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Home My WebLink About3821; Calavera Lake Creek & Agua Hedionda Creek; Hydrological Study; 1989-07-01HYDROLOGIO/VL STUDY KOR NORTHEASTERN CARLSBAD BASINS OF CALAVERA LAKE CREEK AND AQUA HEDIONDA CREEK ii- prepared by Howard H. Chang Ph.D., P.E. July 1989 TABLE OF CONTENTS Page I. INTRODUCTION 1 II. DRAINAGE BASIN CHARACTERISTICS 2 III. STORAGE ROUTING THROUGH CALAVERA LAKE 5 IV. RESULTS OF HYDROLOGY STUDY 7 V. FLOOD PLAIN STUDY FOR MOBILE HOME PARK 10 VI. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENT 11 REFERENCES 12 FIGURES APPENDIX A: INPUT/OUTPUT LISTINGS OF HYDROLOGY STUDY (HEC-1) APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-2 STUDY FOR MOBILE HOME PARK ATTACHMENTS Drainage Map of Calavera Lake Creek and Aqua Hedionda Creek Flood Plain Map at Mobile Hone Park HYDROLOGICAL STUDY FOR NORTHEASTERN CARLSBADBASINS OF CALAVERA LAKE CREEKAND AQUA HEDIONDA CREEK I. INTRODUCTION This hydrology study was made for the northeastern quadrant of the City of Carlsbad, covering Zones 7, 14, and 15. The area is drained by two major streams: Aqua Hedionda Creek and Calavera Lake Creek, as shown in the attached maps. The purpose of the study is to obtain the 100-year flood discharges of streams within the designated zones. Recommendations will also be made to solve the inadequate drainage situation of Calavera Lake Creek through the Rancho Carlsbad Mobile Home Park. A unified approach in hydrology is applied to all streams in these zones. The hydrology study considers the ultimate development under the established development constraints, so that the results are also valid in the long term. This study is guided by the Hydrology Manual of the County of San Diego, updated in 1985. As specified in the manual, the SCS method for hydrology shall be applied to drainage basins that are larger than 0.5 square mile. The HEC-1 computer model developed by the U. S. Army Corps of Engineers, which employs the SCS method, is the principle tool for this study. The drainage basins as selected in this study are also parts of larger basins which extend outside the city limit. For each case, the entire drainage basin is included in the computation, as shown in the drainage basin map. The Hydrology Manual also specifies the use of the rational method for drainage basins that are less than 0.5 square mile in area. The rational method is a simpler method which provides the design discharge of specific drain facilities. This study does not cover the rational method since such facilities are selected with future development. An impotent objective of the present study is to develop an adequate meansof drainage for the mobile home park. The existing shallow channel through thepark is silted and inadequate to convey the 100-year flood. A suitableconfiguration of the channel, subject to given physical constraints, shall bedetermined. Reduction of the flood discharge, if necessary, using flood waterdetention basins or operation method of Calavera Lake are among the alternativesto be investigated. The flood level and flood plain boundary of Aqua Hedionda Creek through the Rancho Carlsbad Mobile Home Park is computed using the HEC-2 program for the discharges determined in this hydrology study. However, channel improvement, if needed, is not investigated in this study. II. DRAINAGE BASIN CHARACTERISTICS Drainage basins are delineated for the northeastern area of the City within Zones 7, 14, and 15. Points of concentration along the principal drainage courses are also delineated on the drainage map. For the purpose of hydrological computation, certain basin characteristics are required. Such characteristics include basin area, precipitation zone number (PZN), antecedent moisture condition, precipitation, SCS curve number (CN), lag time, etc. Methods for obtaining such characteristics are described below separately. Basin Area - The area of a drainage basin is measured directly from the drainage basin map. Work maps used for this purpose have scales equal to or greater than 1" = 400*. Precipitation Zone Number (PZN) - This value for a basin is obtained from Fig. I-A-3 of the County Hydrology Manual. The coastal line has the PZN value of 1 and the PZN of 1.5 line cuts through the eastern edge of the study area. Basins in the study area have PZN values ranging from 1.2 to 1.6. Antecedent Moisture Condition (AM3) - The AMC for the 100-year flood is computed based on the PZN value of the basin according to the following relation /PZN - 1.0'AM: = 2.0 + (3.0 - 2.0)(\2.0 -1.0 iRunoff Curve Number (CN) - In the SCS method for runoff estimation, the CNvalue is used. Table I-A-1 of the Hydrology Manual lists the CN values relatedto land use, land treatment or practice, hydrologic condition, and soil type. The CN values for the A1-C of 2 are listed in the manual. Adjustment to other is based on the information shown in Table I-A-5 of the manual. Precipitation - The 100-year 6-hour storm and 24-hour storm are used in this study. The precipitation in inches for each case is obtained from the precipitation map in the Hydrology Manual. The values so obtained are listed in Tables 1 and' 2. Precipitation is distributed in accordance with the Type B distribution curve. When both storms are applied in the study, the 6-hour storm normally produces higher runoff discharges in small basins, while the 24-hour storm generates higher discharges for large basins. The larger of the two discharges so obtained is adopted. Lag Time - The lag time relationship is based on criteria developed by the U. S. Army Crops of Engineers adopted in the Hydrology Manual. Lag is defined as the time in hours from the center of mass of the excess rainfall to the peak discharge, it is an empirical expression of the physical characteristics of a drainage area in terms of time, and is estimated as: Lag (hours) = 24 n 'L * Lc\ m where n = Basin factor, representing a measure of overall basin roughness; m = 0.38, a constant; L = Length of the longest water course in miles; ^c = Length along longest course in miles, measured upstream to the point opposite the center of area; S = Overall slope, in feet per mile, of the longest water course. Table 1. Summary of Drainage Basin Characteristicsfor Calavera Lake Creek BasinBasinAl A2 A3 A4 A5 A6 A7 AS A9 A10 All A12 LI L2 13 Total Basin UA UB UC UD UE UF UG H Areasq. mi.0.74 0.21 0.48 0.68 0.20 0.50 0.20 0,29 0.31 0.36 0.23 0.34 0.49 0.48 0.39 area =5.90 Table Area sq. mi. 6.50 3.00 1.65 0.42 0.24 1.11 1.15 0.28 PZN1.5 1.4 1.35 1.4 1.3 1.3 1.25 1.3 1.25 1.2 1.25 1.2 1.3 1.3 1.25 AK:2.5 2.4 2.35 2.4 2.3 2.3 2.25 2.3 2.25 2.2 2.25 2.2 2.3 2.3 2.25 100-Yr.6-hr2.9 2.9 2.85 2.9 2.8 2.8 2.8 2.8 2.75 2.7 2.75 2.7 2.8 2.8 2.75 Rainfall, in.24-hr.5.1 5.1 5.0 5.1 4.9 4.9 4.9 4.9 4.75 4.5 4.75 4.5 4.9 4.9 4.75 CN90 90 89 90 87 87 88 88 90 87 86 87 86 86 86 Lag Timehours0.45 0.23 0.25 0.49 0.19 0.25 0.21 0.26 0,18 0.19 0.21 0.23 0.35 0.27 0.30 square miles 2. Summary of Drainage PZN 1.6 1.6 1.4 1.35 1.35 1.4 1.35 1.3 for Aqua AM: 2.6 2.6 2.4 2.35 2.35 2.4 2.35 2.3 Hedionda 100-Yr. 6-hr 3.2 3.15 3.0 2.85 2.85 2.95 2.85 2.8 Basin Characteristics Creek Basin Rainfall, in. 24-hr. 5.5 5.4 5.25 5.0 5.0 5.2 5.0 4.9 CN 91 91 89 89 88 89 89 88 Lag Time hours 1.02 0.76 0.60 0.22 0.17 0.46 0.41 0.26 GFEDCB A13 A14 A 0.510.960.580.340.300.25 0.17 0.43 0.28 1.31.31.251.251.251.2 1.2 1.2 1.2 2.32.32.252.252.252.2 2.2 2.2 2.2 2.82.82.752.752.752.7 2.7 2.7 2.7 4.94.94.754.754.754.5 4.5 4.5 4.5 879186869087 87 87 86 0.380.170.230.160.120.24 0.24 0.18 0.10 Total area of two stream basins = 24.09 square miles III. STORAGE ROUTING THROUGH CALAVERA LAKE Calavera Lake is an important factor to stream discharge since the lake contributes to the attenuation of the peak discharge due to the storage of flood water provided by its volume. As-built plans of the dam and spillway are given in Fig. 1, provided by the Carlsbad Municipal Water District. The spillway consists of a broad-crested weir with a length of 150 feet and a crest elevation of 216.5 feet. A 71-diameter standing pipe is located in the lake near the dam. Information concerning drainage devices on the standing pipe was obtained from Mr. Bryan Troupe of the Water District {Telephone number 438-2722). Only manual devices existed before; but about five years ago, permanent drain was installed to comply with the regulations of the California Department of Dam Safety. The permanent drain device consists of a 12-inch pipe, which is a 90 degree elbow pointing downward as shown in the figure. The drain opening is at the elevation of 208.92, or 7.58 feet below the spillway crest. The downward inlet of the drain pipe is intended to avoid blockage by floating debris. Iron bars are installed at the pipe entrance to prevent large objects from entering the pipe. The elbow pipe also has many l"-diameter holes around the surface as additional drain inlets. The permanent drain maintains the lake at a level no higher than 208.92 feet during the normal period. According to Mr. Troupe, the lake level is usually lowered a couple of feet below the elevation of 208.92 before a storm. This lowering of lake level is through a manually-controlled drainage pipe. They have not yet observed blockage of the permanent drainage pipe since its installation. Access to the standing pipe is provided by a boat.Because of the permanent drain pipe, the normal lake level should be nohigher than 208.92 feet. In the hydrology study, the initial lake level for the100-year storm is assumed to be at the drain level. Storage routing of flood flow through the reservoir is based on the continuity equation for water, ie. Inflow - Outflow = Rate of lake storage This option is included in the HEC-1 program as the modified Puls routing method. CXatflow from the lake is controlled at the spillway, for which the discharge is computed using the equation Q - C L H3/2 where H is the head of water above the spillway crest, L is the weir length, and C is the weir coefficient which is estimated to be 2.63 for the broad-crested weir. In the storage routing, the elevation-surface area relation for the lake is also employed. The tabulation for elevation-surface area of the lake is given below. Elevation Surface Area feet 208 210 212 214 216 217 218 219 220 221 acres 21 24 27 30 33 35 38 39.5 41 43 Results of the routing simulation for the 100-year 24-hour storm is shownin Fig. 2. It shows the inflow hydrograph and the routed outflow hydrograph.The peak discharge for the former is 1,803 cfs and that for the latter is 1,171cfs. The attenuation of peak discharge is therefore 35% for the 24-hour storm.This attenuation is 80% for the 6 hr. storm. There are other routing studies of the lake. A comparison of routing study results are listed below. However, it should be noted that earlier routing studies were made before the installation of the permanent drain pipe. A more conservative assumption concerning the initial lake level should be employed; the full lake level was assumed in the earlier studies. Name of Study Discharge of Inflow Discharge of Outflow cfs cfs Shuirman-Simpson, 1973 2,134 1,893 County of San Diego 1976 2,300 900 This Study per 6-hr storm 2,347 477 per 24-hr storm 1,803 1,171 The discrepancy in results may also be attributed to the type of storm used. Such information for other studies could not be obtained to make a comparison. IV. RESULTS OF HYDROLOGY STUDY Results of the hydrology study are summarized in Table 3. Other detailed output information can be found from the computer listings of HEC-1 in Appendix A. For the 6-hr, and 24-hr, storms, only the higher of two discharges is listed. It can be seen that the 6-hr, storm produces higher discharges in smaller basins while the 24-hr, storm generates higher values for larger basins. This procedure was not followed by all previous studies. Table 3. Sunmary of Peak Discharges for the 100-Year FloodPt. of Con Drainage Area 6-hr Storm 24-hr storm-cent rat ion Location in square miles in cfs in cfs1 Calavera Lake Creek atexit of Basins Al and A2 0.95 674 2 Calavera Lake Creek at Exit of Basins A3 and A4 2.11 1,445 3 Calavera Lake Creek at Exit of Basins A5 and A6 2.81 1,850 4 Calavera Lake Creek at eas- tern end of Calavera Lake 3.30 2,155 5 Calavera Lake Creek just upstream of Calavera Dam 3.61 2,347 1,803 5 Calavera Lake Creek just downstream of Calavera Dam 3.61 1,171 6 Calavera Lake Creek at exit of Basins A10 and All 4.20 1,236 7 Calavera Lake Creek at Exit of Basins LI and L2 0.97 614 8 East Branch of Calavera Lake Creek just before entrance of mobile hone park 1.36 811 8 Calavera Lake Creek just before entrance of mobile hone park 4.54 1,353 8 Calavera Lake Creek at entrance of mobile home park, combined flow from north and east 5.90 1,739 10 Aqua Hedionda Creek just downstream of confluence with Buena Creek at Green Oak Ranch 9.50 5,299 11 Aqua Hedionda Creek at exit of Basins UE, UF and UG near City limit 12.0 5,962 13 Aqua Hedionda Creek at exit of Basins UC and UD 2.07 1,231 14 Aqua Hedionda Creek atexit of Basin H 2.42 1,38312 Aqua Hedionda Creek justdownstream of confluencewith unnamed tributary 15.89 7,59715 Aqua Hedionda Creek at 300' upstream from Rancho Carlsbad 16.47 7,809 17 Aqua Hedionda Creek at 130' upstream from Rancho Carlsbad 17.05 7,997 18 Aqua Hedionda Creek just upstream of confluence with Calavera Lake Creek 17.30 8,080 18 Aqua Hedionda Creek just downstream of confluence with Calavera Lake Creek 23.80 9,848 19 Aqua Hedionda Creek just downstream of El Camino Real Bridge 24.09 9,910 The discharges obtained in this study are compared with those given in previous studies. The comparison is listed in Table 4. It is important to remember, again, that discharges obtained in this study are affected by the drain modification in Lake Calavera around 1985, and this condition did not exist when earlier studies were made. In the Rick study of 1983, the storage effect of Calavera Dam was not considered since the flood flow was not routed through the lake. Table 4. Comparison of Peak Discharges for 100-Year Flood Point Area This Study Rick County Corps Vista Cone. Location sq. mi. 1989 1983 1976 1973 1979 5 Calavera Lake Creek just upstream of Calavera Dam 3.61 2,347 2,300 5 Calavera Lake Creek just downstream of Calavera Dam 3.61 1,171 900 8 Calavera Lake Creek atentrance of mobile homepark, combined flow fromnorth and east 5.90 1,739 3,512 1,40010 Aqua Hedionda Creek justdownstream of confluencewith Buena Creek at Green Oak Ranch 9.50 5,299 5,621 7,000 6,900 5,035 11 Aqua Hedionda Creek near Carlsbad City limit 12.00 5,962 7,200 12 Aqua Hedionda Creek just downstream of confluence with unnamed tributary 15.58 7,462 7,700 7,900 18 Aqua Hedionda Creek just upstream of confluence with Calavera Lake Creek 17.30 8,080 9,965 7,900 18 Aqua Hedionda Creek just downstream of confluence with Calavera Lake Creek 23.80 9,848 13,472 10,000 10,300 V. FLOOD PLAIN STUDY FOR MOBILE HOME PARK The scope of the flood plain study covers Aqua Hedionda Creek from the bridge at El Camino Real to the eastern boundary of Rancho Carlsbad Mobile Hone Park (Rancho Carlsbad Drive). The purpose of the study is to determine the flood level and flood plain boundary of Aqua Hedionda Creek for the discharges obtained in this study. Cross-sectional profiles for Aqua Hedionda Creek are given in Figs. 3 to 20. The Calavera Lake Creek through the mobile home park has been silted in recent years. A solution for this drainage problem would include redredging of the creek channel and the part of Aqua Hedionda Creek from the Calavera confluence to El Camino Real Bridge. The extent of dredging in the 300-foot reach of Aqua Hedionda Creek has been determined to be 2.5 feet from the surveyed bed level as shown in Fig. 4. The restored Calavera Lake Creek in the mobile home park is assumed to be a trapezoidal channel with a bottom width of 7 feet and a side slope of 1.5 to 1. The channel-bed slope is 0.004 for the 2,000-foot lower reach from the confluence with Aqua Hedionda Creek; the slope is 0.0068 for the upper reach of about 1,250 feet. 10 The flood plain study is on the assumption that channel improvement itemsdescribed herein are implemented. The computed water-surface profile CalaveraLake Creek is shown in Fig. 21.Flood plain studies for Aqua Hedionda Creek have been made by Rick Engineering, 1983; it covers the creek from the coastal lagoon through Rancho Carlsbad Mobile Home Park and Rancho Carlsbad Golf Course. Previous cross sections are used in this study but they are updated to reflect recent changes. Since the completion of the Rick Engineering study, the bridge at Rancho Carlsbad Drive has been modified. The new configuration is used in this study. The present bridge has triple box culverts. The width of each box is 12 feet and the height varies from about 12 feet to 10 feet, reflecting the uneven bed profile. This study has been made using the HEC-2 computer model developed by the U. S. Army Crops of Engineers. Ineffective flow areas in the flood plain are specified using the ET or X3 records. The input and output listings are submitted with the report (see Appendix B), together with a map showing the cross section locations and flood plain boundary (see Attachment) . The plotted results include the cross-section profiles, channel-bed profile, and water-surface profile. The Rancho Carlsbad Drive Bridge on Aqua Hedionda Creek is insufficient to pass the 100-year flood, with a portion of the flow overtopping the bridge roadway. The overtopped flow will spread to the mobile home park downstream to become perched flow for the flood plain. The boundary affected by the perched flow is not shown in the map. IV. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENT On the basis of the study results, certain recommendations are made in order to improve the current drainage condition though the mobile home park. The current shallow channel of Calavera Lake Creek is insufficient to pass the design flood discharge of 1,740 cfs. 11 1. Restoration of the Calavera Lake Creek through the mobile home park bydredging. The design discharge of 1,740 cfs may be accommodated by a properchannel improvement within the physical constraint of 40-foot surface width. Anadequate channel configuration is given in the previous section. The channelboundary needs to be protected against the peak velocity of about 10 feet persecond. Protection of the channel boundary may be achieved by using such materials as armorflex or geoweb. 2. Dredging of the short channel reach, about 300 feet long, of Aqua Hedionda Creek from the Calavera Lake Creek confluence to El Camino Real Bridge by 2.5 feet. 3. Future siltation of the channel may be prevented by sediment detention basins installed upstream of the mobile home park. Two such facilities are recommended, with one on the north channel branch and one on the east branch. 4. The Rancho Carlsbad Bridge on Aqua Hedionda Creek is insufficient to pass the 100-year flood of about 8,000 cfs, with a portion the flow overtopping the bridge roadway. The overtopped flow will spread to the downstream to became perched flow for the downstream flood plain. This situation may be improvement by enlargement of the bridge opening or by raising the bridge span. REFERENCES 1. "Calavera Dam Inundation Study, City of Carlsbad", Shuirman-Simpson Consulting Engineers, September 1973. 2. "Flood Plain Information, Aqua Hedionda Creek", Department of the Army, Los Angeles District, Corps of Engineers, July 1973. 3. "Aqua Hedionda Creek", County of San Diego, 1976. 4. "Drainage Master Plan, City of Vista", L & S Consultants, San Marcos, CA, 1978. 5. "Rancho Carlsbad Drainage and Flood plain Study", Rick Engineering Company, June, 1983. 6. "Hydrology Manual", County of San Diego, January 1985. 12 Fig. 1. Calavera Dam and Spillway (on second sheet) -EL, 223 10 SL Etev, 2/650 ~r for Foot dridgc Earth Ft/I WA'-V ZLZVATtQN/?/P£ COLLARSOUTLET PIPE SECTION 8-8 O 19 70 3O 40 SO ' O/ SPILLWAY SILL EL. 2/6.5 Concrete Anjchor* /6"*30" SECTION. D-D SCALE /N FEET /".-,„• CALAVEFlA DAM . SAN DIEGO COUNTY ' >.*,'.*>Carlsbad Mutual Water Company,,'. A.L 5onderegge&, ,; Owner. _ *S<?/pt/94-f • Engineer*. '' •.'. STATE OFCALIFORMIA ' DEPARTMENT OF .PUBLIC WORKS DIVISION OF WATER APPLICATION NO-047 APPROVED ;;'March 26,. 1942 - Hydrographs obtained in of .j.nf low the routing aad~outflow_fd>r study „. Gala ver a -Lake nydrbgcapFK n o 1,000 Outflow hydrograibh Time, haura till ) 1 1 1 I \1 I ] 1 tig. 3 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE td 35- 25- STATION, FEET SECTfON 20. LOOKING UPSTRRAM ) I I i l 1 I 1 1 1 I ) I 1 I I 1 I 1 . 4 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD CROSS SECTIONAL PROFILE E- CJ Cd tt, *Zo ^> CJ 250 STATION, PEET SECTION 21 LOOKING UPSTREAM LIST OF FIGURESFig. 1. Calavera DamFig. 2. Hydrographs of inflow and outflow for Calavera Lake obtainedin the routing studyFig. 3. Cross-sectional profile of Section 20 for Aqua Hedionda CreekFig. 4. Cross-sectional profile of Section 21 for Aqua Hedionda Creek Fig. 5. Cross-sectional profile of Section 22 for Aqua Hedionda Creek Fig. 6. Cross-sectional profile of Section 23 for Aqua Hedionda Creek Fig. 7. Cross-sectional profile of Section 24 for Aqua Hedionda Creek Fig. 8. Cross-sectional profile of Section 25 for Aqua Hedionda Creek Fig. 9. Cross-sectional profile of Section 26 for Aqua Hedionda Creek Fig. 10. Cross-sectional profile of Section 27 for Aqua Hedionda Creek Fig. 11. Cross-sectional profile of Section 28 for Aqua Hedionda Creek Fig. 12. Cross-sectional profile of Section 29 for Aqua Hedionda Creek Fig. 13. Cross-sectional profile of Section 30 for Aqua Hedionda Creek Fig. 14. Cross-sectional profile of Section 31 for Aqua Hedionda Creek Fig. 15. Cross-sectional profile of Section 32 for Aqua Hedionda Creek Fig. 16. Cross-sectional profile of Section 33 for Aqua Hedionda Creek Fig. 17. Cross-sectional profile of Section 34 for Aqua Hedionda Creek Fig. 18. Cross-sectional profile of Section 35 for Aqua Hedionda Creek Fig. 19. Cross-sectional profile of Section 36 for Aqua Hedionda Creek Fig. 20. Cross-sectional profile of Section 37 for Aqua Hedionda Creek Fig. 21, Water-surface and bed profiles for Calavera Lake Creek through mobile home park based on restored channel Fig. 22. Water-surface and bed profiles for Aqua Hedionda Creek through mobile home park ) ]}}}1 1 )1 1 1 1 1 ]1 „. 5 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD CROSS SECTIONAL PROFILE 45 £_. EJ STATION, FEET SECTION 2Z. LOOKING UPSTREAM 1111)111 1)11 1 1 1111 rig. 6 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE E-- o CO 35 -B- 250 STATION, FEET <=-r.VTTnM ^'^ roOKTMH rf 350 Fig. 7 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 250 350 STATION, FEET SECTION 24, LOOKING UPSTREAM GO L£] a UJ 40 30- . a AQUA HEDIONDA CREEK AT RANCHO CARLSBAD CROSS SECTIONAL PROFILE -V- ra- 400 500 STATION, FEET SRCTfON 25, LOOKING UPSTREAM f 1 I 1 I 1 ] 1 ) } I )I 1 I*. 9 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD CROSS SECTIONAL PROFILE 30- STATION, FEET SECTION 26 LOOKING UPSTREAM fig. 10 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE E-CJ a 40- 30- 550 G50 STATION, FEET SECTION 27, LOOKING UPSTREAM ng. 11 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 60 50- E- CJ 40- 30- 000 900 STATION, FEET SECTION 28. LOOKING UPSTREAM 1)111 ! i } I ) I ) ) i i i i ng. i* AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 55 o 45 35- -B- -e- 400 GOO STATION, FEET SECTION 29, LOOKING UPSTREAM . 13 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 55- Cd [V, ^O E- 45-- GOO flOO STATION, FEET SECTION 30 LOOKING UPSTREAM 1000 I 1 1 I I 1 1 I 1 1 1 1 1 1 I I . 14 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD CROSS SECTIONAL PROFILE 55- a C£l 45- GOO flOO STATION, FEET SRCTFON m inoKfNr: (000 I I 1 1 ! I 1111 } \ . 15 AQUA HEDLONUA CREEK AT RANCILO CAKLbUAU CROSS SECTIONAL PROFILE 55- o t- 35- 700 900 1100900 STAT[ON, PEET SRCTION 32, LOOKfNG UPSTREAM . 16 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 55- E- DO Cd o 35- GOO 600 STATION, FEET SM:;C.TfON 33, LOOKFNC 1000 n. 17 35- AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE GOO ttOO 1000 STATION, FEET SECTION 34, LOOKING UPSTREUf 1200 »*. la AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 70 60- o CJ 50- 40- GOO ttDO 1000 STATION, FEET SECTION 35, LOOK[NG UPSTREAM . 19 70 Cd O 40- AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE •B--B- COO 800 1000 STATION, FEET SECTION 36, LOOKING UPSTREAM L200 fig. 20 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD CROSS SECTIONAL PROFILE 40- ttOO 1000 1200 STATION, FEET SECTION 37, LOOKING UPSTREAM 1400 1 1 I I I I 1 1 1111 1111 . 21 CALAVERA LAKE CREEK -- DESIGN CONDITIONS ATER SURFACE AND CHANNEL-BED PROFILES WS O-CHANNEL BED DISTANCE, IN 1000 FEET LOO-YEAR FLOOD us. 22 AQUA IIEDIONDA CREEK - EXISTING CONDITIONS WATER-SURFACE AND CHANNEL-BED PROFILES O 15 2 DISTANCE. IN 1000 FEET LOO-^EAR FLOOD 2.5 D- W S O-CHANNEL BED 1*9************»********«*******»****»*#** * * * FLOOD HTCROGRAPH PACKAGE (HEC-1) V * FEBRUARY 1981 * REVISED 02 AUG 88 * RUN DATE 07/01/1989 TIME 11:36:44 * A**************************** ************ #4 «««**«**************»*» ««****«****** * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDBOLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * CAVISi CALIFORNIfl 95616 * * (916> 5S1-174S V * * ***»*********************£««*********** X X X X X X XXXXXXX X X X X X X XXXXXXX X X xxxx X X XXXXXXX xxxxx X X X X X X Xxxxxx xxxxx X XX X X X X XXX I- TUS PROGRAM REPLACES ILL PREVIOUS VERSIONS OF MEC-1 KNOWN AS HEC1 (JAN 735, HEC1GS, HEC10B, AND HEC1KW. THE DEFIMTICNS OF VARIABLES -RTIMP- AND -RTIOR- t-AVE CHANGED FROM THOSE USED MITH THE 1973-STYLE INPUT STRUCTURE.ThE DEFINITION OF -AKSKK- ON RM-CARD WAS CHANGED KITH REVISIONS CATEO 28 SEP 81. THIS IS THE FDRTRAN77 VERSIONNEW OPTICkS: DAHBREAK OUTFLOW SUBMERGENCE . SINGLE EVENT DAMAGE CALCULATICN, OSS:taRITE STAGE FREQUENCY*OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATEIGREEK AND AMPT IKFILTRATIONKINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • MEC-1 INPUT PAGE LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 IS 16 17 IB 19 20 ID. ID ID ID ID IT 10 KK KM IN P8 PI PI PI PI PI BA LS UD KK KM .6.....7....8....9 10 DRAINAGE STUDY FOR NE QUACRANT OF CtELSBAC FCR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 24-HOUR STORM, 100-YEAR EVENT ZONES 7* 14 AND 15 5 300 5 CL Al RUNCFF FROM CALAVERA LAKE BASIN Al 30 5.10 .009 .007 .009 .009 .011 .009 .016 .017 .02 .023 .03 .045 .041 .027 .023 .021 .02 .019 .016 .015 .014 .015 .012 .013 .011 .01 .009 .009 .C09 .009 0 .014 .082 .01 .01 0.74 .011 .067 .017 .01 .01 ,012 ,088 ,016 .01 ,009 .013 .096 .018 .009 90 0.45 CL A2 RUNCFF FROM CALAVERA LAKE BASIN A2 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 LIKE 48 49 50 51 52 53 54 55 56 57 58 59to 41 £2 63 £4 65 a* LS UD KK KM HC KK KM RS RC RX RY KK KM PB BA LS UD KK KM HC KK KM PB BA LS UD KK KM MC KK KM RS RC RX RY KK KM PB BA LS UD KK KM HC 0.21 90 0.23 PT. 1 C:i6INE FLOWS CF Al AhC A2 2 CL A3 CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A3 1 STOR -1 0.022 0.022 0.022 4200 0.012 465 475 485 495 505 515 525 535 355 350 345 340 340 345 350 355 CL A3 RUNOFF FROM CALAVERA LAKE BASIN A3 5.0 0.48 89 0.25 PT. 2 COMBINE FLOW CF A3 WITH ROUTED FLO* 2 CL A4 RUNOFF FROM CALAVERA LAKE BASIK A4 5.10 0.68 90 0.49 HEC-1 INPUT PT. Z COMBINE PLOWS CF BASINS A3 AND A4 2 CL A5 CHANNEL ROUTING THRCUGH CALAVERA LAKE BASIN AS 1 STOR -1 0.022 0.022 0.022 3200 0.014 465 475 485 495 507 517 527 537 275 270 265 260 260 265 270 275 CL A5 RUNCFF FROM CALAVERA LAKE BASIN AS 4.9 0.20 87 0.19 CL AS CQHBINE FLOW OF AS WITH ROUTED FLOW 2 PACE 10 66 KK CL A6 <7 68 69 TO 71 72 73 74 75 76 77 78 79 80 Bl C2 83 84 85 86 87 68 89 PAGE LINE 90 91 92 S3 94 95 S6 97 S8 99 100 101 102 103 104 105 1C6 U7 108 109 110 111 112 113 KM PB BA LSuo KK KM HC KK KH RS RC RX Rt KK KM Pfl BA LS UD KK KM MC KK KN PB B* LS UO KX KN HC KK KM PB B* LS UD KK KM HC KK KN KO RS SA SE HUNCFF 4.9 0.50 0.25 PT. 3 COMBINE 2 CL A7 CHANNEL FROM CALAVERA L&KE BASIN A6 6T FLOWS CF BASINS AS AND A6 ROUTING THROUGH CALAVERA LAKE BASIN A7 1 S7Q* -1 0.030 0. 450 245 CL ATRUNOFF 4.9 0.20 0.21 CL AT COMBINE 2 CL AS RUNCFF 4.9 0.29 0.26 PT. 4 COMBINE 2 CL A9 RUNCFF 4.75 0.31 0.18 CL A9 COMBINE 2 PT. 5 STORAGE 3 030 0.030 2700 0.010 465 480 495 515 530 545 £60 240 235 230 230 235 240 245 FROM CALAVERA LAKE BASIN A7 SB FLOW OF AT WITH ROUTED FLOW HEC-1 INPUT ..2 3 4 5. ...... 6 7 8 9 .10 FROM CALAVERA LAKE BASIN AS 86 FLOWS CF BASINS A7 AND A8 FROM CALAVERA LAKE BASIN A9 90 FLOWS CF BASIHS A7« AS, AND A9 ROUTING IK CALAVERA LAKE 2 1 ELEV 2C9.0 21 24 2T 30 33 35 38 39.5 41 43 208 210 212 214 216 217 218 219 220 221 114 SS 216.5 15fl 2.6* 1.5 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 LIKE 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 1S7 158 159 KK KM RS *C RX BY KK KM P6a* LS UD KK KM HC KK KM PB BA LS uo KK KM HC KK KM RK KK KM PB BA LS UO KK KM HC KK KM PB BA LS UD KK KM PS CL AID CHAhNEL 1 5 0.035 0. 450 165 CL A10 RUMCFF 4.5 0.36 0.19 PT. 6 COMBINE 2 CL AH RUNCFF 4.75 0.23 0.21 PT. 6 COMBINE 2 CL A12 CHANNEL 3100 0. CL A12 RUNCFF 4.5 0.34 0.23 PT. S COHEINE 2 CL LI RUNCFF 4.9 0.49 0.35 CL L2 RUNCFF 4.9 . ROUTING THROUGH CALAVERA LAKE SASIN A10 iTOR -1 ,045 0.035 3600 0.027 465 460 495 515 £30 545 560 160 155 150 150 155 160 165 FROM CALAVERA LAKE BASIN A10 87 : FLOWS CF BASIN A10 WITH ROUTED FLCk FROM CALAVERA LAKE BASIN All 86 HEC-1 INPUT FLOWS OF BASINS A10 AND All ROUTING THROUGH CALAVEKA LAKE EASIN A12 007 0.035 20 3 FROM CALAVERA LAKE 6ASIN A12 87 FLOWS CF BASIN A12 WITH BOLTED FLOW FROM CALAVERA LAKE BASIN LI 86 FROM CALAVERA LAKE 8ASIN L2 PAGE 10 160 BA 0.48 1(1 LS 86 162 UO O.Z7 163 KK PT. 7 1C* KK COMBINE FLOWS CF BASINS LI AND L2 165 HC I 166 KK CL L3 167 KM CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN L3 168 RS 1 STOR -i 169 RC 0.030 0.040 0.030 4700 0.036 170 RX 450 465 480 495 SOS 520 53S 550 171 RT 115 110 IDS 100 100 105 110 115 172 KK CL L3 173 KH RUNOFF FROM CALAVERA LAKE BASIN L3 17* PB 4.75 175 SA 0.39 176 LS 86 177 DO 0.30 HEC-1 INPUT PAGE LINE ID 1 2 3 4 5 6 7 8 9 10 178 KK PT. 8 179 KM COMBINE FLOWS OF BASIN 13 KITH ROUTED FLOW 160 HC 2 181 KK PT. 8 162 KM COMBINE FLOWS CF BASIN A12 UlTH ROUTED FLOW FROM L3 183 HC 2 18* KK CL A12 185 KM CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A12 1(6 RS 1 STOR -1 187 RC O.C30 0.028 0.030 1200 0.007 188 RX 482 488 494 500 506 512 518 524 189 RT 52 48 44 40 40 44 48 52 190 KK CL A13191 KN CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN AIB 192 RS 1 STOR -1 193 RC 0.030 0.028 0.030 2050 0.004 194 RX 482 488 494 500 506 512 518 524 195 Rt 47 43 39 35 35 39 43 47 156 KK ACLJAUA 197 KH RUNCFF FROM AQUA HED10NCA BASIN UA 198 PB 5.50 199 &A 6.50 200 LS 91 201 UO 1.02 202 KK AQUAUB203 KH RUNCFF FROM AQUA HEQIQNDA BASIN UB 204 PB 5.4 205 8A 3.00 206 LS 91 207 UD 0.76 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 LXhE 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 KK KM HC KK KM RS RC RX RT KK KM PB BA LS 00 10* KK KM HC KK KM PB BA LS UD KK KM PB 8* LS UD KK KM MC KK KM RK KK KM PB BA LS UD KK KM MC PT 10 COMBINE FLOWS FROM AQUA BASINS I'A AKD U3 2 AQUAUF ROUTING THROUGH CHANNEL IN EASIN UF 1 STOR -1 0.030 0.040 0.030 7300 0.0075 800 905 965 1000 1020 1040 1100 1315 350 325 323 318 319 320 325 350 AQUAUF RUNOFF FROM AQUA HEDIONDA BASIN UF 5.2 1.11 B9 0.46 HEC-1 INPUT AOUAUF COMBINE FLOWS FROM AQUA HEOIONCA BASIN UP AKO ROUTED FLOW 2 AQUAUE RUNOFF FROM AQUA HECIQND* BASIN US 5.0 0.242 B8 0.17 AQUAUG RUNOFF FROM AQUA HECIONDA BASIN UG 5.1 1.15 89 0.41 PT 11 COMBINE FLOWS FROM BASINS UE» UF, AND UG 3 AQUA 6 ROUTING THROUGH CHANNEL IN BASIN G 8200 0.022 0.033 0 0 20 3 AQUA G RUNOFF FROM AQUA HECIONDA BASIN G 4.9 0.51 87 0.38 PT 12 COMBINE FLOW FROM BASIN G WITH ROUTED FLOW 2 PAGE £S3 254 255 256 257 258 259 260 241 263 UO 0.22 PAGE LIKE ID.......1.......2.......3.......4.......5.......6 ..7.......8..*....9......lO 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 2EO 281 2B2 263 284 285 266 287 288 289 290 291 292 293 294 29S 296 297 KK KM PB BA LS UD KK KM PC BA LS UO ID. KK KM HC KK KM RS RK KK KM P8 8A LS UO KK KM HC KK KM RK KK KM Pft BA LS UO KK KM HC KK KM HC KK KM AQUAUC RUNOFF 5.25 1.65 0.60 AQUAUD RUNOFF 2.85 0.42 0.22 1.... PT 13 COMBINE 2 AOUA H ROUTING 10 2300 0 AOUA H RUNOFF 4.9 0.35 0.20 PT 14 COMBINE 2 AQUA F ROUTING 4200. 0 AOUA F RUNOFF 4.9 0.96 0.17 PT 12 COMBINE 2 PT 12 COMBINE 2 AOUA E ROUTING FROM AOUA HEDIONCA BASIN UC 90 FROM AOUA HEDIONCA BASIN UD B8 HEC-I INPUT FLOWS FROM UC AND UO THROUGH CHANNEL IN BASIN H STOR -1 0 .018 0.032 0 0 20 3 FROM AOUA HEDIONCA BASIN H 88 FLOW FROM 8ASIN H WITH ROUTED FLOW THROUGH CHANKEL IN BASIN F .022 0.033 0 0 20 3 FROM AQUA HECIONDA BASIN F 91 FLOW FftCM BASIN F WITH ROUTED FLOW FLOW FROM BASIN G WITH ROUTED FLOW THROUGH CHANNEL IN BASIN E 298 BK 4200 0.010 0.035 0 0 20 299 300 3G1 302 303 304 LIKE 305 306 307 308 309 310 311 312 313 31* 315 316 317 318 319 320 321 322 323 324 325 326 32T 329 329 330 331 332 333 334 335 336 337 338 339 340 341 KK KM PB BA LS UD KK KM HC KK KM RK KK KM BA LS DO KK KM HC KX KM BA LS UD KK KM HC KK KM RK KK KM PB BA LS UD KK KM HC KK KM HC AQUA E RUNOFF FROM AQUA HECICNCA BASIN E 4.75 O.SB 66 0.23 MEC-1 INPUT PAGE 8 PT 15 COMBINE FLOW FROM BASIN E WITH ROUTED FLOW 2 AQUA D ROUTING THROUGH CHANNEL IN BASIN D 1800 0.010 0.035 0 0 25 2 AQUA D RUNOFF FROM AQUA H60IONDA BASIN 0 0.28 86 0.16 PT 16 COMBINE FLOW FROM BASIN D WITH ROUTED FLOW 2 AQUA C RUNOFF FROM AQUA HEDIONDA BASIN C 0.302 90 0.12 PT 17 COMBINE FLOW FROM BASIN C WITH ROUTED FLOW 2 AQUA B ROUTING THROUGH CHANNEL IN BASIN B 3BOO 0.007 0.030 25 1.5 AQUA B RUNOFF FROM AQUA HECIONCA BASIN B 4.50 0.25 87 0.24 PT 18 COMBINE FLOW FRCM BASIN B hITH ROUTED FLOW 2 PT 18 COMBINE FLOWS FROM AQUA HECJDNOA CREEK AND CALAVERA CREEK 2 3*2 3*3 3*4 345 346 347 LIKE KK KM PB BA LS UD CL A13 ftUNCFF FROM CALAVERA LAKE 6ASIK A13 0.17 0.15 97 HEC-1 INPUT * 5 6 7 8 PAGE 9 10 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 KK PT 18 KM COMBINE FLOWS OF BASIN A13 WITH ROUTED FLOW HC 2 KK AOUtI* KM ftUNCFF FROM BASIN Alt PB 4.5 6* 0.43 LS 87 UD 0.18 KK PT 18 KM COMBINE FLOWS CF BASIN Alt U1TH ROUTED FLOW HC 2 XX AQUA AKM RUNCFF FROM AQUA HEDIONDA BASIN A BA O.JB3 LS 86 UO 0.10 365 KK 366 KM 367 HC 368 II1 **********«**«*»***«***4***«4**4****4*»** *FLOOD HYCROGRAPfi PACKAGE CMEC-1) * FEBRUARY 1981 * REVISED 02 »UG 86 * *RUN DATE OT/oi/i9S9 TIME 11:36:44 * 4 ****4**ft***444*444**4*444**44*«444r***4V** PT 19COMBINE FLOWS OF BASINS A ASD B 2 *4*4****»***»*«44**444**4**4*4*»4«4*«*« * * * U.S. ARMY CDRPS CF ENGINEERS * 4 THE HTDRDLDGIC ENGINEERING CENTER * * 609 SECOND STREET « * DAVIS* CAL1FCRMA 95616 4 4 <916) 551-17*8 * 4 4 6 10 DRAINAGE STUDY FOR NE OU4DRAM CF CARLSBAD FOR ULTIMATE CONDITIONS CF WATERSHED DEVELOPMENT 24-HCUR STORM, IflO-YEftR EVENT ZONES T. 14 AND 15 OUTPUT CONTROL VARIABLES IPfiNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL CSCAL 0. HYDROGRAPM PLOT SCALE IT HYCfiOGKAPH TIME DATA NMIN 5 IDATe 1 0 ITIME OODG NO 300 NDDATE 2 0 NCTIME 0055 KENT 19 COHPLTATICN INTERVAL TOTAL TIME BASE HINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIKE NUMBER CF HYDROGRAFH ENDING DATE ENDING TIME CENTURY MARK .08 HOURS 24.92 HOURS CRDINATES ENGLISH UMTS DRAINAGE AREA PRECIPITATION DEPTH LENGTH. ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE PILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *«* »** **« *«* *** «** «** «t* *«* *** ***«** *** *** *«**** *#* *** 106 KK 110 KO 111 RS 112 SA 113 SE 114 SS ************** * * * PT. 5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLCT 2 PLOT CCNTRCL CSCAL 0. HYDROGRAPH PLOT SCALE HYD8CG3APH ROUTING DATA STCRAGE ROUTING KSTPS ITYP HSVRIC X AfiEA 1 NUMBER DF SUBREACHE5 ELcV TYPE CF INITIAL CO^DITION 209.00 INITIAL CCKDITION .00 WORKING R AND D COEFFICIENT 21.0 24.0 27.0 30.0 33.0 35.0 ELEVATION SPILLWAY CREL SFHIO CDOH EXPM 208.00 210.00 212.00 214.00 211.CO 217.00 216.50 SPILLhAY CREST ELEVATICN 150.00 SPILLhAY WIDTM 2.64 WEIR COEFFICIENT 1.50 EXPONENT OF HEAD *** 38.0 39.5 41.0 43.0 216.00 219.00 Z20.00 221.00 COMPUTED STCRAGE-ELEVATIGN DATA STORAGE ELEVATION OUTFLOW ELEVATION CUTFLCW ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION *** .00 208.00 .00 206.00 4T2.52 217.63 .00 .00 208.00 244.56 81.03 216.85 44.97 210.00 .00 212.50 648.18 217.89 44.97 .00 210.00 249.88 140.01 217.00 325.12 333.93 1565.33 1776.62 219.00 219.22 ****** 95.54 152.91 215.89 212.00 214.00 216.00 COMPUTED OUTFLCW-ELEVi- .65 5.19 17.50 216.51 216.56 216.63 662.73 1120.06 1424.06 218.18 218.50 216.S5 COMPUTED STCRAGE-OUTFLGk-EL 95.94 152.91 215.69 .00 .00 .00 212.00 214. DO 216.00 256.25 263.72 272.34 222.33 331.87 472.52 217.18 217.39 217.63 350.10 365.37 367.65 2187.61 2592.97 2654.95 219.63 220.00 220. C6 249.88 217.00 ION CATA 41.49 216.72 1778.62 219.22 2S6.37 325.12 365.37 407.36 218.00 219.00 220. CO 221.00 81.03 140.01 222.33 331.87 216.85 217.00 217.13 217.39 2187.61 2654.95 3164.51 3760.19 219.63 220.06 220.51 221.00 iVATION CATA 232.63 .00 216.50 282.17 648.18 217.89 366.70 3164.51 220.51 233.11 234.53 236.90 240.24 .65 5.19 17.50 41.49 216.51 216.56 216.63 216.72 286.37 293.26 305.56 319.10 727.50 862.73 1120.06 1424.06 218.00 218.18 218.50 216.65 407.36 3780.19 221.00 *** *=» HYDROGRAPH AT STATION PT. 5 PEAK FLOW TIME > CCFS) CHR> * 1171. 11.08 PEAK STORAGE TIME • (AC-FT) <HR> 306. 11.08 PEAK STAGE TIME (FEET) CHRJ 218.56 11.08 0. 400. 0. 0. DAHRMN PER 10000 11 .- CCFS) (INCHES) CAC-FT) CUMULATIVE 6-HR 613. 1.578 304. 6-HR 279. 6-HR 217.81 AREA * (I) INFLOW, <0> SCO. 1200. 0. 0. MAXIMUM AVERAGE FLCW 24-HR 72-HR 2* 246. 237. 2.532 2.532 487. 487. KAXIPUM AVERAGE STORAGE 24-HR 72-HR 2- 184. 178. MAXIMUM AVERAGE STAGE 24-HR 72-HR 2. 214.66 214.45 3.61 SO MI STiTION PT. OUTFLOW 1600. 2000. 0. 0. 0. 0. .92-hR 237. ^.532 487. -32-l-B 178. -92-^R 114.45 5 0. (S) 100. 0. 0. 0. 0. 0 STORAGE 200. 300. 400. 0. 0 10005 10010 10015 10020 10025 10030 10035 10040 10045 10050 10055 10100 10105 10110 10115 10120 10125 10130 10135 10140 10145 10150 10155 10200 10205 10210 10215 10220 10225 10230 10235 10240 10245 10250 1025S 10300 10305 10310 10315 10320 10325 10330 10335 10340 10345 10350 10355 10400 10405 10410 10415 10420 10425 10430 10435 10440 10445 10450 10455 10500 21 31 41 • . 51 61 71ei 91 101 121 131 141 151 161 171 1 0 I * * 191 201 221 231 241 251 261 271 281 291 301 321 331 341 351 361 371 381 391 401 411 421 431 441 451 461 471 481 491 501 511 521 531 541 5501 5601 5701 5801 5901 6001 6101 . S . S .. s .. s. s. s .. s. s * 4 • » i * * * . 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Sssssssss sssssss . 4 4 * 4 * . 4 S .. . . . . . . . s . . . . . 4 4 . 4 S . • • . 4 . . * • S 4ssssss sssssssss ssssssssss.... ... . * 4 • ... ... 4.4 . 4.4 4 . • . . 4.4 ... * ft " ... • * * * * * * * • * • * * * . . • * • • • • • * • * * • • * * * * * * * • * * * • * * * • # • * • * * . • • • * • • • • • * • • • * * • . * . * • • » » * • • * * - . * - • • * . • * • • • * * • . * « * * * • * . 12005 242. 12010 243. 12015 244. 12020 245. 12025 246. 12030 247. 12035 248. 12040 249. 12045 250. 12055 2S2. 12100 253. 12105 254. 12110 255. 12115 256. 12120 257. 12125 258. 12130 259. 12135 260. 12145 262. 12150 263. 12155 264. 12200 265. 12205 266. 12210 267. 12215 268. 12220 269. 12225 270. 12235 272. 12240 273. 12245 274. 12250 275. 12255 276. 12300 277. 12305 278. 12310 279. 12315 280. 12325 282. 12330 263. 12335 284. 12340 2B5. 12345 286. 12350 287. 12355 288. 20000 269. 20005 290. 20015 292. 20020 293. 20025 294. 20030 295. 20035 296. 2004Q 297. 20045 298. 20050 299. 20055 300.-- 1 10 10 10 10 10 10 10 10 10 IIIII » * * * • • * 4 • • * * • • * • * * • * 10 10 10 10 10 10II III .IIIIII IIII .II .II .I IIII .II 10 10 sssssssss sssss 5s .s .s sssssssss sssssss. . . . s . . >ssss 5sss 5 5s . ss . • • * • S * * *ss * * « * S • * *s 5 . . . * . . . * * . 9 . . . . . . . . . .. . . . * . * * . . . . . . . . . . . * . * * . . * ^ * * . 9 * * 1 ] 1 1 1 1 } I ] 1 ) }11!) SUMPARY FLOW IN ClilC FEET PER SECCNQ TIME IN HOURS, AREA IN SQUARE MILES OPERATION MTCftOGRAPM AT HYDROGRAPH AT 2 CCMBINED AT ROUTED TO HYDROGRAPH AT 2 COMBINED AT HYDSOGRAPH AT Z COMBINED AT ROUTED TO HVDRDGftAPH AT 2 COMBINED AT HYDRQGRAPH AT 2 COMBINED AT ROUTED TO HYORQGHAPH AT 2 COMBINED AT STATIC* CL Al CL A2 PT. I CL A3 CL A3 PT. 2 CL A4 PT. 2 CL A5 CL AS CL A5 CL A6 PT. 3 CL A7 CL AT CL AT PEAK TICE OF AVERAGE FLCW FOR MA FLOW PEAK 6-hOUR 24-MOUR 369. 10.25 193. 79. 115. 10.08 55. 22. 499. 10.25 2*8. 101. 498. 10.33 247. 101. 251. 10. 08 119. 49. 742. 10. IT 366. 149. 355. 10.33 177. 72. 1094. 10.25 £44. 222. 1092. 10.25 £44. 221. 98. 10.08 46. 19. 1185. 10.25 SS9. 240. 2*2. 10.08 11*. 47. 1421. 10.25 704. 266. 1419. 10.25 703. 266. 100. 10. OB 47. 19. 1514. 10.25 TEO. 305. 72-hOUR 76. 22. 97. 97. 47. 144. 70. 213. 213. 18. 231 45. 276, 275, 19. 294. BASIN MAXIMUM TIME DF AREA STAGE MAX STAGE .7* .21 .95 .95 .48 1.43 .68 2.11 2.11 .20 2.31 .50 a.ai 2.81 .20 3.01 342.75 263.73 234.22 10.33 10.25 10.25 1 1 I 1 1 1 1 1 1 1 1 I 1 I I 1 I I HYDRCGRAPH AT 2 COMBINED AT HTDROGfiAPH AT 2 CCHBINEO AT ROUTED TO ROUTED TO HVOROGRAPH AT 2 COMBINED AT HTOHOGRAPH AT 2 CCHaiNEO AT ROUTED TO HYOROGRAPH AT 2 COMBINED AT HYOROGRAPH AT HYDROGRAPH AT 2 COMBINED AT ROUTED TO HYDROGRAPM AT 2 COMBINED AT CL A6 PT. 4 CL A9 CL A9 PT. 5 CL Aid CL A10 PT. 6 CL All PT. 6 CL A12 CL A12 PT. 8 CL LI CL L2 PT. 7 CL L3 CL L3 PT. 8 144. 1655. 158. 1803. 1171. 1166. isa. 1236. IDS. 12BT. 12BS. US. 1353. 226. 225. 450. 447. 174. 620. 10.03 1C. 25 10.00 10. IT 11.08 11. IT 10.08 11.08 10.08 11.08 11.17 10.08 11.17 10. IT 10. oa 10.17 10.25 10.17 10.25 68. ei9. 74. 893. 613. 611. 74. £56. 49. 687. 687. 69. 731. 109. 107. 215. 215. 83. 298. 28. 333. 30. 363. 246. 244. 30. 274. 20. 294. 293. 26. 321. 44. 43. ee. 87. 34. 121. 27. 320. 29. 350. 237. 235. 29. 264. 19. 284. 282. 27. 309. 43. 42. 65. 84. 33. 117. .29 3.30 .31 3.61 3.61 3.61 .36 3.97 .23 4.20 4.20 .34 4.54 .49 .48 .97 .97 .39 1.36 218.56 153.62 102.50 11.08 11.17 10.25 ] 1 1 I ]]]]]]] 1 III) 2 CCHfllNEO AT ROUTED TO ROUTED TO HYDROGRAPH AT HtOBOGRAPH AT Z COMBINED AT ROUTED TO HTOROCflAPH AT 2 COMBINED AT HTDRQGRAPH AT HYDB06RAPH AT 3 COMBINED AT ROUTED TO HTDRDGRAPH AT Z COMBINED AT HYDROGRAPH AT HYDfiOCRAPH AT 2 COMBINED AT ROUTED TO PT. 8 CL *U CL A13 AQUALJA AQUAUB PT 10 AQUAUF AQUAUF AQUAUF AQUAUE AQVAUG PT 11 AQUA C AQUA G PT 12 AQUAUC AQUAUD PT 13 AQUA H 1739. 1T39. 1738. 3364. 1618. 4952. 4895. 583. 5376. 125. 596. 595B. 5956. 2*0. 6153. 872. 100. 966. 965. 11.00 11.00 11.00 10.92 10.67 10.75 10.92 10.33 10.83 10.00 10.25 10.75 10.83 10.25 10.75 10.50 10.08 10.50 10.50 1C01. 1001. 1001. 1680. 654. 2733. 2727. 289. 3012. 58. 292. 3358. 3357. 117. 3473. 445. 46. 491. 491. 442. 4*2. 441. 765. 3*8. 1113. 1103. 118. 1220. 24. 119. 1363. 1357. 47. 1*04. 181. 19. 200. 200. 426. 426. 424. 737. 335. 1C72. 1C62. 113. 1175. 23. 115. 1313. 1307. 46. 1353. 174. 18. 193. 192. 5.90 5.90 5.90 6.50 3.00 9.50 9.50 1.11 10.61 .24 1.15 12.00 12.00 .51 12.51 1.65 .42 2.07 2.07 47.72 43.75 323.94 11.00 11.00 10.92 1 ]1111 11)1 111)1 MTDfiOGRAPH AT 2 COMBINED AT ROUTED TO HYDfiOGRAPH AT 2 CDKBINED AT 2 COMBINED AT ROUTED TO MTOfiOGRAPH AT I COMBINED AT ROUTED TO HTDROGRAPH AT 2 COMBINED AT HVOROGRAPH AT 2 CONBINED AT ROUTED TO HYDRO GRAPH AT 2 COMBINED AT Z COMBINED AT HTDROGRAPH AT 2 COMBINED AT AQIA H PT 1* AQUA F AQLA F PT 12 PT 12 AQUA E AQCA E PT 15 AQUA D AQUA 0 PT 16 AQUA C PT 17 AQUA B AQUA B PT Ifl PT 18 CL AJ3 PT 18 176. 1125. 1123. 519. 1584. 7597. 7589. 263. 7809. 7802. 129. 7896. 155. 7994. 7989. 108. BOBO. 9662. 75. 9726. 10.08 10.50 10.58 10.00 10.50 10.67 10.67 10.08 10.67 10.67 10.00 10.67 10.00 10.67 10.67 10.08 10.67 10.75 10.00 10.75 82. 573. 573. 245. 816. 4280. 4279. 124. 4401. 4401. 60. 4460. 72. 4530. 4529. 51. 4579. 5565. 35. 5599. 34. 233. 232. ICO. 333. 1737. 1732. 50. 1783. 1781. 24. 1805. 30. 1835. 1830. 21. 1851. 2292. 14. 2306. 32. 225. 224. 97. 320. 1473. 1669. *9. 1717. 1T15. 23. 1739. 28. 1767. 1763. 20. 1783. 2207. 14. 2221. .35 2.42 2.42 .96 3.38 15.89 15.89 .58 16.47 16.47 .28 16.75 .30 17.05 17.05 .25 17.30 23.20 .17 23.37 HYDROGRAPH AT 2 COMBINED AT MYOROGRAPH AT 2 COMBINED AT AQUM4 PT 18 AQLA A PT 19 169. 9948. 123. 9910. 1C. 08 10.75 10.00 10.75 88. 5484. 56. 5738. 36. 23*2. 23. 2364. 34. 2255. 22. 2277. ISTAO ELEMENT DT .28 I*.09 SUMMARY OF KINEMATIC WAVE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED T3 COMPUTATION INTESVAL PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEiK VOLUPE CHIN} CCFS) CM IN) (IN) CHIN) tCFS) (HIM) CL A12 3 .41 1286.38 669.23 2.59 5.00 1285.43 670.CO CONTINUITY SUMMARY (AC-FT) - INFLOW- 583.855 EXCESS* .000 OUTFLOW* 580.710 BASIN STORAGE* 3. AQUA 6 3 .29 5958.28 649.41 4.21 5.00 5956.07 650.GO CONTINUITY SUMMARY (AC-FT) - INFLOW- 2703.925 EXCESS* .000 QUTFLCW* 2691.652 BASIN STORAGE* 12. •QUA H 3 .50 966.25 631.98 3.59 5.00 965.39 630.00 CONTINUITY SUMMARY (AC-FT) - INFLOW* 396.855 EXCESS* .000 OUTFLCW- 396.087 BASIN STORAGE- AQUA F 3 .52 1125.01 633.54 3.57 5.00 1122.97 635.:0 CONTINUITY SUMMARY (AC-FT) - INFLOW- 462.738 EXCESS- .000 OUTFLOW* 461.177 BASIN STORAGE" 1. AQUA E 3 .25 7596.41 £42.32 4.05 5.00 7589.40 640.TO CONTINUITY SUMMARY (AC-FT) - INFLOW* 3445.366 EXCESS* .000 OUTFLOW- 3436.139 BASIN STORAGE" 9. AQUA D 3 .23 7808.85 640.92 4.02 5.00 7801.57 640.CO CONTINUITY SUMMARY CAC-FT) - INFLOW" 3535.906 EXCESS- .000 OITFLCW* 3532.033 BASIN STORAGE* 3. AQUA 8 3 .21 7993.59 642.08 3.99 5.00 7989.05 640.CO CONTINUITY SUMMARY (AC-FT) - INFLOW* 3639.068 EXCESS* .OCO OUTFLCW* 3630.019 BASIN STORAGE* B. 2.59 .073 PERCENT ERROR* .012 4.20 ,457 PERCENT ERROR* -.007 3.59 ,747 PERCENT ERROR* .005 3.57 .597 PERCENT ERRCR" -.008 4.05 ,098 PERCENT ERROR* .004 4.02 .568 PERCENT ERRCR* .009 3.99 ,790 PERCENT ERROR* .007 *** NORMAL END CF HEC-1 *»* It a********"***************** ************* FLOOD HYCROG«tAPH PACKAGE CHEC-1) * FEBRUARY 1981 * REVISED 02 AUG 86 * RUN DATE 07/01/1989 TIME 11:22:44 * ***********v***********4*«*************** **»»«««****«**#**#*****#***«*«««*#***** * * * U.S. ARMY CORPS OF ENGINEERS * * TIE HYDRGLOGIC Et.GINEERING CENTER * 609 SECOND STREET V OAVIS* CALIFORNIA 95616 551-1748 *«*«»***¥«**«##********««**«******#**** xxxxxxx xxxxx X X X Xxxxxxxx X X X X X X X Xxxxx X Xxxxxxxx X X X X X X Xxxxxx xxxxx XX X X X X XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS CF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEClDBt AMD HEC1KU. THE CEFINXTICNS OF VARIABLES -RTIHP- AND -RTIQR- HAVE CHANGED FROM THOSE ISEO WITH THE 1973-STYLE INPUT STRUCTURE.THE DEFINITION OF -APSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 26 SEP 61. THIS IS THE FORTRAN7T VERSIONNEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE * SINGLE EVENT CAMAGE CALCULATICN, DSS:URITE STAGE FREQUENCY,DSS:REAO TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN ANC AMPT INFILTRATIONKINEMATIC HAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-I INPUT PAGE LIhE i 2 3 4 5 4 9 10 11 12 13 14 15 16 17 18 19 20 .....10 10 ID 10 10 IT 10 KK KM IN PB PI PI PI BA LS UO KK KM BA LS DRAINAGE STUDY FOR NE QU'CR&NT OF CARLSfiAC FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 6-HOUR STORM, 100-YEAR EVENT ZCNES 7, 14 AND 15 5 75 5 CL Al RUNOFF FROM CALAVERA LAKE BASIN Al 15 2.90 .0175 .05 .02 0 .185 .02 0.7* .0175 .05 .02 .0225 .04 .02 0225 .04 .02 90 0.45 CL A2 RUNCFF FROM CALAVERA LAKE BASIN *2 0.21 90 .0275 .0275 .0275 .0275 ,0475 .0225 .0475 .0225 0.185 .02 21 UD 0.23 22 23 24 25 26 2T 28 29 30 31 32 33 3* 35 36 37 38 39 40 41 42 43 44 45 LIKE 46 47 4B 49 SO 51 52 53 54 55 56 57sa 59 60 61 (2 63 64 65 66 KK KM HC KK K.M RS RC RX RY KK KM PB BA IS UD KK KM HC KK KN PB DA LS UD KK KM hC KK KM RS RC RX RY KK KM PB BA LS UD KK KM HC KK KH PB PT. 1 COMBINE FLOWS CF Al AND A2 2 CL A3 CHANNEL ROUTING TMRCUGH CALAVEftA LAKE BASIN A3 I STOR -1 0.022 0.022 0.022 4200 0.012 465 475 465 495 5C5 515 525 535 355 350 345 340 3*0 3*5 350 355 CL A3 RUNCFF FROM CALAVERA LAKE BASIN A3 2.S5 0.48 B9 0.25 PT. 2 COMBINE FLOW OF A3 WITH ROUTED FLCU 2 CL A4 RUNOFF FROM CALAVERA LAKE BASIN A4 2.90 0.68 90 0.49 MEC-1 INPlT PT. 2 COMBINE FLOWS CF BASINS A3 AND £4 2 CL A5CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN AS 1 STDR -1 0.022 0.022 0.022 3200 0.01* 465 475 485 495 5CT 517 527 537 275 270 265 260 260 265 270 275 CL A5 RUNOFF FROM CALAVERA LAKE BASIN IS 2. BO 0.20 87 0.19 CL AS COMBINE FLOW OF *5 UITH ROUTED FLCH 2 CL A6 RUNCFF FROM CUAVERA LAKE BASIN 1£ 2.80 PAGE £7 £9 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 66 8T LIKE 88 89 SO 91 92 93 94 95 96 9T 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 BA LS UO KK KH HC KK KH SS RCex RT KK KH PB 8* LS UO KK KH HC KK KM P5 BA LSuo KK KH HC KK KH PB BA LS UO KK KH HC KK KK KO RSSA SE SS 0.50 0.25 PT. 3 87 COMBINE FLOWS CF BASINS AS AND A6 2 CL AT CHANNEL. ROUTING THROUGH CALAVERA LAKE BASIN AT 1 STOR -1 0.030 0. 450 C45 CL AT RUNCFF 2.80 0.20 0.21 CL A7 COMBINE 2 CL A8 RUNCFF 2.80 0.29 0.26 PT. * COMBINE 2 CL A9 RUNCFF 2.75 0.31 0.18 CL A9 COMBINE 2 PT. 5 STORAGE 3 .030 0.030 2700 0.010 465 480 495 515 530 545 560 240 235 230 230 235 240 245 FROM CALAVERA LAKE BASIN AT 88 FLOW OF AT WITH ROUTED FLOW HEC-1 INPUT PAGE FROM CALAVERA LAKE BASIN A8 88 FLOWS CF BASINS AT AND A8 FROH CALAVERA LAKE BASIN A9 90 FLOWS OF BASINS A7, A8, AND A9 ROUTING IN CALAVERA LAKE 2i ELEV 209.0 21 208 216.5 24 2T 30 33 35 38 39.5 41 43 210 212 214 216 217 218 219 220 221 ISO 2.64 1.5 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 LIKE 134 135 136 137 133 139 140 141 142 143 144 145 146 147 148 149 ISO 151 152 153 154 155 156 157 159 159 KK CL 410 KM CHANEL ROUTING THROUGH CALAVERA LAKE BASIN AID RS 1 STOR -1 RC 0.035 0. RX 450 HY 165 KK CL AID KM RUNCFF P8 2.70 BA 0.36 LS UO 0.19 KK PT. 6 KM COMBINE HC 2 KK CL All KM RUNCFF PB 2.75 BA 0.23 LS UD 0.21 KK PT. 6 KM COHBINE HC 2 KK CL A12 KM CHANNEL RK 3100 0. KK CL *12 KM RUNCFF PB 2.70 BA 0.34 LS UD 0.23 KK PT. 8 KM COHBINE HC 2 KK CL LI KM RUNCFF P& 2.80 &A 0.49 LS UO 0.35 KK CL L2 045 0.035 3600 0.027 465 430 495 515 530 545 560 160 155 150 150 155 160 165 FROM CALAVERA LAKE BASIN A10 87 FLOWS CF BASIN AID UITH ROUTED FLOW FROM CALAVERA LAKE BASIN All 86 HEC-1 INPUT PAGE FLOWS OF BASINS A10 AND All ROUTING THROUGH CALAVERA LAKE BASIN A12 007 0.035 20 3 FROM CALAVERA LAKE BASIN A12 87 FLDbS OF 3ASIN A12 WITH ROUTED FLCH FROM CALAVERA LAKE BASIN LI 66 KM RUNCFF FROM CALAVERA LAKE BASIN L2 PS 2.60 BA 0.48 LS 86 160 UO 0.2T 161 KK PT. 7 162 KN COMBINE FLOWS DF BASINS LI AND L2 163 MC 2 1<4 KK CL L3 US KM CHANNEL ROUTING THRCUGH CALAVERA LAKE BASIN L3 ^ 166 RS 1 STOR -1 167 RC 0.030 0.040 0.030 4700 0.036 168 ft* 450 465 460 495 505 520 535 550 169 RT 115 110 105 100 100 105 110 115 170 KK CL L3 171 KM RUNOFF FROM CAL.AVERA LAKE BASIN L3 172 PS 2,75 173 8* 0.39 17* LS 86 175 UD 0.30 HEC-1 INPUT PAGE S LINE ID 1 2 3 4 5 6 7 8 9 10 176 KK PT. 8 177 KN COMBINE FLOWS OF BASIN L3 WITH ROUTED FLOW 178 MC 2 179 KK PT. 8 1BO KM COMBINE FLOWS CF BASIN A12 WITH ROOTED FLOW FROM L3 181 HC 2 182 KK CL A12 183 KN CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A12 184 RS 1 STOa -1 185 RC 0.030 0.02B 0.030 1200 0.007 186 RX 482 488 494 500 506 512 516 524 167 RT 52 48 44 40 40 44 48 52 168 KK CL A13 1B9 KN CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A13 190 RS 1 STOR -1 191 RC 0.030 0.028 0.030 2050 0.004 192 RX 482 488 494 500 506 512 518 524 193 Kt 47 43 39 35 35 39 43 47 194 KK AQUAUA 195 KM RUNCrF FROM AQCA HEDIONDA BASIN UA 196 Pfl 3.20 197 BA 6.50 198 LS 91 199 UD 1,02 200 KK AQU*UB 201 KN RUNCFF FROM AQUA HEDIONDA BASIN UB 202 PB 3.15 203 8* 3.00 204 LS 91 205 UD 0.76 2C6 207 208 209 210 211 212 213 214 215 216 217 210 219 220 LlfcE 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 KK KM HC KK KM RS RC RX RT KK KH P8 BA LS UD KK KM HC KK KM PS BA LS UD KK KM PB 8A LS UO KK KM 1C KK KH RK KK KH PB BA LS UD KK KN HC PT 10 COMBINE FLOWS FROM AQUA BASINS MA AKO US 2 AQUAUF ROUTING THROUGH CUSKEI IN BASIN UF 1 5TOR -I 0.030 0.040 0.030 7300 0.0075 EOO 905 965 1000 1020 1040 1100 1315 350 325 320 318 319 320 325 350 AQUAUF RUNCFF FROM ACUA HrCIQNDA 8ASIN UF 2.95 1.11 89 0.46 HEC-1 INPUT AQUAUF COMBINE FLOWS FROM AQUA HEDIONDA BASIN UF AKD ROUTEC FLOW 2 AQUAUE RUNOFF FROM AQUA HECIONDA BASIN UE 2.65 0.242 88 0.17 AQUAUG RUNOFF FROM ACUA HECIONCA BASIN UG 2.90 1.15 89 0.41 PT 11 COMBINE FLOWS FROM SASINS UE* UF, AKO UG 3 ACUA G ROUTING THROUGH CHANNEL IN EASIh G B200 0.022 0.033 0 0 20 3 AQUA G RUNCFF FROM AQUA HECIONOA BASIN 6 2.80 0.51 87 0.3B PT 12 COMBINE FLOW FROM BISIN G WITH RCUTEC FLOW 2 PAGE 251 KK AQUAUC 252 2S3 25* 255 256 257 253 259 2(0 261 262 LIKE 263 26* 265 266 267 268 269 270 271 272 273 274 275 276 27? 278 279 210 281 212 263Z84 285 266 2BT 2*8 269 290 ZS1 252 2S3 294 295 2SS KM pa 6A LS uo KK KM PB »A IS UO ID. KK KM HC KK KM RS RK KK KM P9 6* LS UO KK KM HC KK KM RK KK KMf>a BALSuo KK KM HC KK KM HC KK KM RK RUNOFF 3.00 1.65 0.60 AQUiUO RUNOFF2. as 0.*2 0.22 PT 13 COMBINE 2 AQUA H ROUTING 10 2300 0 AQUA H RUNOFF 2.80 0.35 0.20 PT 14 COMBINE 2 *QU* F BOUTINS 4200. 0 AQUA F RUNOFF 2.80 0.96 0.17 PT 12 COMBINE 2 PT 12 COMBINE 2 AQUA E ROUTING 4200 0. FROM AQUA HECIONCA BASIN UC 90 FROM AQUA HEOIONCA BASIN LO SB HEC-1 INPUT FLOWS FROM UC AND UD THROUGH CHANNEL IN &ASIN H STOR -1 0 .018 0.032 0 0 20 3 FROM AQUA HEDIONOA BASIN H 88 FLOW FRCM BASIN H WITH ROUTED FLCH THROUGH CHANNEL IN BASIN F .022 0.033 0 0 20 3 FROM AQUA HECIONOA BASIN F 91 FLOW FROM BASIN F WITH ROUTED FLOW FLOW FROM BftSIN G KITH ROUTED FLOW THROUGH CHANNEL IN BASIN E ,010 0.035 0 0 20 2 PAGE 297 298 299 300 301 302 LIKE 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 324 335 336 337 338 339 340 3*1 KK KM PB 6* LS UD 10. KK KM HC KK KN RK KK KH BA LS UO KK KN HC KK KM RK KK KN B» LS UO KK KM HC KK KH RK KK KM PB BA LS UD KK KN HC KK KN AQUA E RUNOFF FROM AQUA HECJQNDA BASIN E 2.75 0.58 86 0.23 HEC-1 INPIT FT 15 COMBINE FLOW FROM BASIN E WITH ROUTED FLOW 2 AQUA 0 ROUTING THROUGH CHANNEL IN BASIN D 1200 0.010 0.035 0 0 25 2 AQUA 0 RUNOFF FRON AQUA HEOIONDA 8ASIN 0 0.28 66 0.16 PT 16 COMBINE FLOW FROM BASIN 0 WITH POUTED FLOW 2 AQUA C ROUTING THROUGH CHANNEL IN BASIN C 600 0.010 0.032 25 1.5 AQUA C RUNOFF FROM AQUA HEOIONDA BASIN C 0.302 90 0.12 PT 17 COMBINE FLOW FROM BASIN C WITH ROUTED FLOW 2 AQUA B ROUTING THROUGH CHANNEL IN BASIN B 3800 0.007 0.030 25 1.5 AQUA B RUNOFF FROM AQUA HEOIONDA BASIN B 2.70 0.25 87 0.24 PT 18 COMBINE FLOW FROM BASIN B WITH ROUTED FLOW 2 PT IB COMBINE FLOWS FROM AQUA HECIONCA CREEK AND CALAVER4 CREEK PAGE 8 10 342 LIKE HC ID 1. HEC-1 INPUT ....4 5 6. PUGE 7.10 3*3 344 345 346 347 348 349 350 351 352 3S3 35* 355 356 357 358 359 360 361 362 3C3 3(4 365 366 367 366 369 KK CL M3 KM RUNOFF FROM CALAVERA LAKE BASIN A13 P9 2.70 BA 0.17 LS 87 UO 0.15 KH PT IB KM COMBINE FLOWS OF BASIN 413 WITH ROUTED FLOW HC 2 KK <{]UA14 KM RUNOFF FROM BASIN A14 PB 2.70 BA 0.43 LS 87 UD 0.18 KK PT 18 KM COMBINE FLOWS CF BASIN A14 klTH ROUTED FLOW MC 2 KK AQUA A KK RUNOFF FROM AQUA HEOIONCA BASIN A BA 0.283 LS 86 UD 0.10 KK PT 19 KM COMBINE FLOWS OF BASINS A AKO B MC 2 ZZ 1***************************************** * * * FLOOD HYOROGHAPH PACKAGE CHEC-1) * * FEBRUARY 1961 * * REVISED 02 AUG 88 * * * * RUN DATE 07/01/1989 TIME 11122:44 * * * A************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLCGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVJSi CALIFORNIA 95616 « * C916> 551-1748 * * * «**»*«**********#*********##*«********* DRAINAGE STUCY FOR NE QUADRAhT OF CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 6-HOUR STORM, 100-YEAR EVENT ZONES 7, 14 AND 15 6 10 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTRCL CSCAL 0. HYORDGRAPH PLOT SCALE IT HYCROCRAPH TIME DATA NMIN 5 IOATE 1 0 ITIME 0000 NO 75 NCOATE 1 0 NCTIME G610 ICENT 19 COMPUTATION INTERVAL TOTAL TIPE BASE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HY3ROGRAFM ENDING DATE ENDING TIME CENTURY MARK .08 HOURS 6.17 HOURS GRDIKATES ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEHPERATLRE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DECREES FAHRENHEIT *** *** *** *** *** *** *** *** «** «*« *** *** *** *** *** *** *** *** *«* ****** *** *** *** *** *** *** *** *** *** *** *** 106 KK 108 KO 109 RS 110 SA 111 SE ************** * * * PT. 5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 3 PBIHT CONTROL IPLOT 2 PLOT CONTROL CSCAL 0. HTDROGRAPH PLOT SCALE HYOROGRAF* ROUTING DATA STORAGE ROUTING NSTPS 1 ITTP ELEV RSVRIC 209.00 X .00 AREA 21.0 ELEVATION <08.00 NUMBER OF SUBREACHES TYPE DF INITIAL CONDITION INITIAL CONDITION WORKING R AND D COEFFICIENT 24.0 27.0 30.0 210.00 212.00 214.00 33.0 216.00 35.0 217.00 36.0 218.00 39.5 219.00 41.0 220.00 43.0 221.00 112 SS SPILLWAY CREL SPWID COQW EXPW 216.50 SPILLWAY CREST ELEVATION 150.00 SPILLWAY WIDTH 2.64 WEIR COEFFICIENT 1.50 EXPONENT CF HEAD «** COMPUTED STCRAGE-ELEVATION CATA STORAGE ELEVATION OUTFLOW ELEVATION OUTFLOW ELEVATION .00 208.00 .00 208. CO 472.52 217.63 44.97 210.00 .00 216. SO 648.18 217.89 95.94 152.91 215.69 249.88 212.00 214.00 216.00 217.00 COMPUTED OUTFLOW-ELEVATION CATA .65 5.19 17.50 41.49 216.51 216.56 216.63 216.72 862.73 1120.06 1424.06 1778.62 219.18 218.50 218.85 219.22 286,37 218.00 81.03 216.85 2187.61 219.63 325.12 365.37 407.36 219.00 220.00 221.00 140.01 222.33 331.67 217.00 217.18 217.39 2654.95 3184.51 3780.19 220.06 220.51 221.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION *** .00 .00 208.00 244.56 81.03 216.85 325.12 1565.33 219. CO *** 44.97 .00 210.00 249.88 140.01 217.00 333.93 1778.62 229.22 *** 95.94 152.91 215.89 232.63 .00 .00 .00 .00 212.00 214.00 216.00 216.50 256.25 263.72 272.34 282.17 222.33 331.87 472.52 640.18 217.18 217.39 217.63 217.89 350.10 365.37 367.65 386.70 2187.61 2592.97 2654.95 3164.51 219.63 220.00 220. C6 22C.51 *** *** 233.11 .65 216.51 286.37 727.50 218.00 407.36 3780.19 221.00 234.53 236.90 240.24 5.19 17.50 41.49 216.56 216.63 216.72 293.26 305.56 319.10 662.73 1120.06 1424.06 218.18 218.50 218.85 HVDRQGRAPH »T STATION PT. 5 PEAK FLOW TIME + CCFS> CHR) * 477. 6.08 PEAK STORAGE TINE * CAC-FT) (HR) 273. 6.08 PEAK S7AGE TIME + (FEET) (HR) 217.63 6.08 (CfS) (INCHES) CAC-FT) 6-HR 131. .338 65. 6-MR 139. 6-HR 213.14 CUMULATIVE AREA * 1 0. 400. 0. 0. CD INFLOW, CO) 600. 1200. 0. 0. MAXIMUM AVERAGE FLOW 24-HR 72-HR 6.17-HR 128. 128. 128. .338 .338 .3*8 65. 65. 65. MAXIMUM AVERAGE STCRAGE 24-HR 72-HR 6. 17-HR 136. 136. 13«. MAXIMUM AVERAGE STAGE 24-HR 72-HR 6.17-HR 213.02 213.02 213.02 3.61 SO HI STATION PT. 5 OUTFLOW 1600. 2000. 2400. 0. CS) 0. 0. 0. 100. 0. STORAGE 200. 0. 0. 0. 300. 0. 0. DAHRMN 10005 10010 10015 10020 10025 10030 10035 10040 10045 10050 10055 10100 10105 10110 10115 10120 10125 10130 10135 10140 10145 10150 10155 10200 10205 10210 10215 10220 10225 10230 10235 10240 10245 10250 10255 10300 10305 10310 10315 10320 10325 10330 10335 10340 10345 10350 1C3S5 10400 10405 10410 10415 10420 10425 10430 10435 10440 10445 10450 PERU__ ___-..____—___._______.._ . _ — __..___.____-____.__ 21 ..... 31 ... . 41 ..... 51 ..... 61 ..... TI ..... 81 ..... 91 ... . . 101 ... . Ill ..... 121 ..... 131 ..... 141 ..... 151 ..... 161 ..... 171 ..... 181 ... . i ™i * • * • * 201 ..... 221 ... . . 2301 ..... 2401 ..... 250 I . . 260 I 270 I280 I . - ----- f . 290 I . 300 .1 .... 320 . I 330 . . I 340 . . . I 350 . . . . . 360 . . . . . 370 . • . > . 360 ..... 390 .... .1 400 . . . . I . 420 . .1. 430 . . I 440 . . . I . 450 . . .1 460 . . X. . . 470 . . I . 480 . . I . 490 . X 500 . . X . 52. 0 I 53. 0 I. 54. 0 I . 55. 0 . X . 56. O.I. 57. O.I. 58. 0. I . 59. 01. .-S . — . —___.____ . S .. s. s. s .. s. s. s. s. s . s .. s .. s. s. s .. s .. s .. s . . .. s . . s .. s .. s~ . s. s .. s .. s .. s .. s ss . 5 1 . S . I. S. I . S X . . S. s s s .s .s.s.s. s. s. ss s 5s* * * s *sss .s . * • * * * • * • * • • * * • • * • * » * » • * * • • « . • * • • * « • • • • • • • • * « * • * * * • * • • * * • * • * • * • * • • * • * * • * * * * * « * • * • * * * * * * * * . • « • • • * * • * • » • * * * • * • • * * * * * • • * * • • • * • • • * * ... • • * • . • . * • * * • • * * • * * * • • * * * 1111 10455 10500 105Q5 10510 10515 10520 10525 10530 10535 10540 10545 10550 10555 10600 10605 1 A £1 ft1 UQ1 Ui1 * * * * + * 4 * * * + * * + 60. 01. 62. .0 I 63. -0 I 64. . 01 65. • 01 66. .1 67. .1 63. .1 69. .1 70. .1 72. .1 73. .1 74. .11C _________ -!_______ ___- OPERATION STATIOK HYOROGRAPH AT CL *1 HYOROGRAPH AT CL A2 2 COMBINED IT PT. 1 ROUTED TO CL A3 HYDROGRAPH AT CL A3 2 COMBINED AT PT. 2 HYOROGRAPH AT CL A4 2 COMBINED AT PT. 2 ROUTED TO CL AS HYDROGRAPH AT CL A5 2 COMBINED AT CL A5 S .ss .s .s . 5 . . . . . . .S. . . .s . * • * * • • 5 • * * *s .s . s .s .s ..--—-.—__-__— _--- __-„__ ___---—-._ ______ _____-5__ — _______.___.._,.___ __„___ RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECCNO TIME IN HOURS* AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF PLOW <>EAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR 524, 3.00 1*1. 137. 137. .74 194. 2.83 *1. 40. 40. .21 674, 3.00 182. 177. 177. .95 660. 3.00 179. 174. 174. .95 343.22 3.00 399. 2.83 88. 85. 35. .48 1004. 2.92 266. 259. 259. 1.43 463. 3.08 128. 125. 125. .68 1445. 3.00 395. 384. 334. 2.11 1433. 3.00 390. 380. 380. 2.11 264.30 3.00 158. 2.83 33. 32. 32. .20 1539. 3.00 423. 412. 412. 2.31 11111111111)11)1)11 HTOROGRAPH AT 2 COMBINED AT ROUTED TO HYOROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 2 COMBINED AT ROUTED TO CL PT. CL CL CL CL PT. CL CL PT, A6 , 3 A7 AT A7 A8 4 A9 A9 5 363. 1850. 1847. 163. 1966. 219. 215S. 277. 2347. 477. 2.83 2.92 3.00 2.83 3.00 2.83 3.00 2.83 2.92 6,oa ROUTED TO HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 2 COMBINED AT ROUTED TO HYOROGRAPH AT 2 COMBINED AT CL A10 CL A10 PT. 6 CL All PT. 6 CL A12 CL A12 PT, 8 CL LI 477. 6.17 268. 2.83 520. 6.17 163. 2,83 548. 6.17 547. 6,17 241. 655. 295. 2.83 2.92 2,92 81 504 497 34 531 49 580 57 637. 131. 121. 55. 177. 35. 211 199. 52. 251. 74 79. 490. 464. 33. 517. 48 79 118. 54. 172. 34. 205. 193. 51. 244. 72. 33 517 48 118. 172. 34. 205. 193. 51. 244. 72. .50 2.81 2.81 .20 3.01 29 564. 55. 620. 128. 564. 55. 620. 128. 3.30 .31 3.61 3.61 3.61 .36 3.97 .23 4.20 *.20 .34 4.54 .49 234.B3 217.63 152.23 3.00 6.08 6.17 11111)1)1)11111(11 HYOROGRAPH AT 2 COMBINED AT ROUTED TO HTOHOGfiAPH AT 2 COMBINED AT 2 CCMBINED AT ROUTED TO ROUTED TO MICROGRAPH AT HTDROGRAPH AT 2 COMBINED AT ROUTED TO HYOROGRAPM AT 2 COMBINED AT MYDHOGRAPH AT HTDROGRAPH AT 3 COMBINED AT ROUTED TO CL 12 PT. 7 CL 13 CL 13 PT. 8 PT. 8 CL A1Z CL A13 AQUAUA AQVAUB PT 10 AQUAUF AQUAUF AQUAUF AQtAUE AQUAUG PT 11 AQUA G 319. 61*. 582. 24*. 811. 1*55. 1*39. 1*29. 35*5. 1896. 5299. 5132. 756. 5522. 209. 812. 5962. 5961. 2.92 2.92 3.00 2.92 3.00 2.92 2.92 3.00 3.67 3.*2 3.58 3.75 3.08 3.75 2.83 3.00 ?.67 3.75 7*. 148. 144. 58. 202. 453. 4*8. 440. 1336. 636. 1972. 1680. 206. 2086. 43. 210. 2*38. 2285. 72. 14*. 140. 56. 196. 440. 436. 428. 1300. 619. 1919. 1629. 200. 2029. 41. 20*. 227S. 2223. 72. 1*4. 140. 56. 196. 440. 436. 428. 1300. 619. 1919. 1629. 200. 2029. 41. 204. 2275. 2223. .48 .97 ,97 .39 1.36 5.90 5.90 5.90 6.50 3.00 9.50 9.50 1.11 10.61 .24 1.15 12.00 12.00 102.«5 47.10 43.01 32*.05 3.00 2.92 3.00 3.75 HtDRDGRAPH AT 1 I 1 I ! ) ) )) I } 1 1 1 I 1 2 COMBINED AT HYDHOGRAPH AT HYOROGRAPH AT 2 COMBINED AT ROUTED TO HTDPOGRAPH AT 2 CGN8IKED AT ROUTED TO HTOROGRAPH AT 2 COMBINED AT 2 COMBINED AT ROUTED TO HTDPOGRAPH AT 2 COMBINED AT ROUTED TO MTDROGRAPH AT 2 CCHBINEO AT ROUTED TO HV080GRAPH AT 2 COMBINED AT AQLA G PT 12 AQUftUC AQl'AUO PT 13 AQUA H AOL' A H PT I* AQUA F AQUA F PT 12 PT 12 AOLA E AQUA E PT 15 AQtA 0 AQUA D PT 16 AQUA C AQLA C 315. 6103. 1059. 3*6. 1231. 1231. 288. 1382. 1380. 934. 2047. 735*. 73*2. *00. 7*76. 7*71. 208. 7533. 7531. 293. 3.00 3.T5 3.17 2.83 3.17 3.17 2.83 3.00 3.08 2.75 2.83 3.67 3.67 2.83 3.67 3.67 2.83 3.67 3.75 2.75 81. 2365. 321. 73. 39*. 391. 60. *S1. **3. 190. 633. 2598. 29S9. 87. 30*6. 3038. 42. 3080. 3076. 56. 78. Z301. 312. 71. 38*. 380. 56. *39. *31. 185. 616. 2917. 2879. 85. 296*. 2955. 41. 2997. 2993. 54. 78. 2301. 312. 71. 38*. 380. 50. 439. 431. 185. 616. 2917. 2E79. 85. 2S6*. 2955. 41. 2997. 2S93. 5*. .51 12.51 1.65 .*2 2.07 2.07 .35 2.42 2.*2 .96 3.38 15.89 15.89 .58 16. *7 16. *7 .28 16.75 1«.75 .30 1 ]I I 1 I Jilt I ] ROUTED TO HYDPOGRAPH AT 2 COMBINED AT 2 COMBINED AT HYDROGRAPH AT 2 CCMBINED AT HTOXOGRAPH AT 2 COMSINED AT HYDROCRAPH AT 2 COMBINED AT PT 17 AQUA B AQUA B Pt 18 PT 18 CL A13 PT 18 AQUA14 PT 18 AQUA A PT 19 7605. 7605. 17*. 7663. 6276. 132. 8313. 323. 8*10. 226. B471. 3 1 3. 2. 3. 3. 2. 3 m 2. 3, 2. 3. ,75 75 B3 75 67 75 67 8) 67 75 47 3132. 3095. 38. 313*. 3573. 26. 3600. 66. 3(66. *2. 3708. 30*8. 3012. 37. 3049. 3*77. 26. 3503. 65. 3S67. 41. 3608. 3C*8. 3012. 37. 3C49. 3*77. 26. 3503. 65. 3567. 41. 3608. 17.05 17.05 .25 17.30 23.20 .17 23.37 .43 23.80 .28 2*.09 ISTAO ELEMENT CL A12 DT SUMMARY OF KINEMATIC HAVE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW)INTERPOLATED TO COMPUTATION INTERVALPESK TIKE TO VOLUME DT PEAK TIME TOPEAK PEAK (MIN) (CFS) (MIN) .42 5*7."0 370.42 (IN) (MIN) (CFS) (MIN) .44 5.00 547.38 370.00 CONTINUITY SUMMARY (AC-FT) - INFLOW" 104.718 EXCESS-.000 OUTFLOW- 98.880 BASIN STORAGE' VCLUME (IN) .44 6.07* PERCENT ERROR' AfiUA G 3 .36 5961.82 224.46 1.77 5.00 5960.65 225.00 1.77 CONTINUITY SUMMARY (AC-FT) - INFLOW- 1159.393 EXCESS- .000 OUTFLOW- 1133.804 6ASIN STORAGE- 25.9*9 PERCENT ERfiOR' AQUA H 3 .58 1231.11 191.5* 1.76 5.00 1230.57 190.00 1.76 CONTINUITY SUMMARY (AC-FT) - INFLOW- 195.606 EXCESS- .000 OUTFLCW= 194.176 BASIN STORAGE- 1.539 PERCENT ERROR' AQUA F 3 .65 1361.16 183.74 2.71 5.00 1379.69 185.00 1.70 CONTINUITY SUMMARY (AC-FT) - INFLOW- 223.558 EXCESS- .OCO OUTFLCW- 220.277 BASIN STORAGE- 3.364 PERCENT ERRCR- -.226 -.031 -.056 -.037 AQUA 6 3 .3* 7353.86 222.39 1.73 5.00 7341,56 220.00 1.73 CONTINUITT SUMMARY <AC-FT> - INFLOW= UB6.B10 EXCESS" .000 CUTFLCW- 1468.786 BflSIN STORAGE* IS.*59 PERCENT JRRCR" -.029 »QU* 0 3 .26 7476.20 220.61 1.72 5.00 7470,95 220.00 1.71 CONTINUITY SUMMARY <AC-FT> - INFLOW* 1510.390 EXCESS" .000 DUTFLCW" 1506.90* BASIN STORAGE- 3.992 "EUCENT :RRCR* -.033 AQUA C 3 .12 7533.03 220.26 1.71 5.00 7530,97 Z25.CO 1.71 CONTINUITY SUMMARY <AC-FT) - INFICW" 1527.262 EXCESS- .000 OUTFLOW 1525.663 BASIN STOfiAGE. 1.B35 PERCENT ERRCR" -.015 AQUA 6 3 .34 7605.44 226.71 1.69 S.OO 7605.24 225.00 1.69 CONTINUITY SUMMARY UC-FT) - INFLOW- 1553.156 EXCESS- .000 CUTFLCW- 1536.158 BASIN STORAGE- 17.163 PERCENT ;BRCR* -.011 *** NORMAL IND OF HEC-1 *** * HATER SURFACE PROFILES * VERSION OF NOVEMBER 1976 * UPDATED MAY 198* » * RUN OATC l-JUL-89 TIKE ZO:*5I«B *************************************** * U.S. ARMY CORPS OF ENGINEERS « * THE HTDROLOCIC ENGINEERING CENTER ** 609 SECOND STREET, SUITE 0 «* DAVIS. CALIFORNIA 95614 * * (916) 4*0-2105 CFTS) 4*8-2105 * * *S********** ***** *** *******«**£** ft* *****«****««**»«*« X X XX X X XXXXXXX X X XX X X XXXXXXX X X XXXX X X XXXXXXX XXXXX XX X X X XX XXXXX XXXXX XXXXX XX X XXXXX X X XXXXXXX l-JUL-89 23145:49 PAGE THIS RUN EXECUTED l-JUL-89 KEC2 RELEASE DATED NOV 76 UPDATED MAT 1984 ERROR CORK - 01 ,02,03 i 04,OS,06 fOOIFICATIOK - 50,51, 52,53,54, 55 *********«»**t**««««*«*4«««***»**»*#«**********»** C Tl CALAVERA LAKE CRCEK T2 ZOfcE T AhD ZCNE 14 T3 HOrfARC H. CHANG. JUNE 1989 Jl 1CHECK 0. J2 NPROF -1.000 INQ 2. IPLOT MNV 0. PRFVS 0.000 -1.000 IDIR STRT 0. -1.000000 XSECV XSECM 0.000 0.000 HETRIC HVINS Q MSEL FQ 0.00 0.0 0. 40.500 0.000 PN ALLDC IBW CHMH ITR1CE 0.000 0.000 0.000 0.000 0.000 CT 2.000 9850.000 9850.000 0.000 NC 0.040 0.040 0.030 0.200 DOWNSTREAM FACE OF EL CAHINO REAL XI 20.000 8.000 250.OCO 350.000 K3 0.000 0.000 0.000 220.000 GR 44.000 200.000 38.000 250.000 GR 31.000 335.000 38.000 350.000 SB 1.050 1.800 3.000 150.000UPSTREAM FACE OF EL CAKING REALxi 20.100 o.ooo o.ooo o.ooo X2 0.000 0.000 1.000 42.600 XI X3 GR GR CT XI X3 GR GR GR XI X3 GR GR GR GR 21.000 0.000 40.000 32.000 9.000 0.000 235.000 309.000 265.000 0.000 40.000 34.OCO 2.000 aoeo.ooo aoao.ooo 22.000 0.000 63.000 31.000 44.000 23.000 0.000 44.000 32.000 44.000 43.900 11.000 0.000 100.000 153.000 417.000 116.000 0.000 42.000 32.000 0.000 16.000 2C5.0CO 0.000 0.000 100.000 44.000 235.000 34.000 430.000 44.600 763.000 O.OCO 336.000 260.000 260.000 324.000 0.000 185.000 116.000 116.000 159.000 0.000 2B6.000 198.000 193.000 270.000 605.000 0.000 0.000 0.4QO O.OOO 0.000 31.000 44.000 70.000 110.000 44.000 190.000 0.000 34.000 40.000 0.000 230.000 0.000 36.000 34.000 0.000 125.000 0.000 42.000 42.000 45.000 0.000 0.000 0.000 O.OGO 370.000 265.000 400.000 4.000 110.000 0.000 160.000 360.000 275.000 336.000 O.OCO 190.000 220.000 130.000 185.000 0.000 113.OCO 430.000 205.000 288.000 705.000 0.000 0.000 0.000 0.000 0.000 29.500 0.000 1020.000 110.000 0.000 170.000 0.000 32.000 42.000 0.000 215.000 0.000 34.000 42.000 0.000 121.000 0.000 32.000 44.000 49.000 0.000 o.ooo 0.000 0.000 0.000 300.000 0.000 2.000 0.000 0.000 0.000o.oco 292.000 360.000 0.000 0.000 0.000 137.000 202.000 0.000 0.000 0.000 228.000 310.000 705.500 0.000 0.000 0.000 0.000 0.000 30.000 0.000 29.500 0.000 0.000 -2.500 0.000 31.500 0.000 0.000 0.000 0.000 32.000 42.700 0.000 0.000 0.000 31.500 43.600 45.000 0.000 0.000 0.000 0.000o.oco 315.000 0.000 29.500 0.000 0.000 0.000o.oco 300.000 0.000 0.000 0.000 o.oco 148.000 235.000 0.000 o.oco 0.000 Z32.000 393.000 706.000 0.000 l-JUL-89 20:45:^9 PAGE XI X3 GR SR GR GR XI X3 GR GR GR GR XI X3 GR GR GR GR XI X3 CR GR GR GR XI X3 GR GR GR GR XI X3 GR CR GR GR XI X3 GR GR GR GR 24.000 0.000 44.000 34.000 44.000 44.400 25.000 0.000 46.000 33.400 45.000 44. SCO 26.000 0.000 46.000 38.000 46.000 47.000 27.000 0.000 48.000 45.300 38.000 49.400 21.000 0.000 49.400 46.000 48.000 50.000 29.000 0.000 50.000 46.600 3S.OOO 52.000 30.000 0.000 50.000 48.000 39.000 52.500 16.000 0.000 100.000 347.000 575.000 900.000 16.000 0.000 100.000 463.000 673.000 1015.000 17.000 0.000 100.000 554.000 700.000 1056.000 20.000 0.000 100.000 584.000 685.000 1033.000 17.000 0.000 100.000 825.000 928.000 1318.000 19.000 0.000 100.000 848.000 945.000 1351.000 20.000 0.000 100.000 961.000 1053.000 1493.000 309.000 0.000 44.700 36.000 45.000 0.000 423.000 O.OCO 46.000 34.000 45.200 0.000 542.000 0.000 47.600 36.000 48.000 46.400 615.000 0.000 49.3CO 44.000 46.0CO 48.000 825.000 0.000 49.500 40.000 49. ICO 50.000 870. OCO 0.000 50. OCO 46.000 40.000 56.000 975.000 0.000 50.000 46.000 40.000 54.000 393.000 300.000 235.000 375.000 722.000 0.000 508.000 300.000 300.000 468.000 854.000 0.000 625.000 440.000 205.000 563.000 769.000 1118.000 705.000 510.000 202.000 615.000 705.000 1118.000 928. OCO 750.000 243.000 838.000 1035.000 1380.000 970.000 800.000 223.000 870.000 955.000 1351. SOO 1078.000 900.000 390.000 975.000 1062.000 1528.000 145.000 0.000 44.000 42.000 45.500 0.000 165.000 0.000 44.000 36.000 45.800 0.000 305.000 0.000 46. BOO 35.500 46.600 O.OCO 245.000 0.000 49.000 40.000 47.200 52.000 254.000 0.000 49.400 38.000 50.000 0.000 262.000 0.000 48.000 40.000 48.000 52.000 150.000 0.000 48.000 40.000 48.000 58.000 120. OCO 450. OCO 308.000 393. OCO 83T.OOO 0.000 145. CCO 500.000 423.000 485.000 955. OCO 0.000 302.000 650.000 440.000 593.000 853. OCO 0.000 245.000 750.000 322.000 622.000 735.000 1118.500 254.000 950. OCO 518.000 8*7.000 1203.000 O.OCO 266.000 1000.000 508. OCO 883.000 970. OCO 1352. OCO 185.000 1100. OCO 597.000 988. OCO 1078.000 1528.500 137.000 0.000 34.000 44.000 49.500 0.000 157.000 0.000 36.000 42.000 49.800 0.000 305.000 0.000 46.000 36.000 47.000 0.000 245.000 0.000 48.000 38.000 48.800 48.000 254.000 0.000 48.000 37.000 50.000 0.000 264.000 0.000 48.000 38.000 50.000 52.000 168.000 0.000 47.500 39.000 50.000 54.000 0.000 0.000 332.000 428. OCO 837.500 0.000 0.000 0.000 439.000 503.000 955.500 0.000 O.OCO 0.000 535.000 602.000 1055.000 0.000 0.000 0.000 402.000 632.000 856.000 1119.000 0.000 0.000 702.000 674.000 1317.000 0.000 O.OCO 0.000 665.000 890.000 1023.000 1412. OCO O.OOC 0.000 765.000 994.000 1120.000 1529. OCO 0.000 0.000 32.300 44.700 45.500 O.OCO 0.000o.ooo 34.000 44.000 45.800 0.000 0.000 0.000 44.000 44.000 51.000 0.000 0.000 0.000 46.000 36.000 48.000 48.000 0.000o.ooo 46.000 38.000 54.000 0.000 0.000 0.000 48.000 37.600 51.300o.ooo 0.000 0.000 47.100 38.300 52.000 54.600 O.OCC O.OCC 340. OCO 485. CCC 839. OCC O.OCC O.OCO O.OCO 459.000 515.000 956. OCO 0.000 O.OGD 0.000 542. OCO 625. OOC 1055.500 O.OOC O.OCO 0.000 537. CCC 643.000 897.000 1184.000 0.000 O.OOC 788. OCC 896. OCC 1317. SCO 0.000 O.OCO O.CCC 762. OCC 917.000 1250.000 O.OCO 0.000 O.OCC 885.000 1024. OCO 1255.000 1598. CCO l-JUL-89 20:45:49 PAGE XI X3 GR GR GR GR XI X3 GR GR GR GR GR XI X3 GR CR GR GR GR XI X3 GR GR GR GR GR GR GR XI X3 GR GR GR GR GR XI X3 GR GR GR GR GR 31.000 0.000 50.000 48.000 50.000 60.000 32.000 0.000 52.000 56.000 50.000 42.000 56.000 33.000 0.000 52.000 52.000 40.000 56.000 60.000 34.000 0.000 55.300 56.000 54.000 56.000 46.000 57.000 58.000 35.000 0.000 54.700 56.000 43.000 58.000 58.000 36.000 0.000 58.300 58.000 43.900 58.000 61.000 18.000 0.000 100.000 985.000 1120.000 1651.500 25.000 0.000 100.000 910.000 1255.000 1343.000 1932.000 25.000 0.000 100.000 1082.000 1221.000 1352.000 1921.500 31.000 0.000 100.000 378.000 1042.000 1258.000 1329.000 1753.000 2063.000 25.000 0.000 100.000 1180.000 1295.000 1404.000 2008.000 24.000 0.000 100.000 1213.000 1282.000 1352.000 1965.000 1015.000 0.000 49.700 46.000 S2.000 =6.000 1255.000 0.000 52.000 57.500 42.000 54.000 56.000 1199.000 0.000 52.000 52.000 39.9CO 57.200 56.000 1258.000 0.000 54.000 54.0CO 56.000 46.000 56.000 56.000 0.000 1251. OCO 0.000 56.000 58.000 44.000 S8.000 £0.000 1235.000 0.000 40. OCO 58.000 44.000 58.000 65.000 1120.000 950.000 395.000 1015.000 1244.000 1652.000 1378.000 1180.000 515.000 990.000 1273.000 1378.000 1993. OCO 1280.000 1180.000 384.000 1180.000 1227.000 1453.000 1929.000 1345.000 1250.000 210. OCO 382.000 1078.000 1279.000 1345.000 1951. OCO 0.000 1343.000 1251.000 255.000 1207.000 1302.000 1465. 000 2016.000 1333.000 1235.000 285.000 1235.000 1265.000 1608.000 1965.500 127.000 0.000 49.000 40.000 54.600 56.500 265.000 0.000 50.000 56.000 40.000 55.400 60.000 52.000 0.000 50.400 50.000 40.000 56.000 60.000 135.000 0.000 53.300 54.000 56.000 44.000 56.000 58.000 0.000 91.000 0.000 S6.000 58. OCO 46.000 57.700 64.000 121.000 0.000 59.100 49.000 46.000 56.800 61.000 137. OCO 1150. CCO 497.000 1025. OCO 1388. OCO 1730.000 253.000 1380. OCO 757. OCO 1088. OCO 1282.000 1443. OCO 1993. SCO 48. OCO 1350. 000 638.000 1199. OCO 1232.000 1650. COO 1929.500 125.000 1420.000 275.000 687. OCO 1178.000 1288. OCO 1420.000 2018.000o.occ 88.000 1400. CCO 415.000 1251.000 1324. CCO 1575. OCO 2016. SCO 107. OCO 1350.000 60S. COO 1255. OCO 1305.000 1655.000 1966.000 120.000 0.000 48.000 28.700 54.000 0.000 260.000 0.000 52.000 50.000 39.800 56.000 56.000 45.000 0.000 54.000 44.000 42.000 56.000 56.000 130.000 0.000 54.000 52.300 58.000 42.500 £8.000 62.000 0.000 68.000 0.000 56.000 46.000 5*. OCO 56.000 (0.000 114.000 0.000 58.000 46.000 48.000 58.000 £0.500 o.oco o.oco 613.000 1060. OCO 1465.000 O.OCO 0.000 0.000 815.000 1190.000 1303.000 1491.000 1994.000 0.000 0.000 747.000 1212. OCO 1248.000 1867.000 1930.000 0.000 0.000 305.000 836.000 1219. OCO 1300.000 1495.000 2018.500 0.000 0.000 0.000 575. OCO 1278. OCO 1343.000 18S5.000 2017.000 0.000 0.000 732. OCO 1262.000 1315.000 1830.000 2065. OCO 0.000 0.000 48.000 40.000 56.000 0.000 0.000 0.000 54.000 50.000 40.000 56.000 52.400 0.000 0.000 56.000 42.000 54.000 56.000 57. BOO 0.000 0.000 54.000 54.000 58.000 44.000 57.000 58.000 0.000 0.000 0.000 £6.000 44.000 56.000 55.200 59.000 0.000 0.000 58.000 44.000 56.000 60.000 0.000 0.000o.oco 870.000 1097. OCO 1651.000 0.000 0.000 0.000 844.000 1202.000 1315.000 1610.000 2055.000 0.000 0.000too. ooo 1219.000 1280.000 1928.000 1988.000 0.000 0.000 310.000 890.000 1236.000 1320.000 1589.000 2019.000 0.000 0.000 O.OCO 854.000 1288.000 1361.000 1965. CCO 2090.000 0.000 0.000 922.000 1275.000 1333.000 1945.000 0.000 l-JUL-89 20:45:49 PftGE XI X3 CR GH OR GR GR GR SB ET XI X2 X3 BT BT BT BT BT BT BT BT BT NC ET CT XI GR GR GR ET XI GR GR Git ET XI GR SR GR GT NC XI GR 37.000 0.003 70.000 60.000 46.000 44.500 44.500 61.000 1.200 0.000 38.000 0.000 0.000 -26.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 0.000 2.000 39.000 TO. 000 58.300 48.000 0.000 40.000 70.000 58.800 56.000 0.000 41.000 70.000 S9.000 58.000 2.000 0.040 -21.000 43.000 26.000 0.000 100.000 1002.000 1444.100 1469.000 1482.100 2258.000 1.250 0.000 0.000 0.000 0.000 100.000 639.000 1278.000 1444.000 1456.100 1469.000 1469.900 1503.000 1730.000 0,035a. 100sooo.ooo 15.000 100.000 1198.000 1*34,000 8.100 15.000 100.000 1168.000 1388,000 8,100 14.000 100,000 1174.000 1340.000 1740,000 0.040 5.000 480.000 1423.000 0.000 60.000 60.0CO 46.000 44. SCO £6.000 0.000 3.0CO 6.100 0.000 1.000 O.OCO 70.000 CO. 000to. ooo 58.000 58.000 58.000 58.000 58.0CO 60.000 0.030 6.100 80CO.OOO 1377.000 60.000 58.0CO 56.000 6. ICO 1335.000 60.0CO 58.000 58.0CO 6.100 12S5.COO 60.000sa.ooo SB. COO 1740.000 0.030 480.000 32.000 1503.000 1300.000 215.000 1278.000 1456.000 1469.100 1503.000 O.ODO 0.000 0.000 0.000 56.000 1400.000 0.000 0.000 0.000 46.000 46.000 56.000 56.000 56.000 0.000 0.000 8.100 0.000 1447.000 220.000 132T.OOO 1447.000 8.100 1388.000 168.000 1335.000 1408.000 B.100 1348.000 180.000 1295.000 1370.000 0.000 0.100 520.000 496.500 96.000 0.000 58.000 S8.000 46.000 44.500 5 8. COO 0.000 38.000 0.000 46.000 58.000 0.000 215.000 742.000 1379.000 1444.100 1456.900 1469.100 1482.000 1558.000 2258.000 0.000 0.000 0.000 61.000 57.600 56.000 56.000 0.000 69.000 56.000 48.000 56.000 0.000 112.000 58.000 50.000 60.000 0.000 0.300 200.000 32.000 35. OCO uio.oco 330.000 1179. OCO 1*56. ICO 14(9.800 1558.000 0.000 1.700 1350.000 46.000 O.OCO 1510.000 40. OCO 60.000 58.000 58.000 58.000 58.000 58.0GO 58.000 £1.000 0.000 1215.000 O.OCO 68.000 325.000 1377.000 1617.000 1ISO.OCO 97.000 2CO.OQO 1355.000 1557.000 1100.000 125.000 208.000 1308. OCO 1E15.0CO 0.000 0.000 200.000 500. OCO 90.000 0.000 (0.000 56.000 44.500 44. SCO 58.600 O.OCO 396.000 1600.000 46.00C 0.000 0.000 0.000 0.000 0.000 56.000 44.500 44.500 56.000 O.OCO 0.000 0.000 15CO.OOO 0.000 62.000 60.000 48.000 60.000 1460.000 78.000 56.600 47.000 60.00C 1415.000 120.000 56.600 48.200 75.000 0.000 0.000 200.000 32.000 0.000 0.000 639.000 1423.000 1456.900 1*69. 9CO 1612.000 0.000 0.000 0.000 0.000 0.000 O.OCO 330.000 1002.000 1423.000 1456.000 1457.000 1469.800 1482.100 1612.000 0.000 0.000 0.000 0.000 0.000 508.000 1395.000 1987.000 1050.000 0.000 325.000 1365.000 1897.000 340.000 0.000 335. OCO 1322.000 1850. OCO 0.000 0.000 1.000 503.500 0.000 0.000 60.000 46.000 44.500 44.500 60.000 0.000 44.500 0.000 0.000 0.000 0.000 58.000 60.000 58.000 58.000 58.000 SB. 000 58.000 58.800 0.000 0.000 1670.000 0.000 0.000 60.000 46.200 75.000 1670,000 0.000 58.000 48.000 75.000 1700.000 0.000 58.000 50.000 0.000 0.000 0.000 0.000 43.000 0.000 0.000 742.000 1444.000 1457.000 1482. OCO 1730.000 0.000 44.500 0.000 0.000 O.OCO 0.000 0.000 0.000 56.000 56.000 56.000 44.500 44.500 0.000 0.000 0.000 O.OCO 0.000 0.000 830.000 1414.000 2015.000 0.000 0.000 624.000 1375.000 1932.000 O.OCO 0.000 590.000 1335.000 O.OCO 0.000 0.000 0.000 520.000 l-JUL-89 20:45:49 XI 6R XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR XI GR EJ 1.000 43.800 2.000 4*. 600 3.000 45.400 4.000 46.200 5.000 47.000 6.000 47.900 T.OOO 48.600 8.000 49.400 9.000 50.200 10.000 51.000 11.000 52.300 12.000 $3.700 13.000 55.000 14.000 56.400 15.000 57.700 16.000 59.100 0.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 S.OOO 480.000 5.000 480.000 S.OOO 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 5.000 480.000 0.000 480. CCO 32. SCO 480. 000 33.600 460. CCO 34.<.CO 460.000 35.200 480.000 36. CCO 480.000 36.SOO 460.000 37.600 460.000 38.400 480.000 39.200 480.000 40.0CO 480.000 41. SCO 480. OCO 42.700 460.000 44. COO 480. OCO 45.400 480.000 46.700 480.000 48.100 0.000 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 520.000 496.500 0.000 200.000 32.800 200.000 33.600 200.000 34.400 200.000as. 200 200.000 3S.OOO 200.000 36.800 200.000 37.600 200.000 38.400 200.000 39.200 200.000 40.000 200.000 41.300 200.000 42.700 200.000 44.000 200.000 45.400 200.000 46.700 200.000 48.100 0.000 200. OCO 500. COO 200.000 500. OCO 200.000 500. OCO 200.000 500.000 200.000 500.000 200. OCO 500.000 200.000 500.000 200. OCO 500.000 200.000 500.000 200. OCO 500.000 200.000 500. OCO 200.000 500.000 200.000 SCO. 000 200.000 500.000 200. OCO 500.000 200.000 500.000 0.000 2CO.OOO 32.800 200.000 33.600 200.000 34.400 200.000 35.200 200.000 36.000 200.000 36.800 280.000 37.600 200.000 38.400 200.000 39.200 200.000 40.000 200.000 *1.300 200.000 42.700 200.000 44.000 200.000 45.400 200.000 46.700 200.000 48.100 0.000 1.000 503.500 1.000 503. SCO 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503.500 1.000 503. SCO 1.000 503.500 1.000 503. SCO 1.000 503.500 l.OCO 503.500 1.000 503.500 0.000 0.000 43.800 0.000 44.600 0.000 45.4QC O.COO 46.200 0.000 47.000 0.000 47.600 0.000 48.600 0.000 49.400 0.000 50.200 0.000 51.000 0.000 52.300 0.000 53.700 0.000 55.000 0.000 56.400 0.000 57.700 0.000 59.100 0.000 O.OCO 520.000 0.000 520.000 0.000 520.000 0.000 520. OCO 0.000 520.000 0.000 520.000 0.000 520.000 O.OCO 520.000 0.000 520.000 0.000 520.000 0.000 520.000 0.000 520.000 0.000 520.000 0.000 520.000 0.000 520.000 0.000 520. OCO 0.000 I-JUL-89 20:45:49 PAGE SECNO Q TIME SLOPE DEPTH QL06 VL3B XLOBL CWSEL QCH VCH XLCH CRIKS OHOI VROB XLCBR WSELK EG »LCB *CH XNL XNCM ITRIAL IOC HV ML OLCSS SANK ELEV A ROB VOL TWA LEFT/PIGHT XNR WTN ELMN SSTA ICON! CQRAR TCPHIO ENDST *PHCF 1 CCHV* 0.200 CEHV- 0.400 *SECNO 20.000 3720 CRITICAL DEPTH ASSUMED 3*70 ENCROACMPENT STATIONS"220.0 370.0 TYPE" DOWNSTREAM FACE OF EL CAHIhO REAL 20.00 9B50. 0.00 0.007383 8.67 0. 0.61 0. 36.17 9B50. 14.77 0. 38.17 0. 0.61 0. 40.50 0. 0.040 0 41.56 667. 0.030 14 TARGET' 3.39 0. 0.040 0 0.00 0. 0.000 0.00 150.000 0.00 0. 29.50 102.62 38.00 38.00 2*6.59 3EI.41 SPECIAL BRIDGE 5227 DOHNSTREAH ELEV IS SB XK 1.05 XKQR 1.80 36.27 ,NOT 38.17 HYDRAULIC JU^P OCCURS DOHKSTKEAH (IF LCW FLOW CONTROLS) CCFQ 3.00 RDLEH 150.00 BWC 70.00 BWP4.00 BAREA 1020.00 SS 2.00 EICHU 29.50 *SECKD 20.100 3301 HV CKANGEO MORE THAN CLASS 8 LOW FLOW 3420 BRIDGE U.S.' 37.61 BRIDGE VELOCITY", EGPRS EGLWC H3 CUEIR QLOU TRAPEIDID AREA 0.00 41.73 0.00 0. 9B50. 1020. 1208. 42.60 44.00 ELCHD 29.50 14.77 CALCULATED CHANNEL AREA*. 667. BASE* TRAPEIDID ELLC ELTRD UPSTREAM FICE CF EL CAPINO REAL 20.10 9.72 39.22 0.00 0.00 41.73 2.51 0.18 98SO. 11. 9828. 11. 6. 772. 6. 2. 0.00 1.79 12.72 1.79 0.040 0.030 0.040 0.000 0.004504 110. 110. 110. 000 0.00 0.00 38.00 0. 3B.OO 25.50 239.80 120.41 360.20 *SECNO 21.000 l-JUl-89 PAG! SECND Q TIKE SLOPE DEPTH flLCB VL09 XLOBL CWSEL CCM VCM XLCH CRIWS CRQB VRG8 XLOBR WSELK EG ALCB JICH XML XNCH ITRIAU IDC HV ML AROB VOL XNR WIN ICONT CORAR OLCSS BANK ELEV THA LEFT/BIGHT ELPIN SSTA TQPHIO ENDST 3280 CROSS SECTION 21.00 EXTENDED 0.43 FEET 3301 HV CHANGED MORE THAN HVINS 7185 PINIMUH SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUKED 3470 ENCROACHMENT STATIOKS* 21.00 10.93 39.93 9850. 0. 9723. 0.01 0.00 15.43 0.006323 190. 170. 2CO.O 39.93 127. 3.70 160. 360.0 0.00 0. 0.000 * TYPE" 43.58 630. 0.030a 1 TAPGET- 3.65 34. 0.040 0 0.90 5. 0.000o.co 100.000 0.46 37.50 1. 37.50 29.00 260.00 100.00 360.00 *SECNO 22.000 3301 HV CHANGED MORE THAN HVINS 3470 gNCROACHKENT STATIONS" 22.00 11.01 42.01 8080. 0. T639. 0.01 0.00 14.IS 0.005452 230. 215. 116.0 0.00 441. 6.47 190. 220.0 0.00 0. 0.000 5 TYPE- 44.98 540. 0.030 0 I TARGET- 2.97 68. 0.04Q 0 1.26 8. 0.000 0.00 104.000 0.14 1. 31.00 86.27 42.00 34.00 116.00 2C2.27 *SECNO 23.000 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVIhS 3470 ENCROACHMENT STATICKS* 198.0 23.00 12.23 43.73 0.00 8080. 9. 8040. 31. 0.01 1.82 11.22 1.68 0.003079 125. 121. 113. 430.0 TYPE- 0.00 45.60 5. 717. 0.040 0.030 3 0 1 TARGET- 1,94 0.48 16. 10. 0.040 0.000 0 0.00 232.000 0.21 42.00 I. 42.00 31.50 1S6.9B 144.30 404.20 1-JUL-B9 20:*s:49 PAGE SECNO DEPTH Q QLOS TIKE VLCB SLOPE XLOSL CKSEL QCH CRCB VCH VROB XLCh XLOBR WSELK ALCB XNL ITfllAL IOC EG ACH HV ML OLCSS BANK ELEV AROB VOL THA LEFT/RIGHT XNR WTN ELPIN SSTA ICONT CCRAR TOPMID ENDST *SECNQ 24.000 3301 HV CHANGED MORE THAN HVIhS 3470 ENCROACHMENT STATIONS- 24.00 11.57 43.87 8080. 0. 80C1. 0.02 0.00 13.03 0.005193 145. 137. 309.0 43.27 79. 2.56 120. 450.0 0.00 0. 0.000 4 TYPE- 46.46 614. 0.030 8 1 TARGET- 2.61 31. 0.040 0 0.54 12. 0.000 0.00 150.000 0.27 44.00 2. 42.00 32.30 3C8.30 117.53 425.82 *S6CNO 25.000 3280 CROSS SECTION 25.00 EXTENDED 0.35 FEET 3470 ENCROACHMENT STATIOKS- 25.00 11.45 44.85 8080. 31. 8049. 0.02 1.37 12.46 0.004209 165. 157. 300.0 0.00 0. 0.00 145. 500.0 0.00 22. 0.040 3 TYPE* 47.25 646. 0.030 0 1 TARGET- 2.40 C. 0.000 0 0.73 14. 0.000 0.00 200.000 0.04 44.00 2. 100000.00 33.40 370.54 129.46 500.00 *SECNO 26.0003280 CROSS SECTION 26.00 EXTENDED 3301 HV CHANGED MORE THAN HVINS 0.29 FEET 3470 ENCROACHMENT STATIONS" 26.00 11.18 46.68 8080. 58. 7834. 0.03 1.44 10.64 0.002638 305. 305. *SECNC 27.000 3470 ENCROACHMENT STATIONS- 27.00 11.71 47.71 8080. 357. 7658. 0.03 3.42 9.46 0.002041 245. 245. 440.0 0.00 189. 3.21 302. 560.0 0.00 66. 1.66 245. 650.0 0.00 40. 0.040 2 750.0 0.00 104. 0.040 2 TYPE- 48.39 736. 0.030 0 TYPE- 49.04 809. 0.030 0 1 TARGET 1.71 59. 0.040 0 0 « 1.00 19. .000 0.00 1 TARGET- 1.33 40. 0.040 0 0 0.57 24. .000 0.00 210.000 0.14 3. 35.50 196.82 170.000 0.08 4. 36.00 170.00 44.00 44.00 453.18 650.00 44.00 46.00 580.00 7EO.OO l-JUL-89 20:45:49 PAGE SECNO DEPTH CWSEL Q QLDB $CH TIHE VL08 VCH SLOPE XLOBL XLCH 4SECNC 28.000 3470 ENCROACHMENT STATIONS* 28.00 11.44 48.44 8080. 457. 7618. 0.04 2.75 8.80 0.001922 254. 254. *SECNQ 29.000 3470 ENCROACHMENT STATIONS* 29.00 11.46 49.04 B080. 388. 7678. 0.05 2.42 8.12 0.001413 262. 264. *SECND 30.000 3470 ENCROACHMENT STATIONS* 30.00 10.98 49.28 8080. 278. 7712. 0.06 2.10 8.28 0.001528 150. 168. *SECNO 31.000 3470 ENCROACHMENT STATIONS* 31.00 10.73 49.43 8080. 308. 7772. 0.06 2.51 8.71 0.001835 127. 130. 4SECND 32.000 3470 ENCROACHMENT STATIONS* 32.00 9.98 49.78 8080. 0. 8080. 0.07 0.00 10.01 0.002982 265. 260. CftlhS QRCBVRCB XL06R 750.0 0.00 5. 0.76 254. 800.0 0.00 14. 0.92 266. 900.0 0.00 20. 1.20 IBS. 950.0 0.00 0. 0.00 137. 1180.0 0.00 0. 0.00 253. WSELKALOB XNL ITBIAl 950.0 0.00 166. 0.040 2 1000.0 0.00 160. 0.040 2 1100.0 0.00 132. 0.040 2 1150.0 0.00 123. 0.0*0 2 1380.0 0.00 0. 0.000 2 EG *CH XNCH IDC TYPE- 49.58 866. 0.030 0 TYPE" 50.04 945. 0.030 0 TYPE- SO. 31 940. 0.030 0 TYPE* 50.57 893. 0.030 0 TYPE- 51.34 807. 0.030 0 HV AROB KNR ICOHT ML VOL WIN COfiiR 1 TARGET- 1.14 7. 0.040 0 0.50 30. O.COO 0.00 1 TARGET- 0.98 15. 0.040 0 0.43 37. 0.000 0.00 1 TARGET* 1.03 17. 0.040 0 0.25 41. 0.000 0.00 1 TARGET- 1.14 0. 0.000 0 0.22 44. 0.000 0.00 1 TARGET- 1.56 0.o.oco 0 0.60 50. 0.000 0.00 OLCSS T-AELKINTCPWID 200.000 C.04 6. 37.00 20C.OO 200.000 0.03 T. 37.60 198.22 200.000 0.02 8. 38.30 200.00 200.000 0.04 8. 38.70 168.69 200.000 0.17 9. 39.80 110.20 BSMC ELEV LEFT/PIGHT SSTA ENCST 46.00 48.00 750.00 950.00 46.00 48.00 SCO. 00 998.22 46.00 48.00 9CO.OO 1100.00 46.00 50.00 950.00 iii§.69 50.00 54.00 1255.49 1365.69 l-JUL-89 20:45:49 PACE 10 DEPTH QL06 VLCB SLOPE XLOBL SECNO 0 CWSEL celts QCH CROB VCH VRCB XLCH XLCBR HSELK EG AL06 ACH XNL XNCH ITfilAL IOC HV HL OLOSS BANK ELEV A ROB VOL TWA LEFT/PIGMT XNR WTN ELUN SSTA ICONT CDRAR TOPWID ENDST *SECNO 33.000 3301 HV CHANGED MORE THAN MVIKS 3685 20 TRIALS ATTEMPTED WS£L»CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCBOACHPENT STATIONS* 33.00 11.39 51.25 8080. 17. 8063. 0.07 2.28 15.04 0.007038 52. 45. 1180.0 51.25 0. 0.00 «8. 1350.0 0.00 7. 0.040 20 TYPE« 54.76 536. 0.030 8 1 TARGET" 3.50 0. O.OCO 0 0.20 50. 0.000 0.00 170.000 0.78 9. 39.90 85.60 50.00 54.00 1187.08 1272.68 *SECNO 34.000 3685 20 TRIALS ATTEMPTED MSEL.CUSEL 3693 P»03*8LE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHKENT STATIONS* 1250.0 34.00 10.29 52.79 52.79 8080. 0. 8080. 0. 0.07 0.00 15.22 0.00 0.007464 135. 130. 1Z5. 1420.0 TYPE* 0.00 56.39 0. 531. 0.000 0.030 20 11 1 TARGET. 3.60 0.94 0. 52. 0.000 0.000 0 0.00 170.000 0.04 56.00 9. 56.00 42.50 1264.73 75.13 1339.87 *SECNO 35.000 3301 KV CHANGED HORE THAN HVIKS 3470 ENCROACHMENT STATIONS* 1251.0 35.00 11.60 54.60 0.00 8080. 0. 8078. 2. 0.07 0.00 12.75 1.15 0.004780 91. 88. 88. 1400.0 TYPE" 0.00 57.12 0. 634. 0.000 0.030 4 0 1 TARGET- 2.52 0.52 2. 53. 0.0*0 0.000 0 0.00 149.000 0.21 9. 43.00 69.81 £6.00 54.00 1258.64 1346.45 4SECNO 36.000 3301 HV CHANGED MORE THAN HVIKS l-JUL-89 20:45:49 PAGE 11 SECNO Q SLOPE DEPTH CHSEL QLOB GCH VLQ8 VCH XLOBL XLCK 3*70 ENCRGACHfENT STATIOKS" 36.00 12.10 56.00 6090. 0. 8030. O.OB 0.00 10.46 0.002856 121. 114. RIUS RGB RCB LCBR 1235.0 0.00 0. 0.00 107. USEU ALCB XNL ITBUL 1350.0 0.00 0. c.ooo 3 EG ACH XNCH IDC TYPE- 57.70 772. 0.030 0 HV ARC9 XNR ICQNT Hi. VOL HTN CORAR 1 TARGET" 1.70 0. O.OCO 0 0.41 55. o.coo 0.00 DLCSS TUA ELPIN TQPWIO 115.000 0.16 10. 43.90 93.99 BANK ELE1 LEFT/RIGHT SSTA EN05T £8.00 56.00 1239.00 1333.00 WSECNO 37.000 3301 HV CHANGED flORE THAN HVIhS 3470 ENCROACHMENT STATIONS* 1300.0 1S20.0 TYPE- 37.00 11.31 55.81 0.00 0.00 50.37 BOBO. 0. 8080. 0. 0. 629. O.OB 0.00 12.84 0.00 0.000 0.030 0.004673 96. 90. 85. 3 0 1 TARGET* 2.56 0.32 0. 56. 0.000 0.000 0 0.00 220.000 0.34 56.00 10. 56.00 44.50 1423.40 79.26 1502.65 SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS SB XK 1.20 XKOR 1.25 53.98 (NOT COFQ 9.00 *SECNO 33.000 3301 HV CHANGED MORE THAN HVIKS PRESSURE AND UEIR FLCW ROLEN 0.00 55.61 HYDRAULIC JUPP OCCURS DOWNSTREAM CIF LOU FLOW CONTROLS) BWC 38.00 BMP 1.70 BARE* 396.00 SS 0.00 ELCHU 44.50 ELCHO 44.50 EGP8S 63.89 EGLMC 61.29 H3 0.00 CWEIR 2514. QPR 5596. BAREA 396. TRAPEZGID AREA 417. ELLC 56.00 ELTRD 58.00 3470 ENCROACHMENT STATIOKS- 38.00 13.69 58.19 8080. 87. 7993. 0.08 2.27 9.85 0.002002 46. 46. 1400.0 0.00 0. 0.00 46. 1500.0 0.00 36. 0.040 3 TYPE- 59.69 811. 0.030 0 1 TARGET- 1.49 0. 0.000 5 1.32 57. 0.000 0.00 100.000 0.00 56.00 10. 100000.00 44.50 14CO.OO 100.00 15CO.OO l-JUt-89 20:45:49 PAGE 12 SECNO DEPTH 0 GLOB TIKE VLOB SLOPE XLOBL CWSEL CCH VCH HO QRCEvnce XLCER WSELK EG BLOB ACH XNL XNCM ITfllAL IOC HV HL ARCS VOL XNR WIN ICONT CORAR CLCSS 9AMC ELEV TUJl LEFT/BIGHT ELfIN SSTA TOPWID ENDST *SECNO 39.000 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAU HVUS 39.00 12.97 59.17 0.00 0.00 59.93 0.77 0.10 0.15 56.00 8000. 568. 5635. 1797. 3*6. 692. 537. 59. 11. 56.00 0.08 1.64 B.I* 3.35 0.035 0.030 0.035 0.000 46.20 260.14 0.001373 61. 62. £8. 4 0 0 0.00 706.95 1617.01 «SECNO 40.000 36B5 20 TRIALS ATTEMPTED USELtCWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS* 40.00 12.31 59.31 BOOO. 431. 4769. 0.09 1.94 10.43 0.002807 69. 78. 1050. 0 59.31 2800. 4.07 87. 1670.0 0.00 222. 0.035 20 TYPE- 60.41 457. 0.030 10 1 TARGET- 1.10 688. 0.035 0 0.15 62. 0.000 0.00 620.000 0.13 12. 47.00 620.00 58.00 56.00 1050.00 1670.00 4SECNO 41.000 3685 20 TRIALS ATTEMPTED MSEL.CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGT 3720 CRITICAL DEPTH ASSUPEO 3470 ENCROACHMENT STATIONS" 41.00 12.15 60.35 8000. 1704. 4597. 0.09 2.91 9.81 0.002405 112. 120. 940.0 60.35 1699. 2.92 125. 1700.0 0.00 586. 0.035 20 TYPE« 61.26 469. 0.030 6 1 TARGET- 0.91 581. 0.035 0 0.31 <6. 0.000 0.00 760.000 0.04 58.00 14. 58.00 46.20 940.00 760.00 1700.00 CCHV* 0.100 CEHV» *SECND -21.000 START TPJB COKP -21.000 -21.00 1740. 0.10 O.OOB071 0.300 21.000 39.933 7.93 39.93 0.00 0. 1740. 0. 0.00 11.61 0.00 200. 200.200. 0.00 42.02 2.09 0.00 0.00 43.00 0. 150. 0. 70. 15. 43.00 0.000 0.030 O.OCO 0.000 32.00 464.60 000 0.00 3C.80 515.40 l-JUL-89 20145149 PAGE 13 SECNO G TIME SLOPE DEPTH CKSEL QLQB CCH VLOB VCH XL 061. XLCH CPIWS ORCB VRCB XLOBR USELK EG ALDB ACH XNL XNCH ITRIAL. IOC MV HL ARQB VOL XNR WIN ICDNT CORAR OLOSS BANK ELEV THA LEFT/fflGMT ELfIN S5TA TOPMID ENCST *SECNO 1.000 3301 HV CHANGED MORE THAU HVIKS I. 00 1740. 0.10 0.004293 *SECNO 2.000 2.00 1740. 0.11 0.004131 *S6CHO 3.000 3.00 1740. 0.11 0.004060 *SECNO 4.000 4.00 1740. 0.12 0.004033 *SECNO 5.000 5.00 1740. 0.13 0.004021 *SECNO 6.000 6.00 17*0. 0.13 0.004012 9.15 0. 0.00 200. 9.23 0. 0.00 200. 9.27 0. 0.00 200. 9.28 0. 0.00 200. 9. 29 0. 0.00 200. 9.30 0. 0.00 200. 41.95 1740. 9.16 200. 42.83 1740. 9.03 200. 43.67 1740. 8.97 200. 44.48 1740. 8.95 200. 45.29 1740. 8.94 200. 46.10 1740.e.94 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.000 2 0.00 0. 0.000 2 0.00 0. 0.000 0 0.00 0. 0.000 0 0.00 0. 0.000 0 0.00 0. 0.000 0 43.25 190. 0.030 0 44.10 193. 0.030 0 44.92 194. 0.030 0 45.73 194. 0.030 0 46.53 195. 0.030 0 47.34 195. 0.030 0 1.30 0. 0.000 0 1.27 0. 0.000 0 1.25 0. 0.000 0 1.24 0. 0.000 0 1.24 0.o.oco 0 1.24 0. O.OCO 0 1.15 71. 0.000 0.00 0.64 71. 0.000 0.00 0.82 72. 0.000 0.00 0.81 73. O.COO 0.00 0.81 74. 0.000 0.00 0.80 75. 0.000 0.00 O.OB 16. 32.80 34.47 0.00 16. 33.60 34.71 0.00 16. 34.40 34.82 0.00 16. 35.20 34.86 0.00 16. 36.00 34.88 0.00 16. 36.80 34.89 43.80 43.80 482.76 517.24 44.60 44.60 482.65 517.35 45.40 45.40 482.59 517.41 46.20 46.20 482.57 517.43 47.00 47.00 482.56 517.44 47.80 47.80 4G2.55 517.45 l-JUL-89 20:45:49 PAGE 14 SECNO Q TIKE SLOPE *SECNO 7. 7.00 1740. 0.14 0.00400S *SECNO 8. 8.00 1740. 0.15 0.004002 *SECNO 9. 9.00 1740. 0.15 0.004001 *secNo 10 10.00 1740. 0.16 0.004000 *SECNQ 11, 11.00 1740. 0.16 0.005347 DEPTH QLOB VI. 08 XL08L 000 9.30 0. 0.00 200. 000 9.30 0. 0.00 200. 000 9.30 0. 0.00 200. .000 9.30 0. 0.00 200. .000 8.71 0. 0.00 200. CWSELacH VCH XLCH 46.90 1740. 8.93 200. 47.70 1740. 8.93 200. 48.50 1740. 8.93 200. 49.30 1740. 8.93 200. 50.01 1740. 9.95 200. CRIWS QROB VftCB XLCBR 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. USELK ALOB KNL ITRIAL 0.00 0. 0.000 0 0.00 0. 0.000 0 0.00 0. 0.000 0 0.00 0. 0.000 0 0.00 0. 0.000 2 EG ACH XNCH IDC 46.1* 195. 0.030 0 48.94 195. 0.030 0 49.74 195. 0.030 0 50.54 195. 0.030 0 5S.5S 175. 0.030 0 HV AR09 XNR ICONT 1.24 0. 0.000 0 1.24 0. 0.000 0 1.24 0. 0.000 0 1.24 0. 0.000 0 1.54 0.o.oco 0 HL VOL WTN CORAS 0.80 76. 0.000 0.00 0.80 77. 0.000 0.00 0.80 78. 0.000 0.00 0.80 79. 0.000 0.00 0.92 79. 0.000 0.00 DLCSS TWA EIPIN TOPWID 0.00 16. 37.60 34.90 0.00 17. 30.40 34.91 0.00 17. 39.20 34.91 0.00 17. 4C.OO 34.91 0.09 17. 41.30 33.14 BANK ELEV LEFT/RIGHT SSTA ENCST 48.60 48.60 482.55 517.45 49.40 49.40 482.55 517.45 £0.20 50.20 482.55 517.45 51.00 51.00 462.55 517.45 52.30 52.30 483.43 516.57 *SECNQ 12.000 12.00 1740. 0.17 0.006564 8.32 0. 0.00 200. 51.02 1740. 10.74 200. 0.00 0. 0.00 200. 0.00 0. 0.000 2 52.81 162. 0.030 0 1.79 0. 0.000 0 I. 18eo. 0.000 0.00 0.08 17. 42.70 31.95 !3.70 53.70 464.02 515.98 l-JUL-89 20:45:49 PAGE 15 SECNO Q TIKE SLOPE *SECNC 13. 13.00 1740. 0.1? 0.006510 *SECNO 14. 14.00 1740. 0.18 0.006908 *SECND 15. 15.00 1740. 0.18 0.006402 *SECNO 16. 16.00 1740. 0.19 0.006906 DEPTH GLOB VIOS XLQBL 000 9.34 0. 0.00 200. 000 8.22 0. 0.00 200. 000 8.34 0. 0.00 200. 000 8.22 0. 0.00 200. CWSEL QCH VCH XLCM 52.34 1740. 10.71 200. 53.62 1740. 10.95 200. 55.06 1740. 10.64 200. 36.32 1740. 10.95 200. CPUS QRQB VROB XLCBR 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. 0.00 0. 0.00 200. wseiK ALOfix*a ITRIAL 0.00 0. 0.000 2 0.00 0. 0.000 2 0.00 0. 0.000 2 0.00 0. 0.000 2 EG ACH XNCH IOC 54.12 162. 0.030 0 55.48 159. 0.030 0 56.82 163. 0.030 0 SB. 18 159. 0.030 0 HV ARCS XN3 ICON! 1.78 0. 0.000 0 1.66 C. 0.000 0 1.76 0. 0.000 0 1.66 0. 0.000 0 HL VOL WIN CDRAR 1.31 81. 0.000 0.00 1.34 82. 0.000 0.00 1.33 82. 0.000 0.00 1.33 83. O.COO 0.00 OLCSS TWA L ELK IN TOPWIO 0.00 17. 44.00 32.00 C.02 18. 45.40 31.66 0.01 IB. 46.70 32.09 0.03 18. 48.10 31.66 BANK ELEV EFT/RIGHT SST* ENDST 55.00 55.00 484.00 516.00 56.40 56.40 484.17 515.83 57.70 57.70 483.95 516.05 59.10 59.10 4S4.17 SIS. S3 l-JUL-89 PAGE 16 TUS BUN EXECUTED l-JUL-99 20:46:07 • ft************************************************HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORD - 01.02,03.04.05.06 MODIFICATION - 50.51,£2,53,54,55 ************************************************** NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY DF ERRORS LIST HOWARD H. CHANG, JUN SUMMARY PRINTOUT TABLE 150 SECNO * 20.000 * 20.100 * 21.000 22.000 23.000 24.000 25.000 26.000 2T.OOO 28.000 29.000 30.000 31.000 32.000 * 33.000 * 34.000 35.000 XUH 0.00 iio.oo 170.00 215.00 121.00 137.00 15T.OO 305.00 245.00 254. CO 264.00 161.00 130.00 260.00 45.00 130.00 BB.OO ELTflD 0.00 44.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ELLC 0.00 42.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ELMIN 29.50 29.50 29.00 31.00 31.50 32.30 33.40 35. SO 36.00 37.00 37.60 38.30 38.70 39.80 39.90 42.50 43.00 Q 9850.00 9850.00 9850.00 8080.00 B080.00 8080.00 aoeo.oo 8080.00 6080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 CWSEL 38.17 39.22 39.93 42.01 43.73 43.87 44.85 46.68 47.71 48.44 49.06 49.28 49.43 49.78 51.25 52.79 54.60 CRIHS 38.17 0.00 39.93 0.00 0.00 43.27 0.00 0.00 0.00 0.00 0.00 0.00 o.oc 0.00 51.25 32.79 0.00 EG *1.S6 41.73 43.56 44.98 45.68 46.48 47.25 48.39 49.04 49.58 50.04 50.31 50.57 51.34 54.76 56.39 57.12 10K*S 73.83 45.04 63.23 54.52 30.79 51.93 42.09 26.38 20.41 19.22 14.13 15.28 18.35 29.82 70.38 74.64 47.60 VCH 14.77 12.72 15.43 14.15 11.22 13.03 12.46 10.64 9.46 8.80 6.12 8.28 8.71 10.01 15.04 15.22 12.75 AREA 667.14 784.95 664.55 607.99 740.28 644.99 668.41 834.83 953.12 1036.68 1120.92 1088.74 1015.66 807.29 543.69 531.02 635.29 .OIK 1146.37 1467.78 1238. 7T 1094.30 1456.13 1121.27 1245.44 1573.12 1788.59 1S4Z.85 2149.77 2066.75 1886.47 1479.56 963.12 935.26 1168.64 l-JUl-89 20:45:49 PAGE 17 SECNO 36.000 37.000 * 38.000 39.000 * 40.000 * H.OOO -21.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 XLCM 114.00 90.00 46.00 62.00 78.00 120.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 EURO 0.00 0.00 59.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ELLC 0.00 0.00 56.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ELHIN 43.90 44.50 44.50 46.20 47.00 48.20 32.00 32.80 33.60 34.40 35.20 34.00 36.80 37.60 38.40 39.20 40.00 41.30 42.70 44.00 45.40 46.70 48.10 Q 8080. DC 6080.00 8080.00 8000. OC 8000. OC 8000.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740. OC 1740.00 1740.00 1740. OC 1740.00 1740.00 1740.00 1740.00 1740. CC 1740.00 CWSEL 56.00 55.81 58.19 59.17 59.31 60.35 39.93 41.95 42.83 43.67 44.46 45.29 46.10 46.90 47.70 48.50 49.30 50.01 51.02 52.34 53.62 55.06 56.32 CPIHS 0.00 0.00 0.00 0.00 59.31 60.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EG 57.70 58.37 59.69 59.93 60.41 61.26 42.02 43.25 44.10 44.92 45.73 46.53 47.34 48.14 48.94 49.74 50.54 51.55 52.81 54.12 55.48 56.82 56.18 10K*S 28.56 46.73 20.02 13.73 28.07 24.05 80.71 42.93 41.31 40.60 40.33 40.21 40.12 40.05 40.02 40.01 40.00 53.47 65.64 65.10 69.08 64.02 69.06 VCH 10.46 12.84 9.85 3.14 tO. 43 9.81 11.61 9.16 9.03 8.97 8.95 t.94 8.94 8.93 6.93 8.93 8.93 9.95 10.74 10.71 10. 9S 10.64 10.95 ABE* 772.30 629.44 849.59 1575.70 1367.37 1635.61 149.93 1S9.87 192.62 193.88 194.35 194.57 194.73 194.85 1S4.92 194.94 194.94 174.88 161.98 162.47 158.91 163.50 156.93 .OIK 1511.84 1182.01 1605.75 2158.91 1510.08 1631.44 193.68 265.57 270.73 273.09 273.99 274,40 274.70 274.93 275.06 275.10 275.10 237.95 214.77 215.65 209.35 217.47 209.38 l-JUL-89 20t45!49 PAGE IB HOWARD H. CHthG, JUN SUMMARY PRINTCUT TABLE ISO * * * * * * * * SECNO 20.000 20.100 21.000 22.000 23.000 24.000 25.000 26.000 27.000 28.000 29.000 30.000 31.000 32.000 33.000 34.000 35.000 36.000 37.000 38.000 39.000 40.000 41.000 -21.000 0 9850.00 9850.00 9BSO.OO 8080.00 8080. CO 8060.00 8080.00 8080.00 aoao.oo 6080.00 8080.00 B080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8080.00 8000.00 8000.00 8000.00 1740.00 CKSEL 3B.17 39.22 39.93 42.01 43.73 43.87 44.85 46.68 47.71 48.44 49.06 49.28 49.43 49.78 51.25 52.79 54.60 56.00 55.81 58.19 59.17 59.31 60.35 39.93 DIFHSP 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIFUSX 0.00 1.06 0.71 2.08 1.72 0.14 0.98 1.83 1.03 0.73 0.63 0.22 0.15 0.35 1.47 1.54 1.B1 1.40 -0.19 2.38 0.97 0.14 1.04 -20.41 DIFKUS -2.33 0.00 O.CO O.OC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OC 0.00 0.00 0.00 O.CO O.OC o.cc O.OC 0.00 0.00 O.OC 0.00 0.00 70PWID 102.82 120.*! 100.00 86.27 144.30 117.53 129.46 196.82 170.00 200.00 19B.22 200.00 168.69 110.20 65.60 75.13 89. 81 93.99 79.26 ICO. 00 706.95 620.00 760.00 30.80 XLCM 0.00 110.00 170.00 215.00 121.00 137.00 157.00 305.00 245.00 254.00 264.00 168.00 130.00 260.00 45.00 120.00 88.00 114.00 50.00 46.00 62.00 78.00 120.00 200.00 l-JUL-89 20:45:49 P»G£19 SECNO 1.000 2.00Q 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 0 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 1740.00 OUSEL 41.95 42.83 43.67 44.48 45.29 46.10 46.90 47.70 48.50 49.30 50.01 51.02 52.34 53.62 55.06 56.32 DIFWSP 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIFUSX 2.01 0.83 0.94 0.82 0.81 0.81 0.80 0.80 0.80 O.BO 0.71 1.00 1.32 1.28 1.44 1.26 DIFKWS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOPhID 34.47 34.71 34.62 34.86 34.68 34.89 34.90 34.91 34.91 34.91 33.14 31.95 32.00 31.66 32.09 31.66 XLCH 2CO.QO 200.00 200.00 200.00 200.00 200.00 200.00 200.00 2CO.OO 200.00 200.00 200.00 200.00 200.00 200.00 2CO.OO l-JUL-89 20:45:49 PAGE SUMMARY CF ERRORS AND SPECIAL NOTES CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION SECNC- SECNO- SSCNO* SECNC" SECNQ- SECNO- SECNC" SECNO- SECNO- SECNO- SECNO* SECMO* SECNO-SECNC* SECNO- SECNC- SECND- 20.000 20.100 21.000 21.000 33.000 33.000 33.000 34.000 34.000 34.000 38.000 40.000 40.000 40.000 41.000 41.000 41.000 PROFILE- I PROFILE- 1 PROFILE- I PROFILE* 1 PROFILE- 1 PROFILE* I PROFILE" 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE- 1 PROFILE* 1 CRITICAL DEPTH ASSUMED HYDRAULIC JUMP C.S. CRITICAL DEPTH ASSUMED MINIMUM SPECIFIC ENERGY CRITICAL DEPTH ASSUMED PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE HSEL CRITICAL DEPTH ASSUMED PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE hSEL HYDRAULIC JUMP O.S. CRITICAL DEPTH ASSUMED PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE WSEL CRITICAL DEPTH ASSUMED PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE MSEL