39.78 .00 .00 39.85 .08 .01 is 43.00 800.0 .0 800.0 .0 .0 354.4 .0 .4 .1 43.00 .00 .00 2.26 .00 .000 .045 .000 .000 32.00 69.44 .000485 8. - . 8. 8. 2 0 0 .00 61.12 130.56 CcHV .100 CEHV .300 SEQ9O 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 1.81 ENTRANCE TO INLET CHANNEL IN AGUR MED IONDA CREEK 122.000 7.81 39.81 .00 .00 39.86 .05 .00 .00 43.00 800.0 .0 800.0 .0 .0 457.0 .0 .5 .1 43.00 .01 .00 1.75 .00 .000 .035 .000 .000 32.00 '66.48 .000148 14. 14. 14. 0 0 0 .00 67.04 133.52 1 03FEB98 09:30:31 Ti AGUA HEDIONDA CREEK BELOW EL CP,241N0. REAL T2 INLET CHANNEL FOR PROPOSED WETLAND . T3 FEBRUARY 1998 J1 ICEECK INQ NINV IDIR STRT METRIC HVINS . Q WSEL FQ 9 38 J2. NPROF IPLOT PRPVS XSECV XSEcH FN ALLDC IBW cHNIM ITRACE 8 -1 03FEB98 09:30:31 SECHO DEPTH CWSEL CRIWS WSELK EG MV EU.. OLOSS L-BANK ELEV Q ()LOB. OCX QROB ALOB ACM AROB VOL TWA ,. R-BANK ELEV TIME VLOB VCH VROB XNL aQi XNR wrN ELMIM SSTA SLOPE XLOBL XLCM ' XLOBR ITRIAL IDC ICON? CORAR TOPWID ENDST *PROF 8 0 CCXV- .100 CEHV- .300 SECMO 40.000 WETLAND , • 40.000 5.50 38.00 .00 38.00 38.08 .08 .00 .00 41.00 1000.0 .0 1000.0 .0 , .0 440.0 ' .0 .0 .0 41.00 .00 .00 2.27 .00 .000 .035 .000 .000 32.50 60.00 .000350 40. 40. 40. 0 0 • 0 .00 80.00 140.00 CCHV .200 CENV .400 SECHO 70.000 PAGE 22 PAGE 23 11 3302 WARNING CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, 1ATIO - .31 EXIT OF INLET STRUCTURE 70.000 5.83 37.83 .00 .00 38.23 .40 .02 .13 41.00 1000.0 .0 1000.0 .0 .0 196.3 .0 .2 .0 41.00 .00 .00 5.09 .00 .000 .045 .000 .000 32.00 77.34 .003646 30. 30. 30. 2 0 0 .00 45.33 122.66 *5CH0 82.000 82.000 5.89 37.89 .00 .00 38.28 .39 .04 .00 41.00 1000.0 .0 1000.0 .0 .0 198.8 .0 .3 .1 41.00 .00 .00 5.03 .00 .000 .045 .000 .000 32.00 77.23 .003521 12. 12. 12. 2 0 0 .00 45.54 122.77 SEcNO 92.000 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED WEIR CHEST 92.000 6.72 38.72 38.72 .00 40.16 1.44 .05 .42 36.00 1000.0 189.0- .623.5 187.5 37.3 54.0 37.0 .3 .1 36.00 .00 5.07 11.54 5.07 .045 .025 .045 .000 32.00 79.57 .007389 10. 10. 10. 20 8 0 .00 40.87 120.43 1 03FEB98 09:30:31 SECNO DEPTH CWSEL CRIWS WSELK EG NV ML OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VcH VROB WL XNcH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECHO 100.000 WEIR CREST 100.000 7.34 39.34 .00 .00 40.30 .96 .05 .10 36.00 1000.0 215.7 570.2 214.1 47.8 59.0 47.4 .3 .1 36.00 .00 4.52 9.66 4.51 .045 .025 .045 .000 32.00 78.33 .004603 S. 8. 8. 5 0 0 .00 43.33 121.67 SECNO 108.000 3301 MV CHANGED MORE THAN EVINS 3302 WARNING CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE • KRATIO - 2.84 108.000 8.38 40.38 .00 .00 40.48 .10 .01 .17 43.00 1000.0 .0 1000.0 .0 .0 392.2 .0 .4 .1 43.00 .00 .00 2.55 .00 .000 .045 .000 .000 32.00 68.23 .000571 8. S. 8. 2 0 0 .00 63.54 131.77 CKV- .100 CEEV- .300 SECNO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, 1QATIO 1.79 ENTRANCE TO INLET CHANNEL IN AGUA 1IONDA CREEK 122.000 8.43 40.43 .00 .00 40.49 .06 .00 .00 43.00 1000.0 .0 1000.0 .0 .0 498.4 .0 .5 .1 43.00 .01 .00 2.01 .00 .000 .035 .000 .000 32.00 65.81 .000178 14. 14. 14. 1. 0 0 .00 68.37 134.19 03FEB98 09:30:31 Ti AGUA HEDIONDA CREEK BELOW EL CAMINO REAL T2 INLET CHANNEL FOR PROPOSED WETLAND T3 FEBRUARY 1998 PAGE 24 PAGE 25 12 Ji IQ(ECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 10 38 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLC IBM CENIM ITRACE 15 -i 1. 03FEB98 09:30:31 . PAGE 26 SECHO DEPTH CWSEL CRIWS WSELK EG XV XL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB 'ICE VROB XNL XNCE QR WTN ELMIN SSTA SLOPE XLOBL XLC4 XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PROF9 0 CW- .100 cEBV. .300 . . SECHO 40.000 WETLAND 40.000 5.50 38.00 .00 38.00 38.12 .12 .00 .00 41.00 1200.0 .0 1200.0 .0 .0 440.0 .0 .0 .0 41.00 .00 .00 2.73 .00 .000 .035 .000 .000 32.50 60.00 .000505 40. 40. 40. 0 0 0 .00 80.00 140.00 CCEV .200 CEHV .400 SEQ1O 70.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, aATIo .30 EXIT OF INLET STRUCTURE 70.000 5.74 37.74 .00 .00 38.35 .60 .04 .20 41.00 1200.0 .0 1200.0 .0 .0 192.4 .0 .2 .0 41.00 .00 .00 6.24 .00 .000 .045 .000 . .000 32.00 77.51 .005556 30. 30. . 30. 2 0 0 ,00 .44.98 122.49 *55Qc 82.000 82.000 5.84 37.84 .00 .00 38.42 .58 .06 .01. 41.00 1200.0 .0 1200.0 .0 .0 196.6 .0 .3 .1 41.00 .00 .00 6.10 .00 .000 .045 .000 .000 32.00 77.32 .005227 12. 12. 12. 2 0 0 . .00 45.35 122.68 SECNO 92.000 .. . 3301 XV CHANGED MORE THAN HVINS . 3685 20 TRIALS ATTEMPTED WSEL.CWSEL . 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED . - WEIR CREST 92.000 7.09 39.09 39.09 .00 40.71 1.62 .06 .42 36.00 1200.0 246.8 708.2 244.9 43.5 57.0 43.2 .3 .1 36.00 .00 5.68 12.43 5.68 .045 .025 .045 .000 32.00 78.83 .007969 10. 10. 10. 20 11 0 - .00 42.34 121.17 03FEB98 09:30:31 PAGE 27 SECHO DEPTH CWSEL CRIWS WSELK EG XV ML OLOSS L-BANK ELEV Q QLOB OCX QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VQ( 'IROB XL- QCE )R WTN ELMIN SSTA SLOPE XLOBL XLCE XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST SECHO 100.000 3301 XV CHANGED MORE THAN HI/INS WHIR CREST 13 100.000 7.84 39.84 .00 .00 40.87 1.03 .05 1200.0 280.7 640.8 278.6 57.0 63.1 56.6 .3 .00 4.93 10.15 4.92 .045 .025 .045 .000 .004645 8. 8. S. 6 0 0 .00 SEO 108.000 3301. NV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, 1ATIO - 2.69 108.000 8.94 40.94 .00 .00 41.06 .12 .01. 1200.0 .0 1200.0 .0 .0 428.7 .0 .4 .00 .00 2.80 .00 .000 .045 .000 .000 .000642 S. 8. 8. 2 0 0 .00 CW- .100 CEBV- .300 SECNO 122.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE. KRATIO - 1.77 ENTRANCE TO INLET CHANNEL IN AGUA NED IONDA CREEK 122.000 9.00 41.00 .00 .00 41.07 .08 .00 1200.0 .0 1200.0 .0 .0 537.5. .0 .6 .00 .00 2.23 .00 .000 .035 .000 .000 .000206 14. 14. 14. 1 0 0 .00 03FEB98 09:30:31 .12 36.00 .1 36.00 32.00 77.32 45.36 122'.68 .18 43.00 .1 43.00 32.00 67.10 65.80 132.90 .00 43.00 .1 43.00 32.00 65.20 69.61 134.80 PAGE 28 THIS RUN EXECUTED 03FEB98 09:30:33 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 NOTE- ASTERISK (.) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST RUARY 1998 . SUMMARY PRINTOUT TABLE 150 SECHO XLH ELTRD ELLC ELMIN Q CWSEL cRIWS EG 10KS VH AREA .01K 40.000 .00 .00 .00 . 32.50 100.00 38.00 .00 38.00 .04 .23 440.00 534.20 40.000 .00 .00 .00 32.50 200.00 38.00 .00 38.00 .14 .45 440.00 534.20 40.000 .00 .00 .00 32.50 300.00 38.00 .00 38.01 .32 .68 440.00 534.20 40.000 .00 .00 .09 32.50 40000 38.00 .00 38.01 .56 .91 440.00 534.20 40.000 .00 .00 .00 32.50 500.00 38.00 .00 38.02 .88 1.14 440.00 534.20 40.000 .00 .00 .00 32.50 600.00 38.00 .00 38.03 1.26 1.36 440.00 534.20 40.000 .00 .00 .00 32.50 800.00 38.00 .00 38.05 2.24 1.82 440.00 534.20 40.000 .00 .00 .00 32.50 1000.00 38.00 .00 38.08 3.50 2.27 440.00 534.20 40.000 .00 .00 .00 32.50 1200.00 38.00 .00 38.12 5.05 2.73 440.00 534.20 70.000 30.00 .00 .00 32.00 100.00 38.00 .00 38.00 . .33 .49 204.00 174.75 70.000 30.00 .00 .00 32.00 200.00 37.99 .00 38.01 1.31. .98 204.02 174.77 70.000 30.00 .00 .00 32.00 300.00 37.99 .00 38.02 2.96 1.47 03.71 174.39 70.000 30.00 .00 .00 32.00 400.00 37.98 .00 38.04 5.32 1.97 202.87 173.39 * 70.000 30.00 . .00 .00 32.00 500.00 37.96 .00 38.06 8.39 2.47 202.21 172.61 * 70.000 30.00 .00 .00 32.00 600.00 37.94 .00 38.08 12.22 2.98 201.40 171.64 * 70.000 30.00 .00 .00 32.00 800.00 37.90 .00 38.15 22.39 4.02 199.25 169.09 * 70.000 30.00 .00 .00 .32.00 1000.00 37.83 .00 38.23 36.46 5.09 196.30 165.60 70.000 30.00 .00 .00 32.00 1200.00 37.74 .00 38.35 55.56 , 6.24 192.38 160.99 82.000 12.00 .00 .00 32.00 100.00 38.00 .00 38.00 .33 .49 203.94 174.67 82.000 12.00 .00 .00 32.00 200.00 38.00 .00 38.01 1.31 .98 203.76 174.46 82.000 12.00 .00 .00 32.00 300.00 37.99 .00 38.02 2.97 1.47, 203.46 174.10 82.000 12.00 .00 .00' 32.00 400.00 37.98 .00 38.04 5.31 .1.97 .203.03 17338 82.000 12.00 .00 .00 32.00 500.00 37.97 .00 38.07 8.36 2.47 202.47 172.91 14 ' SEcNO XLCH ELTRD ELLC ELMIN Q CdSEL CRIWS EG 10KS VCH AREA .01K 82.000 12.00 .00 .00 32.00 600.00 37.96 .00 38.10 12.16 2.97 201.77 172.0 82.000 12.00 .00 .00 32.00 800.00 37.93 .00 38.17 22.08 4.00 200.24 170.2- 82.000 12.00 .00 .00 32.00 1000.00 37.89 .00 38.28 35.21 5.03 198.77 168.5 82.000 12.00 .00 .00 32.00 1200.00 37.84 .00 38.42 52.27 6.10 196.62 165.9- 92.000 1.0.00 .00 .00 32.00 100.00 37.99 .00 38.01 1.38 1.46 99.74 85.1! 92.000 10.00 .00 .00 32.00 200.00 37.94 .00 38.05 5.77 2.97 97.91 83.2 92.000 10.00 .00 .00 32.00 300.00 37.87 .00 38.11 13.95 4.58 95.00 80.3: 92.000 10.00 .00 .00 32.00 400.00 37.73 .00 38.23 28.07 6.40 90.16 75.56 92.000 10.00 .00 .00 32.00 500.00 37.46 .00 38.44 57.54 8.87 80.13 65.9-- 92.000 10.00 .00 .00 32.00 600.00 37.65 37.65 38.84 68.70 9.91 86.96 72.3! 92.000 10.00 .00 .00 32.00 800.00 38.20 38.20 39.55 73.23 10.89 107.68 93.4k 92.000 10.00 .00 .00 32.00 1000.00 38.72 38.72 40.16 73.89 11.54 128.26 1.16.31 92.000 10.00 .00 .00 32.00 1200.00 39.09 39.09 40.71 79.69 12.43 143.60 134.4: 100.000 8.00 .00 .00 32.00 100.00 37.99 .00 38.01 1.39 1.46 99.52 84.9-- 100.000 8.00 .00 .00 32.00 200.00 37.95 .00 38.05 5.75 2.97 98.02 83.3E 100.000 8.00 .00 .00 32.00 300.00 37.88 .00 38.13 13.87 4.57 95.23 80.55 100.000 8.00 .00 .00 32.00 400.00 37.77 .00 38.25 27.13 6.32 91.48 76.8C 100.000 8.00 .00 .00 32.00 500.00 37.80 37.35 38.53 41.27 7.82 92.52 77.8 100.000 8.00 .00 .00 32.00 600.00 38.24 .00 38.98 39.80 8.06 109.19 95.1C 100.000 8.00 .00 .00 32.00 800.00 38.85 .00 . 39.69 42.71 8.89 133.50 122.42 100.000 8.00 .00 .00 32.00 1000.00 39.34 .00 40.30 46.03 9.66 154.20 147.35 100.000 8.00 .00 .00 32.00 1200.00 39.84 .00 40.87 46.45 10.15 176.67 176.06 108.000 8.00 .00 .00 32.00 100.00 38.02 .00 38.02 .20 .40 252.82 225.65 108.000 8.00 .00 .00 32.00 200.00 38.06 .00 38.07 .76 .78 255.43 228.9 108.000 8.00 .00 .00 32.00 300.00 38.15 .00 38.17 1.63 1.15 260.35 235.25 108.000 8.00 .00 .00 32.00 400.00 38.31 .00 38.34 2.64 1.49 268.93 246.33 108.000 8.00 .00 .00 32.00 500.00 38.62 .00 38.67 3.44 1.74 286.54 269.47 108.000 8.00 .00 .00 32.00 600.00 39.06 .00 39.12 3.91 1.92 311.76 303.51 108.000 8.00 .00 .00 32.00 800.00 39.78 .00 39.85 4.85 2.26 354.40 363.35 108.000 8.00 .00 .00 32.00 1000.00 40.38 .00 40.48 5.71 2.55 392.21 418.62 108.000 8.00 .00 .00 32.00 1200.00 40.94 .00 41.06 6.42 2.80 428.66 473.72 122.000 14.00 .00 .00 32.00 100.00 38.02 .00 38.02 .06 .29 340.30 423.54 122.000 14.00 .00 .00 32.00 200.00 38.07 .00 38.07 .22 .58 343.56 429.69 122.000 14.00 .00 .00 32.00 300.00 38.16 .00 38.18 .46 .86 349.68 441.27 122.000 14.00 .00 .00 32.00 400.00 38.33 .00 38.35 .75 1.11 360.22 461.46 122.000 14.00 .00 .00 32.00 500.00 38.65 .00 38.67 .99 1.31 381.02 502.06 122.000 14.00 .00 .00 32.00 600.00 39.09 .00 39.13 1.15 1.47 409.54 559.30 122.000 14.00 .00 .00 32.00 800.00 39.81 .00 39.86 1.48 1.75 456.96 658.34 122.000 14.00 .00 .00 32.00 1000.00 40.43 .00 40.49 1.78 2.01 498.45 748.61 122.000 14.00 .00 .00 32.00 1200.00 41.00 .00 41.07 2.06 2.23 537.52 836.51 SUMMARY PRINTOUT TABLE 150 SEN0 Q CWSEL OIFWSP DIFWSX DIFKWS TOPWID XLCR 40.000 100.00 38.00 .00 .00 .00 80.00 .00 40.000 200.00 38.00 .00 .00 .00 80.00 .00 40.000 300.00 38.00 .00 .00 .00 80.00 .00 40.000 400.00 38.00 .00 .00 .00 80.00 .00 40.000 500.00 38.00 .00 .00 .00 80.00 .00 40.000 600.00 38.00 .00 .00 .00 80.00 .00 40.000 800.00 38.00 .00 .00 .00 80.00 .00 40.000 1000.00 38.00 .00 .00 .00 80.00 .00 40.000 1200.00 38.00 .00 .00 .00 80.00 .00 70.000 100.00 38.00 .00 .00 .00 46.00 30.00 70.000 200.00 37.99 .00 -.01 .00 46.00 30.00 * 70.000 300.00 37.99 -.01 -.01 .00 45.97 30.00 * 70.000 400.00 37.98 -.01 -.02 .00 45.90 30.00 70.000 500.00 37.96 -.01 -.04 .00 45.84 30.00 70.000 600.00 37.94 -.02 -.06 .00 45.77 30.00 70.000 800.00 37.90 -.05 -.10 .00 45.59 30.00 * 70.000 1000.00 37.83 -.07 -.17 .00 45.33 30.00 * 70.000 1200.00 37.74 -.09 -.26 .00 44.98 30.00 82.000 100.00 38.00 .00 .00 .00 45.99 12.00 82.000 200.00 38.00 .00 .00 .00 45.98 12.00 82.000 300.00 37.99 -.01 .00 .00 45.95 12.00 82.000 400.00 37.98 -.01 .01 .00 45.92 12.00 82.000 500.00 37.97 -.01 .01. .00 45.87 12.00 82.000 600.00 37.96 -.01. .02 .00 45.81 12.00 82.000 800.00 37.93 -.03 .03 .00 45.67 12.00 82.000 1000.00 37.89 -.04 .05 .00 45.54 12.00 82.000 1200.00 37.84 -.05 .10 .00 45.35 12.00 * 92.000 100.00 37.99 .00 -.01 .00 37.97 10.00 * 92.000 200.00 37.94 -.04 -.05 .00 37.78 10.00 * 92.000 300.00 37.87 -.08 -.12 .00 37.47 10.00 92.000 400.00 37.73 -.13 -.25 .00 36.95 10.00 15 92.000 500.06 37.46 -.28 -.51 .00 35.85 10.00 92.000 600.00 37.65 .19 -.31 .00 36.60 1000 92.000 800.00 38.20 .55 .27 .00 38.80 10.00 92.000 1000.00 38.72 .52 .83 .00 40.87 10.00 92.000 1200.00 39.09 .37 1.25 .00 42.34 10.00 100.000 100.00 37.99 .00 .00 .00 37.95 8.00 100.000 200.00 37.95 -.04 .00 .00 37.79 8.00 100.000 300.00 37.88 -.07 .01 00 37.49 8.00 100.000 400.00 37.77 -.11 .04 .00 37.09 8.00 100.000 500.00 37.80 .03 .34 .00 37.20 8.00 100.000 600.00 38.24 .44 .59 .00 38.96 ' 8.00 100.000 800.00 38.85 .61 .65 .00 41.38 8.00 100.000 1000.00 39.34 .49 .62 .00 43.33 8.00 100.000 1200.00 39.84 .51 .76 .00 45.36 8.00 108.000 100.00 38.02 .00 .03 ' .00 54.06 8.00 108.000 200.00 38.06 .05 .11 .00 54.25 8.00 108.000 300.00 38.15 .09 .27 .00 54.61 8.00 108.000 400.00 38.31 .16 .54 .00 55.24 8.00 108.000 500.00 38.62 .31 .82 .00 56.50 8.00 108.000 600.00 39.06 .44 .82 .00 58.26 8.00 108.000 800.00 39.78 .71 .93 .00 61.12 8.00 * 108.000 1000.00 40.38 .60 1.04 .00 63.54 8.00 108.000 1200.00 40.94 .56 1.10 .00 65.80 8.00 122.000 100.00 38.02 .00 .00 .00 63.13 14.00 122.000 200.od 38.07 .05 .01 .00 63.24 14.00 122.060 300.00 38.16 .10 .01 .00 63.45 14.00 122.000 400.00 38.33 .16 .02 :00 63.81 14.00 122.000 500.00 38.65 .32 .02 .00 64.52 14.00 122.000 600.00 39.09 .44 .03 .00 65.48 14.00 122.000 800.00 39.81 .72 .04 .00 67.04 14.00 122.000 1000.00 40.43 .61 .05 .00 68.37 14.00 122.000 1200.00 41.00 .57 .05 .00 69.61 14.00 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 70.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PRoFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE= 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 70.000 PROFILE= 8 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO=' 70.000 PROFILE= 9 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92 .000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92.000 PROFILE= S CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 92.000 PROFILE 6 CRITICAL DEPTH ASSUMED CAUTION SECNO= 92.000, PROFILE. 6 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 92.000 PROFILE= 6 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 92.000 PROFILE= 7 CRITICAL DEPTH 'ASSUMED CAUTION SECNO= . 92.000 PROFILE= 7 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 92.000 PROFILE= 7 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 92.000 PROFILE= 8 'CRITICAL DEPTH ASSUMED CAUTION SECNO= 92.000 PROFILE= 8 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 92.000 PROFILE= 8 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 92.000 PROFILE= 9 CRITICAL DEPTH ASSUMED CAUTION SECNO= 92.000 PROFILE= 9 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 92.000 PROFILE= 9 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 108.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE' RANGE WARNING SECNO= 108.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE- 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE- 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE= 8 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 108.000 PROFILE= 9 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000' PROFILE= 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 8 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 122.000 PROFILE= 9 ' CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE I 16