TABLE OF CONTENTS SECTION 1: INTRODUCTION.............................................................................................. 1 1.1 1.2 1.3 1.4 1.5 1.6 PURPOSE ....................................................................................................................... 1 AUTHORITY FOR STUDY .................................................................................................. 1 LOCATION OF STUDY ...................................................................................................... 1 HYDROLOGIC AND HYDRAULIC METHODOLOGY ................................................................ 2 ACKNOWLEDGMENTS ...................................................................................................... 2 STUDY RESULTS ............................................................................................................. 2 SECTION 2: FEMA FORMS ................................................................................................. 3 2.1 STUDY DOCUMENTATION ABSTRACT FOR FEMA SUBMITTALS .......................................... 3 2.1.1 Date Study Accepted.............................................................................................. 3 2.1.2 Study Contractor .................................................................................................... 3 2.1.3 FEMA Technical Review Contractor ...................................................................... 3 2.1.4 FEMA Regional Reviewer ...................................................................................... 3 2.1.5 State Technical Reviewer....................................................................................... 3 2.1.6 Local Technical Reviewer ...................................................................................... 3 2.1.7 Reach Description .................................................................................................. 4 2.1.8 USGS Quadrangle Sheets ..................................................................................... 4 2.1.9 Unique Conditions and Problems........................................................................... 4 2.1.10 Coordination of Peak Discharges........................................................................... 4 2.2 FEMA FORMS ................................................................................................................ 5 SECTION 3: SURVEY AND MAPPING INFORMATION ..................................................... 6 3.1 3.2 FIELD SURVEY INFORMATION .......................................................................................... 6 MAPPING ........................................................................................................................ 6 SECTION 4: HYDROLOGY .................................................................................................. 7 4.1 METHOD DESCRIPTION ................................................................................................... 7 4.2 PARAMETER ESTIMATION ................................................................................................ 7 4.2.1 Drainage Area Boundaries ..................................................................................... 7 4.2.2 Watershed Work Maps........................................................................................... 7 4.2.3 Gage Data .............................................................................................................. 8 4.2.4 Statistical Parameters ............................................................................................ 8 4.2.5 Precipitation............................................................................................................ 8 4.2.6 Physical Parameters .............................................................................................. 9 4.3 PROBLEMS ENCOUNTERED DURING THE STUDY ............................................................. 13 4.3.1 Special Problems and Solutions........................................................................... 13 4.3.2 Modeling Warnings and Error Messages ............................................................. 13 4.4 CALIBRATION ................................................................................................................ 14 4.5 FINAL RESULTS ............................................................................................................ 14 4.5.1 Hydrologic Analysis Results ................................................................................. 14 4.5.2 Verification of Results........................................................................................... 15 SECTION 5: HYDRAULICS................................................................................................ 17 5.1 METHOD DESCRIPTION ................................................................................................. 17 5.2 WORK STUDY MAPS ..................................................................................................... 17 5.3 PARAMETER ESTIMATION .............................................................................................. 18 5.3.1 Roughness Coefficients ....................................................................................... 18 i 5.3.2 Expansion and Contraction Coefficients .............................................................. 19 5.4 CROSS SECTION DESCRIPTION ..................................................................................... 19 5.5 MODELING CONSIDERATION .......................................................................................... 20 5.5.1 Hydraulic Jump and Drop Analysis ...................................................................... 20 5.5.2 Bridges and Culverts ............................................................................................ 21 5.5.3 Levees and Dikes................................................................................................. 23 5.5.4 Islands and Flow Splits......................................................................................... 23 5.5.5 Ineffective Flow Areas .......................................................................................... 26 5.5.6 Supercritical Flow ................................................................................................. 26 5.6 FLOODWAY MODELING .................................................................................................. 26 5.6.1 Establishing the primary channel as floodway ..................................................... 26 5.6.2 Regulation of erosion hazard areas ..................................................................... 26 5.6.3 Encroachment limits are stricter than FEMA guidelines....................................... 27 5.6.4 Expanding the definition of primary channel in confined flow areas..................... 27 5.7 PROBLEMS ENCOUNTERED DURING THE STUDY ............................................................. 27 5.7.1 Special Problems and Solutions........................................................................... 28 5.7.2 Model Warnings and Error Messages .................................................................. 28 5.8 CALIBRATION ................................................................................................................ 28 5.9 FINAL RESULTS ............................................................................................................ 28 5.9.1 Hydraulic Analysis Results ................................................................................... 28 5.9.2 Verification of Results........................................................................................... 29 SECTION 6: EROSION AND SEDIMENT TRANSPORT ................................................... 30 SECTION 7: DRAFT FIS REPORT DATA ......................................................................... 31 7.1 7.2 7.3 7.4 SUMMARY OF DISCHARGES ........................................................................................... 31 FLOODWAY DATA.......................................................................................................... 31 ANNOTATED FLOOD INSURANCE RATE MAPS ................................................................. 31 FLOOD PROFILES.......................................................................................................... 32 LIST OF TABLES TABLE 1 – NOAA-14 Precipitation Table – 3-hr Storm Duration ............................................ 8 TABLE 2 – Subbasin Physical Parameters........................................................................... 10 TABLE 3 – Subbasin Channel Routing Summary ................................................................ 13 TABLE 4 – Peak Discharge Summary by Subbasin ............................................................. 15 TABLE 5 – Comparison to Similar Watersheds – 100-year Recurrence Interval Storm ....... 16 TABLE 6 – Summary of Manning’s “n” Roughness Coefficients .......................................... 19 TABLE 7 – Culvert Summary Table...................................................................................... 21 TABLE 8 – HEC-RAS Model Results for “With” & “Without” Skyline Drive Culvert............... 22 TABLE 9 – Summary of Discharges and Water Surface Elevations: Coronado Split Reach vs. Corresponding Main Channel Reach 3 Cross Sections ...................................... 24 TABLE 10 – Lateral Weir Summary Table............................................................................ 25 TABLE 11 – HEC-RAS Steady Flow Data Summary............................................................ 31 LIST OF APPENDICES APPENDIX A – FEMA FORMS MT-2 Form 1 – Overview & Concurrence Form MT-2 Form 2 – Riverine Hydrology & Hydraulics Form ii MT-2 Form 3 – Riverine Structures Form APPENDIX B – REFERENCES APPENDIX C – SURVEY FIELD NOTES & AS-BUILT PLANS C.1 – SURVEY FIELD NOTES C.2 – CULVERT AS-BUILT PLANS APPENDIX D – HYDROLOGIC ANALYSIS SUPPORTING DOCUMENTATION D.1 – PRECIPITATION DATA D.2 – PHYSICAL PARAMETER CALCULATIONS D.3 – HYDROGRAPH ROUTING DATA D.4 – RESERVOIR ROUTING DATA D.5 – HEC-1 MODEL INPUT/OUTPUT APPENDIX E – HYDRAULIC ANALYSIS SUPPORTING DOCUMENTATION E.1 – ROUGHNESS COEFFICIENT ESTIMATION E.2 – CROSS SECTION PLOTS E.3 –PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT FLOODPLAIN ORDINANCE 2010-FC5 (APPLICABLE SECTIONS) E.4 – HEC-RAS MODEL (WITH SKYLINE DRIVE CULVERT) INPUT/OUTPUT E.5 – HEC-RAS MODEL (WITHOUT SKYLINE DRIVE CULVERT) OUTPUT SUMMARY TABLE APPENDIX F – EXHIBIT MAPS Figure F-1 – Location Map Figure F-2 – Watershed Map Figure F-3 – Hydrologic Soils Group Map Figure F-4 – Hydraulic Work Maps Figure F-5 – Annotated Flood Insurance Rate Maps (FIRMs) Preliminary Flood Profiles from RAS-PLOT APPENDIX G – ELECTRONIC FILES ON DVD HEC-1 Model – Filename: 27028-FR100yrHEC-1_2008.02.18.dat HEC-RAS Model (with Skyline Dr culvert) – Filenames: FRW88.F01 FRW88.G01 FRW88.O01 FRW88.P01 FRW88.prj HEC-RAS Model (without Skyline Dr culvert) – Filenames: FRW88_NoSkylineCulv.F01 FRW88_NoSkylineCulv.G01 FRW88_NoSkylineCulv.O01 FRW88_NoSkylineCulv.P01 FRW88_NoSkylineCulv.prj TDN Report text plus Appendices A – E (pdf format) TDN Appendix F Exhibit Maps (pdf format) Figure 1 – Location Map Figure 2 – Watershed Map Figure 3 – Hydrologic Soils Group Map Figure 4 – Hydraulic Work Maps Figure 5 – Annotated Flood Insurance Rate Maps (FIRMs) Preliminary Flood Profiles from RAS-PLOT (on NGVD29 datum) Shapefiles of Proposed Floodplain Mapping Revisions (ArcView shapefile format) iii SECTION 1: INTRODUCTION 1.1 Purpose This Technical Data Notebook has been prepared in support of a Letter of Map Revision (LOMR) submittal to amend the 100-year floodplain, or Special Flood Hazard Area (SFHA) associated with Finger Rock Wash in Pima County, Arizona. The purpose of this LOMR application is to revise the effective Flood Insurance Rate Map (FIRM) SFHA boundaries based on updated and more detailed information. No new hydraulic structures are present within the study limits. 1.2 Authority for Study The National Flood Insurance Act of 1968 created the National Flood Insurance Program (NFIP) to improve basic knowledge about flood hazards and reduce future flood damages through State and local community floodplain management regulations (Reference #1). The Federal Emergency Management Agency (FEMA) is charged with administration of the NFIP. In addition to providing flood insurance and floodplain management regulations, the NFIP identifies and maps the nation’s floodplains. The floodplains are depicted on Flood Insurance Rate Maps, or FIRMs, for each local community. FEMA recognizes that changes to the maps may be necessary over time due to improvements in the techniques used in assessing flood risks, changes in physical conditions in the floodplains or watersheds, or the availability of new scientific or technical data. The NFIP regulations allow FEMA to revise and amend maps, as warranted, and require that each NFIP community inform FEMA of any new studies that present information that more accurately reflects existing flood risks and affects Base Flood Elevations (BFEs) in the community. This LOMR application has been undertaken by the Pima County Regional Flood Control District (PCRFCD) to fulfill this NFIP requirement for updated flood hazard mapping on Finger Rock Wash. 1.3 Location of Study The study reach of Finger Rock Wash is located within portions of Sections 3, 10, 15 and 22, Township 13 South, Range 14 East, G&SRB&M, in northeastern Pima County, Arizona. A location and vicinity map for the study area are shown on Figure 1, Appendix F. 1 1.4 Hydrologic and Hydraulic Methodology Hydrologic analyses were performed to update the 1% annual chance flood regulatory discharge rates at various concentration points along the Finger Rock Wash based on improved methodology and more recent topographic mapping in the watersheds downstream of the Coronado National Forest. The hydrologic modeling was performed using the U.S. Army Corps of Engineers’ HEC-1 flood hydrograph computer program. The methodology is consistent with Arizona Department of Water Resources (ADWR) State Standard for Hydrologic Modeling Guidelines (SS10-07) (Reference #2) and model parameters were provided by the PCRFCD in accordance with District guidelines and policies. The U.S. Army Corps of Engineers’ river system modeling software, HEC-RAS version 4.0.0, March 2008, was used to model the water surface elevations and determine floodplain limits for the 1% annual chance flood profile. The hydraulic model is based on updated topographic information collected along the study reaches. 1.5 Acknowledgments Guidance and review was provided throughout the development of this study by PCRFCD staff including Lynn Orchard, CFM, Project Manager; Bill Zimmerman, Planning & Development Division Manager; Terry Hendricks, CFM; & Evan Canfield, PhD, PE, CFM. 1.6 Study Results The enclosed information has been developed to support this LOMR application. The application has been reviewed and accepted by PCRFCD, the local agency with jurisdiction over the affected watercourses. The study results provide a more accurate and detailed floodplain delineation for Finger Rock Wash than was previously reported. 2 SECTION 2: FEMA FORMS 2.1 2.1.1 Study Documentation Abstract for FEMA Submittals Date Study Accepted ___________________________ 2.1.2 Study Contractor CMG Drainage Engineering, Inc. 3555 North Mountain Avenue Tucson, AZ 85719 Phone: (520) 882-4244 Prepared by: 2.1.3 Jerald L. Curless, PE jcurless@cmgdrainage.com FEMA Technical Review Contractor _____________________________________ _____________________________________ _____________________________________ 2.1.4 FEMA Regional Reviewer _____________________________________ _____________________________________ _____________________________________ 2.1.5 State Technical Reviewer _____________________________________ _____________________________________ _____________________________________ 2.1.6 Local Technical Reviewer Lynn Orchard, CFM Chief Hydrologist Pima County Regional Flood Control District Planning & Development Division 97 East Congress Street, 3rd Floor Tucson, AZ 85701 Phone: (520) 243-1800 3 2.1.7 Reach Description The downstream limit of this study is the confluence of Finger Rock Wash with Rillito Creek. The study extends approximately 4.80 miles upstream on the main Finger Rock Wash main channel to the Coronado National Forest boundary. The study also includes a short tributary reach on Pontatoc Canyon Wash that joins Finger Rock Wash approximately 0.16 miles downstream of the Coronado National Forest boundary (the upstream study limit). Lastly, the study area includes a split reach that diverges east from Finger Rock Wash near River Mile 4.477, at the Coronado Drive at-grade crossing, and extends downstream approximately 0.85 miles before rejoining the main Finger Rock Wash channel near River Mile 3.748. The study reaches are currently designated as SFHA Zone A on the following DFIRM Panels that have an effective date of February 8, 1999 (relevant LOMR updates are also noted):  04019C1635K, revised to reflect LOMRs dated October 12, 2000 and April 29, 2004;  04019C1643K, revised to reflect LOMR dated April 22, 2004;  04019C1644K, revised to reflect LOMR dated April 22, 2004;  04019C1645K; 2.1.8 USGS Quadrangle Sheets The watersheds for the study area are shown on Tucson North, Oro Valley and Sabino Canyon USGS 7.5-Minute, 1:24,000 Quadrangle Maps for Arizona. The floodplain mapping study area is contained on the Tucson North Quadrangle Map. 2.1.9 Unique Conditions and Problems There were no remarkable unique conditions or problems encountered during the course of this study. 2.1.10 Coordination of Peak Discharges Suitable stream flow data is not available for Finger Rock Wash. The PCRFCD does have an Alert Flood Warning gage at the Skyline Road culvert crossing, however the data produced by this gage is not considered applicable for detailed stage-discharge measurement analysis or comparisons. A HEC-1 flood hydrograph model was developed for the Finger Rock Wash watershed based on a hypothetical storm event for the 1-percent annual chance recurrence interval. The HEC-1 model was set up using methodology prescribed by the PCRFCD at the time this study was initiated. The resulting discharge 4 rates were reviewed and approved by the PCRFCD technical reviewer on or about February 18, 2008, prior to the initiation of floodplain hydraulic mapping. 2.2 FEMA Forms FEMA MT-2 Forms are included in Appendix A including:  MT-2 Form 1, Overview and Concurrence Form, plus Attachment 1-1: Part C. Review Fee – Exemption explanation  MT-2 Form 2, Riverine Hydrology & Hydraulics Form  MT-2 Form 3, Riverine Structures Form, plus Attachment 3-1: Part A. General – Description of Structure continuation 5 SECTION 3: SURVEY AND MAPPING INFORMATION 3.1 Field Survey Information As-built elevations for the existing culverts and select ground points located throughout the study reach were field surveyed by OPW Engineering, LLC in January 2008, as a part of this project. As-built plans for the culverts that were available and certified field survey information are provided in Appendix C. The survey information is also provided graphically on the certified Hydraulic Work Maps found in Appendix F. 3.2 Mapping Topographic mapping and aerial photography used in the preparation of this LOMR application were acquired from the Pima Association of Governments (PAG) GIS Regional Data Clearinghouse. The topographic mapping was generated in 1998, with contours being provided on a 2-foot interval. The aerial photography was generated in 2005 by PAG. The topography and all field survey elevations are based on the following:  Horizontal Datum: NAD83-92(HARN)  Projection: Arizona State Plane, Central Zone  Units: International Feet  Vertical Datum: NAVD88 A vertical datum conversion from NAVD88 to NGVD29 was performed in accordance with the conversion protocol from Guidelines & Specifications for Mapping Partners, FEMA, April 2003, Appendix B, Guidance for Converting to NAVD88 (Reference #3). The average NGS Vertcon datum shift for the Finger Rock Wash study reach is: NAVD88 – 2.29 ft = NGVD29. The conversion computations have been included in Appendix C. The electronic DFIRM files in AutoCAD and ArcView formats (horizontal datum, projection & units as noted above) were acquired from the PCRFCD for use in creating mapping exhibits for this LOMR. Hydraulic Work Maps and Annotated FIRMs have been provided at a horizontal scale of 1 inch = 100 feet. The effective FIRM mapping for Finger Rock Wash was completed either as part of the original Flood Insurance Study (FIS) for Pima County in 1979, or as an update in the mid-1980s. The original mapping, outside the LOMR areas noted above, was based on approximate methods and a hydraulic model was not available for this study. 6 SECTION 4: HYDROLOGY 4.1 Method Description As noted in Section 1.4 above, the U.S. Army Corps of Engineers’ HEC-1, computer program, version 4.1, June 1998 (Reference #4), was used to develop peak flow rates and hydrographs from the 1% annual chance storm occurring over the entire Finger Rock Wash watershed. Peak discharges from the HEC-1 model were input into the floodplain hydraulic model (HECRAS) at key locations along the watercourse to simulate flood flows moving through the study reach. 4.2 Parameter Estimation 4.2.1 Drainage Area Boundaries The limits of the study watershed extend from the geologic floodplain of the Rillito Creek on the downstream end (near the boundary line between T13S, R14E, Section 22/27), upstream (northward) to the upstream limits near Mt. Kimball (in T12S, R14E, Section 23) in the Santa Catalina Mountains, north of Tucson. The watershed varies in elevation from approximately 2426 feet at the downstream end to approximately 7245 feet near the peak of Mt. Kimball. Watercourse slopes in the overall watershed vary from 0.028 feet per feet in the lower watershed, to approximately 0.405 feet per feet in the upper watershed. 4.2.2 Watershed Work Maps A watershed work map was developed for the project using PAG aerial photography and topographic GIS data for the areas south (downstream) of the Coronado National Forest boundary (boundary line between T13S, R14E, Sections 34/3 & Sections 35/2) and USGS Quadrangle Maps for the areas upstream of the Forest boundary. This map was generated at a horizontal scale of 1 inch = 800 feet. The topography is provided with a contour interval of 10 feet in the PAG data areas, and a contour interval of 40 feet on the USGS Quadrangles. The watershed map, which is provided as Figure F-2 in Appendix F, illustrates the following information:  Subbasin boundaries and flow concentration points;  Point rainfall locations and data;  Time of concentration (Tc) flow paths;  Hydrograph routing flow paths;  Tabular hydrologic data for each subbasin. 7 4.2.3 Gage Data As noted in Section 2.1.10 above, there is a PCRFCD Alert Flood Warning gage at the Skyline Road culvert crossing; however the data produced by this gage is not applicable for detailed stage-discharge measurement analysis or comparisons. Consequently, stream flow gage data was not available for this study. 4.2.4 Statistical Parameters Rainfall data records and information were acquired from NOAA Atlas 14, PrecipitationFrequency Atlas of the United States, Volume 1 Version 4.0: Semiarid Southwest (Arizona, Southeast California, Nevada, New Mexico, Utah), 2004, Revised 2006 (Reference #5). Excerpts from this document that provide a discussion on the length of records and methods of analyses are provided in Appendix D.1. 4.2.5 Precipitation As noted in the previous section, rainfall data for this study was acquired from NOAA Atlas 14 records for the Finger Rock Wash watershed. Per requirements contained in PCRFCD Technical Policy TECH-010 Rainfall Input for Hydrologic Modeling (Reference #6), values that correspond to the upper bound of the 90% confidence interval were used. Seven point rainfall locations were chosen within the watershed to provide representative rainfall amounts for the hydrologic model. Rainfall depths increased as elevations in the watershed increased. Rainfall data is summarized in Table 1, NOAA 14 data sheets are included in Appendix D.1, and point rainfall locations are shown on Figure F-2 in Appendix F. Table 1: NOAA 14 Precipitation Table – 3-hr Storm Duration 100-yr Rainfall Depth with 0.84 Aerial Reduction (inches) 3.36 Point Rainfall ID T-R-S Latitude / Longitude Approx Elev. Corresponding HEC-1 Subbasin 100-yr Rainfall Depth (inches) A 12-14-23 32.3726/-110.8809 6768 FR-11, -12 4.00 B 12-14-26 32.3613/-110.8801 5833 FR-93, -94 3.96 3.33 C 12-14-35N 32.3522/-110.8906 4917 FR-10, -921, -922 3.83 3.22 D 12-14-35S 32.3412/-110.8922 3782 FR-9, -91, -92 3.70 3.11 E 13-14-03 32.3305/-110.8998 2910 FR-62, -7, -8, -81, -82 3.55 F 13-14-10 32.3164/-110.9011 2749 FR-4, -5, -6, -61 3.39 2.85 G 13-14-15 32.2999/-110.9061 2598 FR-1, -2, -3 3.29 2.76 8 2.98 The HEC-1 model produced a total time to peak (Tp) for the Finger Rock Wash watershed of 1.33 hours. From USDA Natural Resources Conservation Service (NRCS) (formerly SCS) NEH-4, Hydrology, Chapter 16 - Hydrographs (Reference #7) Equations 16.7 and 16.12, a Tp of 1.33 hours equates to an approximate Tc = 2 hours. A 3-hour design storm was chosen in accordance with PCRFCD Technical Policy 18 (TECH-018) Acceptable Model Parameterization for Determining Peak Discharge (Reference #8), in which a 3-hour storm distribution is stipulated as the local storm for watersheds with times of concentration equal to, or less than 3 hours. The 3-hour hypothetical storm corresponds to relatively small convective thunderstorms that often occur during the months of July through September in the Tucson area. These storms are usually limited in aerial extent with maximum rainfall amounts and intensities confined to less than a two-square-mile central core of rainfall. An aerial reduction factor of 0.84 that is consistent with the 6.35 square mile Finger Rock Wash watershed area was applied to the NOAA 14 point rainfall data for input into the HEC-1 model. The aerial reduction factor was derived from NOAA Technical Memorandum NWS HYDRO-40 data that support the premise that average rainfall depths decrease as the areal extent of storms increase. Aerial reduction factors for Arizona are presented in ADWR State Standard SS10-07 (Reference #2). Rainfall temporal distribution was based on that presented in the City of Tucson Stormwater Management Study (TSMS), Existing-Conditions Hydrologic Modeling for the TSMS Phase II (Reference #9) and a TSMS Technical Memorandum 7.2.6, Temporal Distribution for a 3hour Thunderstorm (Reference #10). These documents describe how the TSMS 3-hour temporal distribution was adapted from a 1-hour rainfall distribution developed from data collected from the nearby US Agricultural Research Service Walnut Gulch Experimental Watershed. The data collection and research are documented in a technical paper StormCell Properties Influencing Runoff From Small Watersheds (Osborn, 1983) (Reference #10) for 3-hour, early-occurring, maximum rainfall intensities. The TSMS Temporal Distribution of a Design 3-Hour Thunderstorm and TSMS Technical Memorandum 7.2.6 are included in Appendix D.1. 4.2.6 Physical Parameters The Finger Rock Wash watershed was subdivided into 22 subbasins, varying in size from 0.055 to 0.592 square miles. Subwatershed physical characteristics are summarized in 9 Table 2. A schematic diagram of the HEC-1 stream network can be found on pages 9 through 11 of the HEC-1 input/output printout in Appendix D.5. Rainfall loss and runoff transformation methods and parameters were determined based on PCRFCD TECH-018 guidelines and Pima County Hydrology Procedures documented in the PCRFCD PC-Hydro User Guide, March 2007 (Reference #11). Table 2: Subbasin Physical Parameters Subbasin ID Subbasin Area (sq mi) FR-1 FR-2 FR-3 FR-4 FR-5 FR-6 FR-7 FR-8 FR-9 FR-10 FR-11 FR-12 FR-61 FR-62 FR-81 FR-82 FR-91 FR-92 FR-93 FR-94 FR-921 FR-922 0.083 0.175 0.317 0.055 0.155 0.133 0.173 0.592 0.151 0.561 0.480 0.434 0.166 0.503 0.313 0.330 0.113 0.222 0.381 0.464 0.211 0.341 Hydrologic Soils T Flow Vegetation SCS Impervious c Groups Path Cover Curve Surface Length B C D (%) No. (%) (ft) (%) (%) (%) 90 10 0 30 77 10 3097 85 15 0 30 77 15 4970 88 12 0 30 77 25 6080 92 8 0 30 77 25 2110 90 10 0 25 77 10 3880 15 30 45 30 77 20 5122 84 6 10 30 78 20 4695 40 0 60 30 85 20 7005 0 0 100 40 86 5 5720 0 0 100 40 86 2 8770 0 0 100 40 86 10 7260 0 0 100 40 86 15 6834 60 20 20 30 81 35 6064 75 0 25 30 80 20 8880 40 0 60 30 85 20 9495 40 0 60 30 85 15 6745 0 0 100 40 86 10 3680 0 0 100 40 86 5 5440 0 0 100 40 86 5 6520 0 0 100 40 86 10 6660 0 0 100 40 86 2 6140 0 0 100 40 86 10 7300 Mean Slope (ft/ft) Tc (hrs) Lag (hrs) 0.027 0.033 0.029 0.041 0.035 0.034 0.040 0.189 0.226 0.287 0.382 0.299 0.036 0.120 0.241 0.336 0.186 0.224 0.373 0.295 0.238 0.405 0.325 0.420 0.390 0.167 0.333 0.370 0.372 0.318 0.297 0.330 0.290 0.288 0.478 0.249 0.388 0.277 0.277 0.268 0.295 0.278 0.267 0.302 0.195 0.252 0.234 0.100 0.200 0.222 0.223 0.191 0.178 0.198 0.174 0.173 0.287 0.199 0.233 0.166 0.166 0.161 0.177 0.167 0.160 0.181 Rainfall losses were estimated by the SCS Curve Number (CN) method. This method estimates infiltration losses based on hydrologic soils types and vegetation type and cover density. Hydrologic soils types for each subbasin were determined from the Soil Survey of Pima County, Arizona as provided in GIS format by the PCRFCD. Hydrologic soil type percentages were estimated by overlaying the GIS soils drawings onto the CAD watershed map for each subbasin. Vegetation cover types and densities were estimated by examination of aerial photographs and guidance found in Section 2.4.3 of the PCRFCD PCHydro User Guide (Reference #11). For portions of the Finger Rock Wash watershed south of the Coronado National Forest 10 boundary, the percent impervious surface listed in Table 2 reflects the existing land use as determined by zoning/development records and aerial photographs. North of this boundary, impervious surfaces varying from 2% to 10% per subwatershed, were estimated from aerial photographs to account for hydraulically-connected rock outcrops. Runoff transformation was modeled using the SCS Unit Hydrograph function within HEC-1. This method requires that subbasin Lag times be input on the HEC-1 UD records. Lag times were computed as L = 0.6 Tc per Equation 15.3 from NRCS NEH-4, Hydrology, Chapter 15 – Travel Time, Time of Concentration and Lag (Reference #7). For the Tc computations, the subbasin watershed boundaries and Tc hydraulic flow paths were delineated on the Finger Rock Wash Watershed Map, Figure F-2. Per methods outlined in NRCS Technical Release No. 55 (TR-55) (Reference #12), sheet flow, shallow concentrated flow and channel flow segments were identified along the Tc hydraulic flow paths. Velocities in the channel portions of the Tc flow paths were estimated by a Manning’s normal depth analysis for a representative channel cross section within each channel segment. The Manning’s n values were determined based on review of aerial photographs and methods prescribed in Arizona State Standard for Floodplain Hydraulic Modeling (SS 09-02) (Reference #13) and USGS Scientific Investigations Report 2006-5108 (Reference #14). Attention was paid to the resulting Froude numbers generated by the application of the estimated Manning’s n values to confirm that appropriate hydraulic conditions, i.e. subcritical flow were being produced for each channel segment. This is in accordance with USGS and USDA Forest Service studies (References #15 and #16, respectively), which found that high gradient and mobile bed natural channels, such as those found within the Finger Rock Wash drainage system, will not consistently flow under super-critical conditions except for short isolated reaches and for short time periods. Tc and Lag time parameters are summarized in Table 2, and detailed computation sheets are included in Appendix D.2. Hydrograph routing between subbasins was performed using the normal depth storage routing method option within HEC-1. Representative eight-point cross sections were developed for each routing reach based on field investigations and review of PAG 2005 color aerial photographs and 1998 topography. Manning’s n values for each routing reach were estimated using similar methods described above for the Tc channel segment velocity computations, i.e. channel roughness was computed based on the assumption that flow in steep gradient, mobile bed channels is seldom supercritical (References #15 and #16). 11 From ADWR SS 10-07 (Reference #2), “the amount of hydrograph attenuation is related to the number of subreaches needed to simulate the movement of the flood wave through the reach.” For this study, guidance from the HEC-1 User Manual (Reference #4) was used to estimate the appropriate number of subreaches for each routing reach per the following relationship. The number of subreaches should be equal to the flood wave travel time through the routing reach divided by the HEC-1 model computational time interval (NMIN). A ratio of flood wave velocity to average channel velocity of 1.5 for natural watercourses was used to compute the routing reach flood wave travel times. To account for potential flood storage upstream of the five culvert crossings within the study reach, flood storage (reservoir) routing was performed at each culvert crossing using the Modified Puls reservoir routing option within HEC-1. Culvert and roadway input data were determined from as-built plans, field surveys, site visits and inspection of aerial photographs and topography. Upstream area-elevation information was determined from the project topographic mapping by CAD methods and input into the HEC-1 model on the SA and SE records. Separate stage-discharge relationships for each culvert were developed by use of the Federal Highways Administration (FHWA) HY-8 Culvert Hydraulic computer program. This program is based on and automated the design methods described in FHWA Hydraulic Design Series No. 5 (HDS-5) Hydraulic Design of Highway Culverts (Reference #17). Stage-discharge information was input into the HEC-1 model on the SQ and SE records. A summary of the channel routing information is shown in Table 3, and the hydrograph routing and reservoir routing data are included in Appendices D.3 and D.4 respectively. 12 Table 3: Subbasin Channel Routing Summary Routing Reach ID FR-2 to FR-1 FR-3 to FR-2 FR-4 to FR-3 FR-5 to FR-4 FR-6 to FR-5 FR-7 to FR-6 FR-8 to FR-7 FR-9 to FR-8 FR-10 to FR-9 FR-11 to FR-10 FR-12 to FR-11 FR-62 to FR-61 FR-82 to FR-81 FR-92 to FR-91 FR-93 to FR-92 FR-94 to FR-93 FR-922 to FR-921 Left Right FloodChannel Reach Channel Overbank Overbank wave Manning’s Length Slope Manning’s Manning’s Velocity n (ft) (ft/ft) n n (ft/sec) Reach Number travel of subtime reaches* (min) 0.050 0.040 0.050 2300 0.018 11.2 3.4 2 0.055 0.045 0.055 2465 0.016 10.7 3.8 2 0.060 0.045 0.060 5940 0.017 12.5 7.9 4 0.060 0.050 0.060 1270 0.019 10.6 2.0 1 0.060 0.045 0.060 3140 0.018 13.6 3.8 2 0.060 0.045 0.060 3136 0.024 14.5 3.6 2 0.060 0.045 0.060 1350 0.018 15.3 1.5 1 0.065 0.065 0.065 4615 0.045 19.0 4.0 2 0.095 0.095 0.095 4300 0.093 16.5 4.3 2 0.125 0.125 0.125 4720 0.159 18.1 4.3 2 0.160 0.160 0.160 4000 0.268 15.7 4.2 2 0.050 0.050 0.050 4270 0.032 10.9 6.5 3 0.085 0.085 0.085 4475 0.049 11.4 6.5 3 0.095 0.095 0.095 1520 0.092 18.0 1.4 1 0.105 0.105 0.105 4220 0.121 16.1 4.3 2 0.160 0.160 0.160 3600 0.286 14.3 4.2 2 0.115 0.115 0.115 5100 0.135 12.8 6.6 3 * Equals Flood Wave Velocity divided by HEC-1 computation interval (NMIN) of 2 min. 4.3 4.3.1 Problems encountered during the Study Special Problems and Solutions There were no special problems or unique situations encountered during the hydrologic modeling for this study. 4.3.2 Modeling Warnings and Error Messages There were no errors encountered during the HEC-1 modeling. Warning messages were encountered during channel routing operations for HEC-1 Stations [12 to 11], [RES-9], [92 to 13 91], [RES-91], [RES-7], [7 to 6], [RES-5], [RES-4], [3 to 2] and [2 to 1]. The following is an example of the warning message displayed in the HEC-1 output. *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 4272. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) Examination of the routed hydrographs found that no outflows were greater than peak inflows. For Stations [12 to 11], [92 to 91], [RES-7], [7 to 6], [3 to 2] and [2 to 1], the numerically unstable outflow ranges were outside the outflow ranges of the Finger Rock Wash model. For Stations [RES-9] and [RES-91], the Finger Rock Wash model outflows were within the numerically unstable outflow ranges, but no oscillations were noted in the hydrographs and the results appeared reasonable. For Stations [RES-5] and [RES-4], single minor oscillations occurred near the beginning of these reservoir routing hydrographs. The remainder of the hydrograph was normal and the oscillation did not appear to impact the modeling results. Therefore, no corrective steps were taken. 4.4 Calibration No calibration was conducted in this study. 4.5 4.5.1 Final Results Hydrologic Analysis Results The results of the HEC-1 modeling for Finger Rock Wash are summarized by subbasin in Table 4. See Appendix D.5 for the Finger Rock Wash HEC-1 input/output and Appendix G for the electronic input file. 14 Table 4: Peak Discharge Summary by Subbasin 4.5.2 Subbasin ID Area (sq. mi) FR-1 FR-2 FR-3 FR-4 FR-5 FR-6 FR-7 FR-8 FR-9 FR-10 FR-11 FR-12 FR-61 FR-62 FR-81 FR-82 FR-91 FR-92 FR-921 FR-922 FR-93 FR-94 Totals 0.083 0.175 0.317 0.055 0.155 0.133 0.173 0.592 0.151 0.561 0.480 0.434 0.166 0.503 0.313 0.330 0.113 0.222 0.211 0.341 0.381 0.464 6.353 Subbasin Discharge (cfs) 61 131 301 72 120 123 180 887 224 822 854 811 202 595 430 495 181 343 337 559 635 830 N/A Cumulative Discharge (cfs) 5589 5653 5756 6046 6213 6657 6121 6055 4798 2235 1563 811 770 595 852 495 2503 2377 777 559 1388 830 N/A Time of Peak (hrs) 1.33 1.27 1.20 1.00 0.93 0.77 0.70 0.63 0.60 0.53 0.47 0.40 0.57 0.47 0.53 0.40 0.57 0.53 0.53 0.43 0.47 0.40 N/A Verification of Results The Finger Rock Wash LOMR hydrologic results were compared with other similar-sized Santa Catalina Mountain foothills watershed’s effective discharges for the 100-year storm event. An additional comparison was made using the southern Arizona regional regression equations published by the USGS. Table 5 summarizes the results of these comparisons. The Finger Rock Wash LOMR peak discharge was similar to the peak discharge from the 1986 effective Pima County regulatory study by Simons, Li & Associates (Reference #18), which utilized the Pima County Hydrology Method established in 1979. The Finger Rock Wash LOMR HEC-1 unit discharge was somewhat larger than the unit discharge computed from the USGS Regional Regression Equation 13 for southern Arizona (Reference #19); probably due in part to the urbanized characteristics of the downstream half of the watershed. Overall, the Finger Rock Wash LOMR HEC-1 model predicts a unit discharge within one standard error (68-percent confidence interval) of the regression estimate for Finger Rock Wash. Therefore, the flood discharge estimates used for this LOMR are considered reasonable per guidelines in Appendix C of FEMA’s Guidelines & Specifications for Flood Hazard Mapping Partners (Reference #20). 15 Table 5: Comparison to Similar Watersheds – 100-year Recurrence Interval Storm Data Source Basin Area (sq. mi.) 100-Year Runoff (cfs) Unit Runoff (cfs/sq. mi) 6.353 5589 880 6.353 3815 601 6.444 5779 897 6.2 8440 1361 7.0 10,770 1539 6.3 4250 675 36.8 12,500 340 35.5 11,300 318 Finger Rock Wash Model from This Study Finger Rock Wash per USGS Regional Regression Equation 13 Finger Rock Wash from Flecha Caida Study (SLA 1986) and Pima Co Effective Regulatory Discharge Esperero Canyon Wash at Confluence with Ventana Canyon – Pima Co Effective FIS Ventana Canyon at Sunrise Drive – Pima Co Effective FIS Pima Wash Above Confluence with Geronimo Wash - Pima Co Effective FIS Sabino Creek Above Confluence with Bear Creek – Pima Co Effective FIS Sabino Canyon Gauged Data (1993) 16 SECTION 5: HYDRAULICS 5.1 Method Description Finger Rock Wash, from its confluence with Rillito Creek on the downstream end, extending approximately 4.80 miles upstream on the main channel to the Coronado National Forest boundary is the primary subject of this LOMR application. The study also includes a short tributary reach on Pontatoc Canyon Wash that joins Finger Rock Wash approximately 0.16 miles downstream of the Coronado National Forest boundary (the upstream study limit). Lastly, the study area includes a split reach that diverges north and east from Finger Rock Wash near River Mile 4.477, at the Coronado Drive at-grade crossing, and extends downstream approximately 0.85 miles before rejoining the main Finger Rock Wash channel near River Mile 3.748. Finger Rock Wash is a major tributary to Rillito Creek that emanates from the Santa Catalina Mountains, north of the City of Tucson, Arizona. Flow is generally in a north to south direction and the floodplain mapping study reach is situated primarily in mountain foothills terrain. Finger Rock Wash consists primarily of a sand/cobble bed channel varying in depth up to approximately four feet in places. The channel is well entrenched and the floodplain changes from narrow steep-sided canyons in the upper reaches, to broader, flatter floodplains in the lower reaches. The overbanks of the wash are moderately to heavily vegetated. The upstream portions of the study area are of a relatively natural character, with an active channel, and narrow floodplains with abundant desert vegetation. floodplain encroachment increase in the downstream direction. limited to low-density residential development. Human activity and Development is generally Activities that impact the channel and floodplain include road crossings and residential development encroachment. HEC-RAS, Version 4.0.0 (March 2008, U.S. Army Corps of Engineers) was used to determine the water surface elevations for the 100-year discharge. The downstream boundary condition for the model was determined by the normal depth method within HEC-RAS (slope equal to 0.015 feet per foot). 5.2 Work Study Maps Hydraulic work maps were developed for the project using PAG aerial photography and topographic GIS data for the floodplain mapping areas south (downstream) of the Coronado National Forest boundary (boundary line between T13S, R14E, Sections 34/3 & Sections 17 35/2). These maps were generated at a horizontal scale of 1 inch = 100 feet. Streets and property line base information have been imported from Pima County effective DFIRM panels 0419C1635K, 0419C1643K, 0419C1644K and 0419C1645K that were provided by PCRFCD. The topography is provided with a contour interval of 2 feet, and the contours and all ground elevation data are based on NAVD88 vertical datum. Due to Pima County’s impending conversion from NGVD29 to NAVD88 vertical datum, water surface elevations have been provided on both datum with a VERTCON of NAVD88 Elev. minus 2.29 feet = NGVD29 Elev. A vertical datum conversion computation sheet is provided in Appendix C.1. In addition to the information mentioned above, the Hydraulic Work Maps, which are provided as Figure F-4 (Sheets 1 through 6) in Appendix F, illustrate the following:  Survey Township, Range & Section information;  Stream channel center lines / profile base lines;  River & reach identifiers that correspond to the HEC-RAS model;  HEC-RAS hydraulic cross-section lines with graphic representation of the 1% annual chance flood water surface elevations on NGVD29 & NAVD88 vertical datum;  1% annual chance flood water surface elevations on NGVD29 & NAVD88 vertical datum in tabular format;  Lateral weir crest boundary line;  Existing culvert type, size & elevation information;  Effective 1% annual chance flood Zone A SFHA boundaries;  Proposed 1% annual chance flood Zone AE SFHA boundaries. 5.3 5.3.1 Parameter Estimation Roughness Coefficients Manning’s roughness coefficients were established for the hydraulic modeling phase of this project. A field reconnaissance study was conducted, and the results are summarized in the report entitled Finger Rock Wash LOMR Study – Field Reconnaissance Report, prepared by CMG Drainage Engineering, Inc, and dated September 9, 2010. This study is provided in Appendix E.1 of this report and Table 6 provides a summary of the selected coefficients organized by river reach. 18 Table 6: Summary of Manning's "n" Roughness Coefficients Left River Station Channel Overbank Pontatoc Canyon Tributary Reach RS 0.000 to 0.154 0.086 0.066 Finger Rock Wash Main Channel Reach 1 RS 4.643 to 4.800 0.086 0.066 Finger Rock Wash Main Channel Reach 2 RS 4.492 0.083 0.050 RS 4.509 to 4.596 0.083 0.061 Finger Rock Wash Main Channel Reach 3 RS 3.748 to 4.477 0.083 0.061 Finger Rock Wash Main Channel Reach 4 RS 0.000 to 1.939 0.066 0.045 RS 1.997 to 2.019 0.025 0.025 RS 2.047 to 2.164 0.066 0.045 RS 2.233 to 2.268 0.045 0.045 RS 2.305 to 3.440 0.075 0.050 RS 3.466 to 3.494 0.020 0.020 RS 3.521 to 3.656 0.083 0.061 Coronado Split Reach RS 0.000 to 0.186 0.083 0.061 RS 0.221 0.083 0.030 RS 0.271 0.083 0.070 RS 0.319 0.083 0.065 RS 0.352 to0.382 0.083 0.060 RS 0.399 to 0.482 0.083 0.070 RS 0.527 0.083 0.061 RS 0.561 0.030 0.083 RS 0.581 to 0.847 0.083 0.030 RS 0.854 0.083 0.030 5.3.2 Right Overbank 0.086 0.086 0.083 0.083 0.083 0.066 0.025 0.066 0.045 0.075 0.020 0.083 0.083 0.083 0.083 0.083 0.083 0.083 0.083 0.061 0.083 0.061 Expansion and Contraction Coefficients Expansion and contraction coefficients used in the HEC-RAS model are based on guidance provided in the HEC-RAS User’s Guide and Hydraulic Reference Manual (Reference #21). An expansion coefficient of 0.1 and contraction coefficient of 0.3 were used at all cross sections, except at culvert inlets and outlets where they were set respectively, at 0.3 and 0.5. 5.4 Cross Section Description The revision area includes the entire length of Finger Rock Wash south (downstream) of the Coronado National Forest, which presently includes only a Zone A SFHA. This LOMR proposes to upgrade the floodplain mapping and SFHA zone designation to Zone AE for all reaches of the watercourse with current SFHAs. A HEC-RAS model consisting of 141 crosssections has been prepared for Finger Rock Wash. The cross-section channel reach lengths 19 range from approximately 23 feet to approximately 822 feet with an average reach length of just under 220 feet. All cross-sections are based on existing conditions 2-foot contour interval topography, produced in 1998, which was provided by Pima County for this project. Ground surveys and other Pima County GIS ground point data were also used to supplement the 1998 topography in areas where more detail was required. All topography and ground elevation data are based on NAVD88 vertical datum. Cross section locations were chosen based on guidance provided in the HEC-RAS User’s Guide, Hydraulic Reference Manual, and Arizona State Standard for Floodplain Hydraulic Modeling (SS 09-02) (Reference #13). The cross sections were located considering changes in channel geometry, discharge, slope, roughness, and distance between cross sections for computational stability. Since the effective FIS mapping for Finger Rock Wash is Zone A, no FIS cross sections exist on the effective FIRM panels. This precluded the need to duplicate effective cross section locations in the current model. Ground points for each cross section were initially obtained by CAD methods, with points being added or modified manually to select cross sections, where needed, to make the model more representative of actual ground conditions. The cross sections were oriented to be perpendicular to estimated flow paths of the 100-year flood event. Between Finger Rock Wash main channel cross sections 3.748 and 4.477, a flow split reach, which begins at the Coronado Drive at-grade crossing, was modeled as described in Section 2.1.7 above. Cross sections in the split reach numbered from river mile 0.000 (coincident with main channel RS 3.748) to 0.854 (coincident with main channel RS 4.477). Split reach cross sections 0.000, 0.079, 0.114 and 0.186 shared alignments with main channel cross sections 3.748, 3.815, 3.855 and 3.891, respectively. Split reach cross sections between and inclusive of 0.221 to 0.482 were drawn separately from the main channel cross sections. Split reach cross sections between and inclusive of 0.527 to 0.854 again shared alignments with main channel cross sections 4.169 to 4.477, respectively. Additional discussion about the modeling of the Coronado Drive flow split modeling can be found later in Section 5.5.4 of this report. The location of the channel center line/profile base line and cross-sections are shown on the work maps provided in Appendix F. 5.5 5.5.1 Modeling Consideration Hydraulic Jump and Drop Analysis 20 Except at roadway culvert crossings, there were no locations where significant hydraulic jumps or drops where noted. Culvert hydraulics are discussed in the next section, 5.5.2. 5.5.2 Bridges and Culverts Five existing culverts were modeled within the study reach, from upstream to downstream they included, 1) a single cell 31’-0” x 10’-1” corrugated metal arch culvert on the Pontatoc Canyon tributary at Playa de Coronado, RS 0.078; 2) a single cell 28’-1” x 9’-6” corrugated metal arch culvert on the Finger Rock Wash main channel at Playa de Coronado, RS 4.771; 3) a single 48” diameter corrugated metal pipe culvert at Skyline Drive, main channel RS 3.479; 4) a 9-cell 10' x 8' reinforced concrete box culvert at Sunrise Drive, main channel RS 2.251; and, 5) a 7-cell 84” diameter corrugated metal pipe culvert at Pontatoc Canyon Drive, main channel RS 2.008. The culvert modeling procedures within HEC-RAS were used to analyze the hydraulics of the culverts. Geometric input data for the culverts were obtained from as-built plans and/or field surveys. Current as-built plans for the two Playa de Coronado culverts were available and have been included in Appendix C.2. Archive construction plans for the Skyline Drive and Sunrise Drive culverts were acquired from the Pima County Department of Transportation GIS records and have also been included in Appendix C.2. A summary of the culvert information is provided in Table 7. Table 7: Culvert Summary Table Culvert ID Number 1 Location Culvert Type River Reach River Sta. / Roadway Pontatoc Canyon Pontatoc Canyon 0.078 / Playa Coronado 2 Finger Rock Main Reach 4.771 / Playa Wash 1 Coronado 3 Finger Rock Main Reach 3.479 / Wash 4 Skyline Drive 4 Finger Rock Main Reach 2.251 / Wash 4 Sunrise Drive 5 Finger Rock Main Reach Wash 4 2.008 / Pontatoc Canyon Dr 31’-0” x 10’-1” Corrugated Metal Arch 28’-0” x 9’-6” Corrugated Metal Arch Single 48” dia. Corrugated Metal Pipe 9-cell 10’ x 8’ Reinforced Concrete Box Culvert 7-cell 84” dia. Corrugated Metal Pipe Modeling Method Culvert Geometric Data Source HEC-RAS: As-built plans from LOMR FHWA #04-09-038P HDS-5 HEC-RAS: As-built plans from LOMR FHWA #04-09-038P HDS-5 HEC-RAS: Pima Co DOT const. plans FHWA & OPW field survey HDS-5 HEC-RAS: Pima Co DOT const. plans FHWA & OPW field survey HDS-5 HEC-RAS: FHWA HDS-5 OPW field survey Results of the hydraulic analysis for the Skyline Drive culvert indicated that a substantial amount of flow would overtop the roadway during the base flood. Because of this overtopping scenario and the potential for the roadway embankment to be washed out 21 during the base flood, separate HEC-RAS models were run to simulate conditions with and without the roadway and culvert in place. This was done to establish the conditions that produced the highest base flood elevations (BFEs) upstream and downstream of the roadway. The higher BFEs from one, or a combination, of the models were then used as the basis for floodplain mapping through the reach that is influenced by the Skyline Drive crossing. The hydraulic influence of the Skyline Drive culvert crossing was examined from RS 3.386 downstream of the crossing, to RS 3.855 upstream of the crossing. The HEC-RAS results showed that the model with the Skyline Drive embankment in place produced the highest base flood elevations upstream of the crossing, and that there was no difference in the models downstream. The single 48-inch culvert beneath Skyline Drive has a relatively low capacity of approximately 232 cfs during the 100-year flood, compared to the design discharge of 6162 cfs at Skyline Drive. This results in the available storage upstream being filled up rapidly and only a small amount of flow attenuation occurring at the culvert. The modeling indicates that the channel and floodplain downstream of the roadway have a combined large conveyance capacity, which results in no difference in downstream BFEs with, or without the culvert and roadway embankment in place. Table 8 provides a summary of the HEC-RAS model results in the Skyline Drive area, as modeled with, and without the culvert and roadway embankment in place. Table 8: HEC-RAS Model Results for “With” & “Without” Skyline Drive Culvert Location River Reach River Station Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Finger Rock Wash Main Reach 3 Main Reach 3 Main Reach 3 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 Main Reach 4 3.855 3.813 3.748 3.656 3.565 3.521 3.494 3.479 3.466 3.440 3.403 3.386 Base Flood Elevation (NAVD88) “With Skyline Dr. “Without Skyline Dr. Culvert” Culvert” 2821.67 2821.67 2813.82 2813.82 2803.28 2803.71 2792.41 2789.97 2789.10 2780.60 2787.47 2775.39 2787.48 2773.26 Culvert Section Removed 2767.22 Section Removed 2762.90 2762.90 2757.16 2757.16 2754.90 2754.90 The culvert modeling results also indicated that Pontatoc Canyon Drive would be overtopped during the base flood. However, this crossing was designed as a combination crossing with 22 an armored embankment and therefore was not modeled in a breached scenario. A complete printout of the culvert modeling results for the HEC-RAS model with the Skyline Drive culvert and embankment can be found in Appendix E.4. Since the “No Skyline Dr Culvert” HEC-RAS model only contained changes in the few cross sections in the immediate vicinity of Skyline Drive, a full printout of the HEC-RAS modeling results has not been included. Instead, only the culvert and cross section summary output tables for this model have been provided in Appendix E.4. The complete electronic model files for both HEC-RAS models have been provided in Appendix G on compact disk. 5.5.3 Levees and Dikes This section is not applicable. 5.5.4 Islands and Flow Splits As noted in previous Sections 2.1.7 and 5.4, a flow split was determined to exist at the Coronado Drive at-grade crossing at Finger Rock Wash main channel RS 4.477. At this location, flows break out to the east and drain down Coronado Drive. The Coronado split reach extends downstream approximately 0.85 miles before rejoining the main Finger Rock Wash channel near RS 3.748. A separate water surface profile was established for the Coronado split reach with independent river stations extending from 0.000 on the downstream end to 0.854 on the upstream end at the Coronado Drive at-grade crossing flow split location. Using the junction and split flow optimization features in HEC-RAS, discharges at the flow split were determined to be 3362 cfs in the main channel and 1922 cfs in the Coronado split reach. As flow progresses east and south down the Coronado split reach, topographic differences between the split reach and main channel cause some of the split flow to progressively return to the main channel. Lateral weirs, based on existing topography and obstructions, e.g. buildings, etc., were placed in the model along the drainage divide to simulate this return of flows to the main channel and estimate new discharge quantities at each cross section. The lateral weir crest line was extended along the drainage divide boundary between the main channel reach and Coronado split reach (drainage divide defined as the corresponding left and right bank stations respectively) from cross section 4.189/0.561 (main channel reach/split reach) to 4.477/0.854. Ineffective flow boundaries were set in the model at the drainage divide line to segregate the main channel flows from the Coronado split reach and to generate independent water surface profiles for each reach. 23 Between cross sections 4.289/0.677 and 4.315/0.691, the HEC-RAS model indicated that no additional flows were being shared between the split reach and main channel, so the lateral weirs were terminated and the remainder of the downstream split reach was modeled as an independent profile in HEC-RAS. Based on the modeling results described above, an island of high ground was mapped between the two profiles between cross sections 3.891/0.186 and 4.315/0.691. This mapping concept is consistent with the effective floodplain mapping in this area, albeit more detailed. The base flood discharges and water surface elevations for the Coronado split reach and adjacent main channel reach are summarized in Table 9. Table 10 provides a summary of the locations, discharges and other hydraulic characteristics of the lateral weirs. Table 9: Summary of Discharges and Water Surface Elevations: Coronado Split Reach vs. Corresponding Main Channel Reach 3 Cross Sections Base Flood Discharge Water Surface Elevation (cfs) (per NAVD88 vertical datum) Main Channel Coronado Split Main Channel Coronado Split Reach 3 Reach Reach 3 Reach 4.477 / 0.854 3361.56 1922.44 2974.74 2974.65 4.470 / 0.847 3523.65 1760.35 2972.88 2972.70 4.447 / 0.830 3523.65 1476.49 2963.63 2966.41 4.426 / 0.813 4089.64 1194.36 2959.41 2961.67 4.409 / 0.794 4089.64 711.84 2953.59 2956.03 4.392 / 0.774 4640.72 643.28 2948.05 2950.78 4.371 / 0.749 4640.72 291.81 2943.66 2946.03 4.353 / 0.727 4992.19 229.97 2937.02 2941.29 4.333 / 0.708 5073.97 210.03 2931.34 2936.43 4.315 / 0.691 5073.97 165.05 2924.84 2932.21 4.289 / 0.677 5118.95 165.05 2919.18 2926.99 4.262 / 0.662 5118.95 165.05 2912.57 2921.27 4.243 / 0.642 5118.95 165.05 2906.58 2916.67 4.225 / 0.608 5118.95 165.05 2902.61 2908.95 4.205 / 0.581 5163.18 120.82 2897.10 2902.38 4.189 / 0.561 5163.18 120.82 2892.27 2895.54 4.169 / 0.527 5163.18 120.82 2885.81 2887.79 Main Channel RS 3.944 to 4.151 & Coronado Split RS 0.221 to 0.482 are independent profiles with separate cross section alignments 3.891 / 0.186 5163.18 120.82 2827.24 2827.24* 3.855 / 0.114 5163.18 120.82 2821.67 2821.67* 3.813 / 0.079 5163.18 120.82 2813.82 2813.82* 3.748 / 0.000 5163.18 120.82 2803.28 2803.28* *Water surface elevations controlled by Finger Rock Wash Main Channel Profile River Station (Main Channel / Split Reach) Note that main channel reach 3 versus Coronado split reach water surface profiles were compared for cross sections 3.748 / 0.000 to 3.891 / 0.186 and the highest water surface 24 elevations (from the main channel profile) were used to establish base flood elevations and delineate floodplain boundaries. Table 10: Lateral Weir Summary Table Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach Coronado Split Reach River Q Station Leaving (cfs) Lateral Weir Characteristics Weir Avg Min Elev Water Surface Elev Water Surface Elev Weir Top Depth Weir Flow Upstream Downstream Width (ft) (ft) (NAVD88) (NAVD88) (NAVD88) 0.851 162.50 34.00 4.08 2970.10 2974.65 2972.70 0.839 283.89 76.07 1.44 2964.40 2972.70 2966.41 0.822 282.14 45.02 2.13 2963.00 2966.41 2961.67 0.804 482.56 89.92 1.93 2955.00 2961.67 2956.03 0.784 68.52 33.00 1.00 2954.50 2956.03 2950.78 0.762 350.85 57.37 2.09 2945.00 2950.78 2946.03 0.738 61.48 36.91 0.88 2941.00 2946.03 2941.29 0.718 19.90 24.24 0.55 2940.00 2941.29 2936.43 0.700 44.77 53.91 0.54 2932.70 2936.43 2932.21 0.684 0.00 0.00 0.00 2940.00 2932.21 2926.99 0.670 0.00 0.00 0.00 2925.00 2926.99 2921.27 0.652 0.00 0.00 0.00 2921.80 2921.27 2916.67 0.625 0.00 0.00 0.00 2917.00 2916.67 2908.95 0.595 43.70 45.00 0.59 2904.00 2908.95 2902.38 0.571 0.00 0.00 0.00 2912.00 2902.38 2895.54 0.544 0.00 0.00 0.00 2895.80 2895.54 2887.79 At lateral weir RS 0.595, 43.7 cfs was shown to flow from the Coronado split reach to main channel, but it was determined that the flow was primarily contained within Columbus Blvd, so the island between the main channel and split reach profiles was left continuous in this area on the hydraulic work maps and annotated FIRMs. Please note however that the floodplain boundaries in this area were delineated such that the residential structures adjacent to lateral weir RS 0.595 and Coronado split reach cross section RS 0.581 lay within the revised SFHA. 25 5.5.5 Ineffective Flow Areas Ineffective flows were modeled in the following situations:  Floodplain areas where flows were not hydraulically connected, e.g. adjacent main channel or split flow areas within the Coronado split flow reach where cross section alignments were shared between the two profiles;  Cross sections immediately upstream and downstream of culverts to account for expansion and contraction of flows. 3:1 expansion and 1:1 contraction ratios were used. 5.5.6 Supercritical Flow Per FEMA requirements for floodplain modeling, the HEC-RAS analyses were performed using subcritical flow regimes. Therefore, this section is not applicable. 5.6 Floodway Modeling Although this LOMR proposes to change the effective Zone A SFHA to a Zone AE with base flood elevations determined, a floodway is not being proposed for Finger Rock Wash. The PCRFCD has established development criteria that are more restrictive than the NFIP minimum regulations. These development criteria, which serve as justification for this proposal, are outlined in the following sections: 5.6.1 Establishing the primary channel as floodway The District’s ordinance establishes that, at a minimum, the primary channel of a watercourse shall be considered a floodway. Applicable sections from the District’s Ordinance (Reference #22), updated in May 2010, are included in Appendix E.3. 5.6.2 Regulation of erosion hazard areas In addition to potential damage due to flood water, development along watercourses in Southern Arizona may be at risk for damage from erosion; that is the lateral migration of the low flow channel. The District’s ordinance established safe erosion hazard setbacks from the primary banks of a watercourse and requires that development be outside of these setbacks to mitigate for the potential the channel would migrate. The primary channel and the erosion hazard setbacks increase that portion of the floodplain that is preserved and have the potential to equal or exceed a floodway that is developed using the FEMA criteria (Sections 16.28.020 and 16.28.030 of the floodplain ordinance). 26 5.6.3 Encroachment limits are stricter than FEMA guidelines The Pima County Floodplain Ordinance requires that the cumulative encroachment on a property not create more that a 0.1 foot rise in water surface elevations for the Base Flood event or more than a 10% increase in velocities as measured at property lines (Section 16.26.020 of the floodplain ordinance). 5.6.4 Expanding the definition of primary channel in confined flow areas As a result of a technical appeal associated with proposed development along the Campbell Wash, the Pima County Flood Control Board directed the District staff to develop more restrictive development criteria for watercourses that are confined by geologic features. Basically, when the floodplain is confined, the District will evaluate the watercourse to determine which part of the valley of the watercourse should be considered the “active” channel, which is an expansion of the primary channel. The active channel would be considered the administrative floodway (Section 16.08.350 of the floodplain ordinance). This includes “no-rise” criteria for encroachments. The confined flow area is characterized by:  Major watercourses coming from steeper slopes with a confined floodplain within an incised geologic floodplain. A watercourse is considered confined when the ratios of the wetted top widths of the floodplain associated with the base flood and the 25-year flood (4% annual chance flood) is 1.25 or less and the height of the geologic features are at least 1.5 times the hydraulic depth of the base flood.  The Base Flood discharge is greater than 2,000 cfs. The definition of active channel is:  The area necessary to convey the base flood without increasing the base flood elevation by more than 0.1 foot under normal flow conditions.  The portion of the valley bottom subject to more frequent inundation as defined by the 25-year floodplain.  The portion of the floodplain that have excessive flood depths and velocities, product of the depth (in feet) times the square of the velocity (in feet per second) is greater than 18 (DV2=18).  The portion of valley bottom that is underlain by sand and gravel (unconsolidated alluvium related to fluvial processes), or in an area subject to historical channel changes, especially by avulsion. 5.7 Problems encountered during the Study 27 5.7.1 Special Problems and Solutions There were no special problems encountered during this study. 5.7.2 Model Warnings and Error Messages The HEC-RAS modeling produced no error messages. The model warnings were reviewed according to procedures outlined in the HEC-RAS User’s Manual and a quality control check was performed on the model results per Arizona State Standard for Floodplain Hydraulic Modeling (SS 09-02) (Reference #13) guidelines. The hydraulic results were reviewed at locations where warnings were issued and all results were found to be reasonable. The primary warning message involved the model defaulting to critical depth due to the lack of a valid subcritical answer. Given that Finger Rock Wash is a fairly steep gradient stream and the HEC-RAS modeling was performed as a subcritical flow regime to meet FEMA floodplain modeling requirements, these warnings are not unexpected. A summary of the HEC-RAS Errors, Warnings and Notes has been included with the modeling input/output in Appendix E.4. 5.8 Calibration No model calibration was performed in this study. 5.9 5.9.1 Final Results Hydraulic Analysis Results The HEC-RAS hydraulic analysis for the “with Skyline Drive culvert” conditions is the governing analysis for this study. The HEC-RAS model (Filename: FRW88.prj) results are summarized in HEC-RAS summary output tables provided in Appendix E.4. Summary tables have been included for normal stream results, culvert results and lateral structure results. All elevations listed in the results are based on NAVD88 vertical datum. A complete printout of the Finger Rock Wash HEC-RAS input/output report has also been provided in Appendix E.4. A summary output table for the HEC-RAS model “No Skyline Drive Culvert” (Filename: FRW88_NoSkylineCulv.prj) that shows the normal stream results for Finger Rock Wash Reach 4, where the Skyline Drive crossing is located, has also been included in Appendix E.5.; however, since only a short section of Reach 4 is needed for comparison, a complete report printout has not been provided. 28 Complete electronic model files on compact disk for both HEC-RAS models, “with” and “without” the Skyline Drive culvert, can be found in Appendix G. 5.9.2 Verification of Results The limits of the Finger Rock Wash 1-percent annual chance floodplain determined in this study are super-imposed on the current effective floodplain limits on the Annotated FIRM exhibits provided in Appendix F. A comparison of the proposed floodplain limits to the effective floodplain limits shows that they are generally consistent in location and shape. The proposed floodplain limits do deviate where the more detailed topography used in this study has allowed more accurate floodplain delineation than currently shown on the FIRMs. 29 SECTION 6: EROSION AND SEDIMENT TRANSPORT The study reach is a relatively stable natural watercourse with no historical indications that sediment transport can be expected to greatly affect base flood elevations. Development within the watershed has been substantially “built-out” per existing zoning classifications for a number of years contributing to the ongoing stability of the watercourse. sediment transport was not included in the scope of this LOMR study. 30 Consequently, SECTION 7: DRAFT FIS REPORT DATA 7.1 Summary of Discharges The current effective FIS for Pima County (Reference #23) does not provide a base flood discharge for Finger Rock Wash. Table 11 contains the following steady flow data for the 1percent annual chance flood that were utilized in the HEC-RAS hydraulic modeling. Table 11: HEC-RAS Steady Flow Data Summary 1 2 3 4 5 6 7 8 9 10 11 12 7.2 Flow Change Location River River Reach Station Description (mi.) Coronado Split Cor Split Downstream of flow split at Coronado 0.854 Flow Reach Drive at-grade crossing Finger Rock Main At Coronado National Forest Boundary 4.800 Wash Reach 1 (upstream study limit) Finger Rock Main Downstream of Pontatoc Canyon 4.596 Wash Reach 2 tributary confluence Finger Rock Main Downstream of flow split at Coronado 4.477 Wash Reach 3 Drive at-grade crossing Finger Rock Main Downstream of Coronado Split Reach 3.656 Wash Reach 4 return to main channel Finger Rock Main 3.403 Downstream of Skyline Drive crossing Wash Reach 4 Finger Rock Main Downstream of un-named east tributary 2.876 Wash Reach 4 confluence Finger Rock Main 2.125 Downstream of Sunrise Drive crossing Wash Reach 4 Finger Rock Main Downstream of Pontatoc Canyon Drive 1.884 Wash Reach 4 crossing Finger Rock Main Upstream of La Espalda at-grade 0.898 Wash Reach 4 crossing Finger Rock Main At Camino de la Bajada at-grade 0.421 Wash Reach 4 crossing Pontatoc At Coronado National Forest Boundary Pontatoc Canyon 0.154 Cnyn (upstream study limit) 100-yr Discharge (cfs) 1922 2324 5284 3362 6162 6060 6368 6114 5756 5653 5589 2503 Floodway Data As described in Section 5.6 above, a floodway analysis has not been included in this study. 7.3 Annotated Flood Insurance Rate Maps Annotated FIRMs were developed for the project using PAG aerial photography and panel boundaries, streets, property line and effective SFHA boundary information imported from Pima County effective DFIRM panels 0419C1635K, 0419C1643K, 0419C1644K and 0419C1645K, which were provided by PCRFCD. These maps were generated at a horizontal 31 scale of 1 inch = 100 feet. Due to Pima County’s impending conversion from NGVD29 to NAVD88 vertical datum, water surface elevations on the annotated FIRMs have been provided on both NGVD29 and NAVD88 datum with a VERTCON of NAVD88 Elev. minus 2.29 feet = NGVD29 Elev. A vertical datum conversion computation sheet is provided in Appendix C.1. In addition to the information mentioned above, the Annotated FIRMs, which are provided on Figure F-5 (Sheets 1 through 6) in Appendix F, illustrate the following:  Survey Township, Range & Section information;  Stream channel center lines / profile base lines;  HEC-RAS hydraulic cross-section lines with graphic representation of the 1% annual chance flood water surface elevations on NGVD29 & NAVD88 vertical datum;  1% annual chance flood water surface elevations on NGVD29 & NAVD88 vertical datum in tabular format; 7.4  Lateral weir crest boundary line in the Coronado Split Reach;  Effective 1% annual chance flood Zone A SFHA boundaries;  Proposed 1% annual chance flood Zone AE SFHA boundaries. Flood Profiles Preliminary flood profile print outs, based on NGVD29 vertical datum, have been provided in Appendix F. 32 Finger Rock Wash Updated Existing Conditions LOMR October 15, 2010 MT-2 FORM 1, OVERVIEW & CONCURRENCE FORM ATTACHMENT 1-1 PART C. REVIEW FEE – (Explanation Why No Fee Included) This Map Change Request qualifies for a fee exemption, because it is based on updated and more detailed data and incorporates no manmade modifications within the SFHA. CMG Drainage Engineering, Inc. Finger Rock Wash Updated Existing Conditions LOMR October 15, 2010 MT-2 FORM 3, RIVERINE STRUCTURES FORM ATTACHMENT 3-1 PART A. GENERAL Description Of Structure (continued) 4. Name of Structure: Type: FRW Culvert #4 – Sunrise Dr. Bridge/Culvert Location of Structure: RM 2.251 Main Channel Reach 4 Downstream Limit/Cross Section: RM 2.164 Upstream Limit/Cross Section: RM 2.305 5. Name of Structure: Type: FRW Culvert #5 – Pontatoc Canyon Dr. Bridge/Culvert Location of Structure: RM 2.008 Main Channel Reach 4 Downstream Limit/Cross Section: RM 1.939 Upstream Limit/Cross Section: RM 2.047 CMG Drainage Engineering, Inc. REFERENCES 1. National Flood Insurance Program-Program Description Report, FEMA, August 1, 2002; 2. Arizona Department of Water Resources, State Standard for Hydrologic Modeling Guidelines (SS 10-07, draft), August 2007; 3. FEMA, Guidelines & Specifications for Mapping Partners, Appendix B, Guidance for Converting to NAVD88, April 2003; 4. U.S. Army Corps of Engineers, Hydrologic Engineering Center, HEC-1 Flood Hydrograph Package User Manual, Version 4.1, June 1998; 5. National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Precipitation Frequency Atlas for the United States: Volume 1 – Version 4.0 The Semiarid Southwest. National Weather Service, Hydrometeorological Design Studies Center, 2006; 6. Pima County Regional Flood Control District Technical Policy TECH-010, Rainfall Input for Hydrologic Modeling, May 15, 2007; 7. NRCS, National Engineering Handbook, Section 4 – Hydrology (NEH-4), Chapter 15. Travel Time, Time of Concentration and Lag, and Chapter 16. Hydrographs, August 1972; 8. Pima County Regional Flood Control District Technical Policy TECH-018, Acceptable Model Parameterization for Determining Peak Discharge, Draft 2009; 9. City of Tucson, Arizona, Existing Conditions Hydrologic Modeling for the Tucson Stormwater Management Study (TSMS), Phase II, Stormwater Master Plan (Task 7, Subtask 7A.3), December 17, 1993, Revised November 1995, by Simons, Li & Associates; 10. City of Tucson, Arizona, TSMS Technical Memorandum 7.2.6, Temporal Distribution for a 3-hour Thunderstorm, Simons, Li & Associates, October 6, 193; 11. Pima County Regional Flood Control District, PC-HYDRO, User Guide – Pima County Hydrology Procedures, Version 5.4.2, October 2009; 12. USDA Natural Resource Conservation Service (NRCS), Technical Release TR-55, Urban Hydrology for Small Watersheds, June 1986; 13. Arizona Department of Water Resources, State Standard for Floodplain Hydraulic Modeling, State Standard (SS 09-02), July 2002; 14. United States Geological Survey (USGS), Scientific Investigations Report 2006-5108, Selection of Manning’s Roughness Coefficient for Natural and Constructed Vegetated and Non-Vegetated Channels, and Vegetation Maintenance Plan Guidelines for Vegetated Channels in Central Arizona, 2007; 15. USGS, American Society of Civil Engineers Journal of Hydraulic Engineering, Volume 10, No. 1 – Hydraulics of High-Gradient Streams, November, 1984; 16. USDA Forest Service, Critical Flow Constrains Flow Hydraulics in Mobile-Bed Streams: A New Hypothesis, Water Resources Research, Vol. 33, No. 2, pp. 349-358, February 1997; 17. Federal Highway Administration HDS No. 5, Hydraulic Design of Highway Culverts, September 2001, Revised May 2005; 18. Pima County Regional Flood Control District, Flecha Caida Flood Improvement Study, Phase I 100-year Peak Discharge Magnitudes & Floodplain Mapping, Simons, Li & Associates, January 28, 1986; 19. USGS, Open File Report 93-419, Methods for Estimating Magnitude and Frequency of Floods in the Southwestern United States, pg. 59, 1994; 20. U.S. Army Corps of Engineers HEC-RAS River Analysis System User Manual, Version 4.0.0, March 2008; 21. Pima County Regional Flood Control District, Pima County Floodplain and Erosion Hazard Management Ordinance, Title 16 of the Pima County Code, Ordinance 2010 FC5, revised May 2010; 22. FEMA, Flood Insurance Study (FIS) for Pima County, Arizona and Incorporated Areas, February 8, 1999; Finger Rock Wash LOMR Study Field Reconnaissance Report Prepared For: Pima County Regional Flood Control District 97 East Congress Street, 3rd Floor Tucson, Arizona 85701 Prepared By: CMG Drainage Engineering, Inc. 3555 N. Mountain Ave. Tucson, Arizona 85719 Job #27028 April 23, 2010 TABLE OF CONTENTS 1.0 Page Introduction .................................................................................................................... 1 2.0 Manning’s “n” Values ..................................................................................................... 1 3.0 Photographs and Roughness Coefficient Tables........................................................... 2 List of Tables Page Table 1 – Determination of Manning’s Roughness Coefficients: Finger Rock Wash River Station 0.000 to 2.233................................................................................................ 3 Table 2 – Determination of Manning’s Roughness Coefficients: Finger Rock Wash River Station 2.233 to 3.466................................................................................................ 8 Table 3 – Determination of Manning’s Roughness Coefficients: Finger Rock Wash River Station 3.466 to 4.643.............................................................................................. 12 Table 4 – Determination of Manning’s Roughness Coefficients: Finger Rock Wash River Station 4.643 to 4.800.............................................................................................. 15 Table 5 – Determination of Manning’s Roughness Coefficients: Pontatoc Canyon Tributary River Station 0.000 to 0.154 ..................................................................... 18 i 1.0 Introduction This report was prepared to document the results of field reconnaissance performed as part of the Finger Rock Wash LOMR. The project area is shown on Figure F-1 in Appendix F. CMG Drainage Engineering, Inc. conducted field reconnaissance of the project area between 2008 and 2010. The purpose of the field reconnaissance was to observe channel and floodplain conditions, to estimate Manning’s “n” values, document those conditions using photographs, observe tributary inflow areas as well as possible channel overbank flow areas, and observe culvert dimensions and configurations. Additional culvert and roadway elevation information was obtained through review of as-built plans and field survey as needed. The results of the field reconnaissance documented herein were used for subsequent floodplain hydraulic modeling of Finger Rock Wash. 2.0 Manning’s “n” Values Manning’s “n” values were determined using the methodology in the report titled “Guide to Selecting Manning’s Roughness Coefficients For Natural Channel Flood Plains”, U.S. Geological Survey Water Supply Paper 2339 report, 1989, and supplemented by information from the report titled “Estimating Manning’s Roughness Coefficients for Stream Channel and Flood Plains in Maricopa County, Arizona”, USGS, 1991. Engineering judgment and experience were applied as needed to determine the variables used in the above referenced procedures and to arrive at reasonable roughness element estimates. In addition to information from field reconnaissance, aerial photographs were also reviewed to verify conditions along the various study reaches. Finger Rock Wash, a tributary to Rillito Creek emanates from the Santa Catalina Mountain Foothills in Pima County, Arizona. Finger Rock Wash consists primarily of a sand/cobble bed channel varying in depth up to approximately four feet in places. The overbanks of the creek 1 are heavily vegetated. The main factor in the development of the Manning’s roughness coefficients for the Finger Rock Wash is the variation in vegetation, for which the manning's vegetation component varies from 0 to 0.02. Other factors in defining the main channel “n” values, such as channel materials, degree of irregularity, effects of obstructions and variations in channel cross-sections, also played a role. The main factors in the development of the roughness coefficients for the overbank areas were vegetation and obstructions. The vegetation component varies from 0.015 to 0.035. The obstruction component varies from 0.005 to 0.01. Both components increase moving upstream. 3.0 Photographs and Roughness Coefficient Tables The following pages contain aerial and ground photographs and tabulations of selected roughness coefficients for the various reaches covered by the study. For the purposes of field reconnaissance and roughness coefficient determination, the study area was broken into a series of reaches usually defined by major roadway crossings. The photographs and Manning’s “n” value tables which follow are organized by those reach definitions. 2 TABLE 1: DETERMINATION OF MANNING’S ROUGHNESS COEFFICIENTS Project: Finger Rock Wash LOMR Stream: Finger Rock Wash Location: River Station 0.000 to River Station 2.233 (Alvernon to Sunrise) Channel Conditions Manning’s Left Channel Adjustment Overbank Concrete .012-.018 Firm Soil .025-.032 n Channel Coarse Sand .012-.035 Material Gravel .028-.035 Cobble .030-.050 .045 .045 .040-.070 Boulder Smooth 0 Minor .001-.005 .001 .005 n, Degree of Moderate .006-.010 Irregularity .011-.020 Severe Negligible .000-.004 .005 .005 Effects of Minor .010-.025 n, Obstruction Appreciable .020-.030 .040-.060 Severe Small .002-.010 0 Vegetation Medium .010-.025 .015 n, Large .025-.050 .50-.100 Very Large Gradual 0 0 0 Variations Occ. Alt. .001-.005 n, in Channel Freq. Alt. Cross.010-.015 section Degree of Minor Meandering Appreciable Severe n = (n+n+n+n+n)m m 1 1.15 1.3 3 Right Overbank .045 .001 .005 .015 0 1 1 1 0.066 0.045 0.066 Finger Rock Wash – reach between Alvernon Way and La Espalda Google Maps Aerial View – Typical of Reach - RS 0.421 to 0.710 4 Finger Rock Wash – reach between Alvernon Way and La Espalda River Station 0.898 (La Espalda) Facing Downstream Overbank 'n' = 0.066 Channel 'n' = 0.045 5 Finger Rock Wash – reach between La Espalda and Sunrise Drive Google Maps Aerial View – Typical of Reach - RS 1.585 to RS 1.997 6 Finger Rock Wash – reach between La Espalda and Sunrise Drive River Station 2.233 (Sunrise Drive) Facing Downstream Overbank 'n' = 0.066 Channel 'n' = 0.045 7 TABLE 2: DETERMINATION OF MANNING’S ROUGHNESS COEFFICIENTS Project: Finger Rock Wash LOMR Stream: Finger Rock Wash Location: River Station 2.233 to River Station 3.466 (Sunrise Drive to Skyline Drive) Channel Conditions Manning’s Left Channel Right Adjustment Overbank Overbank Concrete .012-.018 Firm Soil .025-.032 n Channel Coarse Sand .012-.035 Material Gravel .028-.035 Cobble .030-.050 0.045 0.035 0.045 .040-.070 Boulder Smooth 0 Minor .001-.005 0.005 n, Degree of Moderate .006-.010 Irregularity .011-.020 Severe Negligible .000-.004 0.005 0.005 0.005 Effects of Minor .010-.025 n, Obstruction Appreciable .020-.030 .040-.060 Severe Small .002-.010 0.005 Vegetation Medium .010-.025 0.025 0.025 n, Large .025-.050 .50-.100 Very Large Gradual 0 0 0 0 Variations Occ. Alt. .001-.005 n, in Channel Freq. Alt. Cross.010-.015 section Degree of Minor Meandering Appreciable Severe n = (n+n+n+n+n)m m 1 1.15 1.3 8 1 1 1 0.075 0.050 0.075 Finger Rock Wash – reach between Sunrise Drive and Skyline Drive Google Maps Aerial View – Typical of Reach - RS 3.031 to RS 3.291 9 Finger Rock Wash – reach between Sunrise Drive and Skyline Drive River Station 2.268 (Sunrise Drive) Facing Upstream Overbank 'n' = 0.075 Channel 'n' = 0.050 10 Finger Rock Wash – reach between Sunrise Drive and Skyline Drive River Station 3.466 (Skyline Drive) Facing Downstream Overbank 'n' = 0.075 Channel 'n' = 0.050 11 TABLE 3: DETERMINATION OF MANNING’S ROUGHNESS COEFFICIENTS Project: Finger Rock Wash LOMR Stream: Finger Rock Wash Location: River Station 3.466 to River Station 4.643 (Skyline Drive to Ina Road) Channel Conditions Manning’s Left Channel Adjustment Overbank Concrete .012-.018 Firm Soil .025-.032 n Channel Coarse Sand .012-.035 Material Gravel .028-.035 Cobble .030-.050 0.045 0.035 .040-.070 Boulder Smooth 0 Minor .001-.005 0.005 n, Degree of Moderate .006-.010 Irregularity .011-.020 Severe Negligible .000-.004 0.005 0.005 Effects of Minor .010-.025 n, Obstruction Appreciable .020-.030 .040-.060 Severe Small .002-.010 0.01 Vegetation Medium .010-.025 0.025 n, Large .025-.050 .50-.100 Very Large Gradual 0 0 0 Variations Occ. Alt. .001-.005 n, in Channel Freq. Alt. Cross.010-.015 section Degree of Minor Meandering Appreciable Severe n = (n+n+n+n+n)m m 1 1.15 1.3 12 Right Overbank 0.045 0.005 0.025 0 1.1 1.1 1.1 0.083 0.061 0.083 Finger Rock Wash – reach between Skyline Drive and Ina Road Google Maps Aerial View – Typical of Reach – RS 3.466 to RS 4.643 13 Finger Rock Wash – reach between Skyline Drive and Ina Road River Station 3.466 (Skyline Drive) Facing Upstream Overbank 'n' = 0.083 Channel 'n' = 0.061 14 TABLE 4: DETERMINATION OF MANNING’S ROUGHNESS COEFFICIENTS Project: Finger Rock Wash LOMR Stream: Finger Rock Wash Location: River Station 4.643 to River Station 4.800 (Ina Road to Coronado NF Boundary) Channel Conditions Manning’s Left Channel Right Adjustment Overbank Overbank Concrete .012-.018 Firm Soil .025-.032 n Channel Coarse Sand .012-.035 Material Gravel .028-.035 Cobble .030-.050 .040-.070 0.04 0.04 0.04 Boulder Smooth 0 Minor .001-.005 0.001 0.001 0.001 n, Degree of Moderate .006-.010 Irregularity .011-.020 Severe Negligible .000-.004 0.01 0.005 0.01 Effects of Minor .010-.025 n, Obstruction Appreciable .020-.030 .040-.060 Severe Small .002-.010 Vegetation Medium .010-.025 0.02 n, Large .025-.050 0.035 0.035 .50-.100 Very Large Gradual 0 0 0 Variations Occ. Alt. .001-.005 n, in Channel Freq. Alt. Cross.010-.015 section Degree of Minor Meandering Appreciable Severe n = (n+n+n+n+n)m m 1 1.15 1.3 15 1 1 1 0.086 0.066 0.086 Finger Rock Wash – reach between Ina Road and Coronado NF Boundary Google Maps Aerial View – Typical of Reach – RS 4.643 to RS 4.800 16 Finger Rock Wash – reach between Ina Road and Coronado NF Boundary River Station 4.787 (Playa de Coronado West Crossing) Facing Downstream Overbank 'n' = 0.086 Channel 'n' = 0.066 17 TABLE 5: DETERMINATION OF MANNING’S ROUGHNESS COEFFICIENTS Project: Finger Rock Wash LOMR Stream: Finger Rock Wash – Pontatoc Canyon Tributary Location: River Station 0.000 to River Station 0.154 (Ina Road to Coronado NF Boundary) Channel Conditions Manning’s Left Channel Right Adjustment Overbank Overbank Concrete .012-.018 Firm Soil .025-.032 n Channel Coarse Sand .012-.035 Material Gravel .028-.035 Cobble .030-.050 .040-.070 0.040 0.040 0.040 Boulder Smooth 0 Minor .001-.005 0.001 0.002 0.001 n, Degree of Moderate .006-.010 Irregularity .011-.020 Severe Negligible .000-.004 Effects of Minor .010-.025 0.010 0.010 n, Obstruction Appreciable .020-.030 0.020 .040-.060 Severe Small .002-.010 Vegetation Medium .010-.025 0.025 0.025 n, Large .025-.050 0.035 .50-.100 Very Large Gradual 0 0 0 0 Variations Occ. Alt. .001-.005 n, in Channel Freq. Alt. Cross.010-.015 section Degree of Minor Meandering Appreciable Severe n = (n+n+n+n+n)m m 1 1.15 1.3 18 1 1 1 0.076 0.097 0.076 Pontatoc Canyon Tributary – reach between Ina Road and Coronado NF Boundary Google Maps Aerial View – Typical of Reach – RS 0.000 to RS 0.154 19 Pontatoc Canyon Tributary – reach between Ina Road and Coronado NF Boundary River Station 0.070 (Playa de Coronado East Crossing) Downstream Overbank 'n' = 0.076 Channel 'n' = 0.097 20 WHEREAS, the Pima County Board of Supervisors, acting as the Board of Directors of the Flood Control District, officially amended Title 16 of the Pima County Code on September 6, 2005 by Ordinance No. 2005-FC2, and WHEREAS, the Pima County Flood Control District Board of Directors has determined it to be in the best interests of the residents of Pima County that the current Floodplain Ordinance, as codified in Title 16 of the Pima County Code, be amended to establish the most current floodplain erosion and riparian habitat regulations, NOW THEREFORE, IT IS ORDAINED BY THE BOARD OF DIRECTORS OF THE FLOOD CONTROL DISTRICT OF PIMA COUNTY, SECTION 1. Title 16 of the Pima County Code shall hereby read as follows: TITLE 16 Chapters: 16.04 General Provisions 16.08 Definitions 16.12 Exemptions and Nonconforming Uses 16.16 Floodplain Maps and Boundaries 16.20 Use-Permits General Provisions 16.24 Floodway Requirements 16.26 Floodway Fringe Area Requirements 16.28 Erosion Hazard Areas and Building Setbacks 16.30 Watercourse and Riparian Habitat Protection and Mitigation Requirements 16.34 Manufactured Homes and Manufactured Home Parks and Subdivisions 16.36 Subdivision and Development 16.38 Maintenance of Private Drainage Improvements 16.42 Sediment and Erosion Control 16.44 Vehicular Access 16.48 Runoff Detention Systems 16.52 Sand, Gravel and Other Excavation Operations 16.54 Administration and Compliance 16.56 Appeals and Variances 16.60 Amendments 16.64 Enforcement 2 Chapter 16.08 DEFINITIONS Sections: 16.08.010 Application of definitions and general usage. 16.08.020 Appeal. 16.08.030 Arizona Department of Water Resources. 16.08.040 Balanced drainage basin. 16.08.050 Base flood. 16.08.060 Base flood elevation. 16.08.070 Basement. 16.08.080 Board. 16.08.090 Board of Supervisors. 16.08.100 Chief Engineer. 16.08.110 County Engineer. 16.08.120 Critical drainage basin. 16.08.130 Critical or balanced drainage basin management plan. 16.08.140 Cumulative substantial damage. 16.08.150 Cumulative substantial improvement. 16.08.160 Detention system. 16.08.170 Development. 16.08.180 District. 16.08.190 Drainage area. 16.08.200 Dry well. 16.08.210 Dwelling unit. 16.08.220 Encroachment. 16.08.230 Erosion. 16.08.240 Erosion hazard area. 16.08.250 Exemption. 16.08.260 Flood Control District Advisory Committee. 16.08.270 Flood Insurance Study. 16.08.280 Flood or flood waters. 16.08.290 Floodplain. 16.08.300 Floodplain Administrator. 16.08.310 Floodplain management. 16.08.320 Floodplain management regulations. 16.08.330 Floodplain use permit. 16.08.340 Flood proofing. 16.08.350 Floodway area. 16.08.360 Floodway fringe area. 16.08.370 Geologic floodplain. 8 16.08.380 Habitat mitigation. 16.08.390 Hardship. 16.08.400 Highest adjacent grade. 16.08.410 Historic structure. 16.08.420 Hydroriparian. 16.08.430 Important Riparian Area. 16.08.440 Levee. 16.08.450 Lowest floor. 16.08.460 Manufactured home. 16.08.470 Manufactured home park or subdivision. 16.08.480 Market value. 16.08.490 Mean sea level. 16.08.500 Mesoriparian. 16.08.510 Mining reclamation plan. 16.08.520 New construction. 16.08.530 Nonconforming use. 16.08.540 Obstruction. 16.08.550 Person. 16.08.560 Pima County. 16.08.570 Reach. 16.08.580 Reasonable repair. 16.08.590 Regulatory flood elevation. 16.08.600 Regulatory floodplain or floodprone area. 16.08.610 Retention system. 16.08.620 Riparian habitat. 16.08.630 Setback. 16.08.640 Sheet flooding area. 16.08.650 Special Flood Hazard Area. 16.08.660 Start of construction. 16.08.670 Structure. 16.08.680 Substantial damage. 16.08.690 Substantial improvement. 16.08.700 Technical Review Committee. 16.08.710 Variance. 16.08.720 Violation. 16.08.730 Waiver by the Chief Engineer. 16.08.740 Watercourse. 16.08.750 Watercourse master plan. 16.08.760 Watershed. 16.08.770 Written Finding by the Chief Engineer 16.08.780 Xeroriparian. 16.08.010 Application of definitions and general usage. The following definitions and general usage shall apply to words and phrases used in Title 16 of this code. 9 A. When parts of the Arizona Revised Statutes are adopted by reference or referred to in this title, the abbreviation A.R.S. will be used. B. When parts of the Arizona Administrative Code are adopted by reference or referred to in this title, the abbreviation A.A.C. will be used. C. References to the U.S. Code of Federal Regulations refer sequentially to the title of the Code of Federal Regulations (CFR), part, section and paragraph, e.g., 44 CFR 62.01(a), means Title 44, Code of Federal Regulations, Part 62 Section .01, Paragraph (a)). D. When parts of the National Federal Flood Insurance Program are adopted or referenced, the following terms shall be used: 1. "NFIP" means National Flood Insurance Program. 2. "FEMA" means the Federal Emergency Management Agency under the U.S. Department of Homeland Security. 3. "FIRM" means Flood Insurance Rate Map as adopted by FEMA that delineates special flood hazards and risk premium zones. 4. "FBFM" means Flood Boundary and Floodway Map as adopted by FEMA to delineate areas of special flood hazards including floodways. 5. "FHBM" means Flood Hazard Boundary Map as adopted by FEMA for areas of flood hazards. 6. "Community" is the term used by FEMA for all political bodies that administer floodplain regulations whether those are towns, cities, counties, districts, parishes, etc. 7. "Jurisdiction" is a term used by FEMA and ADWR that includes communities, states, tribal nations and other federal land owners like the Bureau of Land Management and the National Forest Service. 8. "Reasonably safe from flooding" is a term used to indicate that conditions of the National Flood Insurance Program are met for the base flood. E. "State Standard" means a document defining standards for floodplain management as adopted by the Arizona Department of Water Resources pursuant to A.R.S. Section § 483605(A). An abbreviation for a specific standard of SS3-96 means State Standard Number 3 as adopted in 1996. F. All units of measure contained in this title, whether expressed or implied, are intended to be in the English system of units. The following units of measures and abbreviations will be used: 1. When referring to the volume of flow, "cubic feet per second" will be abbreviated as cfs. 2. When referring to the velocity of the flow, "feet per second" will be abbreviated as fps. G. When referring to timeframes for action, and unless otherwise noted, “days” shall mean business days. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.020 Appeal "Appeal" means a written request for a technical review of the Chief Engineer's written finding, as defined in 16.08.770, concerning the denial of a floodplain use permit, or a boundary determination of a regulatory floodplain, floodway, erosion hazard area, or riparian habitat. The appeal of a final decision and order of the Chief Engineer regarding a floodplain violation shall be pursuant to 16.64.070. (Ord. 2010 FC-1) 10 16.08.030 Arizona Department of Water Resources. "Arizona Department of Water Resources," known from this point forward as ADWR, is the state agency assigned with oversight of flood control as provided for in Title 48 Chapter 21 of the A.R.S. (Ord. 2005 FC-2 § 2 (part), 2005). 16.08.040 Balanced drainage basin. "Balanced drainage basin" means a drainage basin or watershed which contains flood water channels, natural or manmade, and/or flood control structures that are adequate to contain existing runoff from the base flood produced by the basin or watershed, but in which additional runoff may not be safely contained by said channels or structures. All drainage basins shall be considered to be balanced basins unless a basin has been designated as a critical drainage basin. (Ord. 2010 FC-1; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.050 Base flood. "Base flood" means a flood with a one-percent probability of being equaled or exceeded in any given year. Commonly referred to as the 100-year flood, this flood shall be determined from an analysis of floods on a particular watercourse and other watercourses in the same general region in accordance with the criteria established by the director of the ADWR, or the Flood Control District Board, which criterion is hereby incorporated by reference and made a part of this title. (Ord. 2010-FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.060 Base flood elevation. "Base flood elevation" means the calculated water-surface elevation of the base flood. (Ord. 1999-FC-1 §§ 1 (part) 1999; Ord. 1988-FC2 Art. 4 (part), 1988) 16.08.070 Basement. "Basement" means any area of a building having its floor sub-grade (below ground level) on all sides. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.080 Board. "Board" means the Board of Supervisors of Pima County sitting as the Board of Directors for the Flood Control District, known from this point forward as the Board, as the governing body for codes, ordinances and other regulations relating to floodplain management within Pima County, but excluding Indian and military reservations and incorporated communities that elected to assume separate floodplain management duties and powers, as set forth in the A.R.S., Title 48, Chapter 21 Districts. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.090 11 Board of Supervisors. "Board of Supervisors," means the governing body of Pima County as defined in Title 11, Chapter 2, of the A.R.S. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.100 Chief Engineer. "Chief Engineer" means an official of Pima County or authorized representative of the Flood Control District whose duties are as set forth in A.R.S. Section 48-3603, and who is an Arizona registered civil engineer in the state of Arizona. For the Flood Control District, the Chief Engineer is also the director of the Pima County Flood Control District. The Chief Engineer, or an authorized designee, is in charge of enforcement of this title, and is responsible for administrating appeals and waivers to engineering standards specified in this title. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.110 County Engineer. "County Engineer" means an official of Pima County whose duties are set forth in A.R.S. Section 11-562 and 48-3603. The County Engineer is also the director of the Pima County Department of Transportation. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.120 Critical drainage basin. "Critical drainage basin" means a drainage basin or watershed that contains flood water channels, natural or manmade, and/or flood control structures that cannot convey existing runoff during a base flood produced by the basin or watershed, and which has a documented history of severe hazards. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.130 Critical or balanced drainage basin management plan. "Critical or balanced drainage basin management plan" means a site-specific plan for a balanced or critical basin or watershed which has been prepared for and approved by Pima County, and provides a conceptual plan for orderly development of flood control, floodplain management, and associated erosion hazard-control measures that may be necessary as a result of urbanization within the basin or watershed. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.140 Cumulative substantial damage. "Cumulative substantial damage" means the total cost of all repairs to a structure that has incurred repetitive loss or damage in order to determine the applicability of the substantial improvement provisions of this Title. When the total cost of all repairs to the repetitive loss structure equals or exceeds the 50% substantial improvement threshold, the structure must be brought into compliance. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.150 12 Cumulative substantial improvement. "Cumulative substantial improvement" means the total cost of all improvements, modifications, additions, reconstruction, or repairs to a structure in order to determine the applicability of the substantial improvement provisions of this Title. When the total cost of all improvements, modifications, additions, reconstruction or repairs equals or exceeds the 50% substantial improvement threshold, the structure must be brought into compliance. The cumulative substantial improvement provision does not apply to tenant improvements of commercial structures or to the subsequent remodeling of any residential facility (e.g. kitchen or bathroom) that have been remodeled previously and accounted for under this provision. (Ord. 2010 FC-1; Ord. 2005-FC2 § 2 (part), 2005) 16.08.160 Detention system. "Detention system" means a type of flood control system that delays the downstream progress of flood waters in a controlled manner, generally through the combined use of a temporary storage area and a metered outlet device, which causes a lengthening of the duration of flow and thereby reduces downstream flood peaks. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.170 Development. "Development" means any manmade change to improved or unimproved real estate, including, but not limited to, buildings or other structures, mining, dredging, filling, grading, paving, fencing, excavating or drilling or storage of equipment or materials. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.180 District. "District" means the County Flood Control District, as established by Title 48, Chapter 21 of the A.R.S., which is named in Pima County as the Pima County Flood Control District and known from this point forward as the District. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.190 Drainage area. "Drainage area" means the upstream contributing watershed area measured at a single point of drainage concentration and is expressed in units of area. Other terms for this are catchment area, watershed, and river basin. (Ord. 2010 FC-1; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.200 Dry well. "Dry well" means a deep hole covered and designed in such a manner so as to hold storm water runoff until it infiltrates into the ground. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.210 13 Dwelling unit. "Dwelling unit" means a place of residence that may be located in a single or multiple dwelling building or a manufactured home. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.220 Encroachment. "Encroachment" means the placement of uses, materials, fill, or structures into the regulatory floodplain in a manner that impedes or adversely modifies the flow conveyance capacity of the channel and/or regulatory floodplain of a watercourse. A. An equal degree of encroachment is the standard applied to the evaluation of the effect of an encroachment within the regulatory floodplain with respect to the degree in which flood water heights or flow velocities may be changed as a result of the encroachment and assumes that all property owners on both sides of the watercourse are provided with an equal right to encroach to the same degree within that reach of the watercourse and modify the flow capacity within the floodplain including increasing the flood height or flow velocity. B. Since the factors affecting hydraulic efficiency are usually not uniform within a reach, this standard may not result in equally measured distances between floodway limit lines and the regulatory floodplain boundaries of a watercourse. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.230 Erosion "Erosion" means the physical process where flowing flood water removes sediment and earthen material causing the banks and beds of stream channels to wear away and degrade over time. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.240 Erosion hazard area. "Erosion hazard area" means the lands adjoining a watercourse regulated by this title that are deemed by the Chief Engineer to be subject to flood-related erosion losses. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.250 Exemption. "Exemption" to this title means that a federal, state and/or local law has identified a land use, construction activity, and/or other action as allowed and immune to local regulations. Exempted uses shall not be affected or prohibited by the provisions of this title including those exempted land uses as provided for in A.R.S. Section 11-830 and 48-3609 as identified in Section 16.12 of this title. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.260 Flood Control District Advisory Committee. "Flood Control District Advisory Committee" means the technical committee established by resolution of the Board, to act as an advisory committee to the Board on technical floodplain management and District issues. (Ord. 2005 FC-2 § 2 (part), 2005) 14 16.08.270 Flood Insurance Study. "Flood Insurance Study" means an engineering study conducted through FEMA to identify certain flood hazard areas in an engineering study. For Pima County, the flood insurance study is a report entitled, "The Flood Insurance Study for the Unincorporated Areas of Pima County, Arizona," dated February 15, 1983, with accompanying FIRMs and flood boundary and floodway maps. This flood insurance study includes its accompanying maps along with all subsequent amendments by the federal government to the flood insurance study. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.280 Flood or floodwater. "Flood" or "floodwater" means a temporary rise in water level including groundwater or overflow of water onto lands not normally covered by water. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.290 Floodplain. "Floodplain" means any areas within a watercourse which have been or may be covered partially or wholly by flood waters from the base flood including land that have been, or may be, subject to flooding from storm water runoff, overflow of flood waters from a watercourse, alluvial fans, sheet flood zones, or other property subject to flooding. The floodplain includes the stream channel, the floodway, and the floodway fringe area. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.300 Floodplain Administrator. "Floodplain Administrator" means the Chief Engineer or authorized representative of the District appointed by the Chief Engineer, who is also a registered civil engineer in the state of Arizona, whose duty is to oversee administration and enforcement of the floodplain management regulations contained within this ordinance as required by the NFIP. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.310 Floodplain management. "Floodplain management" means the operation of an integrated natural resource management program, encompassing corrective and preventive measures for reducing flood and erosion damage. Floodplain management includes, but is not limited to, emergency preparedness planning, flood control works and floodplain management regulations. (Ord. 1999 FC-1 § 1 (part) 999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.320 Floodplain management regulations. "Floodplain management regulations" means the codes, ordinances and other regulations relating to the use of land and construction within the regulatory floodplain, including zoning ordinances, 15 subdivision regulations, building codes, housing codes, setback requirements, open area regulations and similar methods of control affecting the use and development of these areas. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.330 Floodplain use permit. "Floodplain use permit" means an official document that authorizes specific activity within a regulatory floodplain, riparian habitat, or erosion hazard area. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.340 Flood proofing. "Flood proofing" means provisions, changes or adjustments primarily for the purpose of reducing or eliminating flood damages to property and improvements subject to flooding. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.350 Floodway area. "Floodway area" means that portion of the floodplain which must be preserved in order to maintain the flood carrying capacity of the base flood. Floodway areas regulated by this title include: A. Federal floodway areas as delineated by FEMA; B. Administrative floodways for major watercourses with a base flood peak discharge of 2,000 cfs or more as determined through engineering analyses using ADWR standards or other applicable engineering method. 1. Administrative floodway areas include the primary channel of the watercourse and any adjacent land areas that are necessary to convey the base flood without cumulatively increasing the water-surface elevation more than 1 foot above the base flood elevation under normal flow conditions; 2. In addition, when geologic features confine the flow of a watercourse the following additional areas shall be considered floodway areas: a. Areas necessary to convey the base flood without increasing the water surface elevation more than a tenth (0.1) of a foot above the base flood elevation under normal flow conditions, b. Areas of frequent inundation as defined by the 4% annual chance (25-year) flood, c. Areas with excessive flow depths and velocities (dv2), as defined in 16.26.050.G, and d. Active flow paths and channels based on the presence of unconsolidated alluvium related to fluvial processes and the potential for the flow paths to meander over time. 3. A watercourse can be considered confined when the ratio of the wetted top-widths of the floodplains associated with the base flood and the 25-year flood is 1.25 or less and the height of the geologic features are at least 1.5 times the hydraulic depth of the base flood. The watercourse shall be considered confined through all reaches where this criteria is present both upstream and downstream of the subject area. C. The primary channel of all regulatory minor watercourses with a base flood peak discharge of less than 2,000 cfs; (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1998 FC-1 Section 1, 1998; Ord. 1988 FC-2 Art. 4 (part), 1988) 16 16.08.360 Floodway fringe area. "Floodway fringe area" is a term used by FEMA to designate the floodplain area lying outside the floodway, but within the regulatory floodplain. For the purposes of this title, the floodway fringe area is also the regulatory floodplain wherever a floodway has not been defined for a regulatory watercourse. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.370 Geologic floodplain. "Geologic floodplain" means those lands adjacent to a watercourse that have been subject to fluvial processes during the Holocene epoch (i.e., approximately the past 10,000 years). The geologic floodplain may be different from the regulatory floodplain. (Ord. 2010 FC-1; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.380 Habitat mitigation. "Habitat mitigation" for purposes of Chapter 16.30 of the Pima County Code means providing a new riparian habitat of similar quality to that which was removed as a result of physical improvements or development to a piece of property located within floodplain, an erosion hazard area, or riparian habitat regulated by this ordinance. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.390 Hardship. Hardship means, for the purposes of approving variances of regulation under the NFIP, the exceptional hardship which would result from a failure to grant the requested variance. The governing body requires that the variance be exceptional, unusual and peculiar to the property involved. Mere economic or financial hardship alone is not exceptional. Inconvenience, aesthetic considerations, physical disabilities, personal preferences or the disapproval of one's neighbors likewise cannot, as a rule, qualify as an exceptional hardship. All of these problems can be resolved through other means without granting a variance, even if the alternative is more expensive, or requires the property owner to build elsewhere or put the parcel to a different use than originally intended. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.400 Highest adjacent grade. "Highest adjacent grade" means the highest natural elevation of the ground surface prior to construction next to the proposed walls of a structure. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.410 Historic structure. "Historic structure" means a building: A. Listed individually in the National Register of Historic Places (a listing maintained by the Department of Interior) or preliminarily determined by the Secretary of the Interior (Secretary) as meeting the requirements for individual listing on the National Register; 17 B. Certified or preliminarily determined by the Secretary as contributing to the historical significance of a registered historic district or a district preliminarily determined by the Secretary to qualify as a registered historic district; C. Individually listed on a state inventory of historic places in states with historic preservation programs which have been approved by the Secretary; or D. Individually listed on a local inventory of historic places in communities with historic preservation programs that have been certified either by an approved state program as determined by the Secretary; or directly by the Secretary in states without approved programs. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.420 Hydroriparian. "Hydroriparian" for purposes of this title, means riparian habitat designated as hydroriparian on maps adopted by the Board. These riparian habitats are generally associated with perennial watercourses and/or springs. Plant communities are dominated by obligate or preferential wetland plant species such as willow and cottonwood. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.430 Important Riparian Area. "Important Riparian Area," for purposes of this title, means riparian areas designated as Important Riparian Areas on maps adopted by the Board for their hydrologic, geomorphic, and biological values. These areas provide a critical function for landscape linkage and connectivity with other habitats and provide biological corridors. Important Riparian Areas include hydroriparian, mesoriparian, and xeroriparian class A, B, C, and D habitat areas. (Ord. 2005 FC2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1994 FC-2 (part), 1994: Ord. 1988 FC2 Art. 10 (B), 1988) 16.08.440 Levee. "Levee" means a manmade structure, usually an earthen embankment, designed and constructed in accordance with sound engineering practices for the purpose of controlling, or diverting the flow of water so as to provide protection from temporary flooding. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.450 Lowest floor. "Lowest floor" means the floor of the lowest enclosed area of any structure. This includes any part of the structure having a basement, a floor sub-grade below ground level and crawl spaces under manufactured housing, which are considered to be the lowest finished floor if they are not vented and constructed of flood resistant materials to the regulatory flood elevation. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.460 Manufactured home. 18 "Manufactured home" means a structure transportable in one or more sections, which is built on a permanent chassis and designed to be used with or without a permanent foundation when connected to the required utilities. Manufactured home construction, installment standards, and placement within floodplains are regulated under A.R.S. in Title 41, Chapter 21, Article 2, Office of Manufactured Housing. For floodplain management purposes, the term manufactured home also includes mobile homes, park trailers, travel trailers, recreational vehicles, and other similar vehicles placed on a site for more than 180 consecutive days. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.470 Manufactured home park or subdivision. "Manufactured home park or subdivision" means a parcel or contiguous parcels of land divided into four or more manufactured home lots for sale or rent. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988FC-2 Art. 4 (part), 1988) 16.08.480 Market value. "Market value" means the determination of the estimated cost to replace the structure in new condition and adjusting that cost figure by the amount of depreciation that has accrued since the structure was constructed. The cost of replacement of the structure shall be based on a square foot cost factor determined by reference to a building cost estimating guide recognized by the building construction industry. The amount of depreciation shall be determined by taking into account the age and physical deterioration of the structure and functional obsolescence as approved by the floodplain administrator, but shall not include economic or other forms of external obsolescence. Use of replacement costs or accrued depreciation factors different from those contained in recognized building cost estimating guides may be considered only if such factors are included in a report prepared by an independent professional appraiser and supported by a written explanation of the differences. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.490 Mean sea level. "Mean sea level," for purposes of the NFIP, means the National Geodetic Vertical Datum (NGVD) of 1929 or other datum to which base flood elevations are referenced, as shown on a community's FIRM. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.500 Mesoriparian. "Mesoriparian" for purposes of this title, means riparian habitat designated as mesoriparian on maps adopted by the Board. These riparian habitats generally are associated with perennial or intermittent watercourses or shallow groundwater. Plant communities may be dominated by species that are also found in drier habitats (e.g., mesquite), but contain some preferential riparian plant species such as ash or netleaf hackberry. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.510 Mining reclamation plan. 19 "Mining reclamation plan" means a plan for sand and gravel operations that defines hydrologic and hydraulic constraints; outlines methods of extraction, operation and site development; and provides procedures for final site reclamation pursuant to the Arizona Aggregate Mined Land Reclamation Act in Title 27 of the Arizona Revised Statutes (A.R.S. §27-1201, et seq.). (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.520 New construction. "New construction" means structures and any subsequent improvements to such structures for which the "start of construction" commenced on or after the effective date of adoption of: A. An initial FIRM or after December 31, 1974, whichever is later, within federally regulated flood hazard zones. B. This title for floodplain management regulations including regulation of erosion and riparian habitat as provided herein. (Ord. 2010 FC-1) 16.08.530 Nonconforming use. “Nonconforming use” means an existing legal use that does not comply with this Title and was either: A. Constructed prior to December 16, 1974, which predates the requirement for written authorization for development within a floodplain, or B. Constructed on or after December 16, 1974, in compliance with the terms and conditions of the written authorization in effect at the time of construction. (Ord. 2010 FC-1) 16.08.540 Obstruction. "Obstruction" means any physical alteration within, to, along, across or projecting into any watercourse that may impede, retard, or change the direction of the flow of water, either in itself or by catching or collecting debris carried by such water, or that is placed where a flow of water might carry the same downstream. Examples include, but are not limited to, the following: Any dam, wall, embankment, levee, dike, pile, abutment, projection, excavation, channel rectification, bridge, conduit, culvert, building, wire, fence, rock, gravel, refuse, fill, structure or vegetation. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.550 Person. "Person" means any individual, the individual's agent, a firm, partnership, association, or corporation or an agent of the aforementioned groups, this state or its political subdivision thereof. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.560 Pima County. "Pima County" means the political subdivision established by Title 11, Chapter 1 of the A.R.S. and from this point forward is referred to as the County. (Ord. 2005 FC-2 § 2 (part), 2005) 20 16.08.570 Reach. "Reach" is a hydraulic engineering term used to describe longitudinal segments of a stream or watercourse. In an urban area, an example of a reach would be the segment of a watercourse located between two consecutive bridge crossings. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.580 Reasonable repair. "Reasonable repair" means those activities necessary in order to facilitate continuation or improvement of an existing legal use. Reasonable repair is considered to occur when the first alteration commences for any wall, ceiling, floor or other structural part of the building whether or not that alteration affects the exterior dimensions of the structure. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.590 Regulatory flood elevation. "Regulatory flood elevation" means the elevation that is 1 foot above the calculated watersurface elevation of the base flood. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.600 Regulatory floodplain or floodprone area. "Regulatory floodplain or floodprone area" means that portion of the geologic floodplain associated with a watercourse, including its channel, or any other floodplain or floodprone area that would be inundated by the base flood, including all base floods where the base flood peak discharge is 100 cfs or greater, those areas that are subject to sheet flooding except when the maximum potential contributing watershed area is less than 20 acres, those areas identified on subdivision plats or development plans, those areas designated by FEMA, including areas designated as Shaded Zone X as well as those areas that the Chief Engineer, using the best available data, has determined is subject to a flood hazard during the base flood. (Ord. 2010 FC1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.610 Retention system. "Retention system" means a type of flood control system that stops the downstream progress of flood waters by employing methods of total containment. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC2 Art. 4 (part), 1988) 16.08.620 Riparian habitat. "Riparian habitat," for purposes of this title, means riparian habitat designated as riparian on maps adopted by the Board. These habitats are generally characterized by vegetation that is different in plant species composition or an increase in the size and/or density of vegetation as compared to upland areas occurring in association with any regulatory floodplain and stream 21 channel where waters flow at least periodically in a channel or as dispersed flow, or other features associated with a floodplain such as a spring, cienega, lake, watercourse, river, stream, creek, wash, arroyo, or other surface body of water. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.630 Setback. "Setback" means the minimum horizontal distance between a structure and a watercourse. On each side of a watercourse, the setback is measured from the top edge of the channel bank, the top edge of the closest channel or braid when multiple channels or braids exist, or the edge of the regulatory floodway, whichever is most representative of the erosion hazard. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.640 Sheet flooding area. "Sheet flooding area" means the area which may be subject to flooding with depths of one foot or less during the base flood even though a clearly defined channel does not exist and the path of the flooding is often unpredictable and indeterminate. Sheet flooding areas include: A. FEMA designated Shaded Zone X when the designation refers to areas subject to a depth of flow of 1 foot or less during the base flood; and B. Areas that the Chief Engineer, using the best available data, has determined are subject to sheet flooding during the base flood. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.650 Special Flood Hazard Area. "Special Flood Hazard Area" means an area designated by FEMA as having a special flood hazard, and that is land subject to a 1 percent or greater chance of flooding in any given year, and from this point forward abbreviated as SFHA. An SFHA may be designated as a Zone A, AO, AH, AE, A 1-30, A99. A. Zone A, no base flood elevation has been determined; B. Zone AE, the base flood elevation has been determined; C. Zone AH, flood depths of 1 to 3 feet in areas that are usually areas of ponding with the base flood elevations determined; D. Zone AO, flood depths of 1 to 3 feet in areas usually subject to sheet flow with the average depths determined. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.660 Start of construction. "Start of construction" means the date the building permit was issued, for purposes of determining exemptions to Title 16 under Section 16.12.010, provided the actual commencement of physical construction activities occurs within 180 calendar days of the permit date. This applies to building permits for a new building or the substantial improvement of an existing building, including the actual commencement of construction, repair, reconstruction, rehabilitation, addition, placement or other improvement. The actual start means the first placement of permanent construction of a structure on a site, such as the pouring of slab or 22 footings, the installation of piles, the construction of columns or any work beyond the stage of excavation including those improvements intended for the placement of a manufactured home. For a substantial improvement, the actual start of construction means the first alteration of any wall, ceiling, floor or other structural part of a building, whether or not that alteration affects the external dimensions of the building. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.670 Structure. "Structure" means any walled and roofed building that is principally above ground; this includes a gas or liquid storage tank or a manufactured home. Habitable structures are those structures intended for human occupation, whether utilized on a full or part-time basis, as defined under County Code, Title 15, Building Codes. For purposes of this title, a private drainage improvement is considered a structure. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.680 Substantial damage. "Substantial damage" means damage of any origin sustained by a structure whereby the cost of restoring the structure to its before damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred. This term also applies to structures which have incurred repetitive loss or damage where the cumulative total of the loss or damage equals or exceeds 50 percent of the structure’s market value regardless of the actual repair work performed. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.690 Substantial improvement. "Substantial improvement" means any reconstruction, rehabilitation, addition or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement as determined by: A. The latest assessment rolls of the County Assessor before the improvement or repair is started, or B. The market value as determined by estimating the cost to replace the structure in new condition and adjusting that cost figure by the amount of depreciation that has accrued since the structure was constructed. The cost of replacement of the structure shall be based on a square foot cost factor determined by reference to a building cost estimating guide recognized by the building construction industry. The amount of depreciation shall be determined by taking into account the age and physical deterioration of the structure and functional obsolescence as approved by the floodplain administrator, but shall not include economic or other forms of external obsolescence. Use of replacement costs or accrued depreciation factors different from those contained in recognized building cost estimating guides may be considered only if such factors are included in a report prepared by an independent professional appraiser and supported by a written explanation of the differences. C. This term includes structures which have incurred Substantial damage regardless of the actual repair work performed. D. The term does not, however, include either: 23 1. Any project for improvement of a structure to correct existing violations of state or local health, sanitary or safety code specifications which have been identified by the local code enforcement official and which are the minimum necessary to assure safe living conditions; or, 2. Any alteration of a "historic structure," provided that the alteration would not preclude the structure's continued designation as a "historic structure." (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.08.700 Technical Review Committee. "Technical Review Committee" means the Flood Control District Advisory Committee that, when requested by the Board, provides review of technical matters concerning interpretation and enforcement of this title. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.710 Variance. "Variance" means to have the Board grant relief from the requirements of this title that would allow construction in a manner that would otherwise be prohibited by this title including: A. Variances of adopted Special Flood Hazard Areas as designated by FEMA. Such variances shall conform to the variance requirements of the National Flood Insurance Program as provided for within 44 CFR 66 and A.R.S. 48-3609 and as provided for in Chapter 16.56 of this Title. B. Variances to adopted District regulations as provided by this title. Such variances shall conform to the variance requirements provided in Chapter 16.56 of this title. (Ord. 2010 FC1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.720 Violation. "Violation" means the failure of a structure or other development to be fully compliant with the District's floodplain management regulations. A structure or other development without the elevation certificate, other certifications or other evidence of compliance required in this ordinance is presumed to be in violation until such time as that documentation is provided. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.730 Waiver by the Chief Engineer. "Waiver by the Chief Engineer" means to modify or substitute one technical requirements or standard for another where provisions in this title allow the Chief Engineer to exercise technical judgment in establishing permit requirements, for example, waiving erosion setback requirements based on geotechnical evidence. (Ord. 2005-FC2 § 2 (part), 2005) 16.08.740 Watercourse. "Watercourse" means any lake, river, stream, creek, wash, arroyo, or other body of water or channel having banks and a bed through which waters flow at least periodically. The watercourse 24 includes the streambed, channel banks, floodway and floodway fringe areas, and areas subject to sheet flooding. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005); Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 4 (part), 1988) 16.08.750 Watercourse master plan. "Watercourse master plan" means a master plan adopted by the District Board that provides uniform but separate rules for watercourses where a higher level of protection is warranted for public safety or to preserve the integrity of the watercourse as provided for in A. R. S. Section 48-3609-01. (Ord. 2005 FC-2 § 2 (part), 2005) 16.08.760 Watershed. "Watershed" means the contributing drainage area located upstream of a specific point along a watercourse. (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art.4 (part), 1988) 16.08.770 Written Finding by the Chief Engineer. “Written Finding by the Chief Engineer” means a written determination issued by the Chief Engineer after consideration of technical facts and the provisions of this Title concerning the conditions or denial of a floodplain use permit or a boundary determination of a regulatory floodplain, floodway, erosion hazard area or riparian habitat. (Ord. 2010 FC-1) 16.08.780 Xeroriparian. "Xeroriparian" for purposes of this title, means riparian habitat designated as xeroriparian on maps adopted by the Board. These riparian habitats are generally associated with an ephemeral water supply. These communities typically contain plant species also found in upland habitats; however, these plants are typically larger and/or occur at higher densities than adjacent uplands. (Ord. 2005 FC-2 § 2 (part), 2005) 25 Chapter 16.26 FLOODWAY FRINGE AREA REQUIREMENTS Sections: 16.26.010 Uses allowed. 16.26.020 Conditions applicable to all uses. 16.26.030 Elevations and flood proofing. 16.26.040 Fill and fill materials. 16.26.050 Structures-Construction restrictions. 16.26.055 Critical facilities. 16.26.060 Storage of materials and equipment. 16.26.070 Utilities and sanitary facilities. 16.26.080 Public right-of-way. 16.26.090 Floodway fringe appeals and variances. 16.26.010 Uses allowed. Any use, to the extent not prohibited by this title or any other title or law, is allowed within the floodway fringe area, (Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 9 (A), 1988) 16.26.020 Conditions applicable to all uses. A. The following general conditions, as set out in Sections 16.26.030 through 16.26.070, shall apply to all uses within the floodway fringe area and, for purposes of this chapter, other regulatory floodplain areas where a floodway has not been defined or delineated including but not limited to A, AO, AE, AH, A1-30 and Shaded X Zones as provided on adopted FIRMs, or those regulatory floodplain areas defined by this title. B. No development, storage of materials or equipment, or other uses shall be permitted which, acting alone or in combination with existing or future uses, create a danger or hazard to life or property. C. No encroachment may increase the base flood level more than one tenth (0.1) of a foot or increase flood velocities more than 10% or 1 fps, whichever is less, at any property line, except when it can be demonstrated that the post-development velocity is not an erosive velocity. The velocity subject to this standard may be the overbank velocity, the channel velocity, or both, as appropriate based on the type of development and its location within the floodplain. D. Consideration of the effects of a proposed use or development shall be based on the assumption that there will be an equal degree of encroachment extending for a significant reach on both sides of the watercourse. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 9 (B) (part), 1988) 16.26.030 Elevation and flood proofing. 43 A. New construction and substantial improvement of any habitable structure, either residential or nonresidential, shall have the lowest floor, including the basement, or in the case of manufactured housing the lowest structural member, elevated at or above the regulatory flood elevation, which is one foot above the base flood elevation. Certification of elevation shall be required pursuant to Section 16.20.070. B. New construction and substantial improvement of any habitable structure, either residential or nonresidential, in a numbered AO Zone (AO1, AO2, AO3, etc.) shall have the lowest floor, including basement, or in the case of manufactured housing the lowest structural member, elevated above highest adjacent natural grade at least one foot higher than the depth designated by the numbered zone on the FIRM, or at least two feet above highest adjacent natural grade if no depth number is specified. Certification of elevation shall be required pursuant to 16.20.070. C. In sheet flooding or ponding areas, such as Zones AO and AH, require drainage paths around structures on slopes to guide water away from structures. D. Non-residential, non-habitable structures shall either be elevated in conformance with subsections A. and B., or together with attendant utility and sanitary facilities: 1. Be flood proofed so that below the regulatory flood elevation the structure is watertight with walls substantially impermeable to the passage of water; 2. Have structural components capable of resisting hydrostatic and hydrodynamic loads and effects of buoyancy; and 3. Be certified by an Arizona registered engineer or architect that the standards of this subsection are satisfied. Such certifications shall be provided to the Floodplain Administrator on a form approved by the District. E. All new construction and substantial improvements with fully enclosed areas below the regulatory flood elevation that are useable solely for parking of vehicles, building access or limited storage in an area other than a basement and which are subject to flooding shall be constructed of flood resistant materials to the regulatory flood elevation, have all service facilities elevated at or above the regulatory flood elevation, and be designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of flood waters. Designs for meeting this requirement must either be certified by an Arizona registered civil engineer or architect or meet or exceed the following minimum criteria: 1. A minimum of two openings on different sides of each enclosed area that have a total net area of not less than one square inch for every square foot of enclosed area subject to flooding shall be provided; 2. The bottom of all openings shall be no higher than one foot above grade; and 3. Openings may be equipped with screens, louvers, valves or other coverings or devices provided that they permit the automatic entry and exit of flood waters. F. Manufactured homes shall meet the above standards and also the standards in 16.34. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.26.040 Fill and fill materials. A. Any fill proposed to be deposited in the floodway fringe area must be shown to have some beneficial purpose, and the amount thereof shall not be greater than is needed to achieve that purpose, as demonstrated by a plan submitted by the owner showing the uses to which the filled land will be put and the final dimensions of the proposed fill or other materials. 44 B. Such fill or other materials shall be protected against erosion by a method approved by the District including riprap, vegetative cover, bulk-heading, or other approved methods, unless a study, prepared by an Arizona registered civil engineer, demonstrates that erosion protection is not required. C. If the permittee proposes to remove a structure or a portion of the property from a FEMA floodplain through the LOMR-F process, the permittee shall provide evidence the fill was adequately compacted by submitting the results of compaction testing certified by an Arizona registered engineer. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 9 (B) (1), 1988) 16.26.050 Structures - Construction restrictions. A. Structures, residential and nonresidential, shall be constructed so as to offer the minimum obstruction to the flow of flood waters. Wherever possible, structures shall be constructed with the same alignment as the direction of flood flow; and so far as practicable, shall be placed approximately on the same alignment as those of adjoining structures. B. All structures, residential and nonresidential, shall be firmly anchored to prevent flotation, collapse or lateral movement which might otherwise result in damage to other structures or restriction of bridge openings and other narrow sections of the watercourse. Anchoring for manufactured housing will be in conformance with state standards as established by the Office of Manufactured Housing under A. R. S. Title 41, Chapter 16, Article 2. C. Service facilities such as electrical and heating equipment shall be constructed at or above the regulatory flood elevation for the particular area, or, in the case of nonresidential structures, be adequately flood proofed. D. Any structure designed or utilized for human habitation, whether residential or nonresidential, that is used on a full-time or part-time basis shall have the lowest floor elevated at or above the regulatory flood elevation. Certification of elevation is required pursuant to Section 16.20.070. E. Non-habitable, enclosed areas within the regulatory floodplain and below the regulatory flood elevation shall be designed in accordance with 16.26.030.E. F. If fill is used to elevate any structure, the minimum elevation of the fill shall be at or above the base flood elevation, shall extend at such elevation for a distance of at least 10 feet beyond the outside limit of the structure, and shall be adequately protected from erosion pursuant to Section 16.26.040.B unless a study or analysis prepared by an Arizona registered civil engineer demonstrates that a lesser distance or the absence of erosion protection is acceptable. G. Structures, residential or nonresidential, designed or utilized for human habitation, whether on a full-time or part-time basis, and which will be completely surrounded by floodwaters during the base flood shall only be permitted when: 1. The product of the flow depth (d), in feet, times the square of the flow velocity (v), in feet per second, of the flood waters of the base flood does not exceed the numerical value of 18 for a period in excess of 30 minutes at any point adjacent to the structure and associated improvements, including fill, and 2. The flood waters of the base flood do not exceed 3 feet in depth at any point adjacent to the structure and associated improvements, including fill. 45 3. For purposes of this section, depth and velocity shall be post development values and shall be calculated as follows: a. When flow distribution information is available, it shall be used to provide the most representative values for flood depth and velocity. b. When approximate information is available, average depths and velocities may be used. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; 1998 FC-1 Section 2, 1998; Ord.1988 FC-2 Art. 9 (B) (2), 1988) 16.26.055 Critical facilities. A. Critical facility means any of the following: 1. A structure or facility that produces, uses or stores highly volatile, flammable, explosive, toxic, and/or water reactive materials; 2. Hospitals, emergency medical facilities, nursing homes and/or housing facilities likely to have occupants who may not be sufficiently mobile to avoid injury or death during a flood; 3. Essential emergency response facilities, such as police stations, fire stations, emergency shelters and/or operation centers that are needed for public safety and/or flood response activities before, during and after a flood; and 4. Public and private utility facilities, such as, but not limited to power, water and wastewater treatment, and/or communications, that are vital to maintaining or restoring normal services to flooded areas before, during and after a flood. B. Applicability. The critical facility requirements shall only apply along watercourses which have FEMA designated floodplains. Where the 0.2 percent chance floodplain has not been established, the Chief Engineer may require that this floodplain be delineated by the applicant. C. Critical facilities shall be located outside of the 0.2 percent annual chance (500-year) floodplain, if possible. If a critical facility must be located in a 0.2 percent annual chance (500-year) floodplain, it must be demonstrated that there is either a critical need to locate it within the floodplain, or that there is not a suitable alternative site, as justified by an Arizona registered civil engineer. Any critical facility located within a 0.2 percent annual chance (500-year) floodplain shall be protected from that event. Protection includes, but is not limited to, elevating the lowest floor and all utilities and mechanical services to a minimum of one foot above the base flood or to the 0.2 percent annual chance (500-year) floodplain water surface elevation, whichever is greater, providing elevated access ramps, if appropriate, adequately protecting the facility from both lateral and vertical erosion associated with the 0.2 percent annual chance (500-year) floodplain, providing all weather access during the base flood and developing an emergency response plan. D. Existing critical facilities within the 0.2 percent annual chance (500-year) floodplain that propose substantial improvements and/or repairs shall be protected from the 0.2 percent annual chance (500-year) flood event. Protection includes, but is not limited to, elevating or flood proofing the lowest floor and all utilities and mechanical services to a minimum of one foot above the base flood or to the 0.2 percent annual chance (500-year) floodplain water surface elevation, whichever is greater, providing elevated access ramps, if appropriate, adequately protecting the facility from both lateral and vertical erosion associated with the 46 0.2 percent annual chance (500-year) floodplain, providing all weather access to the base flood and developing an emergency response plan. 16.26.060 Storage of materials and equipment. A. The storage and/or processing of materials that are buoyant, flammable, explosive, hazardous, or that could be injurious to human, animal, or plant life in times of flooding is prohibited. B. Storage of other material or equipment may be allowed if it is not subject to major damage by floods and is firmly anchored to prevent flotation or is readily removable from the area within the limited time available after flood warning. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999-FC-1 §§ 1 (part) 1999; Ord. 1988-FC2 Art. 9 (B) (3), 1988) 16.26.070 Utilities and sanitary facilities. A. Water supply, water treatment, and sewage collection and disposal systems built in a regulatory floodplain or erosion hazard area shall be designed to prevent or minimize infiltration of flood waters into these systems and to prevent the discharge of materials from these systems into flood waters. B. On-site sanitary waste disposal systems shall be located or designed to avoid impairment to them or contamination from them during flooding. C. Other utilities, such as gas pipelines, fuel pipelines, and non-potable waterlines shall be designed and constructed to ensure they are not impaired during the base flood, including the potential for long term scour. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 9 (B) (4), 1988) 16.26.080 Public right-of-way. Any proposed development, disturbance, or grading within public right-of-way that is located in a floodway fringe shall require a floodplain use permit pursuant to this title. All provisions of this title shall apply to such activities. No uses shall be permitted which the Chief Engineer determines would adversely affect the function of the public right-of-way, floodplain, or riparian habitat. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 16.26.090 Floodway fringe appeals and variances. A. Appeals. Any applicant requesting an appeal of a written finding of the Chief Engineer regarding the conditions of or denial of a permit or to delineate a floodplain may appeal to the Board as provided for in Chapter 16.56 of this title. B. Variance. Any property owner requesting a variance shall request a variance of the Board through the Chief Engineer as provided for in Chapter 16.56 of this title. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 47 Chapter 16.28 EROSION HAZARD AREAS AND BUILDING SETBACKS Sections: 16.28.010 Building setback requirements. 16.28.020 Setbacks near major watercourses. 16.28.030 Setbacks from minor washes. 16.28.040 Appeals and variances. 16.28.010 Building setback requirements. In erosion hazard areas where watercourses are subject to flow-related erosion hazards, building setbacks are required from the primary channel or channels as set forth in Sections 16.28.020 and 16.28.030. (Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 12 (part), 1988) 16.28.020 Setbacks near major watercourses. For major watercourses with base flood peak discharges of 2,000 cfs or greater, the following building setbacks shall be required where approved bank protection is not provided: A. Along the following major natural watercourses, where no unusual conditions exist, a minimum (default) building setback shall be provided at the time of the development, unless an alternative setback is determined by an engineering analysis, prepared by an Arizona registered civil engineer, based on ADWR standards or other applicable engineering methods, which establishes acceptable safe limits for the development and is approved by the Chief Engineer. B. Along natural channels where no unusual conditions exist (such as a pronounced channel curvature), the default building setback for erosion hazard protection shall be: 1. A distance of 500 feet along the Santa Cruz River, Rillito Creek, Pantano Wash, Tanque Verde Creek, San Pedro River, and the Canada del Oro Wash; 2. A distance of 250 feet along major watercourses with base flood peak discharges greater than 10,000 cfs; 3. A distance of 100 feet along all major watercourses with base flood peak discharges of 10,000 cfs or less, but more than 5,000 cfs; and 4. A distance of 75 feet along all other major watercourses with base flood peak discharges of 5,000 cfs or less, but more than or equal to 2,000 cfs. C. Along major natural watercourses where unusual conditions do exist that may increase or decrease the required erosion hazard setback, building setbacks shall be established on a case-by-case basis by the Chief Engineer using the standard adopted by the ADWR or other applicable engineering methods which establish safe limits for the development. Unusual conditions include but are not limited to historical meandering of the watercourse, large 48 excavation pits, poorly defined or poorly consolidated banks, natural channel armoring, proximity to stabilized structures such as bridges or rock outcrops, and changes in the direction, amount and velocity of the flow of waters within the watercourse. D. When determining building setback requirements, the Chief Engineer shall consider the danger to life and property due to existing flood heights or velocities and historical channel meandering. E. For constructed channels, structural bank protection to prevent erosion is required for major watercourses with base flood peak discharges of more than 2,000 cfs unless a written waiver of the requirement is granted by the Chief Engineer. A waiver of the requirement for structural bank protection may be granted based on an acceptable engineering study, which has been prepared and sealed by an Arizona registered civil engineer, demonstrating an appropriate building setback for an earthen channel, based on soil and natural flow conditions. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999 FC-1 § 1 (part), 1999; Ord. 1988 FC-2 Art. 12 (A), 1988). 16.28.030 Setbacks from minor washes. A. For minor natural washes with a base flood peak discharge of less than 2,000 cfs, the following building setbacks shall be required: 1. A distance of 50 feet for watercourses with base flood peak discharges of less than 2,000 cfs, but more than 500 cfs; 2. A distance of 25 feet for watercourses with base flood peak discharges of 500 cfs to 100 cfs; 3. Alternative safe limits for erosion setbacks approved in writing by the Chief Engineer based on an acceptable engineering study prepared and sealed by an Arizona registered civil engineer. However, at no time shall a setback of less than 25 feet from the top of channel bank be permitted in order to provide for reasonable access and stability of nearby structure foundations, except as allowed pursuant to subpart B of this provision. B. Along minor natural washes where unusual conditions exist, building setbacks shall be established on a case-by-case basis by the Chief Engineer, using ADWR standards or other applicable engineering methods or an acceptable engineering study is prepared and sealed by an Arizona registered civil engineer and approved by the Chief Engineer. When determining building setback requirements, the Chief Engineer shall consider danger to life and property due to existing flood heights or velocities and historical channel meandering. Unusual conditions include but are not limited to historical meandering of the watercourse, large excavation pits, poorly defined or poorly consolidated banks, natural channel armoring, proximity to stabilized structures such as bridges or rock outcrops, and changes in the direction, amount, and velocity of flow of the waters in the watercourse. C. For constructed channels, channel banks are required to be stabilized to prevent erosion along minor watercourses with base flood peak discharges of less than 2,000 cfs, but greater than 500 cfs. Stabilization is required unless a waiver to the requirement is granted by the Chief Engineer based on an engineering study prepared and sealed by an Arizona registered civil engineer which demonstrates an appropriate building setback for an earthen channel, based on soil and natural flow conditions. For constructed channels with a base flood peak discharge of less than 500 cfs, channel stabilization may be required based on engineering 49 analysis and assessment of soil conditions and flow velocities. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005; Ord. 1999-FC-1 §§ 1 (part) 1999; Ord. 1988-FC2 Art. 12 (B), 1988) 16.28.040 Appeals and variances. A. Appeals. Any applicant disputing a written finding of the Chief Engineer denying a permit or delineating an erosion hazard setback may appeal to the Board as provided in Chapter 16.56 of this title. B. Variances. Any property owner requesting a variance from the requirements of this Title shall submit a request for a variance to the Board through the Chief Engineer as provided in Chapter 16.56 of this title. (Ord. 2010 FC-1; Ord. 2005 FC-2 § 2 (part), 2005) 50 HEC-RAS Version 4.0.0 March 2008 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X X X X X XXXXXXX X X X X X X XXXXXX X X XXXX X X XXXXXX XXXX X X X X X X X XXXX XXX XXXX X X X X XXXX X X X X X X XX X X X X XXXXXX X X X X X X XXXX X X XXXX X X XXXXX ******************************************************************************** PROJECT DATA Project Title: Finger Rock Wash LOMR - NAVD88 Project File : FRW88.prj Run Date and Time: 10/14/2010 3:30:42 PM Project in English units Project Description: Finger Rock Wash Floodplain Re-mapping & LOMR ******************************************************************************** PLAN DATA Plan Title: FRW NAVD88 Model Plan File : Z:\PROJECTS\27000\27028-PCRFCD-Finger Rock Wash\HecRas\FRW88.P01 Geometry Title: Geometry per NAVD88 topography Geometry File : Z:\PROJECTS\27000\27028-PCRFCD-Finger Rock Wash\HecRas\FRW88.G01 Flow Title Flow File : 100-yr Q per 3-hour HEC-1 storm : Z:\PROJECTS\27000\27028-PCRFCD-Finger Rock Wash\HecRas\FRW88.F01 Plan Summary Information: Number of: Cross Sections = Culverts = Bridges = 141 5 0 Multiple Openings = Inline Structures = Lateral Structures = Computational Information Water surface calculation tolerance Critical depth calculation tolerance Maximum number of iterations Maximum difference tolerance Flow tolerance factor = = = = = 0 0 16 0.01 0.01 20 0.3 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ******************************************************************************** FLOW DATA Flow Title: 100-yr Q per 3-hour HEC-1 storm Flow File : Z:\PROJECTS\27000\27028-PCRFCD-Finger Rock Wash\HecRas\FRW88.F01 Flow Data (cfs) ************************************************************* * River Reach RS * 100-yr * * Coronado Split FCor Split Reach 0.854 * 1922 * * Finger Rock WashMain Reach 1 4.800 * 2324 * * Finger Rock WashMain Reach 2 4.596 * 5284 * * Finger Rock WashMain Reach 3 4.477 * 3362 * * Finger Rock WashMain Reach 4 3.656 * 6162 * * Finger Rock WashMain Reach 4 3.403 * 6060 * * Finger Rock WashMain Reach 4 2.876 * 6368 * * Finger Rock WashMain Reach 4 2.125 * 6114 * * Finger Rock WashMain Reach 4 1.884 * 5756 * * Finger Rock WashMain Reach 4 0.898 * 5653 * 1 * Finger Rock WashMain Reach 4 0.421 * 5589 * * Pontatoc Cnyn Pontatoc Cnyn 0.154 * 2503 * ************************************************************* Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Finger Rock WashMain Reach 4 100-yr * Normal S = 0.015 * ******************************************************************************************************** ******************************************************************************** GEOMETRY DATA Geometry Title: Geometry per NAVD88 topography Geometry File : Z:\PROJECTS\27000\27028-PCRFCD-Finger Rock Wash\HecRas\FRW88.G01 Reach Connection Table ********************************************************************************* * River Reach * Upstream Boundary * Downstream Boundary * ********************************************************************************* * Coronado Split F Cor Split Reach * Cor Split * Cor Splt Rtn * * Finger Rock Wash Main Reach 1 * * FR-9 * * Finger Rock Wash Main Reach 2 * FR-9 * Cor Split * * Finger Rock Wash Main Reach 3 * Cor Split * Cor Splt Rtn * * Finger Rock Wash Main Reach 4 * Cor Splt Rtn * * * Pontatoc Cnyn Pontatoc Cnyn * * FR-9 * ********************************************************************************* JUNCTION INFORMATION Name: FR-9 Description: Pontatoc Cnyn Confluence Energy computation Method Length across Junction River Reach Pontatoc Cnyn Pontatoc Cnyn Finger Rock WashMain Reach 1 Tributary River Reach to Finger Rock WashMain Reach 2 to Finger Rock WashMain Reach 2 Length 168 252 Angle Length 78 75 Angle Length 480 480 Angle Name: Cor Split Description: Flow split in Lft overbank at Coronado Dr Energy computation Method Length across Junction River Reach Finger Rock WashMain Reach 2 Finger Rock WashMain Reach 2 Tributary River Reach to Finger Rock WashMain Reach 3 to Coronado Split FCor Split Reach Name: Cor Splt Rtn Description: Return of Coronado Split Flow Energy computation Method Length across Junction River Reach Finger Rock WashMain Reach 3 Coronado Split FCor Split Reach Tributary River Reach to Finger Rock WashMain Reach 4 to Finger Rock WashMain Reach 4 CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.854 INPUT Description: Main chnl x-sect 4.477, Sect downstream of Jct Cor Split Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2980 1008 2976 1036 2974 1049 2972 1057 2970.8 1070 2970.8 1091 2970.1 1093 2970 1104 2968 1108 2967.8 1115 2968 1124 2970 1153 2972 1176 2974 1221 2984 Manning's n Values num= 6 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1049 .03 1091 .061 1124 .083 1153 .03 1176 .083 Bank Sta: Left 1049 Right 1091 Lengths: Left Channel 34 34 Right 36 Coeff Contr. .1 2 Expan. .3 Ineffective Flow Sta L Sta R 1093 1221 num= 1 Elev Permanent 2980 T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2976.49 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.84 * Wt. n-Val. * 0.083 * 0.030 * 0.061 * * W.S. Elev (ft) * 2974.65 * Reach Len. (ft) * 34.00 * 34.00 * 36.00 * * Crit W.S. (ft) * 2974.65 * Flow Area (sq ft) * 24.39 * 164.21 * 9.20 * * E.G. Slope (ft/ft) *0.008195 * Area (sq ft) * 24.39 * 164.21 * 341.13 * * Q Total (cfs) * 1922.44 * Flow (cfs) * 42.00 * 1824.39 * 56.05 * * Top Width (ft) * 152.01 * Top Width (ft) * 22.09 * 42.00 * 87.92 * * Vel Total (ft/s) * 9.72 * Avg. Vel. (ft/s) * 1.72 * 11.11 * 6.09 * * Max Chl Dpth (ft) * 6.85 * Hydr. Depth (ft) * 1.10 * 3.91 * 4.60 * * Conv. Total (cfs) * 21236.9 * Conv. (cfs) * 464.0 * 20153.8 * 619.1 * * Length Wtd. (ft) * 34.03 * Wetted Per. (ft) * 22.26 * 42.10 * 2.00 * * Min Ch El (ft) * 2970.10 * Shear (lb/sq ft) * 0.56 * 2.00 * 2.35 * * Alpha * 1.25 * Stream Power (lb/ft s) * 0.97 * 22.17 * 14.32 * * Frctn Loss (ft) * 0.48 * Cum Volume (acre-ft) * 0.87 * 7.26 * 77.23 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.04 * 6.61 * 13.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.851 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 3 Sta Elev Sta Elev Sta Elev ************************************************ 0 2970.1 25 2972 34 2973.5 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2976.49 * Weir Sta US (ft) * 0.00 * * W.S. US. (ft) * 2974.65 * Weir Sta DS (ft) * 34.00 * * E.G. DS (ft) * 2974.08 * Min El Weir Flow (ft) * 2970.10 * * W.S. DS (ft) * 2972.70 * Wr Top Wdth (ft) * 34.00 * * Q US (cfs) * 1922.44 * Weir Max Depth (ft) * 6.39 * * Q Leaving Total (cfs) * 162.50 * Weir Avg Depth (ft) * 4.08 * * Q DS (cfs) * 1760.35 * Weir Flow Area (sq ft) * 138.87 * * Perc Q Leaving * 8.43 * Weir Coef * 2.000 * * Q Weir (cfs) * 162.50 * Weir Submerg * 0.89 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION 3 RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.847 INPUT Description: Main chnl x-sect 4.470 Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2980 1004 2978 1017 2976 1031 2974 1044 2972 1053 2970 1063 2968.7 1076 2968.8 1089 2969 1093 2970 1106 2972 1108 2973 1109 2973.5 1111 2973.5 1112 2973 1115 2972 1119 2970 1126 2968 1138 2967 1146 2966.2 1155 2967 1166 2968 1172 2970 1204 2972 1223 2974 1255 2982 1268 2984 Manning's n Values num= 6 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1053 .03 1093 .083 1111 .061 1204 .03 1223 .083 Bank Sta: Left Right Lengths: Left Channel 1031 1109 87 90 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1111 1268 2980 T Right 140 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2974.08 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.39 * Wt. n-Val. * * 0.055 * * * W.S. Elev (ft) * 2972.70 * Reach Len. (ft) * 87.00 * 90.00 * 140.00 * * Crit W.S. (ft) * 2972.70 * Flow Area (sq ft) * * 186.31 * * * E.G. Slope (ft/ft) *0.032563 * Area (sq ft) * * 186.31 * 335.35 * * Q Total (cfs) * 1760.35 * Flow (cfs) * * 1760.35 * * * Top Width (ft) * 165.63 * Top Width (ft) * * 67.92 * 97.71 * * Vel Total (ft/s) * 9.45 * Avg. Vel. (ft/s) * * 9.45 * * * Max Chl Dpth (ft) * 6.50 * Hydr. Depth (ft) * * 2.74 * * * Conv. Total (cfs) * 9755.2 * Conv. (cfs) * * 9755.2 * * * Length Wtd. (ft) * 89.99 * Wetted Per. (ft) * * 68.72 * * * Min Ch El (ft) * 2968.70 * Shear (lb/sq ft) * * 5.51 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 52.07 * * * Frctn Loss (ft) * 1.87 * Cum Volume (acre-ft) * 0.86 * 7.12 * 76.95 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.03 * 6.57 * 12.95 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.839 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2973.5 10 2974 15 2974 21 2972 41 2970 59 2968 86 2966 90 2964.4 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2974.08 * Weir Sta US (ft) * 0.00 * * W.S. US. (ft) * 2972.70 * Weir Sta DS (ft) * 90.00 * 4 * E.G. DS (ft) * 2967.69 * Min El Weir Flow (ft) * 2964.40 * * W.S. DS (ft) * 2966.41 * Wr Top Wdth (ft) * 76.07 * * Q US (cfs) * 1760.35 * Weir Max Depth (ft) * 3.29 * * Q Leaving Total (cfs) * 283.89 * Weir Avg Depth (ft) * 1.44 * * Q DS (cfs) * 1476.49 * Weir Flow Area (sq ft) * 109.87 * * Perc Q Leaving * 16.13 * Weir Coef * 2.000 * * Q Weir (cfs) * 283.89 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.830 INPUT Description: Main chnl x-sect 4.447 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2968 1016.982964.913 1022 2964 1026 2963.5 1057 2963.5 1061 2964 1079 2964.4 1096 2964 1150 2964 1173 2962 1176 2960 1179 2958 1185 2956 1190 2954.5 1198 2956 1211 2960 1230 2964 1247 2966 1288 2967 1306 2968 1317 2972 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1022 .03 1061 .083 1176 .061 1211 .083 Bank Sta: Left Right Lengths: Left Channel 1016.98 1079 90 90 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1079 1317 2970 T Right 103 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2967.69 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.28 * Wt. n-Val. * 0.083 * 0.036 * * * W.S. Elev (ft) * 2966.41 * Reach Len. (ft) * 90.00 * 90.00 * 103.00 * * Crit W.S. (ft) * 2966.41 * Flow Area (sq ft) * 6.18 * 161.22 * * * E.G. Slope (ft/ft) *0.013518 * Area (sq ft) * 6.18 * 161.22 * 707.11 * * Q Total (cfs) * 1476.49 * Flow (cfs) * 10.50 * 1465.98 * * * Top Width (ft) * 255.17 * Top Width (ft) * 8.25 * 62.02 * 184.91 * * Vel Total (ft/s) * 8.82 * Avg. Vel. (ft/s) * 1.70 * 9.09 * * * Max Chl Dpth (ft) * 11.91 * Hydr. Depth (ft) * 0.75 * 2.60 * * * Conv. Total (cfs) * 12699.1 * Conv. (cfs) * 90.3 * 12608.7 * * * Length Wtd. (ft) * 90.00 * Wetted Per. (ft) * 8.38 * 62.17 * * * Min Ch El (ft) * 2963.50 * Shear (lb/sq ft) * 0.62 * 2.19 * * * Alpha * 1.06 * Stream Power (lb/ft s) * 1.06 * 19.90 * * * Frctn Loss (ft) * 1.29 * Cum Volume (acre-ft) * 0.86 * 6.76 * 75.28 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.02 * 6.43 * 12.49 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.822 5 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 5 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2965 34 2964 45 2963 45.1 2972 90 2972 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2967.69 * Weir Sta US (ft) * 0.00 * * W.S. US. (ft) * 2966.41 * Weir Sta DS (ft) * 45.10 * * E.G. DS (ft) * 2962.49 * Min El Weir Flow (ft) * 2963.00 * * W.S. DS (ft) * 2961.67 * Wr Top Wdth (ft) * 45.02 * * Q US (cfs) * 1476.49 * Weir Max Depth (ft) * 2.69 * * Q Leaving Total (cfs) * 282.14 * Weir Avg Depth (ft) * 2.13 * * Q DS (cfs) * 1194.36 * Weir Flow Area (sq ft) * 95.99 * * Perc Q Leaving * 19.11 * Weir Coef * 2.000 * * Q Weir (cfs) * 282.14 * Weir Submerg * 0.05 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.813 INPUT Description: Main chnl x-sect 4.426 Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2966 1006 2964 1012 2962 1012.432961.928 1024 2960 1036 2959 1053 2959 1063 2960 1067 2961 1073 2961 1078 2961 1083 2960 1098 2960 1115 2961 1170 2961 1185 2960 1210 2958 1219 2956 1233 2954 1246 2952 1253 2952 1265 2954 1273 2956 1281 2958 1286 2958 1295 2957 1306 2957 1312 2958 1320 2960 1333 2962 1420 2964 1453 2966 1478 2968 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1024 .03 1063 .083 1219 .061 1273 .083 Bank Sta: Left Right Lengths: Left Channel 1012.43 1115 102 100 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1115 1478 2964 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1119 1178 2970 Right 100 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2962.49 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.82 * Wt. n-Val. * * 0.038 * * * W.S. Elev (ft) * 2961.67 * Reach Len. (ft) * 102.00 * 100.00 * 100.00 * * Crit W.S. (ft) * 2961.67 * Flow Area (sq ft) * * 164.06 * * * E.G. Slope (ft/ft) *0.015444 * Area (sq ft) * * 164.06 * 752.32 * * Q Total (cfs) * 1194.36 * Flow (cfs) * * 1194.36 * * 6 * Top Width (ft) * 257.84 * Top Width (ft) * * 101.01 * 156.84 * * Vel Total (ft/s) * 7.28 * Avg. Vel. (ft/s) * * 7.28 * * * Max Chl Dpth (ft) * 9.67 * Hydr. Depth (ft) * * 1.62 * * * Conv. Total (cfs) * 9610.8 * Conv. (cfs) * * 9610.8 * * * Length Wtd. (ft) * 100.00 * Wetted Per. (ft) * * 101.49 * * * Min Ch El (ft) * 2959.00 * Shear (lb/sq ft) * * 1.56 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 11.35 * * * Frctn Loss (ft) * 2.29 * Cum Volume (acre-ft) * 0.85 * 6.43 * 73.55 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 0.02 * 6.26 * 12.09 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.804 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2972 10 2972 10.1 2959.6 46 2958 75 2956 100 2955 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2962.49 * Weir Sta US (ft) * 10.00 * * W.S. US. (ft) * 2961.67 * Weir Sta DS (ft) * 100.00 * * E.G. DS (ft) * 2956.57 * Min El Weir Flow (ft) * 2955.00 * * W.S. DS (ft) * 2956.03 * Wr Top Wdth (ft) * 89.92 * * Q US (cfs) * 1194.36 * Weir Max Depth (ft) * 2.29 * * Q Leaving Total (cfs) * 482.56 * Weir Avg Depth (ft) * 1.93 * * Q DS (cfs) * 711.84 * Weir Flow Area (sq ft) * 173.34 * * Perc Q Leaving * 40.40 * Weir Coef * 2.000 * * Q Weir (cfs) * 482.56 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.794 INPUT Description: Main chnl x-sect 4.409 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2959 1004 2958 1012 2956 1016.412955.779 1032 2955 1038 2954.8 1044 2955 1058 2955 1063 2954 1065 2954 7 1077 1229 1327 2955 2950 2951 1080 1251 1355 2955 2948 2952 1128 1264 1399 2955 2947.5 2954 1139 1283 1435 2954 2950 2958 1204 1290 1473 2952 2951.5 2959 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1012 .03 1044 .083 1229 .061 1283 .083 Bank Sta: Left Right Lengths: Left Channel 1016.41 1128 105 105 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1128 1473 2958 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1134 1204 2964 Right 100 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2956.57 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.53 * Wt. n-Val. * 0.030 * 0.064 * * * W.S. Elev (ft) * 2956.03 * Reach Len. (ft) * 105.00 * 105.00 * 100.00 * * Crit W.S. (ft) * 2956.03 * Flow Area (sq ft) * 0.64 * 121.03 * * * E.G. Slope (ft/ft) *0.056782 * Area (sq ft) * 0.64 * 121.03 * 1027.63 * * Q Total (cfs) * 711.84 * Flow (cfs) * 2.07 * 709.76 * * * Top Width (ft) * 335.44 * Top Width (ft) * 4.55 * 111.59 * 219.31 * * Vel Total (ft/s) * 5.85 * Avg. Vel. (ft/s) * 3.24 * 5.86 * * * Max Chl Dpth (ft) * 8.53 * Hydr. Depth (ft) * 0.14 * 1.08 * * * Conv. Total (cfs) * 2987.3 * Conv. (cfs) * 8.7 * 2978.6 * * * Length Wtd. (ft) * 105.00 * Wetted Per. (ft) * 4.56 * 111.76 * * * Min Ch El (ft) * 2954.00 * Shear (lb/sq ft) * 0.50 * 3.84 * * * Alpha * 1.00 * Stream Power (lb/ft s) * 1.61 * 22.51 * * * Frctn Loss (ft) * 5.22 * Cum Volume (acre-ft) * 0.85 * 6.10 * 71.51 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.01 * 6.02 * 11.66 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.784 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 4 Sta Elev Sta Elev Sta Elev Sta Elev **************************************************************** 0 2955 33 2954.5 33.1 2965 105 2965 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2956.57 * Weir Sta US (ft) * 0.00 * * W.S. US. (ft) * 2956.03 * Weir Sta DS (ft) * 33.10 * * E.G. DS (ft) * 2951.36 * Min El Weir Flow (ft) * 2954.50 * * W.S. DS (ft) * 2950.78 * Wr Top Wdth (ft) * 33.00 * * Q US (cfs) * 711.84 * Weir Max Depth (ft) * 1.57 * * Q Leaving Total (cfs) * 68.52 * Weir Avg Depth (ft) * 1.00 * * Q DS (cfs) * 643.28 * Weir Flow Area (sq ft) * 32.94 * * Perc Q Leaving * 9.63 * Weir Coef * 2.000 * * Q Weir (cfs) * 68.52 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* 8 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.774 INPUT Description: Main chnl x-sect 4.392 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2964 1030 2962 1040 2960 1049 2958 1056 2956 1063.392954.153 1064 2954 1067 2953 1085 2952 1100 2951.5 1108 2952 1110 2952 1112 2952 1122 2950 1130 2948 1141 2947.7 1153 2948 1165 2950 1173 2952 1186 2952 1230 2950 1288 2950 1296 2948 1303 2944 1307 2942 1312 2940 1316 2940 1334 2942 1346 2944 1352 2945 1362 2945 1370 2944 1380 2944 1392 2946 1421 2948 1459 2950 1516 2950 1537 2952 1558 2954 1588 2956 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1067 .03 1108 .083 1303 .061 1346 .083 Bank Sta: Left Right Lengths: Left Channel 1063.39 1173 139 136 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1186 1588 2960 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1180 1273 2964 Right 95 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2951.36 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.57 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2950.78 * Reach Len. (ft) * 139.00 * 136.00 * 95.00 * * Crit W.S. (ft) * 2950.31 * Flow Area (sq ft) * * 105.73 * * * E.G. Slope (ft/ft) *0.043251 * Area (sq ft) * * 105.73 * 959.74 * * Q Total (cfs) * 643.28 * Flow (cfs) * * 643.28 * * * Top Width (ft) * 301.21 * Top Width (ft) * * 50.02 * 251.19 * * Vel Total (ft/s) * 6.08 * Avg. Vel. (ft/s) * * 6.08 * * * Max Chl Dpth (ft) * 10.78 * Hydr. Depth (ft) * * 2.11 * * * Conv. Total (cfs) * 3093.2 * Conv. (cfs) * * 3093.2 * * * Length Wtd. (ft) * 136.00 * Wetted Per. (ft) * * 50.61 * * * Min Ch El (ft) * 2947.70 * Shear (lb/sq ft) * * 5.64 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 34.32 * * * Frctn Loss (ft) * 5.01 * Cum Volume (acre-ft) * 0.85 * 5.83 * 69.23 * * C & E Loss (ft) * 0.11 * Cum SA (acres) * 0.00 * 5.82 * 11.12 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: The composite Mannings n value for the channel was larger than the largest entered n value or smaller than the smallest entered n value. Note: Manning's n values were composited to a single value in the main channel. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.762 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade 9 Weir Embankment Coordinates num = 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2964.5 47 2964.5 47.1 2954.5 58 2947 112 2945 112.1 2953 136 2953 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2951.36 * Weir Sta US (ft) * 47.10 * * W.S. US. (ft) * 2950.78 * Weir Sta DS (ft) * 112.10 * * E.G. DS (ft) * 2946.24 * Min El Weir Flow (ft) * 2945.00 * * W.S. DS (ft) * 2946.03 * Wr Top Wdth (ft) * 57.37 * * Q US (cfs) * 643.28 * Weir Max Depth (ft) * 2.17 * * Q Leaving Total (cfs) * 350.85 * Weir Avg Depth (ft) * 2.09 * * Q DS (cfs) * 291.81 * Weir Flow Area (sq ft) * 120.16 * * Perc Q Leaving * 54.64 * Weir Coef * 2.000 * * Q Weir (cfs) * 350.85 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.749 INPUT Description: Main chnl x-sect 4.371 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2951.5 1011 2950 1015.962949.708 1045 2948 1062 2947 1082 2947 1101 2946 1139 2944 1155 2943 1172 2944 1204 2945 1226 2945 1233 2944 1249 2942 1271 2941 1324 2940 1336 2938 1346 2936 1356 2936 1363 2938 1369 2940 1395 2942 1413 2943 1470 2944 1498 2946 1512 2948 1526 2950 1535 2952 1543 2954 1551 2956 1568 2957 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1045 .03 1101 .083 1324 .061 1369 .083 Bank Sta: Left Right Lengths: Left Channel 1015.96 1204 114 114 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1204 1568 2955 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1155 1217 2953 Right 114 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2946.24 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.21 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2946.03 * Reach Len. (ft) * 114.00 * 114.00 * 114.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 79.67 * * * E.G. Slope (ft/ft) *0.026866 * Area (sq ft) * * 79.67 * 1209.15 * * Q Total (cfs) * 291.81 * Flow (cfs) * * 291.81 * * * Top Width (ft) * 335.80 * Top Width (ft) * * 54.58 * 281.22 * * Vel Total (ft/s) * 3.66 * Avg. Vel. (ft/s) * * 3.66 * * * Max Chl Dpth (ft) * 10.03 * Hydr. Depth (ft) * * 1.46 * * * Conv. Total (cfs) * 1780.3 * Conv. (cfs) * * 1780.3 * * * Length Wtd. (ft) * 114.00 * Wetted Per. (ft) * * 57.70 * * * Min Ch El (ft) * 2943.00 * Shear (lb/sq ft) * * 2.32 * * 10 * Alpha * 1.00 * Stream Power (lb/ft s) * * 8.48 * * * Frctn Loss (ft) * 4.60 * Cum Volume (acre-ft) * 0.85 * 5.54 * 66.86 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.00 * 5.66 * 10.54 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.738 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 4 Sta Elev Sta Elev Sta Elev Sta Elev **************************************************************** 0 2953 77 2953 77.1 2942 114 2941 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2946.24 * Weir Sta US (ft) * 77.00 * * W.S. US. (ft) * 2946.03 * Weir Sta DS (ft) * 114.00 * * E.G. DS (ft) * 2941.63 * Min El Weir Flow (ft) * 2941.00 * * W.S. DS (ft) * 2941.29 * Wr Top Wdth (ft) * 36.91 * * Q US (cfs) * 291.81 * Weir Max Depth (ft) * 1.13 * * Q Leaving Total (cfs) * 61.48 * Weir Avg Depth (ft) * 0.88 * * Q DS (cfs) * 229.97 * Weir Flow Area (sq ft) * 32.46 * * Perc Q Leaving * 21.19 * Weir Coef * 2.000 * * Q Weir (cfs) * 61.48 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.727 INPUT Description: Main chnl x-sect 4.353 Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2946 1021.972944.003 1022 2944 1036 2942 1055 2941 1072 2941 1081 2942 1090 2942 1100 2942 1127 2940 1141 2940 1158 2941 1172 2940 1201 2938 1211 2937.5 1225 2938 1260 2937 1277 2936 1291 2934 1322 2934 1357 2932 1373 2930 1377 2930 1385 2932 1393 2934 1405 2936 1435 2938 1505 2940 1523 2942 1547 2943 1587 2944 1602 2946 1615 2948 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1055 .03 1081 .083 1322 .061 1393 .083 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 11 Expan. 1021.97 1158 73 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1158 1615 2950 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1175 1196 2948 100 101 .1 .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2941.63 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.34 * Wt. n-Val. * * 0.076 * * * W.S. Elev (ft) * 2941.29 * Reach Len. (ft) * 73.00 * 100.00 * 101.00 * * Crit W.S. (ft) * 2941.29 * Flow Area (sq ft) * * 48.85 * * * E.G. Slope (ft/ft) *0.079162 * Area (sq ft) * * 48.85 * 1664.57 * * Q Total (cfs) * 229.97 * Flow (cfs) * * 229.97 * * * Top Width (ft) * 411.16 * Top Width (ft) * * 73.55 * 337.61 * * Vel Total (ft/s) * 4.71 * Avg. Vel. (ft/s) * * 4.71 * * * Max Chl Dpth (ft) * 11.29 * Hydr. Depth (ft) * * 0.66 * * * Conv. Total (cfs) * 817.4 * Conv. (cfs) * * 817.4 * * * Length Wtd. (ft) * 100.00 * Wetted Per. (ft) * * 73.65 * * * Min Ch El (ft) * 2940.00 * Shear (lb/sq ft) * * 3.28 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 15.43 * * * Frctn Loss (ft) * 2.89 * Cum Volume (acre-ft) * 0.85 * 5.37 * 63.10 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.00 * 5.49 * 9.73 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.718 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 4 Sta Elev Sta Elev Sta Elev Sta Elev **************************************************************** 0 2941 24 2940 28.1 2948 100 2948 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2941.63 * Weir Sta US (ft) * 0.00 * * W.S. US. (ft) * 2941.29 * Weir Sta DS (ft) * 28.10 * * E.G. DS (ft) * 2936.80 * Min El Weir Flow (ft) * 2940.00 * * W.S. DS (ft) * 2936.43 * Wr Top Wdth (ft) * 24.24 * * Q US (cfs) * 229.97 * Weir Max Depth (ft) * 0.63 * * Q Leaving Total (cfs) * 19.90 * Weir Avg Depth (ft) * 0.55 * * Q DS (cfs) * 210.03 * Weir Flow Area (sq ft) * 13.35 * * Perc Q Leaving * 8.67 * Weir Coef * 2.000 * * Q Weir (cfs) * 19.90 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). additional cross sections. 12 This may indicate the need for Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.708 INPUT Description: Main chnl x-sect 4.333 Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2942 1018 2940 1035 2938 1036.142937.931 1068 2936 1076 2935.5 1110 2935.5 1115 2936 1128 2937 1130 2937 1175 2937 1180 2938 1227 2938 1233 2934 1245 2933.4 1256 2934 1276 2934 1323 2932 1352 2930 1360 2928 1384 2926.2 1406 2926.2 1413 2928 1422 2930 1432 2930 1439 2928 1448 2926 1450 2925.5 1451 2926 1469 2928 1489 2930 1502 2932 1516 2934 1531 2936 1561 2938 1567 2940 1573 2942 1591 2943 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1068 .03 1175 .083 1432 .061 1489 .083 Bank Sta: Left Right Lengths: Left Channel 1036.14 1180 90 90 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1227 1591 2945 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1180 1227 2948 Right 95 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2936.80 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.37 * Wt. n-Val. * * 0.030 * * * W.S. Elev (ft) * 2936.43 * Reach Len. (ft) * 90.00 * 90.00 * 95.00 * * Crit W.S. (ft) * 2936.43 * Flow Area (sq ft) * * 43.11 * * * E.G. Slope (ft/ft) *0.014068 * Area (sq ft) * * 43.11 * 1767.71 * * Q Total (cfs) * 210.03 * Flow (cfs) * * 210.03 * * * Top Width (ft) * 367.72 * Top Width (ft) * * 59.65 * 308.07 * * Vel Total (ft/s) * 4.87 * Avg. Vel. (ft/s) * * 4.87 * * * Max Chl Dpth (ft) * 10.93 * Hydr. Depth (ft) * * 0.72 * * * Conv. Total (cfs) * 1770.8 * Conv. (cfs) * * 1770.8 * * * Length Wtd. (ft) * 90.00 * Wetted Per. (ft) * * 59.72 * * * Min Ch El (ft) * 2935.50 * Shear (lb/sq ft) * * 0.63 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 3.09 * * * Frctn Loss (ft) * 2.01 * Cum Volume (acre-ft) * 0.85 * 5.26 * 59.12 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 0.00 * 5.34 * 8.98 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.700 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 7 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2948 12 2948 12.1 2936 39 2934.3 66 2932.7 66.1 2940 90 2940 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2936.80 * Weir Sta US (ft) * 12.00 * * W.S. US. (ft) * 2936.43 * Weir Sta DS (ft) * 66.10 * * E.G. DS (ft) * 2932.34 * Min El Weir Flow (ft) * 2932.70 * * W.S. DS (ft) * 2932.21 * Wr Top Wdth (ft) * 53.91 * * Q US (cfs) * 210.03 * Weir Max Depth (ft) * 0.83 * * Q Leaving Total (cfs) * 44.77 * Weir Avg Depth (ft) * 0.54 * * Q DS (cfs) * 165.05 * Weir Flow Area (sq ft) * 29.15 * * Perc Q Leaving * 21.42 * Weir Coef * 2.000 * * Q Weir (cfs) * 44.77 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.691 INPUT Description: Main chnl x-sect 4.315 Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2936 1027 2934 1027.42933.968 1052 2932 1081 2932 1124 2932 1155 2931.8 11572931.711 1173 2931 1250 2931 1264 2930 1268 2928 1274 2926 1280 2924 1285 2923 1292 2924 1315 2925 1339 2925 1362 2924 1381 2923 1393 2923 1439 2922 1453 2920 1459 2919.5 1491 2919.5 1499 2920 1510 2922 1519 2924 1527 2926 1535 2928 1546 2930 1559 2932 1584 2934 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1081 .03 1124 .083 1439 .061 1510 .083 Bank Sta: Left Right Lengths: Left Channel 1052 1250 63 73 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1250 1584 2935 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1170 1233 2941 Right 140 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2932.34 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.13 * Wt. n-Val. * 0.083 * 0.072 * * * W.S. Elev (ft) * 2932.21 * Reach Len. (ft) * 63.00 * 73.00 * 140.00 * * Crit W.S. (ft) * 2932.15 * Flow Area (sq ft) * 0.27 * 56.38 * * * E.G. Slope (ft/ft) *0.049540 * Area (sq ft) * 0.27 * 56.38 * 2561.00 * * Q Total (cfs) * 165.05 * Flow (cfs) * 0.24 * 164.80 * * * Top Width (ft) * 449.24 * Top Width (ft) * 2.62 * 135.00 * 311.62 * * Vel Total (ft/s) * 2.91 * Avg. Vel. (ft/s) * 0.88 * 2.92 * * * Max Chl Dpth (ft) * 12.71 * Hydr. Depth (ft) * 0.10 * 0.42 * * * Conv. Total (cfs) * 741.5 * Conv. (cfs) * 1.1 * 740.4 * * * Length Wtd. (ft) * 72.99 * Wetted Per. (ft) * 2.63 * 137.30 * * * Min Ch El (ft) * 2931.00 * Shear (lb/sq ft) * 0.32 * 1.27 * * * Alpha * 1.01 * Stream Power (lb/ft s) * 0.29 * 3.71 * * 14 * Frctn Loss (ft) * 4.77 * Cum Volume (acre-ft) * 0.85 * 5.16 * 54.40 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * 0.00 * 5.14 * 8.30 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.684 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 2 Sta Elev Sta Elev ******************************** 0 2940 73 2940 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2932.34 * Weir Sta US (ft) * * * W.S. US. (ft) * 2932.21 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2927.53 * Min El Weir Flow (ft) * 2940.00 * * W.S. DS (ft) * 2926.99 * Wr Top Wdth (ft) * * * Q US (cfs) * 165.05 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 165.05 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.677 INPUT Description: Main chnl x-sect 4.289 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1020 2928 1086 2927.5 1111 2928 1119 2929 1130 2929 1137 2929 1145 2928 1159 2926 1172 2925 1178 2926 1191 2928 1208 2929 1223 2929 1235 2928 1245 2926 1251 2924 1258 2922 1269 2920 1297 2918 1354 2918 1372 2916 1419 2916 1428 2915 1443 2915 1453 2916 1458 2916.5 1465 2916.5 1472 2916 1479 2914 1501 2912.5 1511 2914 1516 2916 1525 2918 1531 2920 1535 2922 1549 2926 1561 2928 1603 2928.5 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1086 .03 1111 .083 1472 .061 1516 .083 Bank Sta: Left Right Lengths: Left Channel 1020 1208 78 83 Ineffective Flow num= 1 Right 155 Coeff Contr. .1 15 Expan. .3 Sta L Sta R Elev Permanent 1208 1603 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1175 1243 2941 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2927.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.54 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2926.99 * Reach Len. (ft) * 78.00 * 83.00 * 155.00 * * Crit W.S. (ft) * 2926.92 * Flow Area (sq ft) * * 28.09 * * * E.G. Slope (ft/ft) *0.090198 * Area (sq ft) * * 28.09 * 2931.47 * * Q Total (cfs) * 165.05 * Flow (cfs) * * 165.05 * * * Top Width (ft) * 334.91 * Top Width (ft) * * 22.95 * 311.96 * * Vel Total (ft/s) * 5.87 * Avg. Vel. (ft/s) * * 5.87 * * * Max Chl Dpth (ft) * 14.49 * Hydr. Depth (ft) * * 1.22 * * * Conv. Total (cfs) * 549.5 * Conv. (cfs) * * 549.5 * * * Length Wtd. (ft) * 83.00 * Wetted Per. (ft) * * 24.60 * * * Min Ch El (ft) * 2925.00 * Shear (lb/sq ft) * * 6.43 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 37.79 * * * Frctn Loss (ft) * 5.90 * Cum Volume (acre-ft) * 0.85 * 5.09 * 45.58 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * * 5.01 * 7.30 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.670 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2940 3 2940 3.1 2929 28 2928 63 2926 73 2925 73.1 2934 83 2934 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2927.53 * Weir Sta US (ft) * * * W.S. US. (ft) * 2926.99 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2921.56 * Min El Weir Flow (ft) * 2925.00 * * W.S. DS (ft) * 2921.27 * Wr Top Wdth (ft) * * * Q US (cfs) * 165.05 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 165.05 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.662 16 INPUT Description: Main chnl x-sect 4.262 Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1012 2928 1026 2926 1042 2924 1107 2922.5 1132 2922 1151 2920 1161 2919.5 1167 2920 1183 2922 1205 2924 1271 2925 1297 2925 1314 2924 1335 2922 1344 2920 1349 2918 1353 2916 1360 2914 1378 2912 1386 2911 1395 2912 1412 2912 1434 2910 1442 2909.5 1451 2910 1491 2912 1526 2912 1534 2910 1542 2908 1550 2906 1559 2905.5 1569 2905.5 1580 2906 1599 2908 1613 2910 1628 2912 1644 2914 1657 2916 1668 2918 1688 2920 1696 2920.8 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1107 .03 1132 .083 1534 .061 1613 .083 Bank Sta: Left Right Lengths: Left Channel 1042 1271 95 101 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1271 1696 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1256 1310 2935 Right 101 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2921.56 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.29 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2921.27 * Reach Len. (ft) * 95.00 * 101.00 * 101.00 * * Crit W.S. (ft) * 2921.05 * Flow Area (sq ft) * * 38.42 * * * E.G. Slope (ft/ft) *0.057517 * Area (sq ft) * * 38.42 * 3378.14 * * Q Total (cfs) * 165.05 * Flow (cfs) * * 165.05 * * * Top Width (ft) * 395.94 * Top Width (ft) * * 38.22 * 357.71 * * Vel Total (ft/s) * 4.30 * Avg. Vel. (ft/s) * * 4.30 * * * Max Chl Dpth (ft) * 15.77 * Hydr. Depth (ft) * * 1.01 * * * Conv. Total (cfs) * 688.2 * Conv. (cfs) * * 688.2 * * * Length Wtd. (ft) * 101.00 * Wetted Per. (ft) * * 38.40 * * * Min Ch El (ft) * 2919.50 * Shear (lb/sq ft) * * 3.59 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 15.43 * * * Frctn Loss (ft) * 4.68 * Cum Volume (acre-ft) * 0.85 * 5.03 * 34.35 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * * 4.95 * 6.11 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.652 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 4 Sta Elev Sta Elev Sta Elev Sta Elev **************************************************************** 0 2934 90 2934 90.1 2922 101 2921.8 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2921.56 * Weir Sta US (ft) * * * W.S. US. (ft) * 2921.27 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2916.84 * Min El Weir Flow (ft) * 2921.80 * * W.S. DS (ft) * 2916.67 * Wr Top Wdth (ft) * * 17 * Q US (cfs) * 165.05 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 165.05 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.642 INPUT Description: Main chnl x-sect 4.243 Station Elevation Data num= 56 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1010 2928 1020 2926 1030 2924 1040 2922 1052 2920 1052.322919.974 1077 2918 1094 2917.3 1126 2916.7 1133 2916 1150 2915 1171 2916 1196 2918 1196.342918.023 1211 2919 1224 2918 1245 2917.4 1255 2918 1293 2920 1338 2921.8 1371 2920 1378 2918 1385 2916 1390 2914 1395 2912 1400 2910 1411 2908 1421 2906 1431 2905 1433 2905 1445 2906 1456 2908 1487 2910 1497 2910 1514 2908 1534 2906 1541 2904 1548 2902 1556 2900 1579 2899.5 1585 2899.5 1595 2900 1601 2902 1608 2904 1614 2906 1625 2908 1638 2909 1656 2909 1670 2908 1700 2908 1706 2910 1712 2912 1720 2914 1728 2916 1791 2916 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1094 .03 1126 .083 1534 .061 1614 .083 Bank Sta: Left Right Lengths: Left Channel 1052.32 1338 185 180 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1338 1791 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1274 1303 2935 Right 82 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2916.84 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.17 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2916.67 * Reach Len. (ft) * 185.00 * 180.00 * 82.00 * * Crit W.S. (ft) * 2916.35 * Flow Area (sq ft) * * 49.51 * * * E.G. Slope (ft/ft) *0.038158 * Area (sq ft) * * 49.51 * 3354.52 * * Q Total (cfs) * 165.05 * Flow (cfs) * * 165.05 * * * Top Width (ft) * 461.42 * Top Width (ft) * * 53.07 * 408.34 * * Vel Total (ft/s) * 3.33 * Avg. Vel. (ft/s) * * 3.33 * * * Max Chl Dpth (ft) * 17.17 * Hydr. Depth (ft) * * 0.93 * * * Conv. Total (cfs) * 844.9 * Conv. (cfs) * * 844.9 * * * Length Wtd. (ft) * 180.00 * Wetted Per. (ft) * * 53.19 * * * Min Ch El (ft) * 2915.00 * Shear (lb/sq ft) * * 2.22 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.39 * * * Frctn Loss (ft) * 7.75 * Cum Volume (acre-ft) * 0.85 * 4.92 * 26.55 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 4.84 * 5.22 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 18 LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.625 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 4 Sta Elev Sta Elev Sta Elev Sta Elev **************************************************************** 0 2921.8 55 2917 55.1 2926 180 2926 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2916.84 * Weir Sta US (ft) * * * W.S. US. (ft) * 2916.67 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2909.07 * Min El Weir Flow (ft) * 2917.00 * * W.S. DS (ft) * 2908.95 * Wr Top Wdth (ft) * * * Q US (cfs) * 165.05 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 165.05 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.608 INPUT Description: Main chnl x-sect 4.225 Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2920 1007 2918 1015 2916 1022 2914 1029 2912 1036 2910 1043 2909 1068 2908 1086 2908 1103 2909.3 1177 2908.3 1243 2910 1243.092910.013 1257 2912 1277 2913 1296 2913 1311 2912 1317 2910 1323 2908 1329 2906 1336 2904 1355 2902 1375 2903.8 1410 2903.9 1437 2902 1469 2900 1526 2898 1550 2897 1567 2898 1571 2900 1577 2902 1588 2904 1630 2906 1692 2908 1703 2910 1718 2912 1747 2914 1778 2914 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1036 .03 1086 .083 1437 .061 1577 .083 Bank Sta: Left Right Lengths: Left Channel 1029 1277 147 147 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1277 1778 2920 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1226 1280 2926 CROSS SECTION OUTPUT Right 105 Coeff Contr. .1 Profile #100-yr 19 Expan. .3 *********************************************************************************************** * E.G. Elev (ft) * 2909.07 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.13 * Wt. n-Val. * * 0.068 * * * W.S. Elev (ft) * 2908.95 * Reach Len. (ft) * 147.00 * 147.00 * 105.00 * * Crit W.S. (ft) * 2908.84 * Flow Area (sq ft) * * 57.83 * * * E.G. Slope (ft/ft) *0.048982 * Area (sq ft) * * 57.83 * 2347.64 * * Q Total (cfs) * 165.05 * Flow (cfs) * * 165.05 * * * Top Width (ft) * 504.22 * Top Width (ft) * * 127.17 * 377.06 * * Vel Total (ft/s) * 2.85 * Avg. Vel. (ft/s) * * 2.85 * * * Max Chl Dpth (ft) * 11.95 * Hydr. Depth (ft) * * 0.45 * * * Conv. Total (cfs) * 745.7 * Conv. (cfs) * * 745.7 * * * Length Wtd. (ft) * 147.00 * Wetted Per. (ft) * * 127.23 * * * Min Ch El (ft) * 2908.00 * Shear (lb/sq ft) * * 1.39 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 3.97 * * * Frctn Loss (ft) * 6.54 * Cum Volume (acre-ft) * 0.85 * 4.70 * 21.18 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * * 4.47 * 4.48 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.595 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2926 10 2926 10.1 2912 31 2910 69 2906 73 2905 98 2904 124 2904 124.1 2912 147 2912 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2909.07 * Weir Sta US (ft) * 31.00 * * W.S. US. (ft) * 2908.95 * Weir Sta DS (ft) * 124.00 * * E.G. DS (ft) * 2902.53 * Min El Weir Flow (ft) * 2904.00 * * W.S. DS (ft) * 2902.38 * Wr Top Wdth (ft) * 45.00 * * Q US (cfs) * 165.05 * Weir Max Depth (ft) * 0.82 * * Q Leaving Total (cfs) * 43.70 * Weir Avg Depth (ft) * 0.59 * * Q DS (cfs) * 120.82 * Weir Flow Area (sq ft) * 26.51 * * Perc Q Leaving * 26.80 * Weir Coef * 2.000 * * Q Weir (cfs) * 43.70 * Weir Submerg * 0.00 * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.581 INPUT Description: Main chnl x-sect 4.205 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2910 1015 2908 1026 2906 1040 2904 1058 2902 20 1103 1211 1329 1548 1578 1714 2902 2902 2900 2892 2894 2904 1125 1233 1367 1558 1586 2902.4 2903 2898 2890 2896 1127 1244 1418 1562 1605 2902.5 2903.4 2897 2889 2898 1150 1276 1468 1564 1675 2902.5 2903 2896 2890 2900 1172 1300 1489 1568 1698 2902 2902 2894 2892 2902 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1058 .03 1103 .083 1468 .061 1586 .083 Bank Sta: Left Right Lengths: Left Channel 1040 1244 103 103 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1246 1714 2910 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1209 1245 2912 Right 70 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2902.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.15 * Wt. n-Val. * * 0.044 * * * W.S. Elev (ft) * 2902.38 * Reach Len. (ft) * 103.00 * 103.00 * 70.00 * * Crit W.S. (ft) * 2902.37 * Flow Area (sq ft) * * 38.88 * * * E.G. Slope (ft/ft) *0.039222 * Area (sq ft) * * 38.88 * 2181.80 * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 533.12 * Top Width (ft) * * 122.98 * 410.14 * * Vel Total (ft/s) * 3.11 * Avg. Vel. (ft/s) * * 3.11 * * * Max Chl Dpth (ft) * 13.38 * Hydr. Depth (ft) * * 0.32 * * * Conv. Total (cfs) * 610.1 * Conv. (cfs) * * 610.1 * * * Length Wtd. (ft) * 103.00 * Wetted Per. (ft) * * 123.39 * * * Min Ch El (ft) * 2902.00 * Shear (lb/sq ft) * * 0.77 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 2.40 * * * Frctn Loss (ft) * 6.75 * Cum Volume (acre-ft) * 0.85 * 4.54 * 15.72 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 4.05 * 3.53 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.571 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 2 Sta Elev Sta Elev ******************************** 0 2912 103 2912 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2902.53 * Weir Sta US (ft) * * * W.S. US. (ft) * 2902.38 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2895.78 * Min El Weir Flow (ft) * 2912.00 * * W.S. DS (ft) * 2895.54 * Wr Top Wdth (ft) * * * Q US (cfs) * 120.82 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 120.82 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * 21 * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.561 INPUT Description: Main chnl x-sect 4.189 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2900 1003 2899 1039 2899 1052 2898 1067 2896 1076 2895 1125 2895 1146 2896 1164 2898 1182 2899 1189 2899 1203 2898 1209 2897 1222 2897 1232 2898 1290 2899.5 1308 2899 1334 2898 1351 2896 1411 2894 1461 2892 1509 2890 1522 2888 1527 2886 1533 2884 1544 2883.5 1554 2884 1563 2886 1570 2888 1574 2890 1611 2892 1639 2894 1651 2896 1657 2898 1666 2900 1698 2900 1734 2898 1765 2898 1801 2900 Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val **************************************************************** 1000 .03 1039 .083 1509 .061 1574 .083 Bank Sta: Left Right Lengths: Left Channel 1039 1290 178 178 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1290 1801 2900 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1198 1243 2912 Right 150 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2895.78 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.24 * Wt. n-Val. * * 0.083 * * * W.S. Elev (ft) * 2895.54 * Reach Len. (ft) * 178.00 * 178.00 * 150.00 * * Crit W.S. (ft) * 2895.54 * Flow Area (sq ft) * * 30.79 * * * E.G. Slope (ft/ft) *0.130710 * Area (sq ft) * * 30.79 * 1245.86 * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 348.59 * Top Width (ft) * * 65.18 * 283.42 * * Vel Total (ft/s) * 3.92 * Avg. Vel. (ft/s) * * 3.92 * * * Max Chl Dpth (ft) * 12.04 * Hydr. Depth (ft) * * 0.47 * * * Conv. Total (cfs) * 334.2 * Conv. (cfs) * * 334.2 * * * Length Wtd. (ft) * 178.00 * Wetted Per. (ft) * * 65.22 * * * Min Ch El (ft) * 2895.00 * Shear (lb/sq ft) * * 3.85 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 15.12 * * * Frctn Loss (ft) * 7.10 * Cum Volume (acre-ft) * 0.85 * 4.46 * 12.97 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * * 3.83 * 2.98 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. LATERAL STRUCTURE RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.544 22 INPUT Description: Lateral structure position = Next ot right bank station Distance from Upstream XS = Deck/Roadway Width = 5 Weir Coefficient = 2 Weir Flow Reference = Energy Grade Weir Embankment Coordinates num = 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 2912 .1 2899.5 70 2898 124 2896 126 2895.8 126.1 2904 178 2904 Weir crest shape = Broad Crested LATERAL STRUCTURE OUTPUT Profile #100-yr Lat Struct ********************************************************************************* * E.G. US. (ft) * 2895.78 * Weir Sta US (ft) * * * W.S. US. (ft) * 2895.54 * Weir Sta DS (ft) * * * E.G. DS (ft) * 2887.93 * Min El Weir Flow (ft) * 2895.80 * * W.S. DS (ft) * 2887.79 * Wr Top Wdth (ft) * * * Q US (cfs) * 120.82 * Weir Max Depth (ft) * * * Q Leaving Total (cfs) * 0.00 * Weir Avg Depth (ft) * * * Q DS (cfs) * 120.82 * Weir Flow Area (sq ft) * * * Perc Q Leaving * 0.00 * Weir Coef * 2.000 * * Q Weir (cfs) * 0.00 * Weir Submerg * * * Q Gates (cfs) * * Q Gate Group (cfs) * * * Q Culv (cfs) * 0.00 * Gate Open Ht (ft) * * * Q Lat RC (cfs) * * Gate #Open * * * * * Gate Area (sq ft) * * * Q Breach (cfs) * * Gate Submerg * * * Breach Avg Velocity (ft/s) * * Gate Invert (ft) * * * Breach Flow Area (sq ft) * * Gate Weir Coef * * ********************************************************************************* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.527 INPUT Description: Main chnl x-sect 4.169 Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2894 1029 2892 1061 2890 1170 2890 1185 2888 1206 2886.5 1221 2886.5 1238 2888 1250 2890 1250.862890.091 1269 2892 1283 2892 1295 2890 1304 2889.9 1318 2890 1326 2892 1335 2894 1350 2895 1367 2895 1397 2894 1411 2892 1422 2890 1463 2888 1491 2887 1511 2888 1520 2890 1537 2890 1551 2888 1564 2886 1586 2884 1595 2882 1607 2880 1631 2878 1634 2877.6 1641 2878 1646 2880 1651 2882 1656 2884 1661 2886 1686 2888 1715 2890 1746 2892 1754 2894 1763 2896 1781 2898 1809 2898 1821 2896 1911 2896 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1170 .061 1350 .083 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 1170 1350 240 238 165 .1 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1350 1911 2895 T Blocked Obstructions num= 4 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 1058 1170 2896 1336 1400 2904 1558 1570 2896 1715 1781 2900 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2887.93 * Element * Left OB * Channel * Right OB * 23 * Vel Head (ft) * 0.14 * Wt. n-Val. * * 0.061 * * * W.S. Elev (ft) * 2887.79 * Reach Len. (ft) * 240.00 * 238.00 * 165.00 * * Crit W.S. (ft) * 2887.46 * Flow Area (sq ft) * * 40.24 * * * E.G. Slope (ft/ft) *0.019044 * Area (sq ft) * * 40.24 * 637.09 * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 204.25 * Top Width (ft) * * 47.58 * 156.67 * * Vel Total (ft/s) * 3.00 * Avg. Vel. (ft/s) * * 3.00 * * * Max Chl Dpth (ft) * 10.19 * Hydr. Depth (ft) * * 0.85 * * * Conv. Total (cfs) * 875.5 * Conv. (cfs) * * 875.5 * * * Length Wtd. (ft) * 238.00 * Wetted Per. (ft) * * 47.68 * * * Min Ch El (ft) * 2886.50 * Shear (lb/sq ft) * * 1.00 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 3.01 * * * Frctn Loss (ft) * 8.08 * Cum Volume (acre-ft) * 0.85 * 4.31 * 9.72 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * * 3.60 * 2.22 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.482 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2886 1033.54 2884 1051.43 2882 1075.9 2880 1094.16 2878 1101.31 2878 1110.05 2880 1120.7 2882 1132.04 2884 1139.15 2886 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1075.9 .07 1110.05 .083 Bank Sta: Left 1051.43 Right 1120.7 Lengths: Left Channel 220 181 Right 160 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2879.82 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.45 * Wt. n-Val. * * 0.070 * * * W.S. Elev (ft) * 2879.37 * Reach Len. (ft) * 220.00 * 181.00 * 160.00 * * Crit W.S. (ft) * 2879.37 * Flow Area (sq ft) * * 22.54 * * * E.G. Slope (ft/ft) *0.076830 * Area (sq ft) * * 22.54 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 25.68 * Top Width (ft) * * 25.68 * * * Vel Total (ft/s) * 5.36 * Avg. Vel. (ft/s) * * 5.36 * * * Max Chl Dpth (ft) * 1.37 * Hydr. Depth (ft) * * 0.88 * * * Conv. Total (cfs) * 435.9 * Conv. (cfs) * * 435.9 * * * Length Wtd. (ft) * 181.00 * Wetted Per. (ft) * * 25.91 * * * Min Ch El (ft) * 2878.00 * Shear (lb/sq ft) * * 4.17 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 22.36 * * * Frctn Loss (ft) * 2.95 * Cum Volume (acre-ft) * 0.85 * 4.14 * 8.52 * * C & E Loss (ft) * 0.12 * Cum SA (acres) * * 3.40 * 1.92 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.448 INPUT Description: Station Elevation Data num= 11 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2878 1013.15 2876 1024.41 2874 1036.15 2872 1049.85 2870 1073.71 2868 1102.78 2868 1108.61 2870 1114.04 2872 1118.01 2874 1121.98 2876 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1073.71 .07 1102.78 .083 Bank Sta: Left Right 1036.15 1114.04 Lengths: Left Channel 160 130 Right 120 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2869.65 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.05 * Wt. n-Val. * * 0.076 * * * W.S. Elev (ft) * 2869.59 * Reach Len. (ft) * 160.00 * 130.00 * 120.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 65.08 * * * E.G. Slope (ft/ft) *0.006864 * Area (sq ft) * * 65.08 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 52.70 * Top Width (ft) * * 52.70 * * * Vel Total (ft/s) * 1.86 * Avg. Vel. (ft/s) * * 1.86 * * * Max Chl Dpth (ft) * 1.59 * Hydr. Depth (ft) * * 1.23 * * * Conv. Total (cfs) * 1458.3 * Conv. (cfs) * * 1458.3 * * * Length Wtd. (ft) * 130.00 * Wetted Per. (ft) * * 53.03 * * * Min Ch El (ft) * 2868.00 * Shear (lb/sq ft) * * 0.53 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 0.98 * * * Frctn Loss (ft) * 2.12 * Cum Volume (acre-ft) * 0.85 * 3.96 * 8.52 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * * 3.23 * 1.92 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.423 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2872 1034.99 2870 1046.44 2868 1062.54 2866 1077.58 2866 1087.07 2868 1096.19 2870 1102.95 2872 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1046.44 .07 1087.07 .083 Bank Sta: Left Right 1034.99 1096.19 Lengths: Left Channel 152 129 Right 125 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2867.48 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.41 * Wt. n-Val. * * 0.070 * * * W.S. Elev (ft) * 2867.07 * Reach Len. (ft) * 152.00 * 129.00 * 125.00 * * Crit W.S. (ft) * 2867.07 * Flow Area (sq ft) * * 23.42 * * * E.G. Slope (ft/ft) *0.078212 * Area (sq ft) * * 23.42 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 28.73 * Top Width (ft) * * 28.73 * * * Vel Total (ft/s) * 5.16 * Avg. Vel. (ft/s) * * 5.16 * * * Max Chl Dpth (ft) * 1.07 * Hydr. Depth (ft) * * 0.82 * * * Conv. Total (cfs) * 432.0 * Conv. (cfs) * * 432.0 * * * Length Wtd. (ft) * 129.00 * Wetted Per. (ft) * * 28.91 * * * Min Ch El (ft) * 2866.00 * Shear (lb/sq ft) * * 3.96 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 20.41 * * * Frctn Loss (ft) * 0.15 * Cum Volume (acre-ft) * 0.85 * 3.83 * 8.52 * * C & E Loss (ft) * 0.12 * Cum SA (acres) * * 3.11 * 1.92 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. 25 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.399 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2870 1005.43 2868 1010.86 2866 1016.29 2864 1021.65 2862 1026.98 2860 1083.64 2858 1124 2857 1218 2856.5 1250.5 2858 1269.94 2860 1280.25 2862 1288.4 2864 1296 2866 1307 2868 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1124 .07 1218 .083 Bank Sta: Left Right 1021.65 1280.25 Lengths: Left Channel 119 86 Right 82 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2858.51 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.00 * Wt. n-Val. * * 0.073 * * * W.S. Elev (ft) * 2858.51 * Reach Len. (ft) * 119.00 * 86.00 * 82.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 251.83 * * * E.G. Slope (ft/ft) *0.000333 * Area (sq ft) * * 251.83 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 186.21 * Top Width (ft) * * 186.21 * * * Vel Total (ft/s) * 0.48 * Avg. Vel. (ft/s) * * 0.48 * * * Max Chl Dpth (ft) * 2.01 * Hydr. Depth (ft) * * 1.35 * * * Conv. Total (cfs) * 6618.3 * Conv. (cfs) * * 6618.3 * * * Length Wtd. (ft) * 86.00 * Wetted Per. (ft) * * 186.29 * * * Min Ch El (ft) * 2856.50 * Shear (lb/sq ft) * * 0.03 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 0.01 * * * Frctn Loss (ft) * 0.10 * Cum Volume (acre-ft) * 0.85 * 3.42 * 8.52 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * * 2.79 * 1.92 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.382 INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2868 1006.63 2866 1013.26 2864 1019.89 2862 1030.18 2860 1039.22 2858 1048.25 2856 1052.16 2856 1059.28 2858 1066.56 2860 1073.85 2862 1081.71 2864 1089.87 2866 1098.03 2868 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1030.18 .06 1066.56 .083 Bank Sta: Left Right 1030.18 1066.56 Lengths: Left Channel 155 161 Right 150 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2858.36 * Element * Left OB * Channel * Right OB * 26 * Vel Head (ft) * 0.56 * Wt. n-Val. * * 0.060 * * * W.S. Elev (ft) * 2857.80 * Reach Len. (ft) * 155.00 * 161.00 * 150.00 * * Crit W.S. (ft) * 2857.80 * Flow Area (sq ft) * * 20.18 * * * E.G. Slope (ft/ft) *0.053593 * Area (sq ft) * * 20.18 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 18.47 * Top Width (ft) * * 18.47 * * * Vel Total (ft/s) * 5.99 * Avg. Vel. (ft/s) * * 5.99 * * * Max Chl Dpth (ft) * 1.80 * Hydr. Depth (ft) * * 1.09 * * * Conv. Total (cfs) * 521.9 * Conv. (cfs) * * 521.9 * * * Length Wtd. (ft) * 161.00 * Wetted Per. (ft) * * 18.92 * * * Min Ch El (ft) * 2856.00 * Shear (lb/sq ft) * * 3.57 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 21.37 * * * Frctn Loss (ft) * 9.75 * Cum Volume (acre-ft) * 0.85 * 3.15 * 8.52 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * * 2.59 * 1.92 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.352 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2856 1003.92 2854 1007.85 2852 1011.77 2850 1015.69 2848 1066 2847.5 1074 2847.5 1084.4 2848 1098.57 2850 1109.05 2852 1113.96 2854 1119.14 2856 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1011.77 .06 1098.57 .083 Bank Sta: Left Right 1007.85 1109.05 Lengths: Left Channel 157 177 Right 184 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2848.41 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.23 * Wt. n-Val. * * 0.060 * * * W.S. Elev (ft) * 2848.18 * Reach Len. (ft) * 157.00 * 177.00 * 184.00 * * Crit W.S. (ft) * 2848.18 * Flow Area (sq ft) * * 31.65 * * * E.G. Slope (ft/ft) *0.068970 * Area (sq ft) * * 31.65 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 70.33 * Top Width (ft) * * 70.33 * * * Vel Total (ft/s) * 3.82 * Avg. Vel. (ft/s) * * 3.82 * * * Max Chl Dpth (ft) * 0.68 * Hydr. Depth (ft) * * 0.45 * * * Conv. Total (cfs) * 460.0 * Conv. (cfs) * * 460.0 * * * Length Wtd. (ft) * 177.00 * Wetted Per. (ft) * * 70.40 * * * Min Ch El (ft) * 2847.50 * Shear (lb/sq ft) * * 1.94 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.39 * * * Frctn Loss (ft) * 4.21 * Cum Volume (acre-ft) * 0.85 * 3.05 * 8.52 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * * 2.43 * 1.92 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.319 27 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2850 1008.01 2848 1016.02 2846 1058.34 2844 1104.08 2842 1120.46 2842 1139.01 2844 1152.46 2846 1166.23 2848 1175.7 2850 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1016.02 .065 1139.01 .083 Bank Sta: Left Right 1016.02 1152.46 Lengths: Left Channel 252 253 Right 253 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2843.46 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.08 * Wt. n-Val. * * 0.065 * * * W.S. Elev (ft) * 2843.38 * Reach Len. (ft) * 252.00 * 253.00 * 253.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 52.98 * * * E.G. Slope (ft/ft) *0.011933 * Area (sq ft) * * 52.98 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 60.62 * Top Width (ft) * * 60.62 * * * Vel Total (ft/s) * 2.28 * Avg. Vel. (ft/s) * * 2.28 * * * Max Chl Dpth (ft) * 1.38 * Hydr. Depth (ft) * * 0.87 * * * Conv. Total (cfs) * 1106.0 * Conv. (cfs) * * 1106.0 * * * Length Wtd. (ft) * 253.00 * Wetted Per. (ft) * * 60.72 * * * Min Ch El (ft) * 2842.00 * Shear (lb/sq ft) * * 0.65 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 1.48 * * * Frctn Loss (ft) * 4.30 * Cum Volume (acre-ft) * 0.85 * 2.88 * 8.52 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * * 2.16 * 1.92 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.271 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2846 1021.15 2844 1042.13 2842 1057.81 2840 1109.27 2838 1134.2 2838 1149.47 2840 1158.94 2842 1166.01 2844 1171.84 2846 1178.19 2848 1185.36 2850 1192.53 2852 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1057.81 .07 1149.47 .083 Bank Sta: Left Right 1042.13 1158.94 Lengths: Left Channel 155 262 Right 299 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2839.15 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.12 * Wt. n-Val. * * 0.070 * * * W.S. Elev (ft) * 2839.03 * Reach Len. (ft) * 155.00 * 262.00 * 299.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 43.42 * * * E.G. Slope (ft/ft) *0.026097 * Area (sq ft) * * 43.42 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 59.32 * Top Width (ft) * * 59.32 * * * Vel Total (ft/s) * 2.78 * Avg. Vel. (ft/s) * * 2.78 * * * Max Chl Dpth (ft) * 1.03 * Hydr. Depth (ft) * * 0.73 * * * Conv. Total (cfs) * 747.9 * Conv. (cfs) * * 747.9 * * * Length Wtd. (ft) * 262.00 * Wetted Per. (ft) * * 59.41 * * * Min Ch El (ft) * 2838.00 * Shear (lb/sq ft) * * 1.19 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 3.31 * * * Frctn Loss (ft) * 5.06 * Cum Volume (acre-ft) * 0.85 * 2.60 * 8.52 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * * 1.81 * 1.92 * *********************************************************************************************** 28 Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.221 INPUT Description: @ Havasu Rd crossing Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2850 1010.68 2848 1022.32 2846 1034.08 2844 1046.07 2842 1054 2840 1068.91 2838 1088.29 2836 1115.96 2834 1124 2832.5 1132 2832.5 1155.41 2834 1174.63 2836 1209.98 2838 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1088.29 .03 1155.41 .083 Bank Sta: Left Right 1068.91 1209.98 Lengths: Left Channel 219 185 Right 166 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2834.07 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.38 * Wt. n-Val. * * 0.030 * * * W.S. Elev (ft) * 2833.69 * Reach Len. (ft) * 219.00 * 185.00 * 166.00 * * Crit W.S. (ft) * 2833.69 * Flow Area (sq ft) * * 24.50 * * * E.G. Slope (ft/ft) *0.014854 * Area (sq ft) * * 24.50 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 33.04 * Top Width (ft) * * 33.04 * * * Vel Total (ft/s) * 4.93 * Avg. Vel. (ft/s) * * 4.93 * * * Max Chl Dpth (ft) * 1.19 * Hydr. Depth (ft) * * 0.74 * * * Conv. Total (cfs) * 991.3 * Conv. (cfs) * * 991.3 * * * Length Wtd. (ft) * 184.72 * Wetted Per. (ft) * * 33.18 * * * Min Ch El (ft) * 2832.50 * Shear (lb/sq ft) * * 0.68 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 3.38 * * * Frctn Loss (ft) * 2.73 * Cum Volume (acre-ft) * 0.85 * 2.40 * 8.52 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * * 1.54 * 1.92 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.186 INPUT Description: Main chnl x-sect 3.891 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2843.8 1010 2842 1021 2840 1033 2838 1041 2834 1046 2832 1051 2830 1062 2828 1088 2826 1100 2826 1147 2826.4 1157 2826.4 1167 2826 1200 2826 1321 2827.6 1347 2827.6 1408 2826 1519 2826 1538 2827 1550 2827 1560 2826 1577 2824 1596 2822 1613 2821 1630 2821 1639 2822 1662 2824 1697 2826 1753.5 2828 1764 2832 1775.3 2836 1790 2837.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1046 .061 1147 .083 Bank Sta: Left Right Lengths: Left Channel 1046 1147 383 383 Ineffective Flow num= 1 Right 200 Coeff Contr. .1 29 Expan. .3 Sta L Sta R 1152 1790.38 Elev 2830 Permanent T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2827.00 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.08 * Wt. n-Val. * * 0.061 * 0.083 * * W.S. Elev (ft) * 2826.92 * Reach Len. (ft) * 383.00 * 383.00 * 200.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 50.10 * 2.58 * * E.G. Slope (ft/ft) *0.014669 * Area (sq ft) * * 50.10 * 721.46 * * Q Total (cfs) * 120.82 * Flow (cfs) * * 117.22 * 3.60 * * Top Width (ft) * 528.54 * Top Width (ft) * * 70.91 * 457.63 * * Vel Total (ft/s) * 2.29 * Avg. Vel. (ft/s) * * 2.34 * 1.40 * * Max Chl Dpth (ft) * 5.92 * Hydr. Depth (ft) * * 0.71 * 0.52 * * Conv. Total (cfs) * 997.6 * Conv. (cfs) * * 967.8 * 29.7 * * Length Wtd. (ft) * 380.27 * Wetted Per. (ft) * * 70.95 * 5.00 * * Min Ch El (ft) * 2826.00 * Shear (lb/sq ft) * * 0.65 * 0.47 * * Alpha * 1.02 * Stream Power (lb/ft s) * * 1.51 * 0.66 * * Frctn Loss (ft) * 10.72 * Cum Volume (acre-ft) * 0.85 * 2.24 * 7.14 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 1.31 * 1.05 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.114 INPUT Description: Main chnl x-sect 3.855 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2826.4 1007.5 2826 1017 2824 1039 2822 1059 2820 1073 2818 1090 2816 1112.7 2815.4 1124 2815.4 1170 2816 1197 2818 1238 2820 1288 2820 1396 2819 1429 2819 1463 2818 1478 2816.3 1484 2816.3 1504 2818 1525 2820 1556 2822 1576 2824 1583 2828 1590 2830 1610 2832 1628 2832.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1059 .061 1238 .083 Bank Sta: Left Right Lengths: Left Channel 1059 1238 165 184 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1240 1628.74 2825 T Right 215 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2816.28 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.21 * Wt. n-Val. * * 0.061 * * * W.S. Elev (ft) * 2816.07 * Reach Len. (ft) * 165.00 * 184.00 * 215.00 * * Crit W.S. (ft) * 2816.07 * Flow Area (sq ft) * * 33.09 * * * E.G. Slope (ft/ft) *0.074787 * Area (sq ft) * * 33.09 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 81.55 * Top Width (ft) * * 81.55 * * * Vel Total (ft/s) * 3.65 * Avg. Vel. (ft/s) * * 3.65 * * * Max Chl Dpth (ft) * 0.67 * Hydr. Depth (ft) * * 0.41 * * * Conv. Total (cfs) * 441.8 * Conv. (cfs) * * 441.8 * * * Length Wtd. (ft) * 184.00 * Wetted Per. (ft) * * 81.57 * * * Min Ch El (ft) * 2815.40 * Shear (lb/sq ft) * * 1.89 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 6.92 * * * Frctn Loss (ft) * 5.87 * Cum Volume (acre-ft) * 0.85 * 1.87 * 5.49 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * * 0.64 * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 30 Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0.079 INPUT Description: Main chnl x-sect 3.813 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2824 1007.7 2820 1015.8 2816 1024 2814 1033 2812 1041 2810 1050 2808.4 1058 2808.4 1089 2810 1097 2812 1107 2814 1174 2814 1190 2812 1202 2810 1226 2810 1234 2812 1250 2814 1261 2814 1294 2812 1328 2812 1341 2813 1367 2813 1385 2812 1414 2810 1431.4 2810 1507 2812 1531 2816 1546 2820 1563 2822 1587 2824 1607 2824 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1033 .061 1097 .083 Bank Sta: Left Right Lengths: Left Channel 1033 1097 415 415 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1107 1762.93 2820 T Right 250 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2810.05 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.14 * Wt. n-Val. * * 0.061 * * * W.S. Elev (ft) * 2809.91 * Reach Len. (ft) * 415.00 * 415.00 * 250.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * * 40.59 * * * E.G. Slope (ft/ft) *0.017603 * Area (sq ft) * * 40.59 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 45.75 * Top Width (ft) * * 45.75 * * * Vel Total (ft/s) * 2.98 * Avg. Vel. (ft/s) * * 2.98 * * * Max Chl Dpth (ft) * 1.51 * Hydr. Depth (ft) * * 0.89 * * * Conv. Total (cfs) * 910.6 * Conv. (cfs) * * 910.6 * * * Length Wtd. (ft) * 415.00 * Wetted Per. (ft) * * 45.93 * * * Min Ch El (ft) * 2808.40 * Shear (lb/sq ft) * * 0.97 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 2.89 * * * Frctn Loss (ft) * 12.39 * Cum Volume (acre-ft) * 0.85 * 1.72 * 5.49 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * * 0.38 * * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Coronado Split F REACH: Cor Split Reach RS: 0 INPUT Description: Main chnl x-sect 3.748, Sect upstream of Jct Cor Split Rtn Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2825 1020 2824 1028 2822 1036 2820 1044 2818 1053 2816 1067 2814 1077 2812 1112 2810 1116 2808 1120 2806 1125 2804 1129 2802 1133 2800 1137 2798 1149 2796 1155 2796 1186 2798 1203 2800 1249 2802 1479 2802 1561 2802 1567 2804 1573 2806 1578 2808 1583 2810 1589 2812 1603 2813 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1133 .061 1203 .083 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 31 Expan. 1133 1203 0 0 0 .1 .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2797.63 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.38 * Wt. n-Val. * * 0.061 * * * W.S. Elev (ft) * 2797.26 * Reach Len. (ft) * 480.00 * 480.00 * 480.00 * * Crit W.S. (ft) * 2797.26 * Flow Area (sq ft) * * 24.50 * * * E.G. Slope (ft/ft) *0.061351 * Area (sq ft) * * 24.50 * * * Q Total (cfs) * 120.82 * Flow (cfs) * * 120.82 * * * Top Width (ft) * 33.01 * Top Width (ft) * * 33.01 * * * Vel Total (ft/s) * 4.93 * Avg. Vel. (ft/s) * * 4.93 * * * Max Chl Dpth (ft) * 1.26 * Hydr. Depth (ft) * * 0.74 * * * Conv. Total (cfs) * 487.8 * Conv. (cfs) * * 487.8 * * * Length Wtd. (ft) * 480.00 * Wetted Per. (ft) * * 33.15 * * * Min Ch El (ft) * 2796.00 * Shear (lb/sq ft) * * 2.83 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 13.96 * * * Frctn Loss (ft) * 4.40 * Cum Volume (acre-ft) * 0.85 * 1.41 * 5.49 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.800 INPUT Description: Upstream section in study reach Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3081 1008.39 3080 1011.63 3079 1014.87 3078 10163077.753 1019.45 3077 1022 3076 10253075.279 10263075.039 1026.16 3075 1030.48 3074 1042.84 3074 1061.67 3075 10623075.113 1064.59 3076 1065.6 3077 1067.14 3078 1068.71 3079 1070.29 3080 1075 3082 1075.01 3086 1076 3086 1076.01 3085.9 1079.58 3088 1081.19 3089 1081.71 3090 1082.23 3091 1082.74 3092 1083.26 3093 1083.78 3094 1084.3 3095 1084.95 3096 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1008.39 .066 1070.29 .086 Bank Sta: Left Right 1008.39 1070.29 Lengths: Left Channel 50 46 Right 39 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3080.88 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.87 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3079.01 * Reach Len. (ft) * 50.00 * 46.00 * 39.00 * * Crit W.S. (ft) * 3079.01 * Flow Area (sq ft) * * 211.62 * * * E.G. Slope (ft/ft) *0.043326 * Area (sq ft) * * 211.62 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 57.11 * Top Width (ft) * * 57.11 * * * Vel Total (ft/s) * 10.98 * Avg. Vel. (ft/s) * * 10.98 * * * Max Chl Dpth (ft) * 5.01 * Hydr. Depth (ft) * * 3.71 * * * Conv. Total (cfs) * 11165.1 * Conv. (cfs) * * 11165.1 * * * Length Wtd. (ft) * 46.00 * Wetted Per. (ft) * * 58.99 * * * Min Ch El (ft) * 3074.00 * Shear (lb/sq ft) * * 9.70 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 106.57 * * * Frctn Loss (ft) * 1.72 * Cum Volume (acre-ft) * 0.00 * 0.75 * 0.00 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.01 * 1.43 * 0.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 32 CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.792 INPUT Description: 76 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3082.2 1001.98 3082 1007.91 3082.2 1008.91 3082.2 1008.92 3078 10093077.204 1009.28 3077 1010.64 3076 1015.52 3075 1018.11 3074 1020.4 3073 1021.99 3072 1024.8 3071 10253070.929 1027.61 3070 1030.83 3069 1034.68 3069 1038.66 3070 1039.07 3070 1040 3070 1044.33 3070 1046.22 3071 1048.11 3072 1049.99 3073 10503073.005 1051.88 3074 10533074.593 1053.77 3075 1055.66 3076 1057.55 3077 1059.43 3078 1061.14 3079 1064.05 3079.8 1064.06 3082.5 1065.05 3082.5 1065.06 3082.4 1067.55 3083 1069.3 3084 1071.06 3085 1072.79 3086 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1010.64 .066 1055.66 .086 Bank Sta: Left Right 1010.64 1055.66 Lengths: Left Channel 43 47 Right 50 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3078.41 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.86 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3076.55 * Reach Len. (ft) * 43.00 * 47.00 * 50.00 * * Crit W.S. (ft) * 3076.16 * Flow Area (sq ft) * 0.20 * 212.07 * 0.28 * * E.G. Slope (ft/ft) *0.032590 * Area (sq ft) * 0.20 * 212.07 * 0.28 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.23 * 2323.43 * 0.34 * * Top Width (ft) * 46.80 * Top Width (ft) * 0.74 * 45.02 * 1.03 * * Vel Total (ft/s) * 10.93 * Avg. Vel. (ft/s) * 1.14 * 10.96 * 1.21 * * Max Chl Dpth (ft) * 7.55 * Hydr. Depth (ft) * 0.27 * 4.71 * 0.27 * * Conv. Total (cfs) * 12873.5 * Conv. (cfs) * 1.3 * 12870.3 * 1.9 * * Length Wtd. (ft) * 47.00 * Wetted Per. (ft) * 0.92 * 47.92 * 1.17 * * Min Ch El (ft) * 3069.00 * Shear (lb/sq ft) * 0.45 * 9.00 * 0.49 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.51 * 98.66 * 0.59 * * Frctn Loss (ft) * 1.74 * Cum Volume (acre-ft) * 0.00 * 0.53 * 0.00 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 0.00 * 1.37 * 0.11 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.783 INPUT Description: 75 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3082 1009.09 3082 1014 3080 1015 3080 1015.01 3077.8 1017 3076 1020 3074 1021.5 3073 1023 3072 1025 3071 1027 3070 1033 3068 1045 3067 1046.47 3067 1049 3068 1051 3069 1053 3070 1054 3071 1055 3072 1056.5 3073 1058 3074 1059 3075 1060.6 3076 1061.5 3077 1063 3078 1063.65 3079 1065.9 3079.9 1065.91 3083 1066.91 3083 1066.92 3082.9 1070 3084 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1020 .066 1058 .086 Bank Sta: Left 1020 Right 1058 Lengths: Left Channel 23 24 Right 24 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** 33 * E.G. Elev (ft) * 3076.62 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.44 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3074.17 * Reach Len. (ft) * 23.00 * 24.00 * 24.00 * * Crit W.S. (ft) * 3074.17 * Flow Area (sq ft) * 0.02 * 185.30 * 0.01 * * E.G. Slope (ft/ft) *0.042258 * Area (sq ft) * 0.02 * 185.30 * 0.01 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.01 * 2323.98 * 0.01 * * Top Width (ft) * 38.43 * Top Width (ft) * 0.26 * 38.00 * 0.17 * * Vel Total (ft/s) * 12.54 * Avg. Vel. (ft/s) * 0.61 * 12.54 * 0.55 * * Max Chl Dpth (ft) * 7.17 * Hydr. Depth (ft) * 0.09 * 4.88 * 0.09 * * Conv. Total (cfs) * 11305.3 * Conv. (cfs) * 0.1 * 11305.1 * 0.0 * * Length Wtd. (ft) * 24.00 * Wetted Per. (ft) * 0.31 * 41.54 * 0.24 * * Min Ch El (ft) * 3067.00 * Shear (lb/sq ft) * 0.19 * 11.77 * 0.16 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.12 * 147.59 * 0.09 * * Frctn Loss (ft) * 0.50 * Cum Volume (acre-ft) * 0.00 * 0.31 * 0.00 * * C & E Loss (ft) * 0.42 * Cum SA (acres) * 0.00 * 1.33 * 0.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.778 INPUT Description: 74 Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3081.5 1012 3082 1020 3065.5 1024 3065.2 1048 3065.2 1060 3085 1068 3085 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1012 .066 1060 .086 Bank Sta: Left Right Lengths: Left Channel 1012 1060 60 60 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1020 3075 T 1048 1068 3075 T Right 60 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3074.98 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.61 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3073.37 * Reach Len. (ft) * 60.00 * 60.00 * 60.00 * * Crit W.S. (ft) * 3071.19 * Flow Area (sq ft) * * 228.08 * * * E.G. Slope (ft/ft) *0.012505 * Area (sq ft) * * 263.29 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 36.76 * Top Width (ft) * * 36.76 * * * Vel Total (ft/s) * 10.19 * Avg. Vel. (ft/s) * * 10.19 * * * Max Chl Dpth (ft) * 8.17 * Hydr. Depth (ft) * * 8.15 * * * Conv. Total (cfs) * 20782.4 * Conv. (cfs) * * 20782.4 * * * Length Wtd. (ft) * 60.00 * Wetted Per. (ft) * * 28.01 * * * Min Ch El (ft) * 3065.20 * Shear (lb/sq ft) * * 6.36 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 64.77 * * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * 0.19 * * * C & E Loss (ft) * * Cum SA (acres) * 0.00 * 1.31 * 0.11 * *********************************************************************************************** CULVERT RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.771 INPUT Description: Playa de Coronado Crossing @ HEC-1 Sta. RES-9 34 Distance from Upstream XS = 6.5 Deck/Roadway Width = 35 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 920 3082 965 3081 1100 3080 Upstream Bridge Cross Section Data Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3081.5 1012 3082 1020 3065.5 1024 3065.2 1048 3065.2 1060 3085 1068 3085 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1012 .066 1060 .086 Bank Sta: Left Right Coeff Contr. 1012 1060 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1020 3075 T 1048 1068 3075 T Expan. .5 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 950 3082 1001 3081 1125 3080 Downstream Bridge Cross Section Data Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3079 1029 3063 1044 3062.2 1072 3062.2 1087 3079 1094 3079.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1000 .066 1087 .086 Bank Sta: Left Right Coeff Contr. 1000 1087 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1044 3072.5 T 1072 1094 3072.5 T Expan. .5 Upstream Embankment side slope = .5 horiz. to 1.0 vertical Downstream Embankment side slope = .5 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span PlCoronadoMC Low Arch 9.5 28.08 FHWA Chart # 52- Low and high corrugated metal arch FHWA Scale # 4 - Beveled edges; 90 Degree headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked 3 52.5 .024 .035 0 Upstream Elevation = 3065.2 Centerline Station = 1034 Downstream Elevation = 3062.7 Centerline Station = 1058 Entrance Loss Coef .2 CULVERT OUTPUT Profile #100-yr Culv Group: PlCoronadoMC ************************************************************************* * Q Culv Group (cfs) * 2324.00 * Culv Full Len (ft) * * * # Barrels * 1 * Culv Vel US (ft/s) * 14.80 * * Q Barrel (cfs) * 2324.00 * Culv Vel DS (ft/s) * 18.78 * * E.G. US. (ft) * 3074.99 * Culv Inv El Up (ft) * 3065.20 * * W.S. US. (ft) * 3073.37 * Culv Inv El Dn (ft) * 3062.70 * 35 Exit Loss Coef 1 * E.G. DS (ft) * 3071.17 * Culv Frctn Ls (ft) * 1.72 * * W.S. DS (ft) * 3068.17 * Culv Exit Loss (ft) * 1.42 * * Delta EG (ft) * 3.82 * Culv Entr Loss (ft) * 0.68 * * Delta WS (ft) * 5.20 * Q Weir (cfs) * * * E.G. IC (ft) * 3074.97 * Weir Sta Lft (ft) * * * E.G. OC (ft) * 3074.99 * Weir Sta Rgt (ft) * * * Culvert Control * Outlet * Weir Submerg * * * Culv WS Inlet (ft) * 3070.91 * Weir Max Depth (ft) * * * Culv WS Outlet (ft) * 3067.11 * Weir Avg Depth (ft) * * * Culv Nml Depth (ft) * 4.15 * Weir Flow Area (sq ft) * * * Culv Crt Depth (ft) * 5.71 * Min El Weir Flow (ft) * 3080.33 * ************************************************************************* Warning: Since the culvert has supercritical flow, the program should be run in mixed flow in order to check if the cross section downstream of the culvert has supercritical flow. Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.767 INPUT Description: 73 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3079 1029 3063 1044 3062.2 1072 3062.2 1087 3079 1094 3079.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1000 .066 1087 .086 Bank Sta: Left Right Lengths: Left Channel 1000 1087 35 60 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1044 3072.5 T 1072 1094 3072.5 T Right 63 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3071.17 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 3.01 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3068.17 * Reach Len. (ft) * 35.00 * 60.00 * 63.00 * * Crit W.S. (ft) * 3068.17 * Flow Area (sq ft) * * 167.01 * * * E.G. Slope (ft/ft) *0.035317 * Area (sq ft) * * 290.53 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 57.69 * Top Width (ft) * * 57.69 * * * Vel Total (ft/s) * 13.92 * Avg. Vel. (ft/s) * * 13.92 * * * Max Chl Dpth (ft) * 5.96 * Hydr. Depth (ft) * * 5.96 * * * Conv. Total (cfs) * 12366.4 * Conv. (cfs) * * 12366.4 * * * Length Wtd. (ft) * 60.00 * Wetted Per. (ft) * * 28.00 * * * Min Ch El (ft) * 3062.20 * Shear (lb/sq ft) * * 13.15 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 183.00 * * * Frctn Loss (ft) * 2.36 * Cum Volume (acre-ft) * 0.09 * 5.10 * 0.71 * * C & E Loss (ft) * 0.72 * Cum SA (acres) * 0.00 * 1.24 * 0.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.756 INPUT Description: 72 Station Elevation Data Sta Elev Sta num= Elev 21 Sta Elev Sta Elev Sta 36 Elev ******************************************************************************** 1000 3076 1006 3074 1009.5 3072 1013 3070 1016 3068 1020 3066 1024 3064 1040 3062 1060 3060 1068 3059 1075 3060 1092 3062 1098 3064 1103 3066 1111 3068 1120 3070 1122 3072 1125 3074 1128 3077 1129 3077 1129.01 3076.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1024 .066 1098 .086 Bank Sta: Left 1024 Right 1098 Lengths: Left Channel 35 39 Right 40 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3065.98 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.56 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3064.42 * Reach Len. (ft) * 35.00 * 39.00 * 40.00 * * Crit W.S. (ft) * 3064.42 * Flow Area (sq ft) * 0.18 * 231.74 * 0.22 * * E.G. Slope (ft/ft) *0.043914 * Area (sq ft) * 0.18 * 231.74 * 0.22 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.21 * 2323.52 * 0.27 * * Top Width (ft) * 75.90 * Top Width (ft) * 0.84 * 74.00 * 1.06 * * Vel Total (ft/s) * 10.01 * Avg. Vel. (ft/s) * 1.19 * 10.03 * 1.22 * * Max Chl Dpth (ft) * 5.42 * Hydr. Depth (ft) * 0.21 * 3.13 * 0.21 * * Conv. Total (cfs) * 11090.1 * Conv. (cfs) * 1.0 * 11087.8 * 1.3 * * Length Wtd. (ft) * 39.00 * Wetted Per. (ft) * 0.94 * 74.80 * 1.14 * * Min Ch El (ft) * 3059.00 * Shear (lb/sq ft) * 0.52 * 8.49 * 0.54 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.62 * 85.16 * 0.66 * * Frctn Loss (ft) * 1.80 * Cum Volume (acre-ft) * 0.09 * 4.74 * 0.71 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * 0.00 * 1.15 * 0.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.748 INPUT Description: 71 Station Elevation Data num= 51 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3070 1001.21 3069 1002.65 3068 1004.11 3067 1005.57 3066 1007.21 3065 1008.84 3064 1011.16 3063 1013.54 3062 1015.76 3061 1017.47 3060 1020.5 3059 1032.76 3059 1038.48 3059 1044.06 3058 10453057.785 1048.43 3057 1052.8 3056 1060 3056 1072.03 3056 1074.27 3057 10763057.772 1076.51 3058 1078.76 3059 10803059.408 1081.8 3060 1088.46 3061 1096 3061 1115.44 3061 1116.95 3061 1119.88 3061 1124.22 3061 1127.6 3062 1130.45 3063 1133.68 3064 1135.12 3065 1136.18 3066 1137.24 3067 1138.3 3068 1139.49 3069 1140.91 3070 1142.4 3071 1143.86 3072 1145.93 3073 1148.11 3074 1151.16 3075 1154.01 3076 1156.51 3076 1160.55 3075 1164.91 3074 1202.48 3073 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1015.76 .066 1124.22 .086 Bank Sta: Left Right 1015.76 1124.22 Lengths: Left Channel 59 62 Right 63 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3062.63 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.21 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3061.42 * Reach Len. (ft) * 59.00 * 62.00 * 63.00 * * Crit W.S. (ft) * 3061.42 * Flow Area (sq ft) * 0.19 * 262.84 * 0.29 * * E.G. Slope (ft/ft) *0.048301 * Area (sq ft) * 0.19 * 262.84 * 0.29 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.24 * 2323.39 * 0.38 * * Top Width (ft) * 110.78 * Top Width (ft) * 0.92 * 108.46 * 1.40 * 37 * Vel Total (ft/s) * 8.83 * Avg. Vel. (ft/s) * 1.25 * 8.84 * 1.29 * * Max Chl Dpth (ft) * 5.41 * Hydr. Depth (ft) * 0.21 * 2.42 * 0.21 * * Conv. Total (cfs) * 10574.5 * Conv. (cfs) * 1.1 * 10571.7 * 1.7 * * Length Wtd. (ft) * 62.06 * Wetted Per. (ft) * 1.01 * 110.08 * 1.46 * * Min Ch El (ft) * 3056.00 * Shear (lb/sq ft) * 0.57 * 7.20 * 0.60 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.71 * 63.64 * 0.78 * * Frctn Loss (ft) * 2.74 * Cum Volume (acre-ft) * 0.09 * 4.52 * 0.71 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.00 * 1.07 * 0.10 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.737 INPUT Description: 70 Station Elevation Data num= 56 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3071 1003.82 3070 1005.17 3069 1006.51 3068 1007.86 3067 1009.21 3066 1010.41 3065 1011.55 3064 1013.28 3063 1014.8 3062 1016.39 3061 1018.69 3060 1021.04 3059 1022.36 3058 1023.62 3057 1024.87 3056 10263055.347 1026.6 3055 1028.61 3054 10303053.421 1031.01 3053 1035.7 3052 1039.67 3051 1042.51 3050 1044.86 3050 1045 3050 1048.43 3050 1051.09 3050 1053.73 3051 1056.75 3052 10603052.607 1062.1 3053 1068.01 3053 1071.87 3053 1080.12 3054 1088 3054.85 1089.39 3055 1101.44 3056 1105.78 3056 1116.37 3055 1123.54 3054 1145.38 3054 1162.47 3055 1172.08 3056 1180.18 3057 1185.64 3058 1186.71 3059 1187.78 3060 1188.85 3061 1190.11 3062 1200.16 3063 1203.51 3063 1204.89 3063 1205.89 3063 1213.66 3063 1219.56 3063 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1026.6 .066 1089.39 .086 Bank Sta: Left Right 1026.6 1089.39 Lengths: Left Channel 69 66 Right 64 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3057.09 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.34 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3055.75 * Reach Len. (ft) * 69.00 * 66.00 * 64.00 * * Crit W.S. (ft) * 3055.75 * Flow Area (sq ft) * 0.49 * 205.40 * 77.65 * * E.G. Slope (ft/ft) *0.040601 * Area (sq ft) * 0.49 * 205.40 * 77.65 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.80 * 2023.72 * 299.48 * * Top Width (ft) * 134.39 * Top Width (ft) * 1.30 * 62.79 * 70.30 * * Vel Total (ft/s) * 8.20 * Avg. Vel. (ft/s) * 1.65 * 9.85 * 3.86 * * Max Chl Dpth (ft) * 5.75 * Hydr. Depth (ft) * 0.38 * 3.27 * 1.10 * * Conv. Total (cfs) * 11533.7 * Conv. (cfs) * 4.0 * 10043.5 * 1486.3 * * Length Wtd. (ft) * 65.87 * Wetted Per. (ft) * 1.50 * 64.18 * 70.51 * * Min Ch El (ft) * 3050.00 * Shear (lb/sq ft) * 0.82 * 8.11 * 2.79 * * Alpha * 1.29 * Stream Power (lb/ft s) * 1.35 * 79.93 * 10.77 * * Frctn Loss (ft) * 3.01 * Cum Volume (acre-ft) * 0.09 * 4.18 * 0.66 * * C & E Loss (ft) * 0.11 * Cum SA (acres) * 0.00 * 0.95 * 0.05 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash 38 REACH: Main Reach 1 RS: 4.724 INPUT Description: 69 Station Elevation Data num= 45 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3060 1009.01 3059 1010.9 3058 1012.73 3057 1014.5 3056 1016.51 3055 1019.01 3054 1020.98 3053 1022.54 3052 1025.21 3051 1027.27 3050 1029.14 3049 1032.3 3048 10333047.876 1037.95 3047 1040.36 3046 1044.75 3045 1057.63 3045 1060 3045.17 1071.56 3046 1074.58 3047 10803047.194 10923047.625 1102.43 3048 1108.9 3048 1115.87 3047 1126.66 3046 1135.97 3045 1162.62 3045 1166.91 3046 1175.79 3047 1182.57 3048 1187.34 3049 1191.79 3050 1198.82 3051 1206.89 3052 1209.09 3053 1210.55 3054 1213.35 3055 1216.77 3056 1220.2 3057 1223.62 3058 1233.18 3058 1234.51 3058 1237.45 3058 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1027.27 .066 1191.79 .086 Bank Sta: Left Right 1027.27 1191.79 Lengths: Left Channel 118 102 Right 100 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3049.20 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.97 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3048.23 * Reach Len. (ft) * 118.00 * 102.00 * 100.00 * * Crit W.S. (ft) * 3048.23 * Flow Area (sq ft) * * 294.00 * * * E.G. Slope (ft/ft) *0.051673 * Area (sq ft) * * 294.00 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 152.07 * Top Width (ft) * * 152.07 * * * Vel Total (ft/s) * 7.90 * Avg. Vel. (ft/s) * * 7.90 * * * Max Chl Dpth (ft) * 3.23 * Hydr. Depth (ft) * * 1.93 * * * Conv. Total (cfs) * 10223.6 * Conv. (cfs) * * 10223.6 * * * Length Wtd. (ft) * 102.00 * Wetted Per. (ft) * * 153.16 * * * Min Ch El (ft) * 3045.00 * Shear (lb/sq ft) * * 6.19 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 48.95 * * * Frctn Loss (ft) * 5.07 * Cum Volume (acre-ft) * 0.09 * 3.80 * 0.60 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.00 * 0.79 * 0.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.705 INPUT Description: 68 Station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3051 1002.3 3050 1004.6 3049 1006.79 3048 1008.84 3047 1010.43 3046 1012.76 3045 1016.23 3044 1018.62 3043 1021.45 3042 1025.38 3041 1030.91 3040 1041.04 3039 1045 3038.61 1051.19 3038 1069.75 3037 1070 3037 1071.1 3037 1076.34 3038 1081.78 3039 1082 3039 1100.42 3039 1105.65 3038 1110.5 3038 1117.67 3039 11183039.136 1120.09 3040 1122.5 3041 1124.63 3042 11283042.977 1128.08 3043 1131.67 3044 1135.12 3045 1137.85 3046 1149.79 3047 1152.8 3048 1155.8 3049 1158.85 3050 1163.3 3051 1167.32 3052 1176.94 3052 1179.76 3052 1196.91 3053 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1016.23 .066 1131.67 .086 Bank Sta: Left Right 1016.23 1131.67 CROSS SECTION OUTPUT Lengths: Left Channel 45 48 Right 50 Coeff Contr. .1 Profile #100-yr 39 Expan. .3 *********************************************************************************************** * E.G. Elev (ft) * 3042.51 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.31 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3041.20 * Reach Len. (ft) * 45.00 * 48.00 * 50.00 * * Crit W.S. (ft) * 3041.20 * Flow Area (sq ft) * * 252.94 * * * E.G. Slope (ft/ft) *0.047923 * Area (sq ft) * * 252.94 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 98.34 * Top Width (ft) * * 98.34 * * * Vel Total (ft/s) * 9.19 * Avg. Vel. (ft/s) * * 9.19 * * * Max Chl Dpth (ft) * 4.20 * Hydr. Depth (ft) * * 2.57 * * * Conv. Total (cfs) * 10616.1 * Conv. (cfs) * * 10616.1 * * * Length Wtd. (ft) * 48.00 * Wetted Per. (ft) * * 99.37 * * * Min Ch El (ft) * 3037.00 * Shear (lb/sq ft) * * 7.62 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 69.97 * * * Frctn Loss (ft) * 2.22 * Cum Volume (acre-ft) * 0.09 * 3.16 * 0.60 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.00 * 0.49 * 0.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.696 INPUT Description: 67 Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3048 1001.79 3047 1004.06 3046 1006.14 3045 1007.16 3044 1007.94 3043 1009.29 3042 1010.64 3041 1011.84 3040 1013.07 3039 1014.71 3038 1016.46 3037 1018.15 3037 1019.98 3037 1024.69 3036 1030.91 3035 10313034.982 1035.89 3034 1039.71 3033 10403032.963 1047.58 3032 1051.22 3031 1052.03 3031 10553031.542 1057.51 3032 1061.98 3033 1067.16 3034 10773034.927 1077.77 3035 1081.3 3036 1084.83 3037 1088.37 3038 1091.9 3039 1094.09 3040 1095.9 3041 1097.72 3042 1099.53 3043 1107.55 3044 1109.39 3045 1115.33 3046 1118.59 3047 1125.62 3048 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1014.71 .066 1088.37 .086 Bank Sta: Left Right 1014.71 1088.37 Lengths: Left Channel 74 72 Right 68 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3039.02 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.63 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3037.39 * Reach Len. (ft) * 74.00 * 72.00 * 68.00 * * Crit W.S. (ft) * 3037.39 * Flow Area (sq ft) * * 226.64 * * * E.G. Slope (ft/ft) *0.044804 * Area (sq ft) * * 226.64 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 70.42 * Top Width (ft) * * 70.42 * * * Vel Total (ft/s) * 10.25 * Avg. Vel. (ft/s) * * 10.25 * * * Max Chl Dpth (ft) * 6.39 * Hydr. Depth (ft) * * 3.22 * * * Conv. Total (cfs) * 10979.4 * Conv. (cfs) * * 10979.4 * * * Length Wtd. (ft) * 72.00 * Wetted Per. (ft) * * 71.81 * * * Min Ch El (ft) * 3031.00 * Shear (lb/sq ft) * * 8.83 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 90.53 * * * Frctn Loss (ft) * 2.84 * Cum Volume (acre-ft) * 0.09 * 2.90 * 0.60 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.00 * 0.40 * 0.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 40 CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.682 INPUT Description: 66 Station Elevation Data num= 51 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3049 1004.45 3048 1007.47 3047 1009.51 3046 1011.33 3045 1012.15 3044 1012.96 3043 1013.78 3042 1014.59 3041 1015.4 3040 1016.22 3039 1017.03 3038 1017.84 3037 1018.66 3036 10193035.585 1019.48 3035 1020.38 3034 1021.14 3033 1021.84 3032 1022.55 3031 1023.25 3030 1024.64 3029 10263028.055 1026.08 3028 1027.48 3027 1029.16 3026 10303025.494 1030.82 3025 1032.49 3024 1043.31 3023 1044.16 3023 1047.17 3024 1050.19 3025 1053.2 3026 10553026.549 1056.48 3027 10703027.883 1071.79 3028 1076.12 3029 1079.21 3030 1081.61 3031 1083.8 3032 1085.34 3033 1086.87 3034 1088.41 3035 1089.95 3036 1091.49 3037 1093.17 3038 1103.56 3039 1108.23 3040 1113.14 3041 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1023.25 .066 1079.21 .086 Bank Sta: Left Right 1023.25 1079.21 Lengths: Left Channel 47 49 Right 53 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3031.88 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.66 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3030.22 * Reach Len. (ft) * 47.00 * 49.00 * 53.00 * * Crit W.S. (ft) * 3029.95 * Flow Area (sq ft) * 0.02 * 225.04 * 0.06 * * E.G. Slope (ft/ft) *0.035091 * Area (sq ft) * 0.02 * 225.04 * 0.06 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.01 * 2323.95 * 0.04 * * Top Width (ft) * 56.64 * Top Width (ft) * 0.15 * 55.96 * 0.53 * * Vel Total (ft/s) * 10.32 * Avg. Vel. (ft/s) * 0.51 * 10.33 * 0.71 * * Max Chl Dpth (ft) * 7.22 * Hydr. Depth (ft) * 0.11 * 4.02 * 0.11 * * Conv. Total (cfs) * 12406.3 * Conv. (cfs) * 0.0 * 12406.0 * 0.2 * * Length Wtd. (ft) * 49.00 * Wetted Per. (ft) * 0.27 * 58.73 * 0.57 * * Min Ch El (ft) * 3023.00 * Shear (lb/sq ft) * 0.14 * 8.39 * 0.22 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.07 * 86.69 * 0.16 * * Frctn Loss (ft) * 1.90 * Cum Volume (acre-ft) * 0.09 * 2.53 * 0.60 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.00 * 0.30 * 0.00 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.673 INPUT Description: 65 Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3046 1004.55 3045 1008.24 3044 1011.66 3043 1013.63 3042 1015.18 3041 1017.18 3040 1019.09 3039 1020.79 3038 1022.46 3037 1024.71 3036 1026.86 3035 10283034.441 1028.9 3034 1030.8 3033 1032.15 3032 1033.6 3031 1035.13 3030 1036.67 3029 1038.2 3028 1039.73 3027 10403026.887 1042.12 3026 1044.97 3025 1049.05 3024 1054.13 3023 1060 3023 1065 3023 1070.73 3023 1077.27 3024 1088.11 3025 1089.91 3026 10913026.602 1091.72 3027 1093.52 3028 1095.32 3029 1097.13 3030 1098.93 3031 1100.73 3032 1102.54 3033 1104.34 3034 1106.18 3035 1108.03 3036 1109.89 3037 1111.74 3038 1113.59 3039 1122.04 3040 1130.16 3041 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1035.13 .066 1097.13 .086 Bank Sta: Left Right 1035.13 1097.13 Lengths: Left Channel 173 155 Right 129 Coeff Contr. .1 41 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3029.95 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.91 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3028.05 * Reach Len. (ft) * 173.00 * 155.00 * 129.00 * * Crit W.S. (ft) * 3028.05 * Flow Area (sq ft) * * 209.66 * * * E.G. Slope (ft/ft) *0.042979 * Area (sq ft) * * 209.66 * * * Q Total (cfs) * 2324.00 * Flow (cfs) * * 2324.00 * * * Top Width (ft) * 55.47 * Top Width (ft) * * 55.47 * * * Vel Total (ft/s) * 11.08 * Avg. Vel. (ft/s) * * 11.08 * * * Max Chl Dpth (ft) * 5.05 * Hydr. Depth (ft) * * 3.78 * * * Conv. Total (cfs) * 11210.0 * Conv. (cfs) * * 11210.0 * * * Length Wtd. (ft) * 155.00 * Wetted Per. (ft) * * 57.28 * * * Min Ch El (ft) * 3023.00 * Shear (lb/sq ft) * * 9.82 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 108.86 * * * Frctn Loss (ft) * 6.85 * Cum Volume (acre-ft) * 0.09 * 2.28 * 0.60 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * 0.00 * 0.23 * 0.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 1 RS: 4.643 INPUT Description: Section upstream of Junction FR-9 Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3021 1002.28 3020 1004.74 3019 1008.43 3018 1012.79 3017 1016.83 3016 10173015.971 1022.78 3015 1030.93 3014 1039.85 3013 1045.08 3012 1050 3012 1051.5 3012 1058.03 3012 1064.29 3011 1069.52 3011 1075.4 3012 10803012.897 1080.53 3013 1085.37 3014 1089.05 3015 1092.74 3016 10933016.071 1096.41 3017 1100.08 3018 1103.74 3019 1107.04 3020 1109.55 3021 11123021.932 1112.18 3022 1114.59 3023 1117 3024 1119.41 3025 1121.83 3026 1124.24 3027 1126.53 3028 1128.77 3029 1131 3030 1133.24 3031 1135.47 3032 1137.83 3033 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1016.83 .066 1092.74 .086 Bank Sta: Left Right 1016.83 1092.74 Lengths: Left Channel 0 0 Right 0 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3017.64 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.56 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3016.08 * Reach Len. (ft) * 252.00 * 252.00 * 252.00 * * Crit W.S. (ft) * 3016.08 * Flow Area (sq ft) * 0.01 * 231.85 * 0.01 * * E.G. Slope (ft/ft) *0.045460 * Area (sq ft) * 0.01 * 231.85 * 0.01 * * Q Total (cfs) * 2324.00 * Flow (cfs) * 0.01 * 2323.99 * 0.00 * * Top Width (ft) * 76.52 * Top Width (ft) * 0.32 * 75.91 * 0.29 * * Vel Total (ft/s) * 10.02 * Avg. Vel. (ft/s) * 0.42 * 10.02 * 0.42 * * Max Chl Dpth (ft) * 5.08 * Hydr. Depth (ft) * 0.04 * 3.05 * 0.04 * * Conv. Total (cfs) * 10899.8 * Conv. (cfs) * 0.0 * 10899.8 * 0.0 * * Length Wtd. (ft) * 252.00 * Wetted Per. (ft) * 0.33 * 76.83 * 0.30 * * Min Ch El (ft) * 3011.00 * Shear (lb/sq ft) * 0.11 * 8.56 * 0.11 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.05 * 85.84 * 0.05 * * Frctn Loss (ft) * 6.77 * Cum Volume (acre-ft) * 0.09 * 1.50 * 0.60 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * * * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 42 Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 2 RS: 4.596 INPUT Description: Section downstream of Junction FR-9 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3005 1001.9 3004 1003.75 3003 1005.32 3002 1006.89 3001 10083000.293 1008.46 3000 1010.02 2999 1011.57 2998 1013.05 2997 1014.53 2996 10152995.682 1016.01 2995 1017.36 2994 1020 2993.18 1020.58 2993 1023.23 2992 1025.88 2991 1026.84 2991 1031 2992 1034.2 2993 10402993.278 1055.1 2994 1059.43 2995 10632995.329 1070.27 2996 1076.26 2997 1100.79 2998 1113.29 2999 1117.92 3000 1121.54 3001 1125.17 3002 1127.3 3003 1128.93 3004 1130.83 3005 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1017.36 .061 1055.1 .083 Bank Sta: Left 1017.36 Right 1055.1 Lengths: Left Channel 258 256 Right 261 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3002.81 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.32 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 3000.49 * Reach Len. (ft) * 258.00 * 256.00 * 261.00 * * Crit W.S. (ft) * 3000.49 * Flow Area (sq ft) * 30.61 * 285.62 * 207.09 * * E.G. Slope (ft/ft) *0.022146 * Area (sq ft) * 30.61 * 285.62 * 207.09 * * Q Total (cfs) * 5284.00 * Flow (cfs) * 155.30 * 3934.92 * 1193.78 * * Top Width (ft) * 112.00 * Top Width (ft) * 9.67 * 37.74 * 64.59 * * Vel Total (ft/s) * 10.10 * Avg. Vel. (ft/s) * 5.07 * 13.78 * 5.76 * * Max Chl Dpth (ft) * 9.49 * Hydr. Depth (ft) * 3.17 * 7.57 * 3.21 * * Conv. Total (cfs) * 35507.0 * Conv. (cfs) * 1043.6 * 26441.5 * 8021.9 * * Length Wtd. (ft) * 256.92 * Wetted Per. (ft) * 11.65 * 38.55 * 65.07 * * Min Ch El (ft) * 2991.00 * Shear (lb/sq ft) * 3.63 * 10.24 * 4.40 * * Alpha * 1.47 * Stream Power (lb/ft s) * 18.44 * 141.12 * 25.37 * * Frctn Loss (ft) * 6.35 * Cum Volume (acre-ft) * 0.51 * 4.51 * 1.59 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * 0.12 * 0.55 * 0.47 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 2 RS: 4.547 INPUT Description: 62 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3000 1005.81 2999 1008.43 2998 1011.08 2997 1013.93 2996 1016.54 2995 1018.19 2994 1019.73 2993 1021 2992 1022.27 2991 1023.54 2990 1024.81 2989 1026.39 2988 1028.26 2987 10302986.064 1030.12 2986 1031.99 2985 1033.89 2984 10352983.931 1050 2983 1072.77 2984 10752984.308 10802984.999 1080.01 2985 1084.43 2986 1086.4 2987 1089.24 2988 1091.53 2989 1093.63 2990 1099.25 2991 1105.34 2992 1111.97 2993 1116.31 2994 1131.63 2995 1136.95 2996 1141.21 2997 1145.05 2998 1147.2 2999 1149.28 3000 1149.37 3000 Manning's n Values Sta n Val Sta num= n Val 3 Sta n Val 43 ************************************************ 1000 .083 1035 .061 1075 .083 Bank Sta: Left 1035 Right 1075 Lengths: Left Channel 202 203 Right 209 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2993.88 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 3.10 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2990.78 * Reach Len. (ft) * 202.00 * 203.00 * 209.00 * * Crit W.S. (ft) * 2990.78 * Flow Area (sq ft) * 49.04 * 290.13 * 81.32 * * E.G. Slope (ft/ft) *0.027749 * Area (sq ft) * 49.04 * 290.13 * 81.32 * * Q Total (cfs) * 5284.00 * Flow (cfs) * 331.75 * 4406.19 * 546.07 * * Top Width (ft) * 75.44 * Top Width (ft) * 12.45 * 40.00 * 23.00 * * Vel Total (ft/s) * 12.57 * Avg. Vel. (ft/s) * 6.76 * 15.19 * 6.71 * * Max Chl Dpth (ft) * 7.78 * Hydr. Depth (ft) * 3.94 * 7.25 * 3.54 * * Conv. Total (cfs) * 31720.2 * Conv. (cfs) * 1991.5 * 26450.6 * 3278.1 * * Length Wtd. (ft) * 203.50 * Wetted Per. (ft) * 14.35 * 40.07 * 24.07 * * Min Ch El (ft) * 2983.00 * Shear (lb/sq ft) * 5.92 * 12.54 * 5.85 * * Alpha * 1.27 * Stream Power (lb/ft s) * 40.04 * 190.49 * 39.30 * * Frctn Loss (ft) * 4.69 * Cum Volume (acre-ft) * 0.28 * 2.82 * 0.73 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 0.06 * 0.32 * 0.21 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 2 RS: 4.509 INPUT Description: 61 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2992 1022 2977 1025 2974 1037 2972 1043 2971 1050 2972 1052 2973 1055 2974 1060 2977 1063 2978 1069 2980 1087 2980 1098 2980 1109 2982 1146 2990 1156 2992 1184 2994 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1022 .061 1060 .083 Bank Sta: Left 1022 Right 1060 Lengths: Left Channel 95 90 Right 60 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2984.83 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.80 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2982.03 * Reach Len. (ft) * 95.00 * 90.00 * 60.00 * * Crit W.S. (ft) * 2982.03 * Flow Area (sq ft) * 18.55 * 342.14 * 101.97 * * E.G. Slope (ft/ft) *0.019448 * Area (sq ft) * 18.55 * 342.14 * 101.97 * * Q Total (cfs) * 5284.00 * Flow (cfs) * 75.43 * 4798.09 * 410.48 * * Top Width (ft) * 94.52 * Top Width (ft) * 7.38 * 38.00 * 49.14 * * Vel Total (ft/s) * 11.42 * Avg. Vel. (ft/s) * 4.07 * 14.02 * 4.03 * * Max Chl Dpth (ft) * 11.03 * Hydr. Depth (ft) * 2.52 * 9.00 * 2.08 * * Conv. Total (cfs) * 37890.0 * Conv. (cfs) * 540.9 * 34405.6 * 2943.4 * * Length Wtd. (ft) * 88.85 * Wetted Per. (ft) * 8.93 * 40.79 * 49.81 * * Min Ch El (ft) * 2971.00 * Shear (lb/sq ft) * 2.52 * 10.18 * 2.49 * * Alpha * 1.38 * Stream Power (lb/ft s) * 10.26 * 142.81 * 10.01 * * Frctn Loss (ft) * 1.82 * Cum Volume (acre-ft) * 0.12 * 1.34 * 0.29 * * C & E Loss (ft) * 0.15 * Cum SA (acres) * 0.01 * 0.14 * 0.04 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 44 Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 2 RS: 4.492 INPUT Description: Section upstream of Junction Cor Split Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2989 1025 2976 1035 2974 1046 2972 1070 2970 1073 2970 1091 2972 1118 2976 1207 2990 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1025 .05 1118 .083 Bank Sta: Left 1025 Right 1118 Lengths: Left Channel 0 0 Right 0 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2979.46 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.28 * Wt. n-Val. * 0.083 * 0.050 * 0.083 * * W.S. Elev (ft) * 2977.18 * Reach Len. (ft) * * * * * Crit W.S. (ft) * 2977.18 * Flow Area (sq ft) * 1.33 * 434.42 * 4.40 * * E.G. Slope (ft/ft) *0.021636 * Area (sq ft) * 1.33 * 434.42 * 4.40 * * Q Total (cfs) * 5284.00 * Flow (cfs) * 2.27 * 5273.66 * 8.07 * * Top Width (ft) * 102.74 * Top Width (ft) * 2.26 * 93.00 * 7.48 * * Vel Total (ft/s) * 12.01 * Avg. Vel. (ft/s) * 1.71 * 12.14 * 1.83 * * Max Chl Dpth (ft) * 7.18 * Hydr. Depth (ft) * 0.59 * 4.67 * 0.59 * * Conv. Total (cfs) * 35923.3 * Conv. (cfs) * 15.4 * 35853.0 * 54.9 * * Length Wtd. (ft) * * Wetted Per. (ft) * 2.55 * 93.87 * 7.57 * * Min Ch El (ft) * 2970.00 * Shear (lb/sq ft) * 0.70 * 6.25 * 0.78 * * Alpha * 1.02 * Stream Power (lb/ft s) * 1.20 * 75.89 * 1.44 * * Frctn Loss (ft) * 1.69 * Cum Volume (acre-ft) * 0.10 * 0.54 * 0.22 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * * * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: A flow split was encountered. The program first calculated the momentum of both channels below the junction. An energy balance was performed across the junction from the stream with the highest momentum downstream to the section upstream. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.477 INPUT Description: Section downstream of Junction Cor Split Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2980 1008 2976 1036 2974 1049 2972 1057 2970.8 1070 2970.8 1091 2970.1 1093 2970 1104 2968 1108 2967.8 1115 2968 1124 2970 1153 2972 1176 2974 1221 2984 Manning's n Values num= 6 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1049 .03 1091 .061 1124 .083 1153 .03 1176 .083 Bank Sta: Left Right Lengths: Left Channel 1091 1124 33 35 Ineffective Flow num= 1 Right 36 Coeff Contr. .1 45 Expan. .3 Sta L 1000 Sta R 1093 Elev 2980 Permanent T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2976.49 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.75 * Wt. n-Val. * * 0.061 * 0.063 * * W.S. Elev (ft) * 2974.74 * Reach Len. (ft) * 33.00 * 35.00 * 36.00 * * Crit W.S. (ft) * 2974.74 * Flow Area (sq ft) * * 189.95 * 149.55 * * E.G. Slope (ft/ft) *0.021572 * Area (sq ft) * 194.29 * 199.32 * 149.55 * * Q Total (cfs) * 3361.56 * Flow (cfs) * * 2255.85 * 1105.71 * * Top Width (ft) * 153.64 * Top Width (ft) * 65.32 * 33.00 * 55.32 * * Vel Total (ft/s) * 9.90 * Avg. Vel. (ft/s) * * 11.88 * 7.39 * * Max Chl Dpth (ft) * 6.94 * Hydr. Depth (ft) * * 6.13 * 2.70 * * Conv. Total (cfs) * 22887.5 * Conv. (cfs) * * 15359.2 * 7528.3 * * Length Wtd. (ft) * 35.21 * Wetted Per. (ft) * * 31.41 * 55.55 * * Min Ch El (ft) * 2967.80 * Shear (lb/sq ft) * * 8.14 * 3.63 * * Alpha * 1.15 * Stream Power (lb/ft s) * * 96.73 * 26.80 * * Frctn Loss (ft) * 0.82 * Cum Volume (acre-ft) * 25.28 * 32.25 * 17.79 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 12.94 * 6.99 * 5.33 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.47 INPUT Description: 58 Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2980 1004 2978 1017 2976 1031 2974 1044 2972 1053 2970 1063 2968.7 1076 2968.8 1089 2969 1093 2970 1106 2972 1108 2973 1109 2973.5 1111 2973.5 1112 2973 1115 2972 1119 2970 1126 2968 1138 2967 1146 2966.2 1155 2967 1166 2968 1172 2970 1204 2972 1223 2974 1255 2982 1268 2984 Manning's n Values num= 6 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1053 .03 1093 .083 1111 .061 1204 .03 1223 .083 Bank Sta: Left Right Lengths: Left Channel 1111 1172 90 122 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1109 2980 T Right 140 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2974.58 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.71 * Wt. n-Val. * * 0.061 * 0.060 * * W.S. Elev (ft) * 2972.88 * Reach Len. (ft) * 90.00 * 122.00 * 140.00 * * Crit W.S. (ft) * 2972.88 * Flow Area (sq ft) * * 289.43 * 63.71 * * E.G. Slope (ft/ft) *0.025122 * Area (sq ft) * 198.67 * 289.43 * 63.71 * * Q Total (cfs) * 3523.65 * Flow (cfs) * * 3154.85 * 368.80 * * Top Width (ft) * 169.41 * Top Width (ft) * 69.45 * 59.63 * 40.33 * * Vel Total (ft/s) * 9.98 * Avg. Vel. (ft/s) * * 10.90 * 5.79 * * Max Chl Dpth (ft) * 6.68 * Hydr. Depth (ft) * * 4.85 * 1.58 * * Conv. Total (cfs) * 22231.4 * Conv. (cfs) * * 19904.6 * 2326.8 * * Length Wtd. (ft) * 122.97 * Wetted Per. (ft) * * 61.01 * 40.44 * * Min Ch El (ft) * 2966.20 * Shear (lb/sq ft) * * 7.44 * 2.47 * * Alpha * 1.10 * Stream Power (lb/ft s) * * 81.10 * 14.30 * * Frctn Loss (ft) * 3.26 * Cum Volume (acre-ft) * 25.13 * 32.05 * 17.70 * * C & E Loss (ft) * 0.12 * Cum SA (acres) * 12.89 * 6.95 * 5.29 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. 46 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.447 INPUT Description: 57 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2968 1016.982964.913 1022 2964 1026 2963.5 1057 2963.5 1061 2964 1079 2964.4 1096 2964 1150 2964 1173 2962 1176 2960 1179 2958 1185 2956 1190 2954.5 1198 2956 1211 2960 1230 2964 1247 2966 1288 2967 1306 2968 1317 2972 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1022 .03 1061 .083 1176 .061 1211 .083 Bank Sta: Left Right Lengths: Left Channel 1176 1211 90 112 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1079 2970 T Right 103 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2966.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.90 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2963.63 * Reach Len. (ft) * 90.00 * 112.00 * 103.00 * * Crit W.S. (ft) * 2963.63 * Flow Area (sq ft) * 23.21 * 235.86 * 31.33 * * E.G. Slope (ft/ft) *0.028049 * Area (sq ft) * 27.43 * 235.86 * 31.33 * * Q Total (cfs) * 3523.65 * Flow (cfs) * 71.15 * 3314.70 * 137.80 * * Top Width (ft) * 107.13 * Top Width (ft) * 54.88 * 35.00 * 17.25 * * Vel Total (ft/s) * 12.13 * Avg. Vel. (ft/s) * 3.07 * 14.05 * 4.40 * * Max Chl Dpth (ft) * 9.13 * Hydr. Depth (ft) * 1.07 * 6.74 * 1.82 * * Conv. Total (cfs) * 21039.5 * Conv. (cfs) * 424.9 * 19791.9 * 822.8 * * Length Wtd. (ft) * 110.90 * Wetted Per. (ft) * 22.44 * 36.89 * 17.63 * * Min Ch El (ft) * 2954.50 * Shear (lb/sq ft) * 1.81 * 11.20 * 3.11 * * Alpha * 1.27 * Stream Power (lb/ft s) * 5.55 * 157.34 * 13.69 * * Frctn Loss (ft) * 2.79 * Cum Volume (acre-ft) * 24.89 * 31.32 * 17.55 * * C & E Loss (ft) * 0.29 * Cum SA (acres) * 12.76 * 6.82 * 5.20 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.426 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2966 1006 2964 1012 2962 1012.432961.928 1024 2960 1036 2959 1053 2959 1063 2960 1067 2961 1073 2961 1078 2961 1083 2960 1098 2960 1115 2961 1170 2961 1185 2960 1210 2958 1219 2956 1233 2954 1246 2952 1253 2952 1265 2954 1273 2956 1281 2958 1286 2958 47 1295 1420 2957 2964 1306 1453 2957 2966 1312 1478 2958 2968 1320 2960 1333 2962 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1024 .03 1063 .083 1219 .061 1273 .083 Bank Sta: Left Right Lengths: Left Channel 1219 1273 102 90 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1115 2964 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1119 1178 2970 Right 100 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2961.33 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.92 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2959.41 * Reach Len. (ft) * 102.00 * 90.00 * 100.00 * * Crit W.S. (ft) * 2959.41 * Flow Area (sq ft) * 34.13 * 309.17 * 85.49 * * E.G. Slope (ft/ft) *0.023024 * Area (sq ft) * 42.97 * 309.17 * 85.49 * * Q Total (cfs) * 4089.64 * Flow (cfs) * 108.65 * 3625.79 * 355.21 * * Top Width (ft) * 151.31 * Top Width (ft) * 52.67 * 54.00 * 44.64 * * Vel Total (ft/s) * 9.54 * Avg. Vel. (ft/s) * 3.18 * 11.73 * 4.15 * * Max Chl Dpth (ft) * 7.41 * Hydr. Depth (ft) * 1.28 * 5.73 * 1.92 * * Conv. Total (cfs) * 26952.2 * Conv. (cfs) * 716.0 * 23895.2 * 2340.9 * * Length Wtd. (ft) * 92.05 * Wetted Per. (ft) * 26.91 * 54.71 * 45.20 * * Min Ch El (ft) * 2952.00 * Shear (lb/sq ft) * 1.82 * 8.12 * 2.72 * * Alpha * 1.36 * Stream Power (lb/ft s) * 5.80 * 95.27 * 11.30 * * Frctn Loss (ft) * 2.17 * Cum Volume (acre-ft) * 24.82 * 30.61 * 17.41 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 12.65 * 6.70 * 5.12 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.409 INPUT Description: 56 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2959 1004 2958 1012 2956 1016.412955.779 1032 2955 1038 2954.8 1044 2955 1058 2955 1063 2954 1065 2954 1077 2955 1080 2955 1128 2955 1139 2954 1204 2952 1229 2950 1251 2948 1264 2947.5 1283 2950 1290 2951.5 1327 2951 1355 2952 1399 2954 1435 2958 1473 2959 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1012 .03 1044 .083 1229 .061 1283 .083 Bank Sta: Left Right Lengths: Left Channel 1229 1283 98 90 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1128 2958 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1134 1204 2964 Right 75 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2955.05 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.45 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * 48 * W.S. Elev (ft) * 2953.59 * Reach Len. (ft) * 98.00 * 90.00 * 75.00 * * Crit W.S. (ft) * 2953.59 * Flow Area (sq ft) * 64.81 * 269.00 * 193.06 * * E.G. Slope (ft/ft) *0.024250 * Area (sq ft) * 64.81 * 269.00 * 193.06 * * Q Total (cfs) * 4089.64 * Flow (cfs) * 326.59 * 2966.60 * 796.45 * * Top Width (ft) * 186.04 * Top Width (ft) * 25.00 * 54.00 * 107.04 * * Vel Total (ft/s) * 7.76 * Avg. Vel. (ft/s) * 5.04 * 11.03 * 4.13 * * Max Chl Dpth (ft) * 6.09 * Hydr. Depth (ft) * 2.59 * 4.98 * 1.80 * * Conv. Total (cfs) * 26262.0 * Conv. (cfs) * 2097.2 * 19050.3 * 5114.5 * * Length Wtd. (ft) * 87.31 * Wetted Per. (ft) * 26.67 * 54.26 * 107.25 * * Min Ch El (ft) * 2947.50 * Shear (lb/sq ft) * 3.68 * 7.50 * 2.73 * * Alpha * 1.55 * Stream Power (lb/ft s) * 18.54 * 82.77 * 11.24 * * Frctn Loss (ft) * 2.16 * Cum Volume (acre-ft) * 24.69 * 30.02 * 17.09 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 12.56 * 6.59 * 4.95 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.392 INPUT Description: Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2964 1030 2962 1040 2960 1049 2958 1056 2956 1063.392954.153 1064 2954 1067 2953 1085 2952 1100 2951.5 1108 2952 1110 2952 1112 2952 1122 2950 1130 2948 1141 2947.7 1153 2948 1165 2950 1173 2952 1186 2952 1230 2950 1288 2950 1296 2948 1303 2944 1307 2942 1312 2940 1316 2940 1334 2942 1346 2944 1352 2945 1362 2945 1370 2944 1380 2944 1392 2946 1421 2948 1459 2950 1516 2950 1537 2952 1558 2954 1588 2956 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1067 .03 1108 .083 1303 .061 1346 .083 Bank Sta: Left Right Lengths: Left Channel 1303 1346 125 107 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1186 2960 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1180 1273 2964 Right 95 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2950.22 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.17 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2948.05 * Reach Len. (ft) * 125.00 * 107.00 * 95.00 * * Crit W.S. (ft) * 2948.05 * Flow Area (sq ft) * 14.34 * 275.07 * 187.63 * * E.G. Slope (ft/ft) *0.025287 * Area (sq ft) * 18.91 * 275.07 * 187.63 * * Q Total (cfs) * 4640.72 * Flow (cfs) * 58.98 * 3608.54 * 973.20 * * Top Width (ft) * 149.59 * Top Width (ft) * 30.67 * 43.00 * 75.91 * * Vel Total (ft/s) * 9.73 * Avg. Vel. (ft/s) * 4.11 * 13.12 * 5.19 * * Max Chl Dpth (ft) * 8.05 * Hydr. Depth (ft) * 1.99 * 6.40 * 2.47 * * Conv. Total (cfs) * 29183.6 * Conv. (cfs) * 370.9 * 22692.7 * 6120.1 * * Length Wtd. (ft) * 107.60 * Wetted Per. (ft) * 8.26 * 44.13 * 76.29 * * Min Ch El (ft) * 2940.00 * Shear (lb/sq ft) * 2.74 * 9.84 * 3.88 * * Alpha * 1.48 * Stream Power (lb/ft s) * 11.27 * 129.08 * 20.14 * * Frctn Loss (ft) * 2.51 * Cum Volume (acre-ft) * 24.60 * 29.46 * 16.76 * * C & E Loss (ft) * 0.17 * Cum SA (acres) * 12.50 * 6.49 * 4.79 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. 49 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.371 INPUT Description: 55 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2951.5 1011 2950 1015.962949.708 1045 2948 1062 2947 1082 2947 1101 2946 1106.822945.694 1139 2944 1155 2943 1172 2944 1204 2945 1226 2945 1233 2944 1249 2942 1271 2941 1324 2940 1336 2938 1346 2936 1356 2936 1363 2938 1369 2940 1395 2942 1413 2943 1470 2944 1498 2946 1512 2948 1526 2950 1535 2952 1543 2954 1551 2956 1568 2957 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1045 .03 1101 .083 1324 .061 1369 .083 Bank Sta: Left Right Lengths: Left Channel 1324 1369 108 98 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1204 2955 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1155 1217 2953 Right 108 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2945.25 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.59 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2943.66 * Reach Len. (ft) * 108.00 * 98.00 * 108.00 * * Crit W.S. (ft) * 2943.66 * Flow Area (sq ft) * 225.65 * 273.51 * 102.11 * * E.G. Slope (ft/ft) *0.021639 * Area (sq ft) * 229.09 * 273.51 * 102.11 * * Q Total (cfs) * 4640.72 * Flow (cfs) * 1110.07 * 3218.10 * 312.55 * * Top Width (ft) * 225.12 * Top Width (ft) * 98.74 * 45.00 * 81.38 * * Vel Total (ft/s) * 7.72 * Avg. Vel. (ft/s) * 4.92 * 11.77 * 3.06 * * Max Chl Dpth (ft) * 7.66 * Hydr. Depth (ft) * 2.56 * 6.08 * 1.25 * * Conv. Total (cfs) * 31547.5 * Conv. (cfs) * 7546.2 * 21876.6 * 2124.7 * * Length Wtd. (ft) * 100.29 * Wetted Per. (ft) * 88.38 * 45.97 * 81.49 * * Min Ch El (ft) * 2936.00 * Shear (lb/sq ft) * 3.45 * 8.04 * 1.69 * * Alpha * 1.72 * Stream Power (lb/ft s) * 16.97 * 94.57 * 5.18 * * Frctn Loss (ft) * 2.59 * Cum Volume (acre-ft) * 24.24 * 28.78 * 16.45 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * 12.31 * 6.38 * 4.62 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.353 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2946 1021.972944.003 1022 2944 1036 2942 1055 2941 50 1072 1158 1260 1373 1435 1602 2941 2941 2937 2930 2938 2946 1081 1172 1277 1377 1505 1615 2942 2940 2936 2930 2940 2948 1090 1201 1291 1385 1523 2942 2938 2934 2932 2942 1100 1211 1322 1393 1547 2942 2937.5 2934 2934 2943 1127 1225 1357 1405 1587 2940 2938 2932 2936 2944 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1055 .03 1081 .083 1322 .061 1393 .083 Bank Sta: Left Right Lengths: Left Channel 1322 1393 85 105 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1158 2950 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1175 1196 2948 Right 101 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2939.03 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.01 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2937.02 * Reach Len. (ft) * 85.00 * 105.00 * 101.00 * * Crit W.S. (ft) * 2937.02 * Flow Area (sq ft) * 130.72 * 345.39 * 32.03 * * E.G. Slope (ft/ft) *0.030789 * Area (sq ft) * 130.72 * 345.39 * 32.03 * * Q Total (cfs) * 4992.19 * Flow (cfs) * 669.03 * 4211.76 * 111.40 * * Top Width (ft) * 160.98 * Top Width (ft) * 62.68 * 71.00 * 27.29 * * Vel Total (ft/s) * 9.82 * Avg. Vel. (ft/s) * 5.12 * 12.19 * 3.48 * * Max Chl Dpth (ft) * 7.02 * Hydr. Depth (ft) * 2.09 * 4.86 * 1.17 * * Conv. Total (cfs) * 28450.8 * Conv. (cfs) * 3812.8 * 24003.1 * 634.9 * * Length Wtd. (ft) * 98.38 * Wetted Per. (ft) * 62.86 * 71.67 * 27.49 * * Min Ch El (ft) * 2930.00 * Shear (lb/sq ft) * 4.00 * 9.26 * 2.24 * * Alpha * 1.34 * Stream Power (lb/ft s) * 20.46 * 112.95 * 7.79 * * Frctn Loss (ft) * 3.80 * Cum Volume (acre-ft) * 23.80 * 28.09 * 16.28 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 12.11 * 6.25 * 4.49 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.333 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2942 1018 2940 1035 2938 1036.142937.931 1068 2936 1076 2935.5 1110 2935.5 1115 2936 1128 2937 1130 2937 1175 2937 1180 2938 1227 2938 1233 2934 1245 2933.4 1256 2934 1276 2934 1323 2932 1352 2930 1360 2928 1384 2926.2 1406 2926.2 1413 2928 1422 2930 1432 2930 1439 2928 1448 2926 1450 2925.5 1451 2926 1469 2928 1489 2930 1502 2932 1516 2934 1531 2936 1561 2938 1567 2940 1573 2942 1591 2943 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1068 .03 1175 .083 1432 .061 1489 .083 Bank Sta: Left Right Lengths: Left Channel 1432 1489 88 96 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1227 2945 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ Right 95 Coeff Contr. .1 51 Expan. .3 1180 1227 2948 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2933.04 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.70 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2931.34 * Reach Len. (ft) * 88.00 * 96.00 * 95.00 * * Crit W.S. (ft) * 2931.34 * Flow Area (sq ft) * 310.70 * 197.12 * 5.83 * * E.G. Slope (ft/ft) *0.049643 * Area (sq ft) * 310.70 * 197.12 * 5.83 * * Q Total (cfs) * 5073.97 * Flow (cfs) * 2634.80 * 2421.49 * 17.68 * * Top Width (ft) * 165.14 * Top Width (ft) * 99.43 * 57.00 * 8.71 * * Vel Total (ft/s) * 9.88 * Avg. Vel. (ft/s) * 8.48 * 12.28 * 3.03 * * Max Chl Dpth (ft) * 5.84 * Hydr. Depth (ft) * 3.12 * 3.46 * 0.67 * * Conv. Total (cfs) * 22772.9 * Conv. (cfs) * 11825.4 * 10868.1 * 79.3 * * Length Wtd. (ft) * 93.27 * Wetted Per. (ft) * 100.23 * 57.89 * 8.81 * * Min Ch El (ft) * 2925.50 * Shear (lb/sq ft) * 9.61 * 10.55 * 2.05 * * Alpha * 1.12 * Stream Power (lb/ft s) * 81.47 * 129.64 * 6.22 * * Frctn Loss (ft) * 3.70 * Cum Volume (acre-ft) * 23.37 * 27.43 * 16.24 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 11.95 * 6.10 * 4.44 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.315 INPUT Description: 54 Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2936 1027 2934 1027.42933.968 1052 2932 1081 2932 1124 2932 1155 2931.8 11572931.711 1173 2931 1250 2931 1264 2930 1268 2928 1274 2926 1280 2924 1285 2923 1292 2924 1315 2925 1339 2925 1362 2924 1381 2923 1393 2923 1439 2922 1453 2920 1459 2919.5 1491 2919.5 1499 2920 1510 2922 1519 2924 1527 2926 1535 2928 1546 2930 1559 2932 1584 2934 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1081 .03 1124 .083 1439 .061 1510 .083 Bank Sta: Left Right Lengths: Left Channel 1439 1510 93 135 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1250 2935 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1170 1233 2941 Right 140 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2926.85 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.01 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2924.84 * Reach Len. (ft) * 93.00 * 135.00 * 140.00 * * Crit W.S. (ft) * 2924.84 * Flow Area (sq ft) * 188.88 * 338.32 * 18.00 * * E.G. Slope (ft/ft) *0.032374 * Area (sq ft) * 188.88 * 338.32 * 18.00 * * Q Total (cfs) * 5073.97 * Flow (cfs) * 815.93 * 4184.84 * 73.20 * * Top Width (ft) * 213.65 * Top Width (ft) * 130.28 * 71.00 * 12.37 * * Vel Total (ft/s) * 9.31 * Avg. Vel. (ft/s) * 4.32 * 12.37 * 4.07 * * Max Chl Dpth (ft) * 5.34 * Hydr. Depth (ft) * 1.45 * 4.77 * 1.46 * * Conv. Total (cfs) * 28199.9 * Conv. (cfs) * 4534.7 * 23258.3 * 406.8 * * Length Wtd. (ft) * 122.48 * Wetted Per. (ft) * 130.66 * 71.36 * 12.69 * * Min Ch El (ft) * 2919.50 * Shear (lb/sq ft) * 2.92 * 9.58 * 2.87 * * Alpha * 1.49 * Stream Power (lb/ft s) * 12.62 * 118.53 * 11.66 * * Frctn Loss (ft) * 3.42 * Cum Volume (acre-ft) * 22.86 * 26.84 * 16.21 * * C & E Loss (ft) * 0.21 * Cum SA (acres) * 11.72 * 5.96 * 4.42 * *********************************************************************************************** 52 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.289 INPUT Description: Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1020 2928 1086 2927.5 1111 2928 1119 2929 1130 2929 1137 2929 1145 2928 1159 2926 1172 2925 1178 2926 1191 2928 1208 2929 1223 2929 1235 2928 1245 2926 1251 2924 1258 2922 1269 2920 1297 2918 1354 2918 1372 2916 1419 2916 1428 2915 1443 2915 1453 2916 1458 2916.5 1465 2916.5 1472 2916 1479 2914 1501 2912.5 1511 2914 1516 2916 1525 2918 1531 2920 1535 2922 1549 2926 1561 2928 1603 2928.5 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1086 .03 1111 .083 1472 .061 1516 .083 Bank Sta: Left Right Lengths: Left Channel 1472 1516 107 143 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1208 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1175 1243 2941 Right 155 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2920.50 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.31 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2919.18 * Reach Len. (ft) * 107.00 * 143.00 * 155.00 * * Crit W.S. (ft) * 2919.18 * Flow Area (sq ft) * 453.03 * 240.10 * 21.76 * * E.G. Slope (ft/ft) *0.024305 * Area (sq ft) * 453.03 * 240.10 * 21.76 * * Q Total (cfs) * 5118.95 * Flow (cfs) * 2241.94 * 2791.24 * 85.78 * * Top Width (ft) * 248.13 * Top Width (ft) * 191.58 * 44.00 * 12.55 * * Vel Total (ft/s) * 7.16 * Avg. Vel. (ft/s) * 4.95 * 11.63 * 3.94 * * Max Chl Dpth (ft) * 6.68 * Hydr. Depth (ft) * 2.36 * 5.46 * 1.73 * * Conv. Total (cfs) * 32834.8 * Conv. (cfs) * 14380.6 * 17904.0 * 550.2 * * Length Wtd. (ft) * 133.22 * Wetted Per. (ft) * 191.88 * 44.83 * 12.96 * * Min Ch El (ft) * 2912.50 * Shear (lb/sq ft) * 3.58 * 8.13 * 2.55 * * Alpha * 1.65 * Stream Power (lb/ft s) * 17.73 * 94.48 * 10.04 * * Frctn Loss (ft) * 2.79 * Cum Volume (acre-ft) * 22.18 * 25.95 * 16.15 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 11.38 * 5.78 * 4.38 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.262 INPUT Description: 53 Station Elevation Data num= 42 53 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1012 2928 1026 2926 1042 2924 1107 2922.5 1132 2922 1151 2920 1161 2919.5 1167 2920 1183 2922 1205 2924 1271 2925 1297 2925 1314 2924 1335 2922 1344 2920 1349 2918 1353 2916 1360 2914 1378 2912 1386 2911 1395 2912 1412 2912 1434 2910 1442 2909.5 1451 2910 1491 2912 1526 2912 1534 2910 1542 2908 1550 2906 1559 2905.5 1569 2905.5 1580 2906 1599 2908 1613 2910 1628 2912 1644 2914 1657 2916 1668 2918 1688 2920 1696 2920.8 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1107 .03 1132 .083 1534 .061 1613 .083 Bank Sta: Left Right Lengths: Left Channel 1534 1613 100 102 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1271 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1256 1310 2935 Right 100 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2914.00 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.43 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2912.57 * Reach Len. (ft) * 100.00 * 102.00 * 100.00 * * Crit W.S. (ft) * 2912.57 * Flow Area (sq ft) * 207.46 * 436.19 * 24.89 * * E.G. Slope (ft/ft) *0.018257 * Area (sq ft) * 207.46 * 436.19 * 24.89 * * Q Total (cfs) * 5118.95 * Flow (cfs) * 592.49 * 4456.21 * 70.26 * * Top Width (ft) * 259.72 * Top Width (ft) * 161.15 * 79.00 * 19.58 * * Vel Total (ft/s) * 7.66 * Avg. Vel. (ft/s) * 2.86 * 10.22 * 2.82 * * Max Chl Dpth (ft) * 7.07 * Hydr. Depth (ft) * 1.29 * 5.52 * 1.27 * * Conv. Total (cfs) * 37884.9 * Conv. (cfs) * 4385.0 * 32980.0 * 520.0 * * Length Wtd. (ft) * 101.85 * Wetted Per. (ft) * 161.71 * 79.76 * 19.74 * * Min Ch El (ft) * 2905.50 * Shear (lb/sq ft) * 1.46 * 6.23 * 1.44 * * Alpha * 1.57 * Stream Power (lb/ft s) * 4.18 * 63.68 * 4.06 * * Frctn Loss (ft) * 2.28 * Cum Volume (acre-ft) * 21.37 * 24.83 * 16.06 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * 10.94 * 5.58 * 4.32 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.243 INPUT Description: Station Elevation Data num= 56 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2930 1010 2928 1020 2926 1030 2924 1040 2922 1052 2920 1052.322919.974 1077 2918 1094 2917.3 1126 2916.7 1133 2916 1150 2915 1171 2916 1196 2918 1196.342918.023 1211 2919 1224 2918 1245 2917.4 1255 2918 1293 2920 1338 2921.8 1371 2920 1378 2918 1385 2916 1390 2914 1395 2912 1400 2910 1411 2908 1421 2906 1431 2905 1433 2905 1445 2906 1456 2908 1487 2910 1497 2910 1514 2908 1534 2906 1541 2904 1548 2902 1556 2900 1579 2899.5 1585 2899.5 1595 2900 1601 2902 1608 2904 1614 2906 1625 2908 1638 2909 1656 2909 1670 2908 1700 2908 1706 2910 1712 2912 1720 2914 1728 2916 1791 2916 Manning's n Values Sta n Val Sta num= n Val 5 Sta n Val Sta n Val Sta 54 n Val ******************************************************************************** 1000 .083 1094 .03 1126 .083 1534 .061 1614 .083 Bank Sta: Left Right Lengths: Left Channel 1534 1614 128 97 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1338 2930 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1274 1303 2935 Right 82 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2908.81 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.23 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2906.58 * Reach Len. (ft) * 128.00 * 97.00 * 82.00 * * Crit W.S. (ft) * 2906.58 * Flow Area (sq ft) * 30.39 * 416.70 * 0.93 * * E.G. Slope (ft/ft) *0.028024 * Area (sq ft) * 30.39 * 416.70 * 0.93 * * Q Total (cfs) * 5118.95 * Flow (cfs) * 85.18 * 5032.57 * 1.20 * * Top Width (ft) * 119.09 * Top Width (ft) * 35.90 * 80.00 * 3.19 * * Vel Total (ft/s) * 11.43 * Avg. Vel. (ft/s) * 2.80 * 12.08 * 1.30 * * Max Chl Dpth (ft) * 7.08 * Hydr. Depth (ft) * 0.85 * 5.21 * 0.29 * * Conv. Total (cfs) * 30578.6 * Conv. (cfs) * 508.9 * 30062.5 * 7.2 * * Length Wtd. (ft) * 97.28 * Wetted Per. (ft) * 36.13 * 81.75 * 3.25 * * Min Ch El (ft) * 2899.50 * Shear (lb/sq ft) * 1.47 * 8.92 * 0.50 * * Alpha * 1.10 * Stream Power (lb/ft s) * 4.12 * 107.70 * 0.65 * * Frctn Loss (ft) * 3.02 * Cum Volume (acre-ft) * 21.09 * 23.84 * 16.03 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * 10.72 * 5.39 * 4.30 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.225 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2920 1007 2918 1015 2916 1022 2914 1029 2912 1036 2910 1043 2909 1068 2908 1086 2908 1103 2909.3 1177 2908.3 1243 2910 1243.092910.013 1257 2912 1277 2913 1296 2913 1311 2912 1317 2910 1323 2908 1329 2906 1336 2904 1355 2902 1375 2903.8 1410 2903.9 1437 2902 1469 2900 1526 2898 1550 2897 1567 2898 1571 2900 1577 2902 1588 2904 1630 2906 1692 2908 1703 2910 1718 2912 1747 2914 1778 2914 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1036 .03 1086 .083 1437 .061 1577 .083 Bank Sta: Left Right Lengths: Left Channel 1437 1577 121 105 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1277 2920 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1226 1280 2936 Right 105 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2904.29 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.68 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * 55 * W.S. Elev (ft) * 2902.61 * Reach Len. (ft) * 121.00 * 105.00 * 105.00 * * Crit W.S. (ft) * 2902.61 * Flow Area (sq ft) * 6.42 * 490.54 * 1.01 * * E.G. Slope (ft/ft) *0.034643 * Area (sq ft) * 6.42 * 490.54 * 1.01 * * Q Total (cfs) * 5118.95 * Flow (cfs) * 9.65 * 5107.80 * 1.51 * * Top Width (ft) * 164.49 * Top Width (ft) * 21.15 * 140.00 * 3.34 * * Vel Total (ft/s) * 10.28 * Avg. Vel. (ft/s) * 1.50 * 10.41 * 1.49 * * Max Chl Dpth (ft) * 5.61 * Hydr. Depth (ft) * 0.30 * 3.50 * 0.30 * * Conv. Total (cfs) * 27502.4 * Conv. (cfs) * 51.8 * 27442.4 * 8.1 * * Length Wtd. (ft) * 105.12 * Wetted Per. (ft) * 21.23 * 140.94 * 3.40 * * Min Ch El (ft) * 2897.00 * Shear (lb/sq ft) * 0.65 * 7.53 * 0.65 * * Alpha * 1.02 * Stream Power (lb/ft s) * 0.98 * 78.38 * 0.96 * * Frctn Loss (ft) * 3.42 * Cum Volume (acre-ft) * 21.04 * 22.83 * 16.03 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 10.63 * 5.15 * 4.29 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.205 INPUT Description: 52 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2910 1015 2908 1026 2906 1040 2904 1058 2902 1103 2902 1125 2902.4 1127 2902.5 1150 2902.5 1172 2902 1211 2902 1233 2903 1244 2903.4 1276 2903 1300 2902 1329 2900 1367 2898 1418 2897 1468 2896 1489 2894 1548 2892 1558 2890 1562 2889 1564 2890 1568 2892 1578 2894 1586 2896 1605 2898 1675 2900 1698 2902 1714 2904 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val ******************************************************************************** 1000 .083 1058 .03 1103 .083 1468 .061 1586 .083 Bank Sta: Left Right Lengths: Left Channel 1468 1586 75 83 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1246 2910 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1209 1245 2912 Right 70 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2898.86 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.75 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2897.10 * Reach Len. (ft) * 75.00 * 83.00 * 70.00 * * Crit W.S. (ft) * 2897.10 * Flow Area (sq ft) * 30.49 * 475.30 * 5.79 * * E.G. Slope (ft/ft) *0.030665 * Area (sq ft) * 30.49 * 475.30 * 5.79 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 64.25 * 5086.76 * 12.18 * * Top Width (ft) * 183.81 * Top Width (ft) * 55.32 * 118.00 * 10.49 * * Vel Total (ft/s) * 10.09 * Avg. Vel. (ft/s) * 2.11 * 10.70 * 2.10 * * Max Chl Dpth (ft) * 8.10 * Hydr. Depth (ft) * 0.55 * 4.03 * 0.55 * * Conv. Total (cfs) * 29484.7 * Conv. (cfs) * 366.9 * 29048.3 * 69.5 * * Length Wtd. (ft) * 82.62 * Wetted Per. (ft) * 55.33 * 119.60 * 10.55 * * Min Ch El (ft) * 2889.00 * Shear (lb/sq ft) * 1.05 * 7.61 * 1.05 * * Alpha * 1.11 * Stream Power (lb/ft s) * 2.22 * 81.42 * 2.21 * * Frctn Loss (ft) * 2.11 * Cum Volume (acre-ft) * 20.99 * 21.66 * 16.02 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 10.53 * 4.83 * 4.28 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical 56 depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.189 INPUT Description: Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2900 1003 2899 1039 2899 1052 2898 1067 2896 1076 2895 1125 2895 1146 2896 1164 2898 1182 2899 1189 2899 1203 2898 1209 2897 1222 2897 1232 2898 1290 2899.5 1308 2899 1334 2898 1351 2896 1411 2894 1461 2892 1509 2890 1522 2888 1527 2886 1533 2884 1544 2883.5 1554 2884 1563 2886 1570 2888 1574 2890 1611 2892 1639 2894 1651 2896 1657 2898 1666 2900 1698 2900 1734 2898 1765 2898 1801 2900 Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val **************************************************************** 1000 .03 1039 .083 1509 .061 1574 .083 Bank Sta: Left Right Lengths: Left Channel 1509 1574 125 109 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1290 2900 T Blocked Obstructions num= 1 Sta L Sta R Elev ************************ 1198 1243 2912 Right 95 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2894.35 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.08 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2892.27 * Reach Len. (ft) * 125.00 * 109.00 * 95.00 * * Crit W.S. (ft) * 2892.27 * Flow Area (sq ft) * 61.86 * 406.79 * 47.49 * * E.G. Slope (ft/ft) *0.021558 * Area (sq ft) * 61.86 * 406.79 * 47.49 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 176.30 * 4848.84 * 138.04 * * Top Width (ft) * 160.52 * Top Width (ft) * 54.74 * 65.00 * 40.78 * * Vel Total (ft/s) * 10.00 * Avg. Vel. (ft/s) * 2.85 * 11.92 * 2.91 * * Max Chl Dpth (ft) * 8.77 * Hydr. Depth (ft) * 1.13 * 6.26 * 1.16 * * Conv. Total (cfs) * 35165.5 * Conv. (cfs) * 1200.7 * 33024.6 * 940.2 * * Length Wtd. (ft) * 109.09 * Wetted Per. (ft) * 54.79 * 66.86 * 40.84 * * Min Ch El (ft) * 2883.50 * Shear (lb/sq ft) * 1.52 * 8.19 * 1.57 * * Alpha * 1.34 * Stream Power (lb/ft s) * 4.33 * 97.61 * 4.55 * * Frctn Loss (ft) * 2.92 * Cum Volume (acre-ft) * 20.91 * 20.82 * 15.98 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 10.43 * 4.66 * 4.23 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.169 INPUT Description: Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2894 1029 2892 1061 2890 1170 2890 1185 2888 1206 2886.5 1221 2886.5 1238 2888 1250 2890 1250.862890.091 1269 2892 1283 2892 1295 2890 1304 2889.9 1318 2890 1326 2892 1335 2894 1350 2895 1367 2895 1397 2894 1411 2892 1422 2890 1463 2888 1491 2887 1511 2888 1520 2890 1537 2890 1551 2888 1564 2886 1586 2884 57 1595 1646 1715 1809 2882 2880 2890 2898 1607 1651 1746 1821 2880 2882 2892 2896 1631 1656 1754 1911 2878 2884 2894 2896 1634 1661 1763 2877.6 2886 2896 1641 1686 1781 2878 2888 2898 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1564 .061 1661 .083 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 1564 1661 105 92 100 .1 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1350 2895 T Blocked Obstructions num= 4 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 1058 1170 2896 1336 1400 2904 1558 1570 2896 1715 1781 2900 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2888.16 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.34 * Wt. n-Val. * * 0.061 * * * W.S. Elev (ft) * 2885.81 * Reach Len. (ft) * 105.00 * 92.00 * 100.00 * * Crit W.S. (ft) * 2885.81 * Flow Area (sq ft) * * 420.21 * * * E.G. Slope (ft/ft) *0.034041 * Area (sq ft) * * 420.21 * * * Q Total (cfs) * 5163.18 * Flow (cfs) * * 5163.18 * * * Top Width (ft) * 90.53 * Top Width (ft) * * 90.53 * * * Vel Total (ft/s) * 12.29 * Avg. Vel. (ft/s) * * 12.29 * * * Max Chl Dpth (ft) * 8.21 * Hydr. Depth (ft) * * 4.64 * * * Conv. Total (cfs) * 27984.2 * Conv. (cfs) * * 27984.2 * * * Length Wtd. (ft) * 92.00 * Wetted Per. (ft) * * 92.96 * * * Min Ch El (ft) * 2877.60 * Shear (lb/sq ft) * * 9.61 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 118.04 * * * Frctn Loss (ft) * 3.01 * Cum Volume (acre-ft) * 20.82 * 19.79 * 15.93 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 10.35 * 4.47 * 4.19 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.151 INPUT Description: 51 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2889 1004 2888 1013 2886 1026 2884 1045 2883 1064 2883 1106 2884 1184 2884 1210 2885 1221 2885 1251 2884 1263 2882 1270 2880 1277 2878 1306 2876 1321 2875 1335 2876 1344 2878 1355 2880 1365 2882 1401 2882 1419 2881.6 1430 2882 1441 2884 1451 2886 1466 2888 1479 2890 1643 2892 1661 2894 1666 2896 1675 2897.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1263 .061 1365 .083 Bank Sta: Left 1263 Right 1365 Lengths: Left Channel 255 261 Right 246 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2884.04 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.06 * Wt. n-Val. * * 0.061 * 0.083 * * W.S. Elev (ft) * 2881.99 * Reach Len. (ft) * 255.00 * 261.00 * 246.00 * * Crit W.S. (ft) * 2881.99 * Flow Area (sq ft) * * 448.06 * 5.40 * * E.G. Slope (ft/ft) *0.031515 * Area (sq ft) * * 448.06 * 5.40 * 58 * Q Total (cfs) * 5163.18 * Flow (cfs) * * 5157.46 * 5.72 * * Top Width (ft) * 129.85 * Top Width (ft) * * 101.88 * 27.97 * * Vel Total (ft/s) * 11.39 * Avg. Vel. (ft/s) * * 11.51 * 1.06 * * Max Chl Dpth (ft) * 6.99 * Hydr. Depth (ft) * * 4.40 * 0.19 * * Conv. Total (cfs) * 29084.4 * Conv. (cfs) * * 29052.1 * 32.2 * * Length Wtd. (ft) * 258.40 * Wetted Per. (ft) * * 103.17 * 27.98 * * Min Ch El (ft) * 2875.00 * Shear (lb/sq ft) * * 8.54 * 0.38 * * Alpha * 1.02 * Stream Power (lb/ft s) * * 98.35 * 0.40 * * Frctn Loss (ft) * 7.67 * Cum Volume (acre-ft) * 20.82 * 18.87 * 15.92 * * C & E Loss (ft) * 0.32 * Cum SA (acres) * 10.35 * 4.26 * 4.16 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.102 INPUT Description: 50 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2883.7 1005 2882 1019 2880 1038 2878 1058 2874 1081 2872 1150 2870 1195 2871 1258 2871 1280 2870 1353 2868 1369 2867.5 1382 2867.5 1390 2868 1428 2870 1435 2872 1448 2876 1476 2878 1533 2880 1613 2880 1661 2878 1772 2878 1782 2880 1789 2882 1794 2883 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1353 .061 1390 .083 Bank Sta: Left 1353 Right 1390 Lengths: Left Channel 244 248 Right 236 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2873.26 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.98 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2872.27 * Reach Len. (ft) * 244.00 * 248.00 * 236.00 * * Crit W.S. (ft) * 2872.27 * Flow Area (sq ft) * 526.30 * 170.62 * 133.43 * * E.G. Slope (ft/ft) *0.027984 * Area (sq ft) * 526.30 * 170.62 * 133.43 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 2428.21 * 1925.34 * 809.63 * * Top Width (ft) * 358.03 * Top Width (ft) * 275.14 * 37.00 * 45.89 * * Vel Total (ft/s) * 6.22 * Avg. Vel. (ft/s) * 4.61 * 11.28 * 6.07 * * Max Chl Dpth (ft) * 4.77 * Hydr. Depth (ft) * 1.91 * 4.61 * 2.91 * * Conv. Total (cfs) * 30864.7 * Conv. (cfs) * 14515.5 * 11509.4 * 4839.9 * * Length Wtd. (ft) * 244.13 * Wetted Per. (ft) * 275.25 * 37.02 * 46.26 * * Min Ch El (ft) * 2867.50 * Shear (lb/sq ft) * 3.34 * 8.05 * 5.04 * * Alpha * 1.64 * Stream Power (lb/ft s) * 15.41 * 90.85 * 30.57 * * Frctn Loss (ft) * 7.76 * Cum Volume (acre-ft) * 19.28 * 17.02 * 15.53 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * 9.55 * 3.85 * 3.95 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 4.055 INPUT 59 Description: 49 Station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2880 1009 2878 1018 2876 1030 2874 1035 2872 1040 2870 1050 2866 1060 2862 1075 2860 1092 2858 1128 2857 1137 2857 1153 2858 1193 2858 1211 2857.2 1219 2857.2 1229 2858 1266 2859 1294 2860 1302 2860 1321 2859 1340 2858 1348 2858 1383 2859 1405 2858.8 1424 2858 1426 2858 1434 2860 1445 2864 1456 2868 1482.3 2868 1490.9 2866 1513 2862 1577.5 2862 1593 2864 1612 2866 1641.7 2868 1694 2868 1710 2870 1725 2872 1738 2874 1751 2878 1756 2879 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1321 .061 1383 .083 Bank Sta: Left 1321 Right 1383 Lengths: Left Channel 304 306 Right 306 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2861.30 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.64 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2860.67 * Reach Len. (ft) * 304.00 * 306.00 * 306.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 587.92 * 138.25 * 101.14 * * E.G. Slope (ft/ft) *0.036373 * Area (sq ft) * 587.92 * 138.25 * 101.14 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 3537.60 * 1095.73 * 529.86 * * Top Width (ft) * 365.82 * Top Width (ft) * 250.99 * 62.00 * 52.83 * * Vel Total (ft/s) * 6.24 * Avg. Vel. (ft/s) * 6.02 * 7.93 * 5.24 * * Max Chl Dpth (ft) * 3.67 * Hydr. Depth (ft) * 2.34 * 2.23 * 1.91 * * Conv. Total (cfs) * 27072.3 * Conv. (cfs) * 18548.8 * 5745.3 * 2778.2 * * Length Wtd. (ft) * 305.28 * Wetted Per. (ft) * 251.30 * 62.04 * 53.21 * * Min Ch El (ft) * 2858.00 * Shear (lb/sq ft) * 5.31 * 5.06 * 4.32 * * Alpha * 1.05 * Stream Power (lb/ft s) * 31.97 * 40.11 * 22.61 * * Frctn Loss (ft) * 11.89 * Cum Volume (acre-ft) * 16.16 * 16.14 * 14.90 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 8.07 * 3.56 * 3.68 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.997 INPUT Description: 48 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2857 1004 2856 1014 2854 1062 2852 1097 2850 1110 2848 1149 2846 1163 2845.7 1203 2845.7 1246 2845 1270 2845 1285.6 2846 1302 2847 1311 2847 1326 2846 1349 2844 1359 2844 1369 2846 1378 2848 1384 2850 1396.4 2854 1411 2856 1544.7 2858 1563 2860 1592 2860 1623 2862 1644 2864 1650 2866 1661 2870 1673 2872.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1149 .061 1285.6 .083 Bank Sta: Left 1149 Right 1285.6 Lengths: Left Channel 267 279 Right 276 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2849.35 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.19 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2848.16 * Reach Len. (ft) * 267.00 * 279.00 * 276.00 * * Crit W.S. (ft) * 2848.16 * Flow Area (sq ft) * 45.40 * 369.16 * 219.10 * * E.G. Slope (ft/ft) *0.041822 * Area (sq ft) * 45.40 * 369.16 * 219.10 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 180.50 * 3567.34 * 1415.34 * * Top Width (ft) * 269.54 * Top Width (ft) * 40.05 * 136.60 * 92.89 * * Vel Total (ft/s) * 8.15 * Avg. Vel. (ft/s) * 3.98 * 9.66 * 6.46 * 60 * Max Chl Dpth (ft) * 4.16 * Hydr. Depth (ft) * 1.13 * 2.70 * 2.36 * * Conv. Total (cfs) * 25247.4 * Conv. (cfs) * 882.6 * 17443.9 * 6920.9 * * Length Wtd. (ft) * 277.75 * Wetted Per. (ft) * 40.12 * 136.64 * 93.48 * * Min Ch El (ft) * 2845.00 * Shear (lb/sq ft) * 2.95 * 7.05 * 6.12 * * Alpha * 1.15 * Stream Power (lb/ft s) * 11.75 * 68.16 * 39.53 * * Frctn Loss (ft) * 9.26 * Cum Volume (acre-ft) * 13.95 * 14.36 * 13.77 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 7.06 * 2.87 * 3.17 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.944 INPUT Description: 47 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2843 1020 2842 1043 2840 1057 2838 1093 2837 1144 2836 1169 2835.6 1181 2834 1193 2832 1208 2830.5 1219 2830.5 1231 2832 1250 2834 1279 2835 1305 2834 1314 2833.7 1332 2834 1347 2834.3 1357 2834 1372 2832.2 1388 2832.6 1398 2834 1405 2836 1412 2838 1435 2844 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1181 .061 1250 .083 Bank Sta: Left 1181 Right 1250 Lengths: Left Channel 302 278 Right 263 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2837.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.25 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2836.27 * Reach Len. (ft) * 302.00 * 278.00 * 263.00 * * Crit W.S. (ft) * 2836.27 * Flow Area (sq ft) * 31.36 * 300.53 * 364.22 * * E.G. Slope (ft/ft) *0.027214 * Area (sq ft) * 31.36 * 300.53 * 364.22 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 66.98 * 3207.38 * 1888.83 * * Top Width (ft) * 275.84 * Top Width (ft) * 50.88 * 69.00 * 155.95 * * Vel Total (ft/s) * 7.42 * Avg. Vel. (ft/s) * 2.14 * 10.67 * 5.19 * * Max Chl Dpth (ft) * 5.77 * Hydr. Depth (ft) * 0.62 * 4.36 * 2.34 * * Conv. Total (cfs) * 31298.1 * Conv. (cfs) * 406.0 * 19442.5 * 11449.7 * * Length Wtd. (ft) * 276.43 * Wetted Per. (ft) * 51.00 * 69.44 * 156.53 * * Min Ch El (ft) * 2830.50 * Shear (lb/sq ft) * 1.04 * 7.35 * 3.95 * * Alpha * 1.47 * Stream Power (lb/ft s) * 2.23 * 78.48 * 20.50 * * Frctn Loss (ft) * 6.25 * Cum Volume (acre-ft) * 13.71 * 12.21 * 11.92 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 6.78 * 2.21 * 2.38 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.891 INPUT Description: 46 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2843.8 1010 2842 1021 2840 1033 2838 1041 2834 1051 2830 1062 2828 1088 2826 1100 2826 1147 2826.4 61 1157 1408 1577 1662 1790 2826.4 2826 2824 2824 2837.8 1167 1519 1596 1697 2826 2826 2822 2826 1200 1538 1613 1753.5 2826 2827 2821 2828 1301 1550 1630 1764 2827 2827 2821 2832 1362 1560 1639 1775.3 2827 2826 2822 2836 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1560 .061 1697 .083 Bank Sta: Left Right Lengths: Left Channel 1560 1697 203 191 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1269.45 2830 T Right 183 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2828.25 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.02 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2827.24 * Reach Len. (ft) * 203.00 * 191.00 * 183.00 * * Crit W.S. (ft) * 2827.24 * Flow Area (sq ft) * 222.66 * 549.64 * 21.66 * * E.G. Slope (ft/ft) *0.019109 * Area (sq ft) * 418.03 * 549.64 * 21.66 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 461.35 * 4662.91 * 38.92 * * Top Width (ft) * 660.08 * Top Width (ft) * 488.10 * 137.00 * 34.98 * * Vel Total (ft/s) * 6.50 * Avg. Vel. (ft/s) * 2.07 * 8.48 * 1.80 * * Max Chl Dpth (ft) * 6.24 * Hydr. Depth (ft) * 0.77 * 4.01 * 0.62 * * Conv. Total (cfs) * 37350.6 * Conv. (cfs) * 3337.4 * 33731.6 * 281.6 * * Length Wtd. (ft) * 194.35 * Wetted Per. (ft) * 290.64 * 137.45 * 35.00 * * Min Ch El (ft) * 2821.00 * Shear (lb/sq ft) * 0.91 * 4.77 * 0.74 * * Alpha * 1.55 * Stream Power (lb/ft s) * 1.89 * 40.47 * 1.33 * * Frctn Loss (ft) * 4.49 * Cum Volume (acre-ft) * 12.16 * 9.50 * 10.76 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 4.91 * 1.55 * 1.81 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.855 INPUT Description: 45 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2826.4 1007.5 2826 1017 2824 1039 2822 1059 2820 1073 2818 1090 2816 1112.7 2815.4 1124 2815.4 1170 2816 1197 2818 1238 2820 1288 2820 1396 2819 1429 2819 1463 2818 1478 2816.3 1484 2816.3 1504 2818 1525 2820 1556 2822 1576 2824 1583 2828 1590 2830 1610 2832 1628 2832.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1463 .061 1504 .083 Bank Sta: Left Right Lengths: Left Channel 1463 1504 203 219 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1240 2825 T Right 224 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2822.75 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.09 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2821.67 * Reach Len. (ft) * 203.00 * 219.00 * 224.00 * * Crit W.S. (ft) * 2821.67 * Flow Area (sq ft) * 509.30 * 190.22 * 77.45 * * E.G. Slope (ft/ft) *0.028468 * Area (sq ft) * 1358.93 * 190.22 * 77.45 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 2667.84 * 2168.75 * 326.60 * * Top Width (ft) * 508.46 * Top Width (ft) * 420.65 * 41.00 * 46.81 * 62 * Vel Total (ft/s) * 6.65 * Avg. Vel. (ft/s) * 5.24 * 11.40 * 4.22 * * Max Chl Dpth (ft) * 6.27 * Hydr. Depth (ft) * 2.28 * 4.64 * 1.65 * * Conv. Total (cfs) * 30601.4 * Conv. (cfs) * 15811.9 * 12853.9 * 1935.7 * * Length Wtd. (ft) * 212.47 * Wetted Per. (ft) * 223.02 * 41.17 * 46.96 * * Min Ch El (ft) * 2816.30 * Shear (lb/sq ft) * 4.06 * 8.21 * 2.93 * * Alpha * 1.58 * Stream Power (lb/ft s) * 21.26 * 93.63 * 12.36 * * Frctn Loss (ft) * 6.87 * Cum Volume (acre-ft) * 8.02 * 7.88 * 10.55 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 2.79 * 1.16 * 1.63 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.813 INPUT Description: 44 Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2830 1054.2 2810 1062.2 2808.6 1073.9 2808.6 1102.4 2810 1110.6 2812 1121.6 2814 1188.6 2814 1203.6 2812 1216.6 2810 1238.8 2810 1247.6 2812 1273.6 2814 1274.6 2814 1307.6 2812 1341.6 2812 1354.6 2813 1379.6 2813 1399.6 2812 1427.6 2810 1444.3 2810 1520.8 2812 1537.2 2814 1552.6 2818 1560.1 2820 1576.6 2822 1600.8 2824 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1399.6 .061 1520.8 .083 Bank Sta: Left Right Lengths: Left Channel 1399.6 1520.8 353 343 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1121.6 2820 T Right 341 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2814.91 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.09 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2813.82 * Reach Len. (ft) * 353.00 * 343.00 * 341.00 * * Crit W.S. (ft) * 2813.82 * Flow Area (sq ft) * 333.02 * 358.20 * 13.55 * * E.G. Slope (ft/ft) *0.037057 * Area (sq ft) * 610.89 * 358.20 * 13.55 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 1662.29 * 3457.30 * 43.58 * * Top Width (ft) * 416.10 * Top Width (ft) * 279.99 * 121.20 * 14.90 * * Vel Total (ft/s) * 7.33 * Avg. Vel. (ft/s) * 4.99 * 9.65 * 3.22 * * Max Chl Dpth (ft) * 5.22 * Hydr. Depth (ft) * 1.64 * 2.96 * 0.91 * * Conv. Total (cfs) * 26821.3 * Conv. (cfs) * 8635.2 * 17959.7 * 226.4 * * Length Wtd. (ft) * 344.37 * Wetted Per. (ft) * 203.94 * 121.30 * 15.01 * * Min Ch El (ft) * 2810.00 * Shear (lb/sq ft) * 3.78 * 6.83 * 2.09 * * Alpha * 1.31 * Stream Power (lb/ft s) * 18.86 * 65.94 * 6.72 * * Frctn Loss (ft) * 7.54 * Cum Volume (acre-ft) * 3.43 * 6.50 * 10.32 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 1.16 * 0.75 * 1.47 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 3 RS: 3.748 63 INPUT Description: Section upstream of Junction Cor Split Rtn Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2825 1020 2824 1028 2822 1036 2820 1044 2818 1053 2816 1067 2814 1077 2812 1112 2810 1116 2808 1120 2806 1125 2804 1129 2802 1133 2800 1137 2798 1149 2796 1155 2796 1186 2798 1203 2800 1249 2802 1479 2802 1561 2802 1567 2804 1573 2806 1578 2808 1583 2810 1589 2812 1603 2813 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1133 .061 1203 .083 Bank Sta: Left 1133 Right 1203 Lengths: Left Channel 0 0 Right 0 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2804.30 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.02 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2803.28 * Reach Len. (ft) * 480.00 * 480.00 * 480.00 * * Crit W.S. (ft) * 2803.28 * Flow Area (sq ft) * 10.76 * 403.64 * 506.88 * * E.G. Slope (ft/ft) *0.014433 * Area (sq ft) * 10.76 * 403.64 * 506.88 * * Q Total (cfs) * 5163.18 * Flow (cfs) * 29.89 * 3769.03 * 1364.27 * * Top Width (ft) * 438.40 * Top Width (ft) * 6.56 * 70.00 * 361.84 * * Vel Total (ft/s) * 5.60 * Avg. Vel. (ft/s) * 2.78 * 9.34 * 2.69 * * Max Chl Dpth (ft) * 7.28 * Hydr. Depth (ft) * 1.64 * 5.77 * 1.40 * * Conv. Total (cfs) * 42977.0 * Conv. (cfs) * 248.8 * 31372.4 * 11355.8 * * Length Wtd. (ft) * 480.00 * Wetted Per. (ft) * 7.34 * 70.82 * 362.09 * * Min Ch El (ft) * 2796.00 * Shear (lb/sq ft) * 1.32 * 5.14 * 1.26 * * Alpha * 2.09 * Stream Power (lb/ft s) * 3.67 * 47.95 * 3.39 * * Frctn Loss (ft) * 5.27 * Cum Volume (acre-ft) * 0.91 * 3.50 * 8.28 * * C & E Loss (ft) * 0.17 * Cum SA (acres) * * * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.656 INPUT Description: Section downstream of Junction Cor Split Rtn Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2804 1018 2802 1024 2800 1038 2796 1048 2794 1071 2790 1083.6 2788 1101 2786 1112.5 2785 1118.9 2785 1134 2786 1146 2788 1179 2788 1196 2786 1201 2786 1218 2788 1235 2790 1281 2790 1301 2788 1333 2788 1366 2790 1421 2792 1451.6 2794 1475.1 2798 1487 2800 1498.6 2802 1510.5 2804 1522.3 2806 1539.9 2808 1561.6 2810 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1101 .061 1134 .083 Bank Sta: Left Right Lengths: Left Channel 1101 1134 461 482 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1103.14 1130.8 2785.8 T Right 488 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2792.86 * Element * Left OB * Channel * Right OB * 64 * Vel Head (ft) * 0.45 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2792.41 * Reach Len. (ft) * 461.00 * 482.00 * 488.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 153.75 * 217.56 * 995.64 * * E.G. Slope (ft/ft) *0.008957 * Area (sq ft) * 153.75 * 231.19 * 995.64 * * Q Total (cfs) * 6162.00 * Flow (cfs) * 596.87 * 1760.76 * 3804.37 * * Top Width (ft) * 370.11 * Top Width (ft) * 43.85 * 33.00 * 293.26 * * Vel Total (ft/s) * 4.51 * Avg. Vel. (ft/s) * 3.88 * 8.09 * 3.82 * * Max Chl Dpth (ft) * 7.41 * Hydr. Depth (ft) * 3.51 * 6.59 * 3.40 * * Conv. Total (cfs) * 65110.0 * Conv. (cfs) * 6306.8 * 18604.9 * 40198.3 * * Length Wtd. (ft) * 476.40 * Wetted Per. (ft) * 44.33 * 33.08 * 293.98 * * Min Ch El (ft) * 2785.00 * Shear (lb/sq ft) * 1.94 * 3.68 * 1.89 * * Alpha * 1.44 * Stream Power (lb/ft s) * 7.53 * 29.77 * 7.24 * * Frctn Loss (ft) * 3.42 * Cum Volume (acre-ft) * 39.99 * 21.02 * 16.32 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 62.80 * 21.89 * 64.91 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.565 INPUT Description: 41 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2800 1015 2798 1022 2796 1036 2792 1043.7 2790 1051.7 2788 1062 2786 1084 2782 1150.5 2780 1168.7 2778 1185.2 2776 1291.6 2774 1304 2773 1315 2773 1328.3 2774 1338 2776 1347 2778 1356 2780 1361 2782 1371 2786 1380 2790 1388.4 2794 1397 2798 1410 2800 1452 2802 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1291.6 .061 1328.3 .083 Bank Sta: Left Right Lengths: Left Channel 1291.6 1328.3 218 230 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1095 2800 T 1095 1352.11 2784 T Right 238 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2789.40 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.29 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2789.10 * Reach Len. (ft) * 218.00 * 230.00 * 238.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 1003.35 * 187.30 * 261.00 * * E.G. Slope (ft/ft) *0.005878 * Area (sq ft) * 2559.47 * 578.15 * 439.06 * * Q Total (cfs) * 6162.00 * Flow (cfs) * 4078.35 * 1035.40 * 1048.26 * * Top Width (ft) * 330.70 * Top Width (ft) * 244.31 * 36.70 * 49.68 * * Vel Total (ft/s) * 4.24 * Avg. Vel. (ft/s) * 4.06 * 5.53 * 4.02 * * Max Chl Dpth (ft) * 16.10 * Hydr. Depth (ft) * 5.10 * 5.10 * 5.25 * * Conv. Total (cfs) * 80374.2 * Conv. (cfs) * 53196.0 * 13505.2 * 13673.0 * * Length Wtd. (ft) * 223.61 * Wetted Per. (ft) * 196.87 * 36.78 * 52.14 * * Min Ch El (ft) * 2773.00 * Shear (lb/sq ft) * 1.87 * 1.87 * 1.84 * * Alpha * 1.04 * Stream Power (lb/ft s) * 7.60 * 10.33 * 7.38 * * Frctn Loss (ft) * 1.65 * Cum Volume (acre-ft) * 25.64 * 16.54 * 8.29 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 61.27 * 21.50 * 62.99 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.521 INPUT Description: 40.5 Station Elevation Data num= 60 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2794 1004.56 2794 1008.73 2794 1010.71 2794 1014.21 2793 65 1014.89 1029.64 1046.09 1076.86 1158.18 1180.53 1213.64 1312.3 1416.95 1459.03 1467.86 2792 2787 2782 2777 2777 2773 2773 2771 2774 2779 2784 1015.56 1032.54 1049.13 1107.11 1161.87 1182.18 1250.57 1318.06 1421.6 1461.26 1469.51 2791 2786 2781 2777 2776 2773 2773 2772 2775 2780 2785 1017.42 2790 1033.9 2785 1052.37 2780 1107.17 2777 1165.58 2775 1201.47 2773 1252.91 2773 13302772.127 1436.57 2776 1462.91 2781 1471.21 2786 1019.46 2789 1037.84 2784 1057.13 2779 1117.88 2777 1169.74 2774 1203.91 2773 1299.7 2772 13702772.553 1448.61 2777 1464.56 2782 1483.21 2788 1024.2 1043.12 1064.31 1124.73 1173.9 1211.61 1303.94 1411.99 1455.61 1466.21 1508.67 2788 2783 2778 2777 2773 2773 2771 2773 2778 2783 2790 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .083 1330 .061 1370 .083 Bank Sta: Left Right Lengths: Left Channel 1330 1370 133 144 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1037.84 1467.86 2784 T Right 158 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2787.74 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.26 * Wt. n-Val. * 0.083 * 0.061 * 0.083 * * W.S. Elev (ft) * 2787.47 * Reach Len. (ft) * 133.00 * 144.00 * 158.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 1032.84 * 138.96 * 354.76 * * E.G. Slope (ft/ft) *0.009535 * Area (sq ft) * 3696.41 * 605.37 * 1227.38 * * Q Total (cfs) * 6162.00 * Flow (cfs) * 4070.66 * 758.18 * 1333.16 * * Top Width (ft) * 452.99 * Top Width (ft) * 302.94 * 40.00 * 110.05 * * Vel Total (ft/s) * 4.04 * Avg. Vel. (ft/s) * 3.94 * 5.46 * 3.76 * * Max Chl Dpth (ft) * 16.47 * Hydr. Depth (ft) * 3.41 * 3.47 * 3.22 * * Conv. Total (cfs) * 63105.2 * Conv. (cfs) * 41687.8 * 7764.6 * 13652.9 * * Length Wtd. (ft) * 140.88 * Wetted Per. (ft) * 305.10 * 40.00 * 112.56 * * Min Ch El (ft) * 2772.13 * Shear (lb/sq ft) * 2.02 * 2.07 * 1.88 * * Alpha * 1.04 * Stream Power (lb/ft s) * 7.94 * 11.28 * 7.05 * * Frctn Loss (ft) * 0.06 * Cum Volume (acre-ft) * 9.98 * 13.41 * 3.73 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 59.90 * 21.30 * 62.55 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.494 INPUT Description: 40 Station Elevation Data num= 75 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2796 1015.22 2795 1033.46 2795 1034.61 2795 1037.72 2795 1050.31 2795 1054.01 2795 1060.83 2795 1085.69 2794 1090.93 2793 1097.61 2792 1103.77 2791 1109.34 2790 1114.54 2789 1121.79 2788 1133.93 2787 1141.67 2786 1147.09 2785 1154.76 2785 1154.82 2785 1157.37 2784 1159.06 2783 1160.75 2782 1162.43 2781 1164.66 2780 1167.61 2779 1171.65 2778 1182.72 2777 1197.26 2776 1221.93 2775 1244.29 2774 1244.54 2774 1246.59 2774 1273.66 2773 1295.88 2772 1303.83 2772 1304.6 2772 1310.36 2772 1311.04 2772 13602771.092 1364.96 2771 1375.66 2770 1382.32 2767.3 1386 2767.3 1392 2770 1405.27 2770 1407.62 2770 1451.24 2770 1452.85 2770 1478.67 2770 1484.79 2770 1494.29 2770 1497.46 2770 1533.64 2771 1557.13 2772 1569.03 2773 1575.23 2774 1577.71 2775 1579.96 2776 1582.48 2777 1585.09 2778 1587.84 2779 1589.26 2780 1590.85 2781 1592.65 2782 1594.05 2783 1595.32 2784 1596.59 2785 1597.86 2786 1599.22 2787 1601.99 2788 1603.63 2789 1631.28 2790 1632.35 2790 1636.54 2790 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .02 1364.96 .02 1533.64 .02 Bank Sta: Left Right Lengths: Left Channel 1364.96 1533.64 145 145 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1361 2783.9 T Right 145 Coeff Contr. .3 66 Expan. .5 1410 1636.54 2783.9 T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2787.61 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.13 * Wt. n-Val. * 0.020 * 0.020 * 0.020 * * W.S. Elev (ft) * 2787.48 * Reach Len. (ft) * 145.00 * 145.00 * 145.00 * * Crit W.S. (ft) * 2777.52 * Flow Area (sq ft) * 841.01 * 1251.91 * 228.88 * * E.G. Slope (ft/ft) *0.000133 * Area (sq ft) * 2841.98 * 2952.40 * 831.15 * * Q Total (cfs) * 6162.00 * Flow (cfs) * 1668.77 * 4063.75 * 429.47 * * Top Width (ft) * 472.47 * Top Width (ft) * 236.88 * 168.68 * 66.91 * * Vel Total (ft/s) * 2.65 * Avg. Vel. (ft/s) * 1.98 * 3.25 * 1.88 * * Max Chl Dpth (ft) * 20.18 * Hydr. Depth (ft) * 3.55 * 7.42 * 3.42 * * Conv. Total (cfs) *534163.2 * Conv. (cfs) *144660.5 *352273.3 * 37229.5 * * Length Wtd. (ft) * 145.00 * Wetted Per. (ft) * 238.74 * 169.85 * 70.65 * * Min Ch El (ft) * 2767.30 * Shear (lb/sq ft) * 0.03 * 0.06 * 0.03 * * Alpha * 1.17 * Stream Power (lb/ft s) * 0.06 * 0.20 * 0.05 * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * 7.53 * * * C & E Loss (ft) * * Cum SA (acres) * 59.08 * 20.95 * 62.23 * *********************************************************************************************** CULVERT RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.479 INPUT Description: Skyline Dr. Crossing @ HEC-1 Sta. RES-7 Distance from Upstream XS = 65 Deck/Roadway Width = 34 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 1068 2787.02 1123 2785.62 1178 2784.7 1233 2784.07 1285 2783.92 1395 2784.05 1450 2784.59 1505 2785.37 1560 2786.6 1610 2788.05 1660 2790.11 1710 2792.53 Upstream Bridge Cross Section Data Station Elevation Data num= 75 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2796 1015.22 2795 1033.46 2795 1034.61 2795 1037.72 2795 1050.31 2795 1054.01 2795 1060.83 2795 1085.69 2794 1090.93 2793 1097.61 2792 1103.77 2791 1109.34 2790 1114.54 2789 1121.79 2788 1133.93 2787 1141.67 2786 1147.09 2785 1154.76 2785 1154.82 2785 1157.37 2784 1159.06 2783 1160.75 2782 1162.43 2781 1164.66 2780 1167.61 2779 1171.65 2778 1182.72 2777 1197.26 2776 1221.93 2775 1244.29 2774 1244.54 2774 1246.59 2774 1273.66 2773 1295.88 2772 1303.83 2772 1304.6 2772 1310.36 2772 1311.04 2772 13602771.092 1364.96 2771 1375.66 2770 1382.32 2767.3 1386 2767.3 1392 2770 1405.27 2770 1407.62 2770 1451.24 2770 1452.85 2770 1478.67 2770 1484.79 2770 1494.29 2770 1497.46 2770 1533.64 2771 1557.13 2772 1569.03 2773 1575.23 2774 1577.71 2775 1579.96 2776 1582.48 2777 1585.09 2778 1587.84 2779 1589.26 2780 1590.85 2781 1592.65 2782 1594.05 2783 1595.32 2784 1596.59 2785 1597.86 2786 1599.22 2787 1601.99 2788 1603.63 2789 1631.28 2790 1632.35 2790 1636.54 2790 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .02 1364.96 .02 1533.64 .02 Bank Sta: Left Right Coeff Contr. 1364.96 1533.64 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1361 2783.9 T 1410 1636.54 2783.9 T Expan. .5 Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 1041 2788 1068 2787.02 1123 2785.62 1178 2784.7 1233 2784.07 1285 2783.92 1395 2784.05 1450 2784.59 1505 2785.37 1560 2786.6 1610 2788.05 1660 2790.11 1710 2792.53 67 Downstream Bridge Cross Section Data Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2792 1017.32 2790 1041.37 2788 1063.03 2786 1076.23 2784 1089.49 2782 1110.66 2780 1123.78 2778 1144.31 2776 1172.66 2774 1196.83 2772 1226.45 2770 1319.27 2768 1339.39 2766 1342.88 2764 1345.17 2762 13502761.479 1360 2760.4 1368.09 2762 1372.62 2764 1375 2764 1391.85 2764 1482.93 2764 1512.38 2766 1520.26 2768 1525.32 2770 1530.38 2772 1535.31 2774 1539.54 2776 1543.77 2778 1558.8 2780 1570.56 2782 1586.51 2784 1602.59 2786 1615.11 2788 1629.91 2790 1640.85 2792 1651.52 2794 1665.43 2796 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .02 1319.27 .02 1520.26 .02 Bank Sta: Left Right 1319.27 1520.26 Coeff Contr. .3 Expan. .5 Upstream Embankment side slope = 3 horiz. to 1.0 vertical Downstream Embankment side slope = 2.1 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Skyline Dr Circular 4 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 3 - Pipe projecting from fill Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n 22 117 .024 .024 Upstream Elevation = 2767.28 Centerline Station = 1384 Downstream Elevation = 2760.73 Centerline Station = 1360 Depth Blocked 0 Entrance Loss Coef .9 Exit Loss Coef 1 CULVERT OUTPUT Profile #100-yr Culv Group: Skyline Dr ************************************************************************* * Q Culv Group (cfs) * 231.61 * Culv Full Len (ft) * 117.00 * * # Barrels * 1 * Culv Vel US (ft/s) * 18.43 * * Q Barrel (cfs) * 231.61 * Culv Vel DS (ft/s) * 18.43 * * E.G. US. (ft) * 2787.61 * Culv Inv El Up (ft) * 2767.28 * * W.S. US. (ft) * 2787.48 * Culv Inv El Dn (ft) * 2760.73 * * E.G. DS (ft) * 2768.83 * Culv Frctn Ls (ft) * 10.37 * * W.S. DS (ft) * 2767.22 * Culv Exit Loss (ft) * 3.67 * * Delta EG (ft) * 18.79 * Culv Entr Loss (ft) * 4.75 * * Delta WS (ft) * 20.26 * Q Weir (cfs) * 5930.39 * * E.G. IC (ft) * 2787.61 * Weir Sta Lft (ft) * 1126.56 * * E.G. OC (ft) * 2787.61 * Weir Sta Rgt (ft) * 1594.72 * * Culvert Control * Outlet * Weir Submerg * 0.00 * * Culv WS Inlet (ft) * 2771.28 * Weir Max Depth (ft) * 3.69 * * Culv WS Outlet (ft) * 2764.73 * Weir Avg Depth (ft) * 2.78 * * Culv Nml Depth (ft) * 4.00 * Weir Flow Area (sq ft) * 1299.31 * * Culv Crt Depth (ft) * 4.00 * Min El Weir Flow (ft) * 2783.93 * ************************************************************************* Note: Note: Note: Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. Culvert critical depth exceeds the height of the culvert. During the supercritical calculations a hydraulic jump occurred inside of the culvert. The culvert inlet is submerged and the culvert flows full over part or all of its length. Therefore, the culvert inlet equations are not valid and the supercritical result has been discarded. The outlet answer will be used. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.466 INPUT Description: 39 Station Elevation Data Sta Elev Sta num= Elev 39 Sta Elev Sta Elev Sta 68 Elev ******************************************************************************** 1000 2792 1017.32 2790 1041.37 2788 1063.03 2786 1076.23 2784 1089.49 2782 1110.66 2780 1123.78 2778 1144.31 2776 1172.66 2774 1196.83 2772 1226.45 2770 1319.27 2768 1339.39 2766 1342.88 2764 1345.17 2762 13502761.479 1360 2760.4 1368.09 2762 1372.62 2764 1375 2764 1391.85 2764 1482.93 2764 1512.38 2766 1520.26 2768 1525.32 2770 1530.38 2772 1535.31 2774 1539.54 2776 1543.77 2778 1558.8 2780 1570.56 2782 1586.51 2784 1602.59 2786 1615.11 2788 1629.91 2790 1640.85 2792 1651.52 2794 1665.43 2796 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .02 1319.27 .02 1520.26 .02 Bank Sta: Left Right 1319.27 1520.26 Lengths: Left Channel 125 138 Right 130 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2768.83 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.61 * Wt. n-Val. * * 0.020 * * * W.S. Elev (ft) * 2767.22 * Reach Len. (ft) * 125.00 * 138.00 * 130.00 * * Crit W.S. (ft) * 2767.22 * Flow Area (sq ft) * * 606.05 * * * E.G. Slope (ft/ft) *0.004054 * Area (sq ft) * * 606.05 * * * Q Total (cfs) * 6162.00 * Flow (cfs) * * 6162.00 * * * Top Width (ft) * 190.11 * Top Width (ft) * * 190.11 * * * Vel Total (ft/s) * 10.17 * Avg. Vel. (ft/s) * * 10.17 * * * Max Chl Dpth (ft) * 6.82 * Hydr. Depth (ft) * * 3.19 * * * Conv. Total (cfs) * 96776.9 * Conv. (cfs) * * 96776.9 * * * Length Wtd. (ft) * 135.49 * Wetted Per. (ft) * * 192.34 * * * Min Ch El (ft) * 2760.40 * Shear (lb/sq ft) * * 0.80 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 8.11 * * * Frctn Loss (ft) * 1.12 * Cum Volume (acre-ft) * 43.68 * 33.45 * 39.49 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * 58.69 * 20.36 * 62.12 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.440 INPUT Description: 38 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2786 1009.54 2784 1016.77 2782 1024.28 2780 1032.09 2778 1041.5 2776 1053.61 2774 1098.4 2772 1130.78 2770 1158.16 2768 1170.24 2766 1197.87 2764 1282.18 2762 1320.85 2760 13302758.775 1335.79 2758 1350 2757 1364.55 2758 1365 2758 1403.79 2758 1431.15 2758 1438.59 2760 1443.83 2762 1449.08 2764 1453.57 2766 1457.89 2768 1462.2 2770 1466.56 2772 1470.92 2774 1484.06 2776 1496.09 2778 1508.13 2780 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1330 .05 1365 .075 Bank Sta: Left 1330 Right 1365 Lengths: Left Channel 205 197 Right 174 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2764.78 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.88 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2762.90 * Reach Len. (ft) * 205.00 * 197.00 * 174.00 * * Crit W.S. (ft) * 2762.90 * Flow Area (sq ft) * 122.64 * 183.62 * 364.12 * * E.G. Slope (ft/ft) *0.024952 * Area (sq ft) * 122.64 * 183.62 * 364.12 * * Q Total (cfs) * 6162.00 * Flow (cfs) * 486.69 * 2596.45 * 3078.86 * 69 * Top Width (ft) * 201.93 * Top Width (ft) * 85.73 * 35.00 * 81.19 * * Vel Total (ft/s) * 9.19 * Avg. Vel. (ft/s) * 3.97 * 14.14 * 8.46 * * Max Chl Dpth (ft) * 5.90 * Hydr. Depth (ft) * 1.43 * 5.25 * 4.48 * * Conv. Total (cfs) * 39009.7 * Conv. (cfs) * 3081.1 * 16437.3 * 19491.3 * * Length Wtd. (ft) * 186.60 * Wetted Per. (ft) * 85.88 * 35.12 * 81.99 * * Min Ch El (ft) * 2757.00 * Shear (lb/sq ft) * 2.22 * 8.14 * 6.92 * * Alpha * 1.43 * Stream Power (lb/ft s) * 8.83 * 115.16 * 58.50 * * Frctn Loss (ft) * 4.59 * Cum Volume (acre-ft) * 43.51 * 32.20 * 38.95 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 58.56 * 20.00 * 62.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.403 INPUT Description: 37.5 Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2780 1012.75 2778 1024.39 2776 1035.1 2774 1045.94 2772 1053.37 2770 1061.08 2768 1072.92 2766 1089.37 2764 1098.97 2762 1104.64 2760 1110.31 2758 1116.85 2756 1123.6 2754 1130.21 2754 1153.87 2756 1190.86 2756 1224.65 2754 12252753.958 1241.35 2752 1248 2751.5 1256.11 2752 12602752.934 1264.44 2754 1299.24 2754 1336.92 2752 1352.69 2752 1357.72 2754 1362.6 2756 1367.4 2758 1371.96 2760 1375.46 2762 1378.97 2764 1382.47 2766 1385.97 2768 1389.47 2770 1392.98 2772 1396.48 2774 1399.98 2776 1403.34 2778 1415.8 2778 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1225 .05 1260 .075 Bank Sta: Left 1225 Right 1260 Lengths: Left Channel 91 89 Right 102 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2758.57 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.41 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2757.16 * Reach Len. (ft) * 91.00 * 89.00 * 102.00 * * Crit W.S. (ft) * 2757.16 * Flow Area (sq ft) * 205.74 * 166.45 * 397.53 * * E.G. Slope (ft/ft) *0.024196 * Area (sq ft) * 205.74 * 166.45 * 397.53 * * Q Total (cfs) * 6060.00 * Flow (cfs) * 947.96 * 2165.35 * 2946.70 * * Top Width (ft) * 252.33 * Top Width (ft) * 111.94 * 35.00 * 105.38 * * Vel Total (ft/s) * 7.87 * Avg. Vel. (ft/s) * 4.61 * 13.01 * 7.41 * * Max Chl Dpth (ft) * 5.66 * Hydr. Depth (ft) * 1.84 * 4.76 * 3.77 * * Conv. Total (cfs) * 38958.0 * Conv. (cfs) * 6094.1 * 13920.4 * 18943.5 * * Length Wtd. (ft) * * Wetted Per. (ft) * 112.55 * 35.26 * 106.57 * * Min Ch El (ft) * 2751.50 * Shear (lb/sq ft) * 2.76 * 7.13 * 5.63 * * Alpha * 1.46 * Stream Power (lb/ft s) * 12.72 * 92.76 * 41.77 * * Frctn Loss (ft) * * Cum Volume (acre-ft) * 42.74 * 31.41 * 37.43 * * C & E Loss (ft) * * Cum SA (acres) * 58.10 * 19.84 * 61.63 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.386 INPUT Description: 37 Station Elevation Data Sta Elev Sta num= Elev 52 Sta Elev Sta Elev Sta 70 Elev ******************************************************************************** 1000 2776 1010.47 2774 1013.17 2772 1016.96 2770 1020.87 2768 1024.77 2766 1028.68 2764 1032.59 2762 1036.5 2760 1040.4 2758 1044.36 2756 1048.22 2754 1052.12 2752 1064.47 2752 1115.17 2752 1129 2750 1139.6 2752 1160.59 2752 11702750.728 1175.39 2750 1185.69 2748 1185.97 2748 1194.93 2750 12002751.381 1202.27 2752 1211.35 2752 1278.74 2752 1293.65 2754 1300.54 2756 1306.95 2758 1312.9 2760 1318.1 2762 1323.3 2764 1328.5 2766 1333.7 2768 1339.02 2770 1343.7 2772 1348.72 2774 1354.18 2776 1361.55 2778 1368.4 2780 1375.35 2782 1380.15 2784 1384.34 2786 1388.54 2788 1395.51 2790 1402.74 2792 1408.43 2794 1414.34 2796 1419.34 2798 1423.77 2800 1427.7 2802 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1170 .05 1200 .075 Bank Sta: Left 1170 Right 1200 Lengths: Left Channel 480 501 Right 476 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2756.30 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.39 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2754.90 * Reach Len. (ft) * 480.00 * 501.00 * 476.00 * * Crit W.S. (ft) * 2754.90 * Flow Area (sq ft) * 380.72 * 161.42 * 258.98 * * E.G. Slope (ft/ft) *0.022646 * Area (sq ft) * 380.72 * 161.42 * 258.98 * * Q Total (cfs) * 6060.00 * Flow (cfs) * 2389.64 * 2185.41 * 1484.95 * * Top Width (ft) * 250.28 * Top Width (ft) * 123.52 * 30.00 * 96.76 * * Vel Total (ft/s) * 7.56 * Avg. Vel. (ft/s) * 6.28 * 13.54 * 5.73 * * Max Chl Dpth (ft) * 6.90 * Hydr. Depth (ft) * 3.08 * 5.38 * 2.68 * * Conv. Total (cfs) * 40269.2 * Conv. (cfs) * 15879.4 * 14522.2 * 9867.6 * * Length Wtd. (ft) * 486.51 * Wetted Per. (ft) * 124.64 * 30.65 * 97.10 * * Min Ch El (ft) * 2748.00 * Shear (lb/sq ft) * 4.32 * 7.45 * 3.77 * * Alpha * 1.57 * Stream Power (lb/ft s) * 27.11 * 100.82 * 21.62 * * Frctn Loss (ft) * 10.81 * Cum Volume (acre-ft) * 42.12 * 31.07 * 36.66 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 57.85 * 19.78 * 61.39 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.291 INPUT Description: 36 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2766 1008.23 2764 1016.39 2762 1024.54 2760 1032.7 2758 1040.83 2756 1051.63 2754 1057.22 2752 1061.39 2750 1066.53 2748 1072.02 2746 1077.52 2744 1083.02 2742 1088.52 2740 1105.44 2738 1115 2737 1128.12 2738 1144.61 2740 1183.51 2742 1192.27 2742 1247.31 2740 12702738.121 1271.46 2738 1291.35 2738 1297.55 2740 1302.93 2742 1306.72 2744 13102745.735 1310.5 2746 1314.28 2748 1318.06 2750 1321.86 2752 1325.66 2754 1329.46 2756 1332.69 2758 1335.84 2760 1338.99 2762 1342.13 2764 1345.1 2766 1348.06 2768 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1270 .05 1310 .075 Bank Sta: Left 1270 Right 1310 Lengths: Left Channel 507 563 Right 585 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2744.56 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.11 * Wt. n-Val. * 0.075 * 0.050 * * * W.S. Elev (ft) * 2743.45 * Reach Len. (ft) * 507.00 * 563.00 * 585.00 * * Crit W.S. (ft) * 2743.08 * Flow Area (sq ft) * 642.48 * 159.04 * * 71 * E.G. Slope (ft/ft) *0.021815 * Area (sq ft) * 642.48 * 159.04 * * * Q Total (cfs) * 6060.00 * Flow (cfs) * 4205.02 * 1854.98 * * * Top Width (ft) * 226.65 * Top Width (ft) * 190.97 * 35.68 * * * Vel Total (ft/s) * 7.56 * Avg. Vel. (ft/s) * 6.55 * 11.66 * * * Max Chl Dpth (ft) * 6.45 * Hydr. Depth (ft) * 3.36 * 4.46 * * * Conv. Total (cfs) * 41029.1 * Conv. (cfs) * 28470.0 * 12559.1 * * * Length Wtd. (ft) * 535.81 * Wetted Per. (ft) * 192.07 * 36.72 * * * Min Ch El (ft) * 2738.00 * Shear (lb/sq ft) * 4.56 * 5.90 * * * Alpha * 1.25 * Stream Power (lb/ft s) * 29.82 * 68.81 * * * Frctn Loss (ft) * 10.91 * Cum Volume (acre-ft) * 36.49 * 29.23 * 35.24 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 56.12 * 19.40 * 60.86 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.185 INPUT Description: 35 Station Elevation Data num= 34 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2758 1005.55 2756 1008.85 2754 1013.14 2752 1017.55 2750 1021.96 2748 1026.37 2746 1030.8 2744 1035.19 2742 1039.6 2740 1044.02 2738 1048.43 2736 1053.12 2734 1069.7 2732 1091.84 2730 1114.94 2728 1137.3 2726 1150 2725 11552725.111 1195.2 2726 1205 2727.09 1213.19 2728 1224.88 2730 1229.11 2732 1233.34 2734 1237.78 2736 1243.3 2738 1248.82 2740 1254.33 2742 1259.85 2744 1267.05 2746 1274.76 2748 1282.47 2750 1288.43 2752 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1155 .05 1205 .075 Bank Sta: Left 1155 Right 1205 Lengths: Left Channel 398 360 Right 315 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2733.57 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.97 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2731.59 * Reach Len. (ft) * 398.00 * 360.00 * 315.00 * * Crit W.S. (ft) * 2731.42 * Flow Area (sq ft) * 286.60 * 292.10 * 66.11 * * E.G. Slope (ft/ft) *0.019059 * Area (sq ft) * 286.60 * 292.10 * 66.11 * * Q Total (cfs) * 6060.00 * Flow (cfs) * 1819.16 * 3883.73 * 357.12 * * Top Width (ft) * 154.02 * Top Width (ft) * 80.78 * 50.00 * 23.25 * * Vel Total (ft/s) * 9.40 * Avg. Vel. (ft/s) * 6.35 * 13.30 * 5.40 * * Max Chl Dpth (ft) * 6.59 * Hydr. Depth (ft) * 3.55 * 5.84 * 2.84 * * Conv. Total (cfs) * 43895.9 * Conv. (cfs) * 13177.1 * 28131.9 * 2586.8 * * Length Wtd. (ft) * 351.22 * Wetted Per. (ft) * 81.07 * 50.07 * 23.82 * * Min Ch El (ft) * 2725.11 * Shear (lb/sq ft) * 4.21 * 6.94 * 3.30 * * Alpha * 1.44 * Stream Power (lb/ft s) * 26.70 * 92.29 * 17.84 * * Frctn Loss (ft) * 6.38 * Cum Volume (acre-ft) * 31.08 * 26.31 * 34.80 * * C & E Loss (ft) * 0.18 * Cum SA (acres) * 54.54 * 18.84 * 60.71 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.116 INPUT Description: 34 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2738 1003.43 2736 1006.86 2734 1010.29 2732 1013.72 2730 1019.56 2728 1024.41 2726 1028.06 2724 10302722.888 1031.55 2722 72 1033.2 2721.03 1034.95 1065 2720.26 1175.89 1211.62 2730 1236.82 1325.49 2740 1363.09 1426.79 2750 2720 1038.49 2722 1184.74 2732 1248.9 2742 1380.73 2718 1039.45 2724 1193.7 2734 1260.99 2744 1397.4 2718 2726 2736 2746 1048.46 1202.66 1281.87 1410.51 2720 2728 2738 2748 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1030 .05 1065 .075 Bank Sta: Left 1030 Right 1065 Lengths: Left Channel 448 450 Right 453 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2727.00 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.37 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2725.63 * Reach Len. (ft) * 448.00 * 450.00 * 453.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 6.69 * 202.33 * 528.77 * * E.G. Slope (ft/ft) *0.017342 * Area (sq ft) * 6.69 * 202.33 * 528.77 * * Q Total (cfs) * 6060.00 * Flow (cfs) * 19.55 * 2478.88 * 3561.57 * * Top Width (ft) * 166.98 * Top Width (ft) * 4.92 * 35.00 * 127.06 * * Vel Total (ft/s) * 8.21 * Avg. Vel. (ft/s) * 2.92 * 12.25 * 6.74 * * Max Chl Dpth (ft) * 7.63 * Hydr. Depth (ft) * 1.36 * 5.78 * 4.16 * * Conv. Total (cfs) * 46017.7 * Conv. (cfs) * 148.4 * 18823.8 * 27045.4 * * Length Wtd. (ft) * 451.82 * Wetted Per. (ft) * 5.64 * 36.53 * 127.48 * * Min Ch El (ft) * 2718.00 * Shear (lb/sq ft) * 1.28 * 6.00 * 4.49 * * Alpha * 1.31 * Stream Power (lb/ft s) * 3.75 * 73.47 * 30.25 * * Frctn Loss (ft) * 9.61 * Cum Volume (acre-ft) * 29.74 * 24.27 * 32.65 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 54.15 * 18.49 * 60.16 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 3.031 INPUT Description: 33 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2726 1015.37 2724 1019.59 2722 1023.6 2720 10252719.347 1027.89 2718 1032.18 2716 1036.43 2714 1039.54 2712 1049.69 2710 1061.79 2710 1068.39 2712 1070 2712 1072.16 2712 1160.02 2712 1217.91 2714 1227.07 2714.64 1246.38 2716 1264.01 2718 1279.14 2720 1287.34 2722 1295.12 2724 1303.58 2726 1310.11 2728 1316.49 2730 1322.7 2732 1328.54 2734 1335.03 2736 1345.17 2738 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1025 .05 1070 .075 Bank Sta: Left 1025 Right 1070 Lengths: Left Channel 791 822 Right 791 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2717.38 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.46 * Wt. n-Val. * * 0.050 * 0.075 * * W.S. Elev (ft) * 2715.92 * Reach Len. (ft) * 791.00 * 822.00 * 791.00 * * Crit W.S. (ft) * 2715.84 * Flow Area (sq ft) * * 173.25 * 547.72 * * E.G. Slope (ft/ft) *0.026725 * Area (sq ft) * * 173.25 * 547.72 * * Q Total (cfs) * 6060.00 * Flow (cfs) * * 2268.62 * 3791.38 * * Top Width (ft) * 212.85 * Top Width (ft) * * 37.64 * 175.21 * * Vel Total (ft/s) * 8.41 * Avg. Vel. (ft/s) * * 13.09 * 6.92 * * Max Chl Dpth (ft) * 5.92 * Hydr. Depth (ft) * * 4.60 * 3.13 * * Conv. Total (cfs) * 37069.0 * Conv. (cfs) * * 13877.2 * 23191.8 * * Length Wtd. (ft) * 808.33 * Wetted Per. (ft) * * 39.15 * 175.31 * * Min Ch El (ft) * 2710.00 * Shear (lb/sq ft) * * 7.38 * 5.21 * * Alpha * 1.33 * Stream Power (lb/ft s) * * 96.68 * 36.08 * * Frctn Loss (ft) * 16.03 * Cum Volume (acre-ft) * 29.70 * 22.33 * 27.05 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 54.12 * 18.12 * 58.59 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). 73 This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.876 INPUT Description: 32 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2712 1004.89 2710 1009.53 2708 1014.18 2706 1018.83 2704 1023.39 2702 1027.06 2700 1030.74 2698 1034.41 2696 1038.07 2694 10402693.911 1081.27 2692 1094.26 2692 10952692.165 1103.24 2694 1127.63 2696 1192.85 2698 1222.42 2700 1229.43 2702 1235.95 2703.58 1237.69 2704 1251.24 2706 1278.53 2708 1290.72 2710 1303.28 2712 1321.77 2714 1338.22 2716 1344.6 2718 1352.15 2720 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1040 .05 1095 .075 Bank Sta: Left 1040 Right 1095 Lengths: Left Channel 290 273 Right 243 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2701.29 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.01 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2699.28 * Reach Len. (ft) * 290.00 * 273.00 * 243.00 * * Crit W.S. (ft) * 2699.28 * Flow Area (sq ft) * 35.86 * 361.12 * 316.73 * * E.G. Slope (ft/ft) *0.015483 * Area (sq ft) * 35.86 * 361.12 * 316.73 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 174.15 * 4678.86 * 1514.99 * * Top Width (ft) * 183.46 * Top Width (ft) * 11.62 * 55.00 * 116.83 * * Vel Total (ft/s) * 8.92 * Avg. Vel. (ft/s) * 4.86 * 12.96 * 4.78 * * Max Chl Dpth (ft) * 7.28 * Hydr. Depth (ft) * 3.09 * 6.57 * 2.71 * * Conv. Total (cfs) * 51177.5 * Conv. (cfs) * 1399.6 * 37602.4 * 12175.5 * * Length Wtd. (ft) * 260.61 * Wetted Per. (ft) * 12.97 * 55.06 * 117.19 * * Min Ch El (ft) * 2692.00 * Shear (lb/sq ft) * 2.67 * 6.34 * 2.61 * * Alpha * 1.63 * Stream Power (lb/ft s) * 12.98 * 82.13 * 12.50 * * Frctn Loss (ft) * 4.48 * Cum Volume (acre-ft) * 29.38 * 17.29 * 19.20 * * C & E Loss (ft) * 0.20 * Cum SA (acres) * 54.01 * 17.24 * 55.94 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.824 INPUT Description: 31 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2718 1006.71 2716 1011.48 2714 1016.58 2712 1023.28 2710 1029.06 2708 1033.75 2706 1038.44 2704 1043.14 2702 1047.83 2700 1052.25 2698 1055.88 2696 1059.49 2694 10602693.717 1063.1 2692 1066.72 2690 1072.71 2688 1100 2688 1133.85 2688 1163.87 2690 1229.69 2692 1247.21 2694 1251.62 2696 1256.04 2698 1260.46 2700 1264.87 2702 1269.29 2704 1273.72 2706 1278.25 2708 1282.61 2710 1296.75 2712 1312.16 2714 1318.91 2716 1325.47 2718 1335.28 2720 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1060 .05 1100 .075 74 Bank Sta: Left 1060 Right 1100 Lengths: Left Channel 410 386 Right 366 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2695.34 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.33 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2694.01 * Reach Len. (ft) * 410.00 * 386.00 * 366.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 0.08 * 208.34 * 569.11 * * E.G. Slope (ft/ft) *0.019195 * Area (sq ft) * 0.08 * 208.34 * 569.11 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 0.05 * 2523.84 * 3844.11 * * Top Width (ft) * 187.75 * Top Width (ft) * 0.52 * 40.00 * 147.22 * * Vel Total (ft/s) * 8.19 * Avg. Vel. (ft/s) * 0.69 * 12.11 * 6.75 * * Max Chl Dpth (ft) * 6.01 * Hydr. Depth (ft) * 0.14 * 5.21 * 3.87 * * Conv. Total (cfs) * 45962.6 * Conv. (cfs) * 0.4 * 18216.4 * 27745.8 * * Length Wtd. (ft) * 377.93 * Wetted Per. (ft) * 0.60 * 41.28 * 147.44 * * Min Ch El (ft) * 2688.00 * Shear (lb/sq ft) * 0.15 * 6.05 * 4.63 * * Alpha * 1.28 * Stream Power (lb/ft s) * 0.10 * 73.26 * 31.25 * * Frctn Loss (ft) * 6.51 * Cum Volume (acre-ft) * 29.26 * 15.50 * 16.73 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 53.97 * 16.95 * 55.20 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.751 INPUT Description: 30 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2708 1004.11 2706 1008.16 2704 1012.21 2702 1016.27 2700 1020.32 2698 1024.37 2696 1028.43 2694 1032.48 2692 1036.53 2690 1040.59 2688 1044.64 2686 1048.69 2684 1052.69 2682 10702680.516 1076.02 2680 1088.5 2678 1095.78 2678 11002679.243 1102.57 2680 1109.43 2682 1185.35 2684 1215.36 2686 1223.33 2688 1231.31 2690 1238.74 2692 1246.08 2694 1253.42 2696 1260.03 2698 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1070 .05 1100 .075 Bank Sta: Left 1070 Right 1100 Lengths: Left Channel 454 536 Right 623 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2688.75 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.98 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2686.77 * Reach Len. (ft) * 454.00 * 536.00 * 623.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 118.35 * 234.51 * 398.88 * * E.G. Slope (ft/ft) *0.015564 * Area (sq ft) * 118.35 * 234.51 * 398.88 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 762.78 * 3397.36 * 2207.86 * * Top Width (ft) * 175.37 * Top Width (ft) * 26.93 * 30.00 * 118.44 * * Vel Total (ft/s) * 8.47 * Avg. Vel. (ft/s) * 6.44 * 14.49 * 5.54 * * Max Chl Dpth (ft) * 8.77 * Hydr. Depth (ft) * 4.40 * 7.82 * 3.37 * * Conv. Total (cfs) * 51043.4 * Conv. (cfs) * 6114.1 * 27231.9 * 17697.4 * * Length Wtd. (ft) * 539.71 * Wetted Per. (ft) * 28.11 * 30.36 * 119.03 * * Min Ch El (ft) * 2678.00 * Shear (lb/sq ft) * 4.09 * 7.51 * 3.26 * * Alpha * 1.78 * Stream Power (lb/ft s) * 26.37 * 108.73 * 18.02 * * Frctn Loss (ft) * 9.49 * Cum Volume (acre-ft) * 28.70 * 13.54 * 12.67 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 53.84 * 16.64 * 54.09 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.649 75 INPUT Description: 29 Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2696 1003.41 2694 1007 2692 1010.44 2690 1013.93 2688 1017.42 2686 1020.92 2684 1024.41 2682 1027.9 2680 1033.75 2678 1040.83 2676 1047.91 2674 1055 2672 1097.45 2670 1100 2670 1115 2670 1134.3 2670 1138.91 2672 1143.23 2674 1147.55 2676 1151.88 2678 1156.2 2680 1160.53 2682 1164.85 2684 1169.18 2686 1173.5 2688 1177.63 2690 1181.75 2692 1185.87 2694 1190 2696 1194.12 2698 1198.27 2700 1202.36 2702 1206.48 2704 1210.59 2706 1214.71 2708 1218.82 2710 1222.95 2712 1227.15 2714 1231.35 2716 1255.54 2716 1266.29 2714 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1100 .05 1115 .075 Bank Sta: Left 1100 Right 1115 Lengths: Left Channel 566 517 Right 474 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2679.25 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.90 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2677.35 * Reach Len. (ft) * 566.00 * 517.00 * 474.00 * * Crit W.S. (ft) * 2676.51 * Flow Area (sq ft) * 338.86 * 110.21 * 201.96 * * E.G. Slope (ft/ft) *0.020015 * Area (sq ft) * 338.86 * 110.21 * 201.96 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 2863.58 * 1751.37 * 1753.05 * * Top Width (ft) * 114.41 * Top Width (ft) * 63.94 * 15.00 * 35.47 * * Vel Total (ft/s) * 9.78 * Avg. Vel. (ft/s) * 8.45 * 15.89 * 8.68 * * Max Chl Dpth (ft) * 7.35 * Hydr. Depth (ft) * 5.30 * 7.35 * 5.69 * * Conv. Total (cfs) * 45011.4 * Conv. (cfs) * 20240.9 * 12379.4 * 12391.2 * * Length Wtd. (ft) * 529.55 * Wetted Per. (ft) * 64.73 * 15.00 * 37.06 * * Min Ch El (ft) * 2670.00 * Shear (lb/sq ft) * 6.54 * 9.18 * 6.81 * * Alpha * 1.28 * Stream Power (lb/ft s) * 55.28 * 145.90 * 59.11 * * Frctn Loss (ft) * 10.11 * Cum Volume (acre-ft) * 26.32 * 11.42 * 8.37 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * 53.37 * 16.36 * 52.99 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.551 INPUT Description: 28 Station Elevation Data num= 51 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2704 1004.68 2702 1009.36 2700 1015.24 2698 1022.93 2696 1028.96 2694 1033.35 2692 1039.56 2690 1048.14 2688 1056.73 2686 1062.53 2684 1066.78 2682 1070.55 2680 1074.47 2678 1078.73 2676 1083.45 2674 1088.18 2672 1092.9 2670 1097.63 2668 1102.35 2666 1107.08 2664 1170.69 2662 11902660.769 1202.05 2660 1213.98 2658 1218.8 2658 12202658.406 1224.71 2660 1228.36 2662 1232.01 2664 1235.66 2666 1239.31 2668 1242.96 2670 1246.61 2672 1250.26 2674 1253.91 2676 1257.56 2678 1261.21 2680 1264.86 2682 1268.51 2684 1272.16 2686 1275.81 2688 1279.46 2690 1284.29 2692 1293.19 2694 1313.25 2694 1322.62 2692 1329.62 2690 1341.94 2688 1344.32 2688 1355.89 2690 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1190 .05 1220 .075 Bank Sta: Left 1190 Right 1220 Lengths: Left Channel 513 494 Right 492 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2669.10 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.27 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2666.84 * Reach Len. (ft) * 513.00 * 494.00 * 492.00 * * Crit W.S. (ft) * 2666.84 * Flow Area (sq ft) * 359.00 * 224.24 * 78.63 * 76 * E.G. Slope (ft/ft) *0.018223 * Area (sq ft) * 359.00 * 224.24 * 78.63 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 2410.04 * 3419.67 * 538.29 * * Top Width (ft) * 136.82 * Top Width (ft) * 89.63 * 30.00 * 17.19 * * Vel Total (ft/s) * 9.62 * Avg. Vel. (ft/s) * 6.71 * 15.25 * 6.85 * * Max Chl Dpth (ft) * 8.84 * Hydr. Depth (ft) * 4.01 * 7.47 * 4.57 * * Conv. Total (cfs) * 47172.5 * Conv. (cfs) * 17853.0 * 25332.0 * 3987.5 * * Length Wtd. (ft) * 499.72 * Wetted Per. (ft) * 90.27 * 30.26 * 19.20 * * Min Ch El (ft) * 2658.00 * Shear (lb/sq ft) * 4.52 * 8.43 * 4.66 * * Alpha * 1.58 * Stream Power (lb/ft s) * 30.37 * 128.58 * 31.89 * * Frctn Loss (ft) * 7.88 * Cum Volume (acre-ft) * 21.79 * 9.43 * 6.84 * * C & E Loss (ft) * 0.29 * Cum SA (acres) * 52.37 * 16.09 * 52.70 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.458 INPUT Description: 27 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2686 1004.72 2684 1009.44 2682 1014.16 2680 1018.91 2678 1024.01 2676 1029.12 2674 1034.22 2672 1039.34 2670 1044.46 2668 1049.59 2666 1054.71 2664 1059.83 2662 1064.95 2660 1070.05 2658 1097.85 2656 1261.87 2654 1309 2652 13202651.059 1331.49 2650 1338 2648 1349.39 2650 13602651.929 1360.39 2652 1371 2654 1447 2654.2 1585 2656 1598 2658 1639 2666 1651 2670 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1309 .05 1371 .075 Bank Sta: Left Right Lengths: Left Channel 1309 1371 518 504 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1445 1651 2660 T Right 500 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2657.89 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.31 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2656.58 * Reach Len. (ft) * 518.00 * 504.00 * 500.00 * * Crit W.S. (ft) * 2656.58 * Flow Area (sq ft) * 429.80 * 360.01 * 183.58 * * E.G. Slope (ft/ft) *0.013792 * Area (sq ft) * 429.80 * 360.01 * 393.41 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 1566.34 * 4018.89 * 782.77 * * Top Width (ft) * 498.94 * Top Width (ft) * 219.19 * 62.00 * 217.76 * * Vel Total (ft/s) * 6.54 * Avg. Vel. (ft/s) * 3.64 * 11.16 * 4.26 * * Max Chl Dpth (ft) * 8.58 * Hydr. Depth (ft) * 1.96 * 5.81 * 2.48 * * Conv. Total (cfs) * 54224.4 * Conv. (cfs) * 13337.6 * 34221.5 * 6665.4 * * Length Wtd. (ft) * 509.86 * Wetted Per. (ft) * 219.26 * 62.93 * 74.00 * * Min Ch El (ft) * 2648.00 * Shear (lb/sq ft) * 1.69 * 4.93 * 2.14 * * Alpha * 1.97 * Stream Power (lb/ft s) * 6.15 * 54.99 * 9.11 * * Frctn Loss (ft) * 6.36 * Cum Volume (acre-ft) * 17.14 * 6.12 * 4.18 * * C & E Loss (ft) * 0.21 * Cum SA (acres) * 50.56 * 15.57 * 51.37 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION 77 RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.362 INPUT Description: 26 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2674 1008.55 2672 1016.26 2670 1023.11 2668 1029.05 2666 1034.51 2664 1040.09 2662 1046.02 2660 1051.96 2658 1057.9 2656 1063.84 2654 1069.78 2652 1075.74 2650 1081.94 2648 1094.36 2646 1215.73 2644 1263.86 2644 1274.92 2644 1385.11 2644 1500.22 2644 15052643.205 1512.25 2642 1525 2641 1544.32 2642 15452642.125 1555.23 2644 1579.46 2646 1585.71 2648 1591.39 2650 1597.11 2652 1602.82 2654 1608.47 2656 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1505 .05 1545 .075 Bank Sta: Left Right Lengths: Left Channel 1505 1545 281 305 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1170 2655 T Right 311 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2647.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.62 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2646.91 * Reach Len. (ft) * 281.00 * 305.00 * 311.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 959.41 * 208.01 * 86.92 * * E.G. Slope (ft/ft) *0.011327 * Area (sq ft) * 1077.92 * 208.01 * 86.92 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 4079.12 * 1969.00 * 319.88 * * Top Width (ft) * 493.59 * Top Width (ft) * 416.29 * 40.00 * 37.30 * * Vel Total (ft/s) * 5.08 * Avg. Vel. (ft/s) * 4.25 * 9.47 * 3.68 * * Max Chl Dpth (ft) * 5.91 * Hydr. Depth (ft) * 2.86 * 5.20 * 2.33 * * Conv. Total (cfs) * 59834.1 * Conv. (cfs) * 38327.7 * 18500.8 * 3005.6 * * Length Wtd. (ft) * 288.99 * Wetted Per. (ft) * 335.07 * 40.18 * 37.70 * * Min Ch El (ft) * 2641.00 * Shear (lb/sq ft) * 2.02 * 3.66 * 1.63 * * Alpha * 1.55 * Stream Power (lb/ft s) * 8.61 * 34.66 * 6.00 * * Frctn Loss (ft) * 2.14 * Cum Volume (acre-ft) * 8.18 * 2.84 * 1.42 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 46.78 * 14.98 * 49.91 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.305 INPUT Description: 25.5 Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2650 1007.2 2648 1017.67 2646 1029.52 2644 1041.36 2642 1072.84 2640 1224.51 2640 1291.24 2640 1325 2640 1329.14 2640 1342.2 2638 1347 2637 1359.15 2638 13602638.388 1363.53 2640 1367.75 2642 1371.96 2644 1376.2 2646 1380.48 2648 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .075 1325 .05 1360 .075 Bank Sta: Left Right Lengths: Left Channel 1325 1360 11 195 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1102 2648 T Right 196 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** 78 * E.G. Elev (ft) * 2645.34 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.42 * Wt. n-Val. * 0.075 * 0.050 * 0.075 * * W.S. Elev (ft) * 2644.91 * Reach Len. (ft) * 11.00 * 195.00 * 196.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 1095.84 * 228.96 * 45.65 * * E.G. Slope (ft/ft) *0.005206 * Area (sq ft) * 1387.48 * 228.96 * 45.65 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 4528.05 * 1705.00 * 134.95 * * Top Width (ft) * 349.79 * Top Width (ft) * 300.90 * 35.00 * 13.90 * * Vel Total (ft/s) * 4.65 * Avg. Vel. (ft/s) * 4.13 * 7.45 * 2.96 * * Max Chl Dpth (ft) * 7.91 * Hydr. Depth (ft) * 4.91 * 6.54 * 3.28 * * Conv. Total (cfs) * 88253.5 * Conv. (cfs) * 62753.8 * 23629.5 * 1870.3 * * Length Wtd. (ft) * 98.46 * Wetted Per. (ft) * 223.00 * 35.38 * 15.35 * * Min Ch El (ft) * 2637.00 * Shear (lb/sq ft) * 1.60 * 2.10 * 0.97 * * Alpha * 1.26 * Stream Power (lb/ft s) * 6.60 * 15.66 * 2.86 * * Frctn Loss (ft) * 0.43 * Cum Volume (acre-ft) * 0.22 * 1.31 * 0.95 * * C & E Loss (ft) * 0.17 * Cum SA (acres) * 44.46 * 14.72 * 49.73 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). additional cross sections. This may indicate the need for CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.268 INPUT Description: 25 Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2664 1017 2658 1037 2656 1075 2648 1128 2646 1151 2644 1164 2642 1178 2640 1181 2638 1184 2636 1222 2635.6 1247 2635.6 1282 2636 1289 2638 1296 2640 1323 2652 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .045 1222 .045 1247 .045 Bank Sta: Left Right Lengths: Left Channel 1222 1247 184 184 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1188 2650 T 1289 1323 2650 T Right 184 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2644.74 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.98 * Wt. n-Val. * 0.045 * 0.045 * 0.045 * * W.S. Elev (ft) * 2643.76 * Reach Len. (ft) * 184.00 * 184.00 * 184.00 * * Crit W.S. (ft) * 2640.80 * Flow Area (sq ft) * 271.29 * 203.96 * 325.85 * * E.G. Slope (ft/ft) *0.003675 * Area (sq ft) * 385.63 * 203.96 * 375.05 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 2168.49 * 1654.59 * 2544.92 * * Top Width (ft) * 151.89 * Top Width (ft) * 69.43 * 25.00 * 57.46 * * Vel Total (ft/s) * 7.95 * Avg. Vel. (ft/s) * 7.99 * 8.11 * 7.81 * * Max Chl Dpth (ft) * 8.16 * Hydr. Depth (ft) * 7.98 * 8.16 * 7.76 * * Conv. Total (cfs) *105041.5 * Conv. (cfs) * 35769.7 * 27292.7 * 41979.0 * * Length Wtd. (ft) * 184.00 * Wetted Per. (ft) * 34.00 * 25.00 * 42.28 * * Min Ch El (ft) * 2635.60 * Shear (lb/sq ft) * 1.83 * 1.87 * 1.77 * * Alpha * 1.00 * Stream Power (lb/ft s) * 14.63 * 15.19 * 13.81 * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * 0.34 * * * C & E Loss (ft) * * Cum SA (acres) * 44.42 * 14.58 * 49.57 * *********************************************************************************************** CULVERT RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.251 INPUT Description: Sunrise Dr. Crossing @ HEC-1 Sta. RES-5 Distance from Upstream XS = 45 Deck/Roadway Width = 120 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 16 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 79 1000 1236 1390 1543 1700 1852 2664.86 2656.24 2652 2650.7 2649.38 2651.54 1122 1294 1443 1594 1748 2660.37 2654.44 2651.74 2650.2 2649.33 1186 1339 1491 1645 1797 2657.78 2653.54 2651.19 2649.75 2649.48 Upstream Bridge Cross Section Data Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2664 1017 2658 1037 2656 1075 2648 1128 2646 1151 2644 1164 2642 1178 2640 1181 2638 1184 2636 1222 2635.6 1247 2635.6 1282 2636 1289 2638 1296 2640 1323 2652 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .045 1222 .045 1247 .045 Bank Sta: Left Right Coeff Contr. 1222 1247 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1188 2650 T 1289 1323 2650 T Expan. .5 Downstream Deck/Roadway Coordinates num= 16 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 1000 2664.86 1122 2660.37 1186 2657.78 1236 2656.24 1294 2654.44 1339 2653.54 1390 2652 1443 2651.74 1491 2651.19 1543 2650.7 1594 2650.2 1645 2649.75 1700 2649.38 1748 2649.33 1797 2649.48 1852 2651.54 Downstream Bridge Cross Section Data Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2658 1018 2658 1036 2656 1053 2654 1083 2652 1100 2650 1187 2646 1199 2645.5 1215 2646 1230 2646 1256 2642 1263 2640 1272 2638 1286 2636 1293 2634 1300 2632 1398 2632 1401 2634 1405 2636 1421 2638 1443 2642 1452 2643.4 1461 2642 1492 2640 1593 2632 1649 2631 1664 2632 1739 2650 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .045 1293 .045 1405 .045 Bank Sta: Left Right Coeff Contr. 1293 1405 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1295 2650 T 1405 1739 2650 T Expan. .5 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Sunrise Dr Box 8 10 FHWA Chart # 13- Offset flared wingwalls; Beveled edge at top of inlet FHWA Scale # 1 - Wingwalls flared 45 deg. (1:1); inlet top edge bevel=0.042D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef 8 167 .013 .013 0 .4 Number of Barrels = 9 Upstream Elevation = 2635.6 Centerline Stations 80 Exit Loss Coef 1 Sta. Sta. Sta. Sta. 1194 1205 1216 1227 Downstream Elevation = 2632.1 Centerline Stations Sta. Sta. Sta. Sta. 1306 1317 1328 1339 Sta. 1238 Sta. 1249 Sta. 1260 Sta. 1271 Sta. 1282 Sta. 1350 Sta. 1361 Sta. 1372 Sta. 1383 Sta. 1394 CULVERT OUTPUT Profile #100-yr Culv Group: Sunrise Dr ************************************************************************* * Q Culv Group (cfs) * 6368.00 * Culv Full Len (ft) * * * # Barrels * 9 * Culv Vel US (ft/s) * 13.16 * * Q Barrel (cfs) * 707.56 * Culv Vel DS (ft/s) * 20.59 * * E.G. US. (ft) * 2644.74 * Culv Inv El Up (ft) * 2635.60 * * W.S. US. (ft) * 2643.76 * Culv Inv El Dn (ft) * 2632.10 * * E.G. DS (ft) * 2639.23 * Culv Frctn Ls (ft) * 1.55 * * W.S. DS (ft) * 2636.86 * Culv Exit Loss (ft) * 2.89 * * Delta EG (ft) * 5.52 * Culv Entr Loss (ft) * 1.08 * * Delta WS (ft) * 6.90 * Q Weir (cfs) * * * E.G. IC (ft) * 2644.11 * Weir Sta Lft (ft) * * * E.G. OC (ft) * 2644.74 * Weir Sta Rgt (ft) * * * Culvert Control * Outlet * Weir Submerg * * * Culv WS Inlet (ft) * 2640.98 * Weir Max Depth (ft) * * * Culv WS Outlet (ft) * 2635.54 * Weir Avg Depth (ft) * * * Culv Nml Depth (ft) * 2.87 * Weir Flow Area (sq ft) * * * Culv Crt Depth (ft) * 5.38 * Min El Weir Flow (ft) * 2653.87 * ************************************************************************* Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.233 INPUT Description: 24 Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2658 1018 2658 1036 2656 1053 2654 1083 2652 1100 2650 1187 2646 1199 2645.5 1215 2646 1230 2646 1256 2642 1263 2640 1272 2638 1286 2636 1293 2634 1300 2632 1398 2632 1401 2634 1405 2636 1421 2638 1443 2642 1452 2643.4 1461 2642 1492 2640 1593 2632 1649 2631 1664 2632 1739 2650 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .045 1293 .045 1405 .045 Bank Sta: Left Right Lengths: Left Channel 1293 1405 420 364 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1295 2650 T 1405 1739 2650 T Right 182 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2639.23 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.37 * Wt. n-Val. * * 0.045 * * * W.S. Elev (ft) * 2636.86 * Reach Len. (ft) * 420.00 * 364.00 * 182.00 * * Crit W.S. (ft) * 2636.86 * Flow Area (sq ft) * * 515.91 * * * E.G. Slope (ft/ft) *0.018075 * Area (sq ft) * 15.59 * 522.20 * 581.65 * * Q Total (cfs) * 6368.00 * Flow (cfs) * * 6368.00 * * * Top Width (ft) * 284.47 * Top Width (ft) * 13.01 * 112.00 * 159.46 * * Vel Total (ft/s) * 12.34 * Avg. Vel. (ft/s) * * 12.34 * * * Max Chl Dpth (ft) * 5.86 * Hydr. Depth (ft) * * 4.69 * * * Conv. Total (cfs) * 47365.5 * Conv. (cfs) * * 47365.5 * * * Length Wtd. (ft) * 341.40 * Wetted Per. (ft) * * 111.28 * * * Min Ch El (ft) * 2632.00 * Shear (lb/sq ft) * * 5.23 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 64.58 * * * Frctn Loss (ft) * 6.82 * Cum Volume (acre-ft) * 3.88 * 18.47 * 17.08 * * C & E Loss (ft) * 0.61 * Cum SA (acres) * 44.24 * 14.29 * 49.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for 81 additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.164 INPUT Description: 23.5 Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2652 1034.34 2650 1041.6 2648 1048.32 2646 1056.35 2644 1066.77 2642 1072.32 2640 1077.86 2638 1083.41 2636 1092.24 2634 1101.19 2632 1124.39 2630 1128.25 2629.59 1143.41 2628 1172.49 2626 1210.48 2624 1265 2624 1272.47 2624 1291.03 2624 1311 2623 1323.66 2624 1335.45 2624 1340.57 2624 1355 2624 1405.98 2624 1425.12 2624 1511.07 2624 1546.83 2624 1575.95 2626 1580.73 2626 1596.56 2626 1635.69 2628 1654.32 2630 1664.5 2632 1669.93 2634 1676 2636 1682.14 2638 1688.28 2640 1695.7 2642 1703.14 2644 1708.85 2646 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1265 .045 1355 .066 Bank Sta: Left Right Lengths: Left Channel 1265 1355 207 208 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1454 1708.85 2640 T Right 209 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2628.09 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.14 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2626.95 * Reach Len. (ft) * 207.00 * 208.00 * 209.00 * * Crit W.S. (ft) * 2626.76 * Flow Area (sq ft) * 241.26 * 281.63 * 291.85 * * E.G. Slope (ft/ft) *0.022166 * Area (sq ft) * 241.26 * 281.63 * 650.57 * * Q Total (cfs) * 6368.00 * Flow (cfs) * 1395.97 * 2960.74 * 2011.29 * * Top Width (ft) * 456.40 * Top Width (ft) * 106.29 * 90.00 * 260.11 * * Vel Total (ft/s) * 7.82 * Avg. Vel. (ft/s) * 5.79 * 10.51 * 6.89 * * Max Chl Dpth (ft) * 3.95 * Hydr. Depth (ft) * 2.27 * 3.13 * 2.95 * * Conv. Total (cfs) * 42772.0 * Conv. (cfs) * 9376.3 * 19886.5 * 13509.3 * * Length Wtd. (ft) * 208.28 * Wetted Per. (ft) * 106.38 * 90.06 * 99.00 * * Min Ch El (ft) * 2623.00 * Shear (lb/sq ft) * 3.14 * 4.33 * 4.08 * * Alpha * 1.21 * Stream Power (lb/ft s) * 18.16 * 45.49 * 28.11 * * Frctn Loss (ft) * 4.35 * Cum Volume (acre-ft) * 2.65 * 15.11 * 14.50 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 43.67 * 13.45 * 48.23 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.125 INPUT Description: 23 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2640 1006.54 2638 1012.51 2636 1018.48 2634 1034.34 2632 1053.61 2630 1087.45 2628 1119.45 2626 1130.99 2624 1160.66 2622 1219.44 2620 12302618.705 1235.75 2618 1250.99 2618 1270 2618.87 1294.71 2620 1360.04 2620 1404.82 2620 1515.19 2620 1521.93 2620 1591.65 2622 1615.97 2624 1635.58 2626 1643.86 2628 1652.13 2630 1660.4 2632 1668.69 2634 1675.68 2636 1679.7 2638 1683.79 2640 1687.88 2642 1691.96 2644 1696.05 2646 1700.14 2648 1704.22 2650 Manning's n Values Sta n Val Sta num= n Val 3 Sta n Val 82 ************************************************ 1000 .066 1230 .045 1270 .066 Bank Sta: Left Right Lengths: Left Channel 1230 1270 409 412 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1483 1704.22 2630 T Right 415 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2623.75 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.16 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2622.59 * Reach Len. (ft) * 409.00 * 412.00 * 415.00 * * Crit W.S. (ft) * 2622.59 * Flow Area (sq ft) * 129.89 * 173.13 * 564.71 * * E.G. Slope (ft/ft) *0.019644 * Area (sq ft) * 129.89 * 173.13 * 778.01 * * Q Total (cfs) * 6114.00 * Flow (cfs) * 575.06 * 2125.79 * 3413.14 * * Top Width (ft) * 446.80 * Top Width (ft) * 78.03 * 40.00 * 328.77 * * Vel Total (ft/s) * 7.05 * Avg. Vel. (ft/s) * 4.43 * 12.28 * 6.04 * * Max Chl Dpth (ft) * 4.59 * Hydr. Depth (ft) * 1.66 * 4.33 * 2.65 * * Conv. Total (cfs) * 43622.7 * Conv. (cfs) * 4103.0 * 15167.3 * 24352.4 * * Length Wtd. (ft) * 412.82 * Wetted Per. (ft) * 78.16 * 40.06 * 213.03 * * Min Ch El (ft) * 2618.00 * Shear (lb/sq ft) * 2.04 * 5.30 * 3.25 * * Alpha * 1.50 * Stream Power (lb/ft s) * 9.02 * 65.07 * 19.65 * * Frctn Loss (ft) * 1.20 * Cum Volume (acre-ft) * 1.76 * 14.02 * 11.07 * * C & E Loss (ft) * 0.29 * Cum SA (acres) * 43.23 * 13.14 * 46.82 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.047 INPUT Description: Pontatoc Cnyn Dr Culvert X-Section #4 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2634 1007.43 2632 1010.73 2630 1014.02 2628 1017.14 2626 1020.26 2624 1023.95 2622 1027.64 2620 1031.33 2618 1037.28 2616 1045 2615.2 1055 2614.2 1088 2614.6 1110 2614.3 1154.48 2614 1203.35 2614 1270 2614.8 1388.09 2616 1417.75 2618 1430.61 2620 1435.06 2622 1439.51 2624 1443.96 2626 1448.34 2628 1452.73 2630 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1045 .045 1270 .066 Bank Sta: Left Right Lengths: Left Channel 1045 1270 139 145 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1298 1380 2618 T 1380 1452.73 2630 T Right 146 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2620.82 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.20 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2620.62 * Reach Len. (ft) * 139.00 * 145.00 * 146.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 66.60 * 1425.71 * 373.64 * * E.G. Slope (ft/ft) *0.001109 * Area (sq ft) * 66.60 * 1425.71 * 744.81 * * Q Total (cfs) * 6114.00 * Flow (cfs) * 113.11 * 5367.84 * 633.04 * * Top Width (ft) * 405.49 * Top Width (ft) * 18.50 * 225.00 * 161.99 * * Vel Total (ft/s) * 3.28 * Avg. Vel. (ft/s) * 1.70 * 3.77 * 1.69 * * Max Chl Dpth (ft) * 6.62 * Hydr. Depth (ft) * 3.60 * 6.34 * 3.40 * * Conv. Total (cfs) *183580.0 * Conv. (cfs) * 3396.4 *161175.8 * 19007.9 * * Length Wtd. (ft) * 144.83 * Wetted Per. (ft) * 19.53 * 225.06 * 110.01 * 83 * Min Ch El (ft) * 2614.00 * Shear (lb/sq ft) * 0.24 * 0.44 * 0.24 * * Alpha * 1.19 * Stream Power (lb/ft s) * 0.40 * 1.65 * 0.40 * * Frctn Loss (ft) * 0.07 * Cum Volume (acre-ft) * 0.84 * 6.46 * 3.82 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 42.78 * 11.89 * 44.48 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.019 INPUT Description: Pontatoc Cnyn Dr Culvert X-Section #3 Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2624 1004.72 2622 1010.45 2620 1024.09 2618 1048.62 2616 1112 2614 1122 2611 1205 2611 1210 2612 1305.54 2613.23 1376.84 2614 1392.22 2616 1402 2617.9 1411.12 2616 1427.23 2616 1436.09 2618 1449.33 2620 1470.25 2622 1482.7 2624 1489.34 2626 1495.38 2628 1501.11 2630 1506.45 2632 1510.82 2634 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .025 1112 .025 1210 .025 Bank Sta: Left Right Lengths: Left Channel 1112 1210 116 116 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1105 2617.4 T 1227 1510.82 2617.4 T Right 116 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2620.75 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.19 * Wt. n-Val. * 0.025 * 0.025 * 0.025 * * W.S. Elev (ft) * 2620.56 * Reach Len. (ft) * 116.00 * 116.00 * 116.00 * * Crit W.S. (ft) * 2615.79 * Flow Area (sq ft) * 320.20 * 919.24 * 820.83 * * E.G. Slope (ft/ft) *0.000244 * Area (sq ft) * 461.30 * 919.24 * 1534.95 * * Q Total (cfs) * 6114.00 * Flow (cfs) * 631.13 * 3781.73 * 1701.14 * * Top Width (ft) * 446.32 * Top Width (ft) * 103.15 * 98.00 * 245.17 * * Vel Total (ft/s) * 2.97 * Avg. Vel. (ft/s) * 1.97 * 4.11 * 2.07 * * Max Chl Dpth (ft) * 9.56 * Hydr. Depth (ft) * 3.10 * 9.38 * 3.35 * * Conv. Total (cfs) *391441.4 * Conv. (cfs) * 40407.6 *242120.7 *108913.1 * * Length Wtd. (ft) * 116.00 * Wetted Per. (ft) * 103.50 * 98.54 * 246.09 * * Min Ch El (ft) * 2611.00 * Shear (lb/sq ft) * 0.05 * 0.14 * 0.05 * * Alpha * 1.37 * Stream Power (lb/ft s) * 0.09 * 0.58 * 0.11 * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * 2.56 * * * C & E Loss (ft) * * Cum SA (acres) * 42.58 * 11.35 * 43.80 * *********************************************************************************************** CULVERT RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 2.008 INPUT Description: Pontatoc Canyon Dr. Crossing @ HEC-1 Sta. RES-4 Distance from Upstream XS = 36 Deck/Roadway Width = 46 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 1000 2623.09 1050 2620.24 1099 2618.26 1150 2617.44 1192 2617.46 1247 2617.46 1298 2618.3 1352 2620.5 1403 2623.93 1454 2628.32 1506 2634.26 1556 2641.04 Upstream Bridge Cross Section Data Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2624 1004.72 2622 1010.45 2620 1024.09 2618 1048.62 2616 84 1112 1376.84 1436.09 1495.38 2614 1122 2614 1392.22 2618 1449.33 2628 1501.11 2611 1205 2616 1402 2620 1470.25 2630 1506.45 2611 1210 2617.9 1411.12 2622 1482.7 2632 1510.82 2612 1305.54 2613.23 2616 1427.23 2616 2624 1489.34 2626 2634 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .025 1112 .025 1210 .025 Bank Sta: Left Right Coeff Contr. 1112 1210 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1105 2617.4 T 1227 1510.82 2617.4 T Expan. .5 Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 1000 2623.09 1050 2620.24 1099 2618.26 1150 2617.44 1192 2617.46 1247 2617.46 1298 2618.3 1352 2620.5 1403 2623.93 1454 2628.32 1506 2634.26 1556 2641.04 1601.92 2653 Downstream Bridge Cross Section Data Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2628 1006.45 2626 1013.01 2624 1019.57 2622 1026.13 2620 1046.14 2618 1081.64 2616 1098.7 2614 1115.83 2612 1248 2611 1258 2610 1262 2609 1342 2609 1359.99 2610 1452 2612 1507.62 2614 1534.92 2616 1545.95 2618 1556.49 2620 1564.44 2622 1569.95 2624 1574.56 2626 1579.43 2628 1585.05 2630 1590.67 2632 1596.3 2634 1601.92 2636 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .025 1248 .025 1452 .025 Bank Sta: Left 1248 Right 1452 Coeff Contr. .3 Expan. .5 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Pontatoc Cyn Circular 7 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 2 - Mitered to conform to slope Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked 15 70 .024 .024 0 Number of Barrels = 7 Upstream Elevation = 2610.4 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta. Sta. 1132 1143 1154 1165 1176 1187 1198 Downstream Elevation = 2609.3 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta. Sta. 1252 1264 1276 1288 1300 1312 1324 Entrance Loss Coef .7 CULVERT OUTPUT Profile #100-yr Culv Group: Pontatoc Cyn ************************************************************************* * Q Culv Group (cfs) * 2831.00 * Culv Full Len (ft) * * * # Barrels * 7 * Culv Vel US (ft/s) * 12.81 * * Q Barrel (cfs) * 404.43 * Culv Vel DS (ft/s) * 12.94 * * E.G. US. (ft) * 2620.75 * Culv Inv El Up (ft) * 2610.40 * * W.S. US. (ft) * 2620.56 * Culv Inv El Dn (ft) * 2609.30 * * E.G. DS (ft) * 2613.95 * Culv Frctn Ls (ft) * 1.10 * * W.S. DS (ft) * 2612.89 * Culv Exit Loss (ft) * 3.25 * 85 Exit Loss Coef 1 * Delta EG (ft) * 6.80 * Culv Entr Loss (ft) * 2.45 * * Delta WS (ft) * 7.67 * Q Weir (cfs) * 3283.00 * * E.G. IC (ft) * 2620.75 * Weir Sta Lft (ft) * 1040.89 * * E.G. OC (ft) * 2620.61 * Weir Sta Rgt (ft) * 1355.86 * * Culvert Control * Inlet * Weir Submerg * 0.00 * * Culv WS Inlet (ft) * 2615.75 * Weir Max Depth (ft) * 3.32 * * Culv WS Outlet (ft) * 2614.60 * Weir Avg Depth (ft) * 2.43 * * Culv Nml Depth (ft) * 5.35 * Weir Flow Area (sq ft) * 765.97 * * Culv Crt Depth (ft) * 5.30 * Min El Weir Flow (ft) * 2617.45 * ************************************************************************* Note: During subcritical analysis, the culvert direct step method, the solution went to normal depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.997 INPUT Description: Pontatoc Cnyn Dr Culvert X-Section #2 Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2628 1006.45 2626 1013.01 2624 1019.57 2622 1026.13 2620 1046.14 2618 1081.64 2616 1098.7 2614 1115.83 2612 1248 2611 1258 2610 1262 2609 1342 2609 1359.99 2610 1452 2612 1507.62 2614 1534.92 2616 1545.95 2618 1556.49 2620 1564.44 2622 1569.95 2624 1574.56 2626 1579.43 2628 1585.05 2630 1590.67 2632 1596.3 2634 1601.92 2636 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .025 1248 .025 1452 .025 Bank Sta: Left 1248 Right 1452 Lengths: Left Channel 293 308 Right 327 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2613.95 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.06 * Wt. n-Val. * 0.025 * 0.025 * 0.025 * * W.S. Elev (ft) * 2612.89 * Reach Len. (ft) * 293.00 * 308.00 * 327.00 * * Crit W.S. (ft) * 2612.89 * Flow Area (sq ft) * 186.68 * 582.93 * 10.94 * * E.G. Slope (ft/ft) *0.005355 * Area (sq ft) * 186.68 * 582.93 * 10.94 * * Q Total (cfs) * 6114.00 * Flow (cfs) * 984.54 * 5101.81 * 27.66 * * Top Width (ft) * 368.43 * Top Width (ft) * 139.77 * 204.00 * 24.67 * * Vel Total (ft/s) * 7.83 * Avg. Vel. (ft/s) * 5.27 * 8.75 * 2.53 * * Max Chl Dpth (ft) * 3.89 * Hydr. Depth (ft) * 1.34 * 2.86 * 0.44 * * Conv. Total (cfs) * 83549.3 * Conv. (cfs) * 13453.9 * 69717.4 * 377.9 * * Length Wtd. (ft) * 306.27 * Wetted Per. (ft) * 139.82 * 204.22 * 24.68 * * Min Ch El (ft) * 2609.00 * Shear (lb/sq ft) * 0.45 * 0.95 * 0.15 * * Alpha * 1.12 * Stream Power (lb/ft s) * 2.35 * 8.35 * 0.37 * * Frctn Loss (ft) * 2.65 * Cum Volume (acre-ft) * 94.77 * 39.89 * 96.73 * * C & E Loss (ft) * 0.22 * Cum SA (acres) * 42.26 * 10.95 * 43.44 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.939 INPUT Description: Pontatoc Cnyn Dr Culvert X-Section #1 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2626 1005.05 2624 1010.4 2622 1015.74 2620 1022.25 2618 86 1027.86 2616 1086.51 2606 13002604.567 1345.76 2602 1421.04 2609.71 1464.11 2618 1036.65 1101.14 1320.92 1345.79 1425.44 1470.59 2614 2604 2604 2602 2610 2620 1045.44 1140.64 1329.8 1358.49 1436.16 1477.9 2612 2604 2602 2604 2612 2622 1054.24 1234.05 1338 1371.22 1446.48 1483.33 2610 2606 2601 2606 2614 2624 1067.07 2608 1247.08 2606 13452601.902 1395.07 2608 1457.26 2616 1487.71 2626 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1300 .045 1345 .066 Bank Sta: Left Right Lengths: Left Channel 1300 1345 269 291 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1217 2620 T Right 287 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2610.57 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.81 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2608.77 * Reach Len. (ft) * 269.00 * 291.00 * 287.00 * * Crit W.S. (ft) * 2608.77 * Flow Area (sq ft) * 270.52 * 255.71 * 173.06 * * E.G. Slope (ft/ft) *0.016326 * Area (sq ft) * 851.42 * 255.71 * 173.06 * * Q Total (cfs) * 6114.00 * Flow (cfs) * 1710.34 * 3417.95 * 985.71 * * Top Width (ft) * 344.52 * Top Width (ft) * 237.84 * 45.00 * 61.69 * * Vel Total (ft/s) * 8.74 * Avg. Vel. (ft/s) * 6.32 * 13.37 * 5.70 * * Max Chl Dpth (ft) * 7.76 * Hydr. Depth (ft) * 3.26 * 5.68 * 2.81 * * Conv. Total (cfs) * 47850.5 * Conv. (cfs) * 13385.8 * 26750.2 * 7714.5 * * Length Wtd. (ft) * 282.75 * Wetted Per. (ft) * 83.02 * 45.35 * 62.11 * * Min Ch El (ft) * 2601.00 * Shear (lb/sq ft) * 3.32 * 5.75 * 2.84 * * Alpha * 1.52 * Stream Power (lb/ft s) * 21.00 * 76.82 * 16.17 * * Frctn Loss (ft) * 4.80 * Cum Volume (acre-ft) * 91.27 * 36.93 * 96.04 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 40.99 * 10.07 * 43.12 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.884 INPUT Description: 20 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2622 1006.18 2620 1012.37 2618 1018.56 2616 1023.46 2614 1029.05 2612 1034.75 2610 1040.45 2608 1046.22 2606 1052.07 2604 1067.57 2602 1094.31 2600 1118.38 2598 1118.98 2598 1136.48 2600 1193.32 2600 12002599.415 1216.17 2598 1230 2597 12402597.833 1242.01 2598 1254.41 2600 1322.59 2602 1352.59 2604 1366.86 2606 1379.05 2608 1387.75 2610 1396.46 2612 1404.57 2614 1409.14 2616 1413.77 2618 1418.39 2620 1423.02 2622 1427.65 2624 1432.27 2626 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1200 .045 1240 .066 Bank Sta: Left 1200 Right 1240 Lengths: Left Channel 563 578 Right 547 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2604.20 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.35 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2602.85 * Reach Len. (ft) * 563.00 * 578.00 * 547.00 * * Crit W.S. (ft) * 2602.85 * Flow Area (sq ft) * 397.82 * 195.20 * 188.94 * * E.G. Slope (ft/ft) *0.017729 * Area (sq ft) * 397.82 * 195.20 * 188.94 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 2399.91 * 2463.63 * 892.46 * * Top Width (ft) * 274.29 * Top Width (ft) * 139.00 * 40.00 * 95.30 * * Vel Total (ft/s) * 7.36 * Avg. Vel. (ft/s) * 6.03 * 12.62 * 4.72 * 87 * Max Chl Dpth (ft) * 5.85 * Hydr. Depth (ft) * 2.86 * 4.88 * 1.98 * * Conv. Total (cfs) * 43229.6 * Conv. (cfs) * 18024.2 * 18502.8 * 6702.7 * * Length Wtd. (ft) * 567.58 * Wetted Per. (ft) * 139.35 * 40.13 * 95.52 * * Min Ch El (ft) * 2597.00 * Shear (lb/sq ft) * 3.16 * 5.38 * 2.19 * * Alpha * 1.60 * Stream Power (lb/ft s) * 19.06 * 67.94 * 10.34 * * Frctn Loss (ft) * 7.69 * Cum Volume (acre-ft) * 87.42 * 35.42 * 94.85 * * C & E Loss (ft) * 0.17 * Cum SA (acres) * 39.83 * 9.78 * 42.60 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.774 INPUT Description: 19 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2596 1037.1 2594 1073.39 2592 1205.17 2592 1406.95 2592 1422.83 2592 1456.47 2592 1584.39 2590 15852589.853 1592.67 2588 1601 2587 1610.1 2588 16352589.253 1649.83 2590 1676.49 2592 1700.22 2594 1721.22 2596 1750.74 2598 1760.8 2600 1770.87 2602 1777.73 2604 1785.73 2606 1792.27 2608 1798.81 2610 1802.81 2610 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1585 .045 1635 .066 Bank Sta: Left 1585 Right 1635 Lengths: Left Channel 492 501 Right 513 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2594.16 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.79 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2593.37 * Reach Len. (ft) * 492.00 * 501.00 * 513.00 * * Crit W.S. (ft) * 2593.37 * Flow Area (sq ft) * 848.36 * 254.63 * 129.97 * * E.G. Slope (ft/ft) *0.010678 * Area (sq ft) * 848.36 * 254.63 * 129.97 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 2678.59 * 2559.18 * 518.23 * * Top Width (ft) * 644.28 * Top Width (ft) * 536.51 * 50.00 * 57.77 * * Vel Total (ft/s) * 4.67 * Avg. Vel. (ft/s) * 3.16 * 10.05 * 3.99 * * Max Chl Dpth (ft) * 6.37 * Hydr. Depth (ft) * 1.58 * 5.09 * 2.25 * * Conv. Total (cfs) * 55702.7 * Conv. (cfs) * 25921.6 * 24766.0 * 5015.1 * * Length Wtd. (ft) * 499.02 * Wetted Per. (ft) * 536.58 * 50.37 * 57.92 * * Min Ch El (ft) * 2587.00 * Shear (lb/sq ft) * 1.05 * 3.37 * 1.50 * * Alpha * 2.34 * Stream Power (lb/ft s) * 3.33 * 33.87 * 5.96 * * Frctn Loss (ft) * 6.45 * Cum Volume (acre-ft) * 79.36 * 32.44 * 92.85 * * C & E Loss (ft) * 0.11 * Cum SA (acres) * 35.46 * 9.19 * 41.64 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.679 INPUT Description: 18 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 88 1000 1085.91 1231.1 1394.73 1605.84 1627.21 2590 2582 2582 2582 2586 2596 1008.64 1131.51 1280.58 1400 1610.51 1631.39 2588 2582 2582 2582 2588 2598 1017.28 1159.49 1355 1408.76 1614.68 1635.56 2586 2582 2582 2582 2590 2600 1030.71 1181.17 1355.62 1589.61 1618.86 1639.58 2584 2582 2582 2582 2592 2602 1044.52 1206.92 1380 1600.91 1623.03 1642.84 2582 2582 2580.5 2584 2594 2604 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1355 .045 1400 .066 Bank Sta: Left 1355 Right 1400 Lengths: Left Channel 519 500 Right 467 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2584.49 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.44 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2584.06 * Reach Len. (ft) * 519.00 * 500.00 * 467.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 652.75 * 121.83 * 401.66 * * E.G. Slope (ft/ft) *0.015976 * Area (sq ft) * 652.75 * 121.83 * 401.66 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 2958.13 * 985.89 * 1811.97 * * Top Width (ft) * 570.71 * Top Width (ft) * 324.66 * 45.00 * 201.05 * * Vel Total (ft/s) * 4.89 * Avg. Vel. (ft/s) * 4.53 * 8.09 * 4.51 * * Max Chl Dpth (ft) * 3.56 * Hydr. Depth (ft) * 2.01 * 2.71 * 2.00 * * Conv. Total (cfs) * 45538.8 * Conv. (cfs) * 23403.4 * 7799.9 * 14335.5 * * Length Wtd. (ft) * 502.10 * Wetted Per. (ft) * 324.81 * 45.12 * 201.23 * * Min Ch El (ft) * 2580.50 * Shear (lb/sq ft) * 2.00 * 2.69 * 1.99 * * Alpha * 1.18 * Stream Power (lb/ft s) * 9.08 * 21.79 * 8.98 * * Frctn Loss (ft) * 9.33 * Cum Volume (acre-ft) * 70.89 * 30.27 * 89.71 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * 30.60 * 8.64 * 40.11 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.585 INPUT Description: 17 Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2598 1005.21 2596 1010.24 2594 1014.31 2592 1018.37 2590 1022.9 2588 1027.75 2586 1032.6 2584 1037.29 2582 1042.84 2580 1052.05 2578 1061.26 2576 1070.42 2574 1078.48 2572 1085.58 2570 1088.49 2570 1116.41 2570 1128.18 2570 1141.32 2572 1224.64 2572 1247.31 2572 1250 2572 1265.39 2572 1280 2570 1294.53 2572 1295 2572 1313.34 2572 1375.76 2572 1384.84 2574 1392.94 2576 1400.59 2578 1408.24 2580 1416.9 2582 1425.68 2584 1432.12 2586 1438.49 2588 1444.99 2590 1449.88 2592 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1250 .045 1295 .066 Bank Sta: Left 1250 Right 1295 Lengths: Left Channel 524 527 Right 479 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2575.12 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.84 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2574.28 * Reach Len. (ft) * 524.00 * 527.00 * 479.00 * * Crit W.S. (ft) * 2573.91 * Flow Area (sq ft) * 507.49 * 131.86 * 196.16 * * E.G. Slope (ft/ft) *0.021886 * Area (sq ft) * 507.49 * 131.86 * 196.16 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 3353.88 * 1313.74 * 1088.38 * * Top Width (ft) * 316.86 * Top Width (ft) * 180.87 * 45.00 * 90.98 * * Vel Total (ft/s) * 6.89 * Avg. Vel. (ft/s) * 6.61 * 9.96 * 5.55 * * Max Chl Dpth (ft) * 4.28 * Hydr. Depth (ft) * 2.81 * 2.93 * 2.16 * * Conv. Total (cfs) * 38907.5 * Conv. (cfs) * 22670.5 * 8880.2 * 7356.8 * * Length Wtd. (ft) * 520.22 * Wetted Per. (ft) * 181.58 * 45.27 * 91.24 * * Min Ch El (ft) * 2570.00 * Shear (lb/sq ft) * 3.82 * 3.98 * 2.94 * * Alpha * 1.14 * Stream Power (lb/ft s) * 25.24 * 39.65 * 16.30 * * Frctn Loss (ft) * 9.60 * Cum Volume (acre-ft) * 63.97 * 28.82 * 86.51 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 27.59 * 8.12 * 38.55 * 89 *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.485 INPUT Description: 16 Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2572 1003.94 2570 1007.62 2568 1011.3 2566 1015.39 2564 1020.63 2562 1026.34 2560 1035.75 2560 1071.72 2560 1085.98 2560 1105 2562 1255 2562 1265.42 2562 1276.15 2562 12852563.642 1286.93 2564 1292.57 2566 1297.43 2568 1302.28 2570 1307.13 2572 1311.82 2574 1316.48 2576 1321.13 2578 1325.51 2580 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1255 .045 1285 .066 Bank Sta: Left 1255 Right 1285 Lengths: Left Channel 572 599 Right 632 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2565.47 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.66 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2564.81 * Reach Len. (ft) * 572.00 * 599.00 * 632.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 812.88 * 77.05 * 2.84 * * E.G. Slope (ft/ft) *0.015781 * Area (sq ft) * 812.88 * 77.05 * 2.84 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 5152.60 * 597.41 * 6.00 * * Top Width (ft) * 275.48 * Top Width (ft) * 241.27 * 30.00 * 4.22 * * Vel Total (ft/s) * 6.45 * Avg. Vel. (ft/s) * 6.34 * 7.75 * 2.11 * * Max Chl Dpth (ft) * 4.81 * Hydr. Depth (ft) * 3.37 * 2.57 * 0.67 * * Conv. Total (cfs) * 45820.0 * Conv. (cfs) * 41016.7 * 4755.6 * 47.7 * * Length Wtd. (ft) * 590.88 * Wetted Per. (ft) * 242.27 * 30.15 * 4.39 * * Min Ch El (ft) * 2562.00 * Shear (lb/sq ft) * 3.31 * 2.52 * 0.64 * * Alpha * 1.02 * Stream Power (lb/ft s) * 20.95 * 19.52 * 1.35 * * Frctn Loss (ft) * 7.84 * Cum Volume (acre-ft) * 56.03 * 27.55 * 85.42 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 25.05 * 7.67 * 38.02 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.371 INPUT Description: 15 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2574 1005.44 2572 1011.27 2570 1016.35 2568 1021.42 2566 1026.5 2564 1031.57 2562 1036.35 2560 1040.79 2558 1047.56 2556 1058.52 2554 1102.9 2552 11052551.692 1116.55 2550 1124.14 2548 1128.07 2548 1134.28 2550 1142.98 2552 1145 2552 1162.28 2552 1170.77 2550 1173.37 2550 1192.24 2552 1212.22 2554 1231.7 2556 1283.54 2556 1395.36 2554 1398.67 2554 1442.78 2556 1455.53 2558 1467.52 2560 1474.05 2562 1479.43 2564 1486.67 2566 1495.56 2568 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1105 .045 1145 .066 Bank Sta: Left Right Lengths: Left Channel 1105 1145 530 508 Ineffective Flow num= 1 Sta L Sta R Elev Permanent Right 480 Coeff Contr. .1 90 Expan. .3 1000 1065 2565 T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2557.56 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.25 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2556.31 * Reach Len. (ft) * 530.00 * 508.00 * 480.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 140.46 * 251.65 * 556.86 * * E.G. Slope (ft/ft) *0.011317 * Area (sq ft) * 170.94 * 251.65 * 556.86 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 776.37 * 2967.04 * 2012.58 * * Top Width (ft) * 398.27 * Top Width (ft) * 58.50 * 40.00 * 299.77 * * Vel Total (ft/s) * 6.07 * Avg. Vel. (ft/s) * 5.53 * 11.79 * 3.61 * * Max Chl Dpth (ft) * 8.31 * Hydr. Depth (ft) * 3.51 * 6.29 * 1.86 * * Conv. Total (cfs) * 54107.6 * Conv. (cfs) * 7298.1 * 27890.8 * 18918.7 * * Length Wtd. (ft) * 504.06 * Wetted Per. (ft) * 40.06 * 40.92 * 300.40 * * Min Ch El (ft) * 2548.00 * Shear (lb/sq ft) * 2.48 * 4.34 * 1.31 * * Alpha * 2.18 * Stream Power (lb/ft s) * 13.69 * 51.22 * 4.73 * * Frctn Loss (ft) * 6.63 * Cum Volume (acre-ft) * 49.57 * 25.29 * 81.36 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 23.08 * 7.19 * 35.82 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.275 INPUT Description: 14 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2564 1006.67 2562 1012.86 2560 1019.12 2558 1025.39 2556 1031.66 2554 1043.86 2552 1061.19 2550 1080 2548 12152546.154 1226.28 2546 1233.93 2544 1240.95 2542 1246 2541.5 1249.26 2542 12502542.147 1259.35 2544 1269.84 2546 1327.82 2548 1335.93 2550 1344.09 2552 1350.7 2554 1356.7 2556 1362.69 2558 1368.43 2560 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1215 .045 1250 .066 Bank Sta: Left 1215 Right 1250 Lengths: Left Channel 430 526 Right 581 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2550.91 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.31 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2549.60 * Reach Len. (ft) * 430.00 * 526.00 * 581.00 * * Crit W.S. (ft) * 2549.60 * Flow Area (sq ft) * 352.25 * 191.97 * 265.00 * * E.G. Slope (ft/ft) *0.015499 * Area (sq ft) * 352.25 * 191.97 * 265.00 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 1743.42 * 2426.17 * 1586.41 * * Top Width (ft) * 269.32 * Top Width (ft) * 150.02 * 35.00 * 84.30 * * Vel Total (ft/s) * 7.11 * Avg. Vel. (ft/s) * 4.95 * 12.64 * 5.99 * * Max Chl Dpth (ft) * 8.10 * Hydr. Depth (ft) * 2.35 * 5.48 * 3.14 * * Conv. Total (cfs) * 46234.3 * Conv. (cfs) * 14003.8 * 19487.9 * 12742.6 * * Length Wtd. (ft) * 501.73 * Wetted Per. (ft) * 150.12 * 35.61 * 84.90 * * Min Ch El (ft) * 2541.50 * Shear (lb/sq ft) * 2.27 * 5.22 * 3.02 * * Alpha * 1.67 * Stream Power (lb/ft s) * 11.24 * 65.92 * 18.08 * * Frctn Loss (ft) * 8.40 * Cum Volume (acre-ft) * 46.39 * 22.71 * 76.83 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * 21.81 * 6.75 * 33.70 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.176 91 INPUT Description: 13 Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2552 1006.45 2550 1012.9 2548 1019.35 2546 1028.66 2544 1040.56 2542 1052.29 2540 1153.74 2538 1156.16 2538 1168.57 2538 1305.17 2538 1312.44 2540 1317.66 2542 1322.89 2544 1326.45 2544 1334.64 2542 13352541.912 1342.82 2540 1351.01 2538 1358.91 2536 1365.28 2534 1372 2533 13752533.491 1378.11 2534 1389.47 2536 1410.56 2538 1414.48 2540 1418.39 2542 1422.35 2544 1426.87 2546 1431.39 2548 1435.72 2550 1440.03 2552 1444.34 2554 1448.79 2556 1453.08 2558 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1335 .045 1375 .066 Bank Sta: Left 1335 Right 1375 Lengths: Left Channel 460 441 Right 395 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2541.55 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.98 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2540.57 * Reach Len. (ft) * 460.00 * 441.00 * 395.00 * * Crit W.S. (ft) * 2540.52 * Flow Area (sq ft) * 561.13 * 146.68 * 166.25 * * E.G. Slope (ft/ft) *0.018154 * Area (sq ft) * 561.13 * 146.68 * 166.25 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 2803.83 * 1680.63 * 1271.54 * * Top Width (ft) * 340.08 * Top Width (ft) * 264.98 * 34.51 * 40.59 * * Vel Total (ft/s) * 6.59 * Avg. Vel. (ft/s) * 5.00 * 11.46 * 7.65 * * Max Chl Dpth (ft) * 7.57 * Hydr. Depth (ft) * 2.12 * 4.25 * 4.10 * * Conv. Total (cfs) * 42720.7 * Conv. (cfs) * 20809.8 * 12473.5 * 9437.3 * * Length Wtd. (ft) * 432.55 * Wetted Per. (ft) * 265.42 * 35.49 * 41.52 * * Min Ch El (ft) * 2533.00 * Shear (lb/sq ft) * 2.40 * 4.68 * 4.54 * * Alpha * 1.46 * Stream Power (lb/ft s) * 11.97 * 53.67 * 34.71 * * Frctn Loss (ft) * 7.47 * Cum Volume (acre-ft) * 41.88 * 20.66 * 73.95 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 19.76 * 6.33 * 32.87 * *********************************************************************************************** Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 1.092 INPUT Description: 12 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2556 1008.65 2554 1014.42 2552 1020.2 2550 1025.98 2548 1034.5 2546 1043.85 2544 1049.42 2542 1051.51 2540 1055.32 2538 1060.76 2536 1066.2 2534 1071.64 2532 1085.39 2530 11202528.742 1140.43 2528 1148.13 2526 1151 2525.5 1152.9 2526 1160.07 2528 1165 2528.07 1301.59 2530 1306.3 2532 1311.01 2534 1315.73 2536 1320.5 2538 1325.37 2540 1330.23 2542 1335.1 2544 1341.02 2546 1347.37 2548 1354.85 2550 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1120 .045 1165 .066 Bank Sta: Left Right Lengths: Left Channel 1120 1165 452 519 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1247 1354.85 2540 T Right 530 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2534.04 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.47 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2532.56 * Reach Len. (ft) * 452.00 * 519.00 * 530.00 * * Crit W.S. (ft) * 2532.31 * Flow Area (sq ft) * 132.40 * 223.19 * 320.91 * * E.G. Slope (ft/ft) *0.016461 * Area (sq ft) * 132.40 * 223.19 * 489.61 * 92 * Q Total (cfs) * 5756.00 * Flow (cfs) * 730.43 * 2723.66 * 2301.91 * * Top Width (ft) * 237.52 * Top Width (ft) * 49.89 * 45.00 * 142.63 * * Vel Total (ft/s) * 8.51 * Avg. Vel. (ft/s) * 5.52 * 12.20 * 7.17 * * Max Chl Dpth (ft) * 7.06 * Hydr. Depth (ft) * 2.65 * 4.96 * 3.91 * * Conv. Total (cfs) * 44863.4 * Conv. (cfs) * 5693.2 * 21228.7 * 17941.5 * * Length Wtd. (ft) * 519.73 * Wetted Per. (ft) * 50.16 * 45.65 * 82.01 * * Min Ch El (ft) * 2525.50 * Shear (lb/sq ft) * 2.71 * 5.02 * 4.02 * * Alpha * 1.31 * Stream Power (lb/ft s) * 14.97 * 61.31 * 28.85 * * Frctn Loss (ft) * 10.21 * Cum Volume (acre-ft) * 38.22 * 18.79 * 70.98 * * C & E Loss (ft) * 0.10 * Cum SA (acres) * 18.10 * 5.93 * 32.04 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.994 INPUT Description: 11 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2544 1003.16 2542 1006.31 2540 1009.47 2538 1012.63 2536 1015.78 2534 1018.97 2532 1024 2530 1028.92 2528 1033.82 2526 1038.02 2524 1042.21 2522 1046.4 2520 1048.64 2520 1055 2520 1055.02 2520 1065.37 2518 1070 2517.5 1075.44 2518 1088.08 2520 1090 2520 1102.37 2520 1122.23 2520 1300.27 2520 1308.79 2520 1343.43 2522 1354.1 2524 1362.93 2526 1371.37 2528 1380.37 2530 1387.95 2532 1392.26 2534 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1055 .045 1090 .066 Bank Sta: Left 1055 Right 1090 Lengths: Left Channel 496 507 Right 511 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2523.73 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.14 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2522.58 * Reach Len. (ft) * 496.00 * 507.00 * 511.00 * * Crit W.S. (ft) * 2522.58 * Flow Area (sq ft) * 29.21 * 136.08 * 621.07 * * E.G. Slope (ft/ft) *0.023847 * Area (sq ft) * 29.21 * 136.08 * 621.07 * * Q Total (cfs) * 5756.00 * Flow (cfs) * 161.29 * 1702.78 * 3891.93 * * Top Width (ft) * 305.56 * Top Width (ft) * 14.01 * 35.00 * 256.54 * * Vel Total (ft/s) * 7.32 * Avg. Vel. (ft/s) * 5.52 * 12.51 * 6.27 * * Max Chl Dpth (ft) * 5.08 * Hydr. Depth (ft) * 2.08 * 3.89 * 2.42 * * Conv. Total (cfs) * 37273.7 * Conv. (cfs) * 1044.4 * 11026.6 * 25202.7 * * Length Wtd. (ft) * 509.17 * Wetted Per. (ft) * 14.60 * 35.40 * 256.66 * * Min Ch El (ft) * 2517.50 * Shear (lb/sq ft) * 2.98 * 5.72 * 3.60 * * Alpha * 1.38 * Stream Power (lb/ft s) * 16.45 * 71.61 * 22.58 * * Frctn Loss (ft) * 7.00 * Cum Volume (acre-ft) * 37.38 * 16.65 * 64.22 * * C & E Loss (ft) * 0.21 * Cum SA (acres) * 17.77 * 5.45 * 29.61 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.898 INPUT Description: 10 Station Elevation Data num= 33 93 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2532 1004.14 2530 1008.28 2528 1012.42 2526 1016.56 2524 1020.41 2522 1024.07 2520 1027.73 2518 1032.03 2516 1049.66 2514 11052512.039 1106.11 2512 1125 2511 11502511.779 1157.11 2512 1163.13 2512 1228.82 2512 1355.73 2512 1408.19 2512 1413.31 2514 1417.92 2516 1422.52 2518 1427.13 2520 1431.03 2522 1434.42 2524 1438.12 2526 1441.82 2528 1445.52 2530 1449.22 2532 1452.79 2534 1473.86 2536 1487.63 2538 1508.23 2540 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1105 .045 1150 .066 Bank Sta: Left 1105 Right 1150 Lengths: Left Channel 423 476 Right 497 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2515.70 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.45 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2515.25 * Reach Len. (ft) * 423.00 * 476.00 * 497.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 130.29 * 170.91 * 853.09 * * E.G. Slope (ft/ft) *0.008874 * Area (sq ft) * 130.29 * 170.91 * 853.09 * * Q Total (cfs) * 5653.00 * Flow (cfs) * 432.84 * 1293.46 * 3926.70 * * Top Width (ft) * 377.54 * Top Width (ft) * 66.35 * 45.00 * 266.19 * * Vel Total (ft/s) * 4.90 * Avg. Vel. (ft/s) * 3.32 * 7.57 * 4.60 * * Max Chl Dpth (ft) * 4.25 * Hydr. Depth (ft) * 1.96 * 3.80 * 3.20 * * Conv. Total (cfs) * 60007.8 * Conv. (cfs) * 4594.7 * 13730.3 * 41682.8 * * Length Wtd. (ft) * 466.54 * Wetted Per. (ft) * 66.46 * 45.04 * 266.83 * * Min Ch El (ft) * 2511.00 * Shear (lb/sq ft) * 1.09 * 2.10 * 1.77 * * Alpha * 1.20 * Stream Power (lb/ft s) * 3.61 * 15.91 * 8.15 * * Frctn Loss (ft) * 6.70 * Cum Volume (acre-ft) * 36.47 * 14.86 * 55.57 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * 17.31 * 4.99 * 26.54 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.808 INPUT Description: 9 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2516 1005.38 2514 1011.32 2512 1017.26 2510 1025.03 2508 1033.1 2506 12202504.054 1225.21 2504 1236 2503 1240 2503.38 1246.53 2504 1286.18 2506 1291.07 2508 1295.96 2510 1300.03 2512 1303.88 2514 1308.56 2516 1315.68 2518 1325.79 2520 1335.43 2522 1345.06 2524 1354.7 2526 1365.01 2528 1370.55 2530 1403.6 2532 1420.79 2534 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1220 .045 1240 .066 Bank Sta: Left 1220 Right 1240 Lengths: Left Channel 481 516 Right 560 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2508.92 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.23 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2507.69 * Reach Len. (ft) * 481.00 * 516.00 * 560.00 * * Crit W.S. (ft) * 2507.68 * Flow Area (sq ft) * 503.61 * 82.31 * 136.30 * * E.G. Slope (ft/ft) *0.027136 * Area (sq ft) * 503.61 * 82.31 * 136.30 * * Q Total (cfs) * 5653.00 * Flow (cfs) * 3528.65 * 1147.29 * 977.06 * * Top Width (ft) * 264.04 * Top Width (ft) * 193.72 * 20.00 * 50.31 * * Vel Total (ft/s) * 7.83 * Avg. Vel. (ft/s) * 7.01 * 13.94 * 7.17 * * Max Chl Dpth (ft) * 4.69 * Hydr. Depth (ft) * 2.60 * 4.12 * 2.71 * * Conv. Total (cfs) * 34316.7 * Conv. (cfs) * 21420.8 * 6964.7 * 5931.3 * 94 * Length Wtd. (ft) * 503.64 * Wetted Per. (ft) * 193.94 * 20.06 * 50.73 * * Min Ch El (ft) * 2503.00 * Shear (lb/sq ft) * 4.40 * 6.95 * 4.55 * * Alpha * 1.29 * Stream Power (lb/ft s) * 30.82 * 96.87 * 32.63 * * Frctn Loss (ft) * 8.92 * Cum Volume (acre-ft) * 33.40 * 13.48 * 49.93 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 16.05 * 4.63 * 24.74 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.710 INPUT Description: 8 Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2510 1008.95 2508 1018.27 2506 1030.42 2504 1043.94 2502 1062.25 2500 1110.41 2498 1377.31 2496 14202494.414 1431.13 2494 1437.84 2492 1451.46 2492 1454 2491.5 1455 2492 1459 2494 1480.1 2496 1487.18 2498 1493.62 2500 1497.99 2502 1502.19 2504 1506.1 2506 1509.82 2508 1513.55 2510 1517.27 2512 1521.89 2514 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1420 .045 1455 .066 Bank Sta: Left Right Lengths: Left Channel 1420 1455 600 497 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1170 2505 T Right 415 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2499.97 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.17 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2498.81 * Reach Len. (ft) * 600.00 * 497.00 * 415.00 * * Crit W.S. (ft) * 2498.81 * Flow Area (sq ft) * 574.30 * 207.82 * 117.36 * * E.G. Slope (ft/ft) *0.012457 * Area (sq ft) * 643.45 * 207.82 * 117.36 * * Q Total (cfs) * 5653.00 * Flow (cfs) * 2512.21 * 2489.31 * 651.49 * * Top Width (ft) * 398.77 * Top Width (ft) * 329.00 * 35.00 * 34.78 * * Vel Total (ft/s) * 6.28 * Avg. Vel. (ft/s) * 4.37 * 11.98 * 5.55 * * Max Chl Dpth (ft) * 7.31 * Hydr. Depth (ft) * 2.30 * 5.94 * 3.37 * * Conv. Total (cfs) * 50649.8 * Conv. (cfs) * 22508.9 * 22303.7 * 5837.2 * * Length Wtd. (ft) * 522.62 * Wetted Per. (ft) * 250.04 * 35.47 * 35.74 * * Min Ch El (ft) * 2491.50 * Shear (lb/sq ft) * 1.79 * 4.56 * 2.55 * * Alpha * 1.90 * Stream Power (lb/ft s) * 7.81 * 54.58 * 14.18 * * Frctn Loss (ft) * 7.17 * Cum Volume (acre-ft) * 27.06 * 11.76 * 48.30 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * 13.16 * 4.30 * 24.19 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.616 INPUT Description: 7 Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2510 1016.53 2508 1025.6 2506 1034.66 2504 1041.91 2502 1047.15 2500 1059.23 2498 1065.51 2496 1070.38 2494 1075.21 2492 95 1079.96 1212.79 1437.09 1522.97 1548.75 2490 2486 2488 2496 2506 1084.59 1220 1492.57 1528.86 1555.49 2488 1090.02 2485.5 1228.7 2488 1500.28 2498 1533.52 2508 2486 1120.36 2486 1200 2486 12302486.021 1352.78 2490 1508.56 2492 1516.85 2500 1538.17 2502 1542.83 2486 2488 2494 2504 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1200 .045 1230 .066 Bank Sta: Left Right Lengths: Left Channel 1200 1230 490 487 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1466 1555.49 2495 T Right 525 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2490.15 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.65 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2489.50 * Reach Len. (ft) * 490.00 * 487.00 * 525.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 401.25 * 109.00 * 475.78 * * E.G. Slope (ft/ft) *0.015205 * Area (sq ft) * 401.25 * 109.00 * 520.01 * * Q Total (cfs) * 5653.00 * Flow (cfs) * 2497.08 * 1048.16 * 2107.75 * * Top Width (ft) * 417.24 * Top Width (ft) * 118.89 * 30.00 * 268.36 * * Vel Total (ft/s) * 5.73 * Avg. Vel. (ft/s) * 6.22 * 9.62 * 4.43 * * Max Chl Dpth (ft) * 4.00 * Hydr. Depth (ft) * 3.38 * 3.63 * 2.02 * * Conv. Total (cfs) * 45845.0 * Conv. (cfs) * 20251.0 * 8500.4 * 17093.6 * * Length Wtd. (ft) * 509.39 * Wetted Per. (ft) * 119.55 * 30.03 * 236.02 * * Min Ch El (ft) * 2485.50 * Shear (lb/sq ft) * 3.19 * 3.45 * 1.91 * * Alpha * 1.26 * Stream Power (lb/ft s) * 19.83 * 33.13 * 8.48 * * Frctn Loss (ft) * 8.60 * Cum Volume (acre-ft) * 19.87 * 9.95 * 45.26 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 10.08 * 3.93 * 22.75 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.523 INPUT Description: 6 Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2510 1004.36 2508 1008.71 2506 1013.49 2504 1017.88 2502 1022.1 2500 1026.32 2498 1030.54 2496 1035.03 2494 1039.91 2492 1044.79 2490 1050 2488 1055.99 2486 1059.47 2484 1061.27 2482 1063.14 2480 1065.01 2478 1070.57 2478 1077.32 2480 1091.78 2480 11792479.307 12372478.845 1343.37 2478 1413 2477 1458.97 2478 1466.58 2480 1473.76 2482 1479.34 2484 1484.85 2486 1490.36 2488 1495.87 2490 1508.14 2492 1538.64 2494 1545.6 2496 1553.41 2498 1561.98 2500 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1179 .045 1237 .066 Bank Sta: Left 1179 Right 1237 Lengths: Left Channel 560 540 Right 525 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2481.53 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.59 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2480.94 * Reach Len. (ft) * 560.00 * 540.00 * 525.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 159.28 * 108.11 * 681.79 * * E.G. Slope (ft/ft) *0.018873 * Area (sq ft) * 159.28 * 108.11 * 681.79 * * Q Total (cfs) * 5653.00 * Flow (cfs) * 600.67 * 742.79 * 4309.54 * * Top Width (ft) * 407.69 * Top Width (ft) * 116.74 * 58.00 * 232.95 * * Vel Total (ft/s) * 5.96 * Avg. Vel. (ft/s) * 3.77 * 6.87 * 6.32 * * Max Chl Dpth (ft) * 3.94 * Hydr. Depth (ft) * 1.36 * 1.86 * 2.93 * * Conv. Total (cfs) * 41149.1 * Conv. (cfs) * 4372.4 * 5406.9 * 31369.8 * * Length Wtd. (ft) * 540.70 * Wetted Per. (ft) * 118.31 * 58.00 * 233.36 * * Min Ch El (ft) * 2478.85 * Shear (lb/sq ft) * 1.59 * 2.20 * 3.44 * * Alpha * 1.08 * Stream Power (lb/ft s) * 5.98 * 15.09 * 21.76 * 96 * Frctn Loss (ft) * 10.59 * Cum Volume (acre-ft) * 16.72 * 8.74 * 38.02 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 8.75 * 3.44 * 19.73 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.421 INPUT Description: 5 Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2484 1004.72 2482 1008.78 2480 1012.83 2478 1021.29 2476 1029.97 2474 1035.85 2472 1041.09 2470 1121.64 2468 1160 2467 1264.97 2468 13252468.317 13772468.591 1643.9 2470 1701.06 2472 1708.76 2474 1714.65 2476 1720.54 2478 1725.66 2480 1732.03 2482 1738.48 2484 1744.93 2486 1751.21 2488 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1325 .045 1377 .066 Bank Sta: Left 1325 Right 1377 Lengths: Left Channel 520 523 Right 530 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2470.91 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.49 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2470.42 * Reach Len. (ft) * 520.00 * 523.00 * 530.00 * * Crit W.S. (ft) * 2470.12 * Flow Area (sq ft) * 669.85 * 102.41 * 303.57 * * E.G. Slope (ft/ft) *0.020335 * Area (sq ft) * 669.85 * 102.41 * 303.57 * * Q Total (cfs) * 5589.00 * Flow (cfs) * 3800.38 * 757.61 * 1031.01 * * Top Width (ft) * 616.02 * Top Width (ft) * 285.02 * 52.00 * 279.00 * * Vel Total (ft/s) * 5.20 * Avg. Vel. (ft/s) * 5.67 * 7.40 * 3.40 * * Max Chl Dpth (ft) * 3.42 * Hydr. Depth (ft) * 2.35 * 1.97 * 1.09 * * Conv. Total (cfs) * 39193.4 * Conv. (cfs) * 26650.6 * 5312.8 * 7230.1 * * Length Wtd. (ft) * 523.98 * Wetted Per. (ft) * 285.14 * 52.00 * 279.01 * * Min Ch El (ft) * 2468.32 * Shear (lb/sq ft) * 2.98 * 2.50 * 1.38 * * Alpha * 1.16 * Stream Power (lb/ft s) * 16.92 * 18.50 * 4.69 * * Frctn Loss (ft) * 10.45 * Cum Volume (acre-ft) * 11.39 * 7.43 * 32.08 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 6.17 * 2.76 * 16.64 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.322 INPUT Description: 4 Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2474 1010.01 2472 1018.08 2470 1030.18 2468 1050.54 2466 1063.06 2464 1072.88 2462 1081.02 2460 1089.17 2458 1118.62 2458 1166.19 2458 1196.74 2458 1211.37 2458 1282.07 2458 1300.51 2458 1333 2458 1344 2457 1370.12 2458 1376.45 2458 1388 2458 1469.4 2458 1491.75 2458 1498 2458 1553.69 2458 1560 2457 1570.99 2458 1650.23 2458 1661.41 2458 1678.18 2460 1686.95 2462 1695.93 2464 1706.53 2466 1717.31 2468 1735.37 2470 1763.23 2472 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1333 .045 1370.12 .066 Bank Sta: Left Right Lengths: Left Channel 1333 1370.12 547 545 Ineffective Flow num= 1 Sta L Sta R Elev Permanent Right 530 Coeff Contr. .1 97 Expan. .3 1000 1144 2470 T CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2460.46 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.48 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2459.98 * Reach Len. (ft) * 547.00 * 545.00 * 530.00 * * Crit W.S. (ft) * 2459.56 * Flow Area (sq ft) * 373.94 * 92.00 * 601.38 * * E.G. Slope (ft/ft) *0.019551 * Area (sq ft) * 490.40 * 92.00 * 601.38 * * Q Total (cfs) * 5589.00 * Flow (cfs) * 1855.23 * 777.07 * 2956.70 * * Top Width (ft) * 596.89 * Top Width (ft) * 251.89 * 37.12 * 307.88 * * Vel Total (ft/s) * 5.24 * Avg. Vel. (ft/s) * 4.96 * 8.45 * 4.92 * * Max Chl Dpth (ft) * 2.98 * Hydr. Depth (ft) * 1.98 * 2.48 * 1.95 * * Conv. Total (cfs) * 39971.4 * Conv. (cfs) * 13268.2 * 5557.4 * 21145.7 * * Length Wtd. (ft) * 536.48 * Wetted Per. (ft) * 189.00 * 37.18 * 308.12 * * Min Ch El (ft) * 2457.00 * Shear (lb/sq ft) * 2.41 * 3.02 * 2.38 * * Alpha * 1.13 * Stream Power (lb/ft s) * 11.98 * 25.51 * 11.71 * * Frctn Loss (ft) * 8.04 * Cum Volume (acre-ft) * 4.46 * 6.27 * 26.58 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 2.96 * 2.23 * 13.07 * *********************************************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.219 INPUT Description: 3 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2470 1006.52 2468 1013.06 2466 1019.6 2464 1027.84 2462 1038.1 2460 1045.47 2458 1055.11 2456 1065.5 2454 1075.89 2452 1147.84 2450 11502449.761 1165.95 2448 1167.06 2448 11902448.762 1227.24 2450 1268.54 2450 1271.49 2450 1289.02 2450 1319.77 2450 1326.65 2450 1348.05 2448 1352.7 2448 1438.11 2450 1463.11 2450 1544 2449 1563.6 2450 1576.39 2452 1589.14 2454 1598.65 2456 1607.64 2456 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1147.84 .045 1227.24 .066 Bank Sta: Left Right Lengths: Left Channel 1147.84 1227.24 578 569 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1095 2460 T Right 461 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2452.42 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.47 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2451.95 * Reach Len. (ft) * 578.00 * 569.00 * 461.00 * * Crit W.S. (ft) * 2451.34 * Flow Area (sq ft) * 64.37 * 235.57 * 835.34 * * E.G. Slope (ft/ft) *0.011853 * Area (sq ft) * 68.58 * 235.57 * 835.34 * * Q Total (cfs) * 5589.00 * Flow (cfs) * 179.94 * 1746.42 * 3662.64 * * Top Width (ft) * 498.49 * Top Width (ft) * 70.25 * 79.40 * 348.85 * * Vel Total (ft/s) * 4.92 * Avg. Vel. (ft/s) * 2.80 * 7.41 * 4.38 * * Max Chl Dpth (ft) * 3.95 * Hydr. Depth (ft) * 1.22 * 2.97 * 2.39 * * Conv. Total (cfs) * 51335.7 * Conv. (cfs) * 1652.7 * 16041.1 * 33641.9 * * Length Wtd. (ft) * 493.78 * Wetted Per. (ft) * 52.86 * 79.54 * 349.15 * * Min Ch El (ft) * 2448.00 * Shear (lb/sq ft) * 0.90 * 2.19 * 1.77 * * Alpha * 1.24 * Stream Power (lb/ft s) * 2.52 * 16.25 * 7.76 * * Frctn Loss (ft) * 8.94 * Cum Volume (acre-ft) * 0.95 * 4.22 * 17.84 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 0.94 * 1.50 * 9.08 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash 98 REACH: Main Reach 4 RS: 0.111 INPUT Description: 2 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2452 1005.55 2450 1009.47 2448 1013.04 2446 1018 2444.1 1018.26 2444 1025.99 2442 1033.74 2440 1054 2439 1072.93 2440 1082 2440 1214.19 2440 1260 2439 1303.17 2440 1321.06 2442 1355.55 2442 1459.43 2442 1470.4 2444 1485.06 2446 1497.17 2448 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1033.74 .045 1072.93 .066 Bank Sta: Left Right 1033.74 1072.93 Lengths: Left Channel 592 587 Right 500 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2443.43 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.96 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2442.47 * Reach Len. (ft) * 592.00 * 587.00 * 500.00 * * Crit W.S. (ft) * 2441.95 * Flow Area (sq ft) * 11.78 * 116.25 * 703.68 * * E.G. Slope (ft/ft) *0.031031 * Area (sq ft) * 11.78 * 116.25 * 703.68 * * Q Total (cfs) * 5589.00 * Flow (cfs) * 52.61 * 1394.77 * 4141.61 * * Top Width (ft) * 437.80 * Top Width (ft) * 9.55 * 39.19 * 389.06 * * Vel Total (ft/s) * 6.72 * Avg. Vel. (ft/s) * 4.46 * 12.00 * 5.89 * * Max Chl Dpth (ft) * 3.47 * Hydr. Depth (ft) * 1.23 * 2.97 * 1.81 * * Conv. Total (cfs) * 31727.7 * Conv. (cfs) * 298.7 * 7917.9 * 23511.2 * * Length Wtd. (ft) * 522.14 * Wetted Per. (ft) * 9.87 * 39.24 * 389.23 * * Min Ch El (ft) * 2439.00 * Shear (lb/sq ft) * 2.31 * 5.74 * 3.50 * * Alpha * 1.37 * Stream Power (lb/ft s) * 10.33 * 68.86 * 20.61 * * Frctn Loss (ft) * 10.90 * Cum Volume (acre-ft) * 0.42 * 1.92 * 9.69 * * C & E Loss (ft) * 0.17 * Cum SA (acres) * 0.41 * 0.72 * 5.17 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Finger Rock Wash REACH: Main Reach 4 RS: 0.000 INPUT Description: 1 Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 2448 1017 2448 1031.96 2446 1043.64 2444 1054.64 2442 1060.58 2440 1067.09 2438 1075.08 2436 1083.07 2434 1104.65 2432 11302431.033 1157.07 2430 1200 2429 1225 2429.79 1231.64 2430 1274.26 2430 1329.74 2430 1345.91 2430 1379.01 2430 1438.26 2430 1449.36 2430 1544.02 2430 1724.79 2430 1737.41 2432 1750.16 2434 1784.64 2436 1793.08 2436 1799.05 2434 1822.76 2434 1829.04 2436 1835.32 2438 1838.75 2440 1841.57 2442 1845.37 2444 1854.52 2446 1890.07 2448 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .066 1157.07 .045 1225 .066 Bank Sta: Left 1157.07 Right 1225 Lengths: Left Channel 0 0 Right 0 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 2432.35 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.41 * Wt. n-Val. * 0.066 * 0.045 * 0.066 * * W.S. Elev (ft) * 2431.95 * Reach Len. (ft) * * * * * Crit W.S. (ft) * 2431.50 * Flow Area (sq ft) * 49.64 * 168.80 * 985.38 * * E.G. Slope (ft/ft) *0.014999 * Area (sq ft) * 49.64 * 168.80 * 985.38 * * Q Total (cfs) * 5589.00 * Flow (cfs) * 134.33 * 1252.07 * 4202.59 * 99 * Top Width (ft) * 631.01 * Top Width (ft) * 51.01 * 67.93 * 512.07 * * Vel Total (ft/s) * 4.64 * Avg. Vel. (ft/s) * 2.71 * 7.42 * 4.26 * * Max Chl Dpth (ft) * 2.95 * Hydr. Depth (ft) * 0.97 * 2.48 * 1.92 * * Conv. Total (cfs) * 45635.4 * Conv. (cfs) * 1096.9 * 10223.4 * 34315.1 * * Length Wtd. (ft) * * Wetted Per. (ft) * 51.05 * 67.95 * 512.23 * * Min Ch El (ft) * 2429.00 * Shear (lb/sq ft) * 0.91 * 2.33 * 1.80 * * Alpha * 1.21 * Stream Power (lb/ft s) * 2.46 * 17.25 * 7.68 * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * * * * C & E Loss (ft) * * Cum SA (acres) * * * * *********************************************************************************************** CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.154 INPUT Description: Upstream section in study reach Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3092 1003 3090 1005.8 3088 1009.2 3086 1012.6 3084 1016.2 3082 1019.6 3080 1023.2 3078 1042 3076.2 1044 3076.2 1051.6 3078 1056.1 3080 1058.8 3082 1060.9 3084 1062.9 3086 1064.7 3088 1066.8 3090 1068.8 3092 1070.8 3094 1073.3 3096 1082.5 3100 1091.1 3102 1094.3 3104 1097.4 3106 1099.2 3108 1100.2 3110 1103.6 3110 1106 3112 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1019.6 .066 1056.1 .086 Bank Sta: Left 1019.6 Right 1056.1 Lengths: Left Channel 39 37 Right 33 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3085.25 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.44 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3082.80 * Reach Len. (ft) * 39.00 * 37.00 * 33.00 * * Crit W.S. (ft) * 3082.79 * Flow Area (sq ft) * 6.71 * 194.55 * 5.20 * * E.G. Slope (ft/ft) *0.035414 * Area (sq ft) * 6.71 * 194.55 * 5.20 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 24.61 * 2459.81 * 18.58 * * Top Width (ft) * 44.89 * Top Width (ft) * 4.84 * 36.50 * 3.54 * * Vel Total (ft/s) * 12.12 * Avg. Vel. (ft/s) * 3.67 * 12.64 * 3.57 * * Max Chl Dpth (ft) * 6.60 * Hydr. Depth (ft) * 1.38 * 5.33 * 1.47 * * Conv. Total (cfs) * 13300.7 * Conv. (cfs) * 130.8 * 13071.2 * 98.7 * * Length Wtd. (ft) * 36.99 * Wetted Per. (ft) * 5.60 * 37.74 * 4.52 * * Min Ch El (ft) * 3076.20 * Shear (lb/sq ft) * 2.65 * 11.40 * 2.54 * * Alpha * 1.07 * Stream Power (lb/ft s) * 9.72 * 144.10 * 9.08 * * Frctn Loss (ft) * 0.95 * Cum Volume (acre-ft) * 0.01 * 2.31 * 0.02 * * C & E Loss (ft) * 0.39 * Cum SA (acres) * 0.02 * 1.11 * 0.03 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.147 INPUT Description: 21 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3096 1002.3 3094 1005.3 3092 1008.6 3090 1011.8 3088 1014.6 3086 1018 3084 1021 3082 1024.6 3080 1033.2 3078 1051 3076.2 1059 3076.2 1069.8 3078 1077.1 3080 1082.4 3082 1088.4 3084 1091.7 3086 1095.5 3088 1100 3090 1101.7 3092 1105.7 3094 1108 3096 1109.6 3098 1111 3100 1113 3102 1116.5 3104 1119.4 3106 1121.5 3108 1123.4 3110 1124.67 3110 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 100 1000 .086 Bank Sta: Left 1021 1021 Right 1082.4 .066 1082.4 .086 Lengths: Left Channel 45 48 Right 50 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3083.91 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.16 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3082.75 * Reach Len. (ft) * 45.00 * 48.00 * 50.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 0.43 * 289.39 * 0.85 * * E.G. Slope (ft/ft) *0.019315 * Area (sq ft) * 0.43 * 289.39 * 0.85 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 0.47 * 2501.50 * 1.03 * * Top Width (ft) * 64.79 * Top Width (ft) * 1.13 * 61.40 * 2.26 * * Vel Total (ft/s) * 8.61 * Avg. Vel. (ft/s) * 1.11 * 8.64 * 1.21 * * Max Chl Dpth (ft) * 6.55 * Hydr. Depth (ft) * 0.38 * 4.71 * 0.38 * * Conv. Total (cfs) * 18010.1 * Conv. (cfs) * 3.4 * 17999.3 * 7.4 * * Length Wtd. (ft) * 48.00 * Wetted Per. (ft) * 1.36 * 63.02 * 2.38 * * Min Ch El (ft) * 3076.20 * Shear (lb/sq ft) * 0.38 * 5.54 * 0.43 * * Alpha * 1.01 * Stream Power (lb/ft s) * 0.42 * 47.86 * 0.52 * * Frctn Loss (ft) * 1.31 * Cum Volume (acre-ft) * 0.01 * 2.11 * 0.02 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 0.02 * 1.07 * 0.03 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.138 INPUT Description: 20 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3089 1001.5 3088 1005.6 3086 1010 3084 1015 3082 1020.9 3080 1027 3078 1032 3076 1037 3074 1040 3073 1043 3073 1046 3074 1055.8 3076 1065.8 3078 1074 3080 1076 3082 1079 3084 1082 3086 1084.5 3088 1088 3090 1089.8 3092 1092.3 3094 1094.7 3096 1097.6 3098 1101 3100 1103.25 3101 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1020.9 .066 1074 .086 Bank Sta: Left 1020.9 Right 1074 Lengths: Left Channel 46 51 Right 53 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3082.51 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.05 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3080.46 * Reach Len. (ft) * 46.00 * 51.00 * 53.00 * * Crit W.S. (ft) * 3080.46 * Flow Area (sq ft) * 0.32 * 217.84 * 0.11 * * E.G. Slope (ft/ft) *0.041702 * Area (sq ft) * 0.32 * 217.84 * 0.11 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 0.40 * 2502.48 * 0.11 * * Top Width (ft) * 54.93 * Top Width (ft) * 1.36 * 53.10 * 0.46 * * Vel Total (ft/s) * 11.47 * Avg. Vel. (ft/s) * 1.28 * 11.49 * 1.05 * * Max Chl Dpth (ft) * 7.46 * Hydr. Depth (ft) * 0.23 * 4.10 * 0.23 * * Conv. Total (cfs) * 12257.0 * Conv. (cfs) * 2.0 * 12254.5 * 0.6 * * Length Wtd. (ft) * 51.00 * Wetted Per. (ft) * 1.44 * 55.15 * 0.65 * * Min Ch El (ft) * 3073.00 * Shear (lb/sq ft) * 0.57 * 10.28 * 0.43 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.73 * 118.12 * 0.45 * * Frctn Loss (ft) * 2.16 * Cum Volume (acre-ft) * 0.01 * 1.83 * 0.02 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 0.02 * 1.00 * 0.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 101 Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.128 INPUT Description: 19 Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3081 1003 3080 1005.7 3078 1008 3076 1011 3074 1015 3072 1019.24 3070 1021.42 3068 1024.65 3066 1027.88 3064 1033.39 3062 1037.66 3060 1040.88 3060 1048.41 3062 1051.38 3064 1056.12 3066 1056.65 3068 1058.33 3070 1061.32 3072 1064.15 3074 1067.74 3076 1072.35 3078 1075.33 3080 1078.22 3082 1082.35 3084 1087.55 3086 1090.01 3088 1094.28 3090 1096.31 3092 1097.31 3093 1098.2 3094 1099.04 3095 1100.07 3096 1101.2 3097 1102.34 3098 1103.66 3099 1105.62 3100 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1021.42 .066 1056.65 .086 Bank Sta: Left Right 1021.42 1056.65 Lengths: Left Channel 67 61 Right 43 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3071.02 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.70 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3068.32 * Reach Len. (ft) * 67.00 * 61.00 * 43.00 * * Crit W.S. (ft) * 3068.32 * Flow Area (sq ft) * 0.06 * 189.85 * 0.04 * * E.G. Slope (ft/ft) *0.042960 * Area (sq ft) * 0.06 * 189.85 * 0.04 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 0.05 * 2502.92 * 0.04 * * Top Width (ft) * 35.86 * Top Width (ft) * 0.35 * 35.23 * 0.27 * * Vel Total (ft/s) * 13.18 * Avg. Vel. (ft/s) * 0.87 * 13.18 * 0.79 * * Max Chl Dpth (ft) * 8.32 * Hydr. Depth (ft) * 0.16 * 5.39 * 0.16 * * Conv. Total (cfs) * 12076.1 * Conv. (cfs) * 0.2 * 12075.7 * 0.2 * * Length Wtd. (ft) * 61.00 * Wetted Per. (ft) * 0.48 * 39.98 * 0.42 * * Min Ch El (ft) * 3060.00 * Shear (lb/sq ft) * 0.32 * 12.74 * 0.28 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.28 * 167.90 * 0.22 * * Frctn Loss (ft) * 2.51 * Cum Volume (acre-ft) * 0.01 * 1.59 * 0.02 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.02 * 0.95 * 0.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.117 INPUT Description: 18 Station Elevation Data num= 47 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3080 1010 3078 1015 3076 1020 3074 1023.49 3072 1025.38 3070 1027.31 3068 1028.51 3067 1029.7 3066 1030.57 3065 1031.31 3064 1032.04 3063 1034.02 3062 1036.56 3061 1040.77 3060 1048.73 3059 1054.03 3059 1058.76 3060 1064.92 3061 1066.07 3062 1067.22 3063 1067.95 3064 1068.51 3065 1069.07 3066 1069.57 3067 1070.07 3068 1071.44 3069 1072.54 3070 1073.18 3071 1073.83 3072 1074.47 3073 1075.52 3074 1076.53 3075 1077.53 3076 1078.53 3077 1080.08 3078 1080.98 3079 1082.11 3080 1083.23 3081 1083.73 3082 1086.31 3083 1087.58 3084 1089.61 3085 1091.43 3086 1093.43 3087 1095.45 3088 1098.04 3089 Manning's n Values num= 3 102 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1031.31 .066 1067.95 .086 Bank Sta: Left Right 1031.31 1067.95 Lengths: Left Channel 51 51 Right 51 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3068.20 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.60 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3065.59 * Reach Len. (ft) * 51.00 * 51.00 * 51.00 * * Crit W.S. (ft) * 3065.59 * Flow Area (sq ft) * 0.96 * 192.93 * 0.71 * * E.G. Slope (ft/ft) *0.039558 * Area (sq ft) * 0.96 * 192.93 * 0.71 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 2.01 * 2499.69 * 1.30 * * Top Width (ft) * 38.79 * Top Width (ft) * 1.26 * 36.64 * 0.89 * * Vel Total (ft/s) * 12.86 * Avg. Vel. (ft/s) * 2.09 * 12.96 * 1.83 * * Max Chl Dpth (ft) * 6.59 * Hydr. Depth (ft) * 0.77 * 5.27 * 0.80 * * Conv. Total (cfs) * 12584.8 * Conv. (cfs) * 10.1 * 12568.1 * 6.5 * * Length Wtd. (ft) * 51.00 * Wetted Per. (ft) * 2.03 * 39.20 * 1.83 * * Min Ch El (ft) * 3059.00 * Shear (lb/sq ft) * 1.17 * 12.16 * 0.96 * * Alpha * 1.01 * Stream Power (lb/ft s) * 2.44 * 157.49 * 1.76 * * Frctn Loss (ft) * 1.20 * Cum Volume (acre-ft) * 0.01 * 1.32 * 0.02 * * C & E Loss (ft) * 0.39 * Cum SA (acres) * 0.02 * 0.90 * 0.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.107 INPUT Description: 17 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3070 1003 3068 1006 3066 1009 3064 1011 3062 1018 3060 1023 3058 1030.5 3056.5 1040.8 3056.5 1048.29 3058 1050.56 3060 1053.9 3062 1058.6 3064 1062 3066 1066 3068 1069 3070 1072 3072 1075 3074 1078 3076 1087.35 3078 1092.3 3079 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1011 .066 1053.9 .086 Bank Sta: Left 1011 Right 1053.9 Lengths: Left Channel 48 51 Right 52 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3065.84 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.31 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3064.54 * Reach Len. (ft) * 48.00 * 51.00 * 52.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 3.29 * 268.79 * 7.46 * * E.G. Slope (ft/ft) *0.015553 * Area (sq ft) * 3.29 * 268.79 * 7.46 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 6.44 * 2478.30 * 18.27 * * Top Width (ft) * 51.31 * Top Width (ft) * 2.80 * 42.90 * 5.61 * * Vel Total (ft/s) * 8.95 * Avg. Vel. (ft/s) * 1.96 * 9.22 * 2.45 * * Max Chl Dpth (ft) * 8.04 * Hydr. Depth (ft) * 1.17 * 6.27 * 1.33 * * Conv. Total (cfs) * 20070.0 * Conv. (cfs) * 51.6 * 19871.9 * 146.5 * * Length Wtd. (ft) * 51.00 * Wetted Per. (ft) * 3.79 * 45.17 * 6.16 * * Min Ch El (ft) * 3056.50 * Shear (lb/sq ft) * 0.84 * 5.78 * 1.18 * * Alpha * 1.05 * Stream Power (lb/ft s) * 1.65 * 53.27 * 2.88 * * Frctn Loss (ft) * 0.67 * Cum Volume (acre-ft) * 0.01 * 1.05 * 0.01 * * C & E Loss (ft) * 0.13 * Cum SA (acres) * 0.01 * 0.86 * 0.02 * *********************************************************************************************** 103 CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.097 INPUT Description: 16 Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3070 1003.5 3068 1006.5 3066 1010 3064 1013 3062 1018 3060 1020.38 3058 1044 3057 1050 3057 1054.31 3058 1065 3060 1070 3062 1078 3064 1080 3066 1081 3068 1082 3070 1084 3071 1084.01 3072 1085 3072 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1013 .066 1070 .086 Bank Sta: Left 1013 Right 1070 Lengths: Left Channel 31 29 Right 28 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3065.04 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.88 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3064.16 * Reach Len. (ft) * 31.00 * 29.00 * 28.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 3.51 * 328.08 * 9.30 * * E.G. Slope (ft/ft) *0.011385 * Area (sq ft) * 3.51 * 328.08 * 9.30 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 5.99 * 2478.76 * 18.25 * * Top Width (ft) * 68.44 * Top Width (ft) * 3.28 * 57.00 * 8.16 * * Vel Total (ft/s) * 7.34 * Avg. Vel. (ft/s) * 1.71 * 7.56 * 1.96 * * Max Chl Dpth (ft) * 7.16 * Hydr. Depth (ft) * 1.07 * 5.76 * 1.14 * * Conv. Total (cfs) * 23458.0 * Conv. (cfs) * 56.1 * 23230.9 * 171.0 * * Length Wtd. (ft) * 29.00 * Wetted Per. (ft) * 3.93 * 58.82 * 8.47 * * Min Ch El (ft) * 3057.00 * Shear (lb/sq ft) * 0.63 * 3.96 * 0.78 * * Alpha * 1.05 * Stream Power (lb/ft s) * 1.08 * 29.95 * 1.53 * * Frctn Loss (ft) * 0.57 * Cum Volume (acre-ft) * 0.00 * 0.70 * 0.00 * * C & E Loss (ft) * 0.11 * Cum SA (acres) * 0.01 * 0.80 * 0.01 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.092 INPUT Description: 15 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3069.5 1007 3068 1019 3066 1026 3064 1031 3062 1038 3060 1041 3058 1051 3056.5 1061 3056.5 1073.32 3058 1079.82 3060 1081.7 3061 1085.36 3062 1089.53 3063 1094.93 3064 1095.5 3065 1096.07 3066 1096.67 3067 1097.28 3068 1097.4 3069 1097.5 3070 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1031 .066 1085.36 .086 Bank Sta: Left Right 1031 1085.36 Lengths: Left Channel 25 22 Right 20 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3064.36 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.02 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3062.34 * Reach Len. (ft) * 25.00 * 22.00 * 20.00 * * Crit W.S. (ft) * 3062.34 * Flow Area (sq ft) * 0.14 * 219.56 * 0.24 * * E.G. Slope (ft/ft) *0.041588 * Area (sq ft) * 0.14 * 219.56 * 0.24 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 0.15 * 2502.60 * 0.25 * * Top Width (ft) * 56.62 * Top Width (ft) * 0.85 * 54.36 * 1.41 * 104 * Vel Total (ft/s) * 11.38 * Avg. Vel. (ft/s) * 1.03 * 11.40 * 1.06 * * Max Chl Dpth (ft) * 5.84 * Hydr. Depth (ft) * 0.17 * 4.04 * 0.17 * * Conv. Total (cfs) * 12273.8 * Conv. (cfs) * 0.7 * 12271.8 * 1.2 * * Length Wtd. (ft) * 22.00 * Wetted Per. (ft) * 0.91 * 56.13 * 1.45 * * Min Ch El (ft) * 3056.50 * Shear (lb/sq ft) * 0.41 * 10.16 * 0.43 * * Alpha * 1.00 * Stream Power (lb/ft s) * 0.42 * 115.75 * 0.45 * * Frctn Loss (ft) * 0.94 * Cum Volume (acre-ft) * 0.00 * 0.52 * 0.00 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 0.01 * 0.76 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.087 INPUT Description: 14 Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3068.5 1016 3066 1021.5 3064 1028 3062 1030.67 3061 1032.39 3060 1034.11 3059 1037.55 3058 1042 3056 1042.79 3054 1045.44 3053 1060 3052.8 1075.97 3053 1080.16 3054 1082.59 3055 1086.18 3056 1091.86 3057 1095.46 3058 1095.82 3059 1096.19 3060 1096.56 3061 1096.93 3062 1097.3 3063 1100 3064 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1032.39 .066 1096.19 .086 Bank Sta: Left Right 1032.39 1096.19 Lengths: Left Channel 35 32 Right 27 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3059.99 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.95 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3058.04 * Reach Len. (ft) * 35.00 * 32.00 * 27.00 * * Crit W.S. (ft) * 3058.04 * Flow Area (sq ft) * * 223.37 * * * E.G. Slope (ft/ft) *0.043645 * Area (sq ft) * * 223.37 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 58.06 * Top Width (ft) * * 58.06 * * * Vel Total (ft/s) * 11.21 * Avg. Vel. (ft/s) * * 11.21 * * * Max Chl Dpth (ft) * 5.24 * Hydr. Depth (ft) * * 3.85 * * * Conv. Total (cfs) * 11981.0 * Conv. (cfs) * * 11981.0 * * * Length Wtd. (ft) * 32.00 * Wetted Per. (ft) * * 60.74 * * * Min Ch El (ft) * 3052.80 * Shear (lb/sq ft) * * 10.02 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 112.28 * * * Frctn Loss (ft) * 0.68 * Cum Volume (acre-ft) * * 0.41 * 0.00 * * C & E Loss (ft) * 0.19 * Cum SA (acres) * 0.01 * 0.73 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.081 INPUT Description: 13 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3068 1015 3066 1017 3064 1018.5 3062 1025 3060 105 1028 1074 1094 3058 3054 3070 1030 1078 1102 3056 3056 3071.6 1032 1081.9 3054 3057 1037 1082 3049.5 3068 1068 1083 3049.5 3068 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1028 .066 1081.9 .086 Bank Sta: Left Right Lengths: Left Channel 1028 1081.9 59 59 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1037.5 3060 T 1068.5 1102 3060 T Right 59 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3059.10 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.57 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3057.52 * Reach Len. (ft) * 59.00 * 59.00 * 59.00 * * Crit W.S. (ft) * 3055.36 * Flow Area (sq ft) * * 248.66 * * * E.G. Slope (ft/ft) *0.012516 * Area (sq ft) * * 332.58 * 0.00 * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 53.43 * Top Width (ft) * * 53.42 * * * Vel Total (ft/s) * 10.07 * Avg. Vel. (ft/s) * * 10.07 * * * Max Chl Dpth (ft) * 8.02 * Hydr. Depth (ft) * * 8.02 * * * Conv. Total (cfs) * 22373.3 * Conv. (cfs) * * 22373.3 * * * Length Wtd. (ft) * 59.00 * Wetted Per. (ft) * * 31.13 * * * Min Ch El (ft) * 3049.50 * Shear (lb/sq ft) * * 6.24 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 62.84 * * * Frctn Loss (ft) * * Cum Volume (acre-ft) * * 0.20 * * * C & E Loss (ft) * * Cum SA (acres) * 0.01 * 0.69 * 0.01 * *********************************************************************************************** CULVERT RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.078 INPUT Description: Playa de Coronado Crossing @ HEC-1 Sta. RES-91 Distance from Upstream XS = 13 Deck/Roadway Width = 30 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 995 3070 1030 3068 1055 3067.24 1073 3068 1090 3069 1100.76 3070 Upstream Bridge Cross Section Data Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3068 1015 3066 1017 3064 1018.5 3062 1025 3060 1028 3058 1030 3056 1032 3054 1037 3049.5 1068 3049.5 1074 3054 1078 3056 1081.9 3057 1082 3068 1083 3068 1094 3070 1102 3071.6 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1028 .066 1081.9 .086 Bank Sta: Left Right Coeff Contr. 1028 1081.9 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1037.5 3060 T 1068.5 1102 3060 T Expan. .5 Downstream Deck/Roadway Coordinates num= 7 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 995 3070 1030 3068 1055 3067.24 1073 3068 1090 3069 1096.93 3070 1128.48 3071 106 Downstream Bridge Cross Section Data Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3058 1020 3056 1023 3054 1030.32 3052 1047.35 3050 1052.25 3049 1060.98 3046.4 1088.42 3046.4 1090.74 3047 1094.65 3048 1098.6 3049 1103.25 3050 1105.54 3051 1107.62 3052 1109.7 3053 1112 3054 1112.01 3064 1113 3065 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1030.32 .066 1107.62 .086 Bank Sta: Left Right Coeff Contr. 1030.32 1107.62 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1059.5 3056.5 T 1090.5 1113 3056.5 T Expan. .5 Upstream Embankment side slope = .5 horiz. to 1.0 vertical Downstream Embankment side slope = .5 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span PlCoronadoPC Low Arch 10.08 31 FHWA Chart # 52- Low and high corrugated metal arch FHWA Scale # 4 - Beveled edges; 90 Degree headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked 4 50 .024 .035 0 Upstream Elevation = 3049.5 Centerline Station = 1053 Downstream Elevation = 3046.4 Centerline Station = 1075 Entrance Loss Coef .2 Exit Loss Coef 1 CULVERT OUTPUT Profile #100-yr Culv Group: PlCoronadoPC ************************************************************************* * Q Culv Group (cfs) * 2503.00 * Culv Full Len (ft) * * * # Barrels * 1 * Culv Vel US (ft/s) * 14.41 * * Q Barrel (cfs) * 2503.00 * Culv Vel DS (ft/s) * 19.82 * * E.G. US. (ft) * 3059.11 * Culv Inv El Up (ft) * 3049.50 * * W.S. US. (ft) * 3057.52 * Culv Inv El Dn (ft) * 3046.40 * * E.G. DS (ft) * 3055.24 * Culv Frctn Ls (ft) * 1.82 * * W.S. DS (ft) * 3052.28 * Culv Exit Loss (ft) * 1.40 * * Delta EG (ft) * 3.87 * Culv Entr Loss (ft) * 0.64 * * Delta WS (ft) * 5.24 * Q Weir (cfs) * * * E.G. IC (ft) * 3058.89 * Weir Sta Lft (ft) * * * E.G. OC (ft) * 3059.11 * Weir Sta Rgt (ft) * * * Culvert Control * Outlet * Weir Submerg * * * Culv WS Inlet (ft) * 3055.24 * Weir Max Depth (ft) * * * Culv WS Outlet (ft) * 3050.54 * Weir Avg Depth (ft) * * * Culv Nml Depth (ft) * 3.78 * Weir Flow Area (sq ft) * * * Culv Crt Depth (ft) * 5.74 * Min El Weir Flow (ft) * 3067.25 * ************************************************************************* Warning: Since the culvert has supercritical flow, the program should be run in mixed flow in order to check if the cross section downstream of the culvert has supercritical flow. Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.07 INPUT Description: 12 Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3058 1020 3056 1023 3054 1030.32 3052 1047.35 3050 1052.25 3049 1060.98 3046.4 1088.42 3046.4 1090.74 3047 1094.65 3048 1098.6 3049 1103.25 3050 1105.54 3051 1107.62 3052 1109.7 3053 1112 3054 1112.01 3064 1113 3065 107 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1030.32 .066 1107.62 .086 Bank Sta: Left Right Lengths: Left Channel 1030.32 1107.62 50 58 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1059.5 3056.5 T 1090.5 1113 3056.5 T Right 60 Coeff Contr. .3 Expan. .5 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3055.24 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.96 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3052.28 * Reach Len. (ft) * 50.00 * 58.00 * 60.00 * * Crit W.S. (ft) * 3052.28 * Flow Area (sq ft) * * 181.44 * * * E.G. Slope (ft/ft) *0.035801 * Area (sq ft) * 0.14 * 302.04 * 0.08 * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 78.91 * Top Width (ft) * 1.03 * 77.30 * 0.58 * * Vel Total (ft/s) * 13.80 * Avg. Vel. (ft/s) * * 13.80 * * * Max Chl Dpth (ft) * 5.88 * Hydr. Depth (ft) * * 5.85 * * * Conv. Total (cfs) * 13228.6 * Conv. (cfs) * * 13228.6 * * * Length Wtd. (ft) * 58.00 * Wetted Per. (ft) * * 31.13 * * * Min Ch El (ft) * 3046.40 * Shear (lb/sq ft) * * 13.03 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 179.69 * * * Frctn Loss (ft) * 2.27 * Cum Volume (acre-ft) * 0.06 * 3.05 * 0.40 * * C & E Loss (ft) * 0.61 * Cum SA (acres) * 0.01 * 0.60 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.059 INPUT Description: 10 Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3052 1003.05 3051 1006.32 3050 1015 3048 1036 3046 1046 3044 1058 3042 1081 3040 1084 3040 1094 3042 1100 3044 1106 3046 1109 3048 1113 3050 1116 3052 1120 3060 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1036 .066 1106 .086 Bank Sta: Left 1036 Right 1106 Lengths: Left Channel 51 51 Right 51 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3047.50 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.74 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3045.77 * Reach Len. (ft) * 51.00 * 51.00 * 51.00 * * Crit W.S. (ft) * 3045.77 * Flow Area (sq ft) * * 236.75 * * * E.G. Slope (ft/ft) *0.042904 * Area (sq ft) * * 236.75 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 68.12 * Top Width (ft) * * 68.12 * * * Vel Total (ft/s) * 10.57 * Avg. Vel. (ft/s) * * 10.57 * * * Max Chl Dpth (ft) * 5.76 * Hydr. Depth (ft) * * 3.48 * * * Conv. Total (cfs) * 12084.1 * Conv. (cfs) * * 12084.1 * * * Length Wtd. (ft) * 51.00 * Wetted Per. (ft) * * 69.35 * * * Min Ch El (ft) * 3040.00 * Shear (lb/sq ft) * * 9.14 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 96.67 * * * Frctn Loss (ft) * 2.23 * Cum Volume (acre-ft) * 0.06 * 2.70 * 0.40 * 108 * C & E Loss (ft) * 0.02 * Cum SA (acres) * 0.01 * 0.51 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.049 INPUT Description: 9 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3047 1002.27 3046 1009.29 3044 1015.56 3042 1021 3040 1029 3038 1038 3036 1054 3036 1082 3038 1092 3040 1094.46 3042 1101 3044 1114 3046 1115 3050 1124 3054 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1009.29 .066 1101 .086 Bank Sta: Left 1009.29 Right 1101 Lengths: Left Channel 54 54 Right 54 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3042.34 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.67 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3040.67 * Reach Len. (ft) * 54.00 * 54.00 * 54.00 * * Crit W.S. (ft) * 3040.67 * Flow Area (sq ft) * * 241.47 * * * E.G. Slope (ft/ft) *0.044383 * Area (sq ft) * * 241.47 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 73.65 * Top Width (ft) * * 73.65 * * * Vel Total (ft/s) * 10.37 * Avg. Vel. (ft/s) * * 10.37 * * * Max Chl Dpth (ft) * 4.67 * Hydr. Depth (ft) * * 3.28 * * * Conv. Total (cfs) * 11881.0 * Conv. (cfs) * * 11881.0 * * * Length Wtd. (ft) * 54.00 * Wetted Per. (ft) * * 74.74 * * * Min Ch El (ft) * 3036.00 * Shear (lb/sq ft) * * 8.95 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 92.79 * * * Frctn Loss (ft) * 2.38 * Cum Volume (acre-ft) * 0.06 * 2.42 * 0.40 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.01 * 0.42 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.039 INPUT Description: 8 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3037 1011 3036 1022 3034 1034 3032 1044 3030 1055 3028 1070 3028 1086.65 3030 1093.1 3032 1097.1 3034 1100 3036 1109 3038 1113 3040 1118 3042 1121.17 3043.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1022 .066 1097.1 .086 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 109 Expan. 1022 1097.1 48 50 52 .1 .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3034.95 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.74 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3033.20 * Reach Len. (ft) * 48.00 * 50.00 * 52.00 * * Crit W.S. (ft) * 3033.20 * Flow Area (sq ft) * * 236.18 * * * E.G. Slope (ft/ft) *0.043701 * Area (sq ft) * * 236.18 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 68.71 * Top Width (ft) * * 68.71 * * * Vel Total (ft/s) * 10.60 * Avg. Vel. (ft/s) * * 10.60 * * * Max Chl Dpth (ft) * 5.20 * Hydr. Depth (ft) * * 3.44 * * * Conv. Total (cfs) * 11973.4 * Conv. (cfs) * * 11973.4 * * * Length Wtd. (ft) * 50.00 * Wetted Per. (ft) * * 69.90 * * * Min Ch El (ft) * 3028.00 * Shear (lb/sq ft) * * 9.22 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 97.70 * * * Frctn Loss (ft) * 2.23 * Cum Volume (acre-ft) * 0.06 * 2.12 * 0.40 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 0.01 * 0.33 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.030 INPUT Description: 7 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3032 1002.92 3031 1005.72 3030 1011.3 3028 1019 3026 1029 3024 1039 3022 1053 3021.5 1065 3021.5 1071 3022 1090 3024 1105 3026 1111 3028 1116 3030 1122.42 3032 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1019 .066 1105 .086 Bank Sta: Left 1019 Right 1105 Lengths: Left Channel 45 55 Right 55 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3027.54 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.50 * Wt. n-Val. * 0.000 * 0.066 * 0.000 * * W.S. Elev (ft) * 3026.04 * Reach Len. (ft) * 45.00 * 55.00 * 55.00 * * Crit W.S. (ft) * 3026.04 * Flow Area (sq ft) * 0.00 * 254.55 * 0.00 * * E.G. Slope (ft/ft) *0.045349 * Area (sq ft) * 0.00 * 254.55 * 0.00 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 0.00 * 2503.00 * 0.00 * * Top Width (ft) * 86.28 * Top Width (ft) * 0.16 * 86.00 * 0.12 * * Vel Total (ft/s) * 9.83 * Avg. Vel. (ft/s) * 0.27 * 9.83 * 0.27 * * Max Chl Dpth (ft) * 4.54 * Hydr. Depth (ft) * 0.02 * 2.96 * 0.02 * * Conv. Total (cfs) * 11753.8 * Conv. (cfs) * 0.0 * 11753.8 * 0.0 * * Length Wtd. (ft) * 55.00 * Wetted Per. (ft) * 0.16 * 86.66 * 0.13 * * Min Ch El (ft) * 3021.50 * Shear (lb/sq ft) * * 8.32 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 81.77 * * * Frctn Loss (ft) * 2.44 * Cum Volume (acre-ft) * 0.06 * 1.84 * 0.40 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.01 * 0.25 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION 110 RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.019 INPUT Description: 6 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3026 1009 3024 1017 3022 1027 3020 1037 3018 1047 3016 1053 3015 1060 3015 1063 3016 1072 3018 1081 3020 1090 3022 1096 3024 1102 3026 1109 3028 1115 3030 1121 3032 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1017 .066 1090 .086 Bank Sta: Left 1017 Right 1090 Lengths: Left Channel 16 30 Right 40 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3023.14 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.76 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3021.38 * Reach Len. (ft) * 16.00 * 30.00 * 40.00 * * Crit W.S. (ft) * 3021.38 * Flow Area (sq ft) * * 234.96 * * * E.G. Slope (ft/ft) *0.043250 * Area (sq ft) * * 234.96 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 67.09 * Top Width (ft) * * 67.09 * * * Vel Total (ft/s) * 10.65 * Avg. Vel. (ft/s) * * 10.65 * * * Max Chl Dpth (ft) * 6.38 * Hydr. Depth (ft) * * 3.50 * * * Conv. Total (cfs) * 12035.7 * Conv. (cfs) * * 12035.7 * * * Length Wtd. (ft) * 29.99 * Wetted Per. (ft) * * 68.46 * * * Min Ch El (ft) * 3015.00 * Shear (lb/sq ft) * * 9.27 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 98.71 * * * Frctn Loss (ft) * 1.29 * Cum Volume (acre-ft) * 0.06 * 1.53 * 0.40 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 0.01 * 0.15 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.013 INPUT Description: 5 Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3022 1008 3020 1018 3018 1034 3016 1053 3016 1064 3014 1070 3014 1088 3016 1097 3018 1105 3020 1113 3022 1120.24 3023 1131 3025 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1018 .066 1097 .086 Bank Sta: Left 1018 Right 1097 Lengths: Left Channel 33 37 Right 38 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3020.50 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.54 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3018.96 * Reach Len. (ft) * 33.00 * 37.00 * 38.00 * * Crit W.S. (ft) * 3018.96 * Flow Area (sq ft) * 2.31 * 250.01 * 1.85 * * E.G. Slope (ft/ft) *0.042708 * Area (sq ft) * 2.31 * 250.01 * 1.85 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 5.01 * 2494.01 * 3.98 * * Top Width (ft) * 87.66 * Top Width (ft) * 4.81 * 79.00 * 3.85 * * Vel Total (ft/s) * 9.85 * Avg. Vel. (ft/s) * 2.16 * 9.98 * 2.15 * * Max Chl Dpth (ft) * 4.96 * Hydr. Depth (ft) * 0.48 * 3.16 * 0.48 * 111 * Conv. Total (cfs) * 12111.8 * Conv. (cfs) * 24.2 * 12068.3 * 19.2 * * Length Wtd. (ft) * 36.99 * Wetted Per. (ft) * 4.91 * 79.64 * 3.97 * * Min Ch El (ft) * 3014.00 * Shear (lb/sq ft) * 1.26 * 8.37 * 1.24 * * Alpha * 1.02 * Stream Power (lb/ft s) * 2.72 * 83.50 * 2.67 * * Frctn Loss (ft) * 1.51 * Cum Volume (acre-ft) * 0.06 * 1.36 * 0.40 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 0.01 * 0.10 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.007 INPUT Description: 4 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3019.8 1029 3018 1041 3016 1052 3014 1060 3012 1067 3010 1073 3008 1077 3008 1087 3010 1095 3012 1103 3014 1116 3016 1123 3018 1127 3019 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1052 .066 1103 .086 Bank Sta: Left 1052 Right 1103 Lengths: Left Channel 30 34 Right 38 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3017.05 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.02 * Wt. n-Val. * 0.086 * 0.066 * 0.086 * * W.S. Elev (ft) * 3015.03 * Reach Len. (ft) * 30.00 * 34.00 * 38.00 * * Crit W.S. (ft) * 3015.03 * Flow Area (sq ft) * 2.92 * 217.54 * 3.45 * * E.G. Slope (ft/ft) *0.038850 * Area (sq ft) * 2.92 * 217.54 * 3.45 * * Q Total (cfs) * 2503.00 * Flow (cfs) * 6.32 * 2489.19 * 7.49 * * Top Width (ft) * 63.36 * Top Width (ft) * 5.67 * 51.00 * 6.70 * * Vel Total (ft/s) * 11.18 * Avg. Vel. (ft/s) * 2.16 * 11.44 * 2.17 * * Max Chl Dpth (ft) * 7.03 * Hydr. Depth (ft) * 0.52 * 4.27 * 0.52 * * Conv. Total (cfs) * 12698.9 * Conv. (cfs) * 32.1 * 12628.8 * 38.0 * * Length Wtd. (ft) * 34.00 * Wetted Per. (ft) * 5.76 * 52.54 * 6.78 * * Min Ch El (ft) * 3008.00 * Shear (lb/sq ft) * 1.23 * 10.04 * 1.23 * * Alpha * 1.04 * Stream Power (lb/ft s) * 2.66 * 114.91 * 2.68 * * Frctn Loss (ft) * 1.38 * Cum Volume (acre-ft) * 0.06 * 1.16 * 0.40 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * 0.00 * 0.04 * 0.00 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Pontatoc Cnyn REACH: Pontatoc Cnyn RS: 0.000 INPUT Description: Section upstream of Junction FR-9 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 1000 3018 1034 3016 1050 3014 1060 3012 1066 3010 1073 3008 1081 3006 1085 3005 1089 3005 1093 3006 1116 3008 1121 3010 1125 3012 1129 3014 1133 3016 1137 3018 1141 3020 1141.9 3021 1145 3022 1148 3022 1151 3022 112 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .086 1060 .066 1125 .086 Bank Sta: Left 1060 Right 1125 Lengths: Left Channel 0 0 Right 0 Coeff Contr. .1 Expan. .3 CROSS SECTION OUTPUT Profile #100-yr *********************************************************************************************** * E.G. Elev (ft) * 3013.03 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.88 * Wt. n-Val. * * 0.066 * * * W.S. Elev (ft) * 3011.15 * Reach Len. (ft) * 168.00 * 168.00 * 168.00 * * Crit W.S. (ft) * 3011.15 * Flow Area (sq ft) * * 227.77 * * * E.G. Slope (ft/ft) *0.042455 * Area (sq ft) * * 227.77 * * * Q Total (cfs) * 2503.00 * Flow (cfs) * * 2503.00 * * * Top Width (ft) * 60.77 * Top Width (ft) * * 60.77 * * * Vel Total (ft/s) * 10.99 * Avg. Vel. (ft/s) * * 10.99 * * * Max Chl Dpth (ft) * 6.15 * Hydr. Depth (ft) * * 3.75 * * * Conv. Total (cfs) * 12147.8 * Conv. (cfs) * * 12147.8 * * * Length Wtd. (ft) * 168.00 * Wetted Per. (ft) * * 62.47 * * * Min Ch El (ft) * 3005.00 * Shear (lb/sq ft) * * 9.66 * * * Alpha * 1.00 * Stream Power (lb/ft s) * * 106.19 * * * Frctn Loss (ft) * 4.49 * Cum Volume (acre-ft) * 0.06 * 0.99 * 0.40 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * * * * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Coronado Split F *********************************************************************************************** * Reach * River Sta. * n1 * n2 * n3 * n4 * n5 * n6 * *********************************************************************************************** *Cor Split Reach * 0.854 * .083* .03* .061* .083* .03* .083* *Cor Split Reach * 0.851 *Lat Struct* * * * * * *Cor Split Reach * 0.847 * .083* .03* .083* .061* .03* .083* *Cor Split Reach * 0.839 *Lat Struct* * * * * * *Cor Split Reach * 0.830 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.822 *Lat Struct* * * * * * *Cor Split Reach * 0.813 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.804 *Lat Struct* * * * * * *Cor Split Reach * 0.794 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.784 *Lat Struct* * * * * * *Cor Split Reach * 0.774 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.762 *Lat Struct* * * * * * *Cor Split Reach * 0.749 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.738 *Lat Struct* * * * * * *Cor Split Reach * 0.727 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.718 *Lat Struct* * * * * * *Cor Split Reach * 0.708 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.700 *Lat Struct* * * * * * *Cor Split Reach * 0.691 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.684 *Lat Struct* * * * * * *Cor Split Reach * 0.677 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.670 *Lat Struct* * * * * * *Cor Split Reach * 0.662 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.652 *Lat Struct* * * * * * *Cor Split Reach * 0.642 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.625 *Lat Struct* * * * * * *Cor Split Reach * 0.608 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.595 *Lat Struct* * * * * * *Cor Split Reach * 0.581 * .083* .03* .083* .061* .083* * *Cor Split Reach * 0.571 *Lat Struct* * * * * * *Cor Split Reach * 0.561 * .03* .083* .061* .083* * * *Cor Split Reach * 0.544 *Lat Struct* * * * * * *Cor Split Reach * 0.527 * .083* .061* .083* * * * *Cor Split Reach * 0.482 * .083* .07* .083* * * * *Cor Split Reach * 0.448 * .083* .07* .083* * * * *Cor Split Reach * 0.423 * .083* .07* .083* * * * *Cor Split Reach * 0.399 * .083* .07* .083* * * * *Cor Split Reach * 0.382 * .083* .06* .083* * * * 113 *Cor Split Reach * 0.352 * .083* .06* .083* * * * *Cor Split Reach * 0.319 * .083* .065* .083* * * * *Cor Split Reach * 0.271 * .083* .07* .083* * * * *Cor Split Reach * 0.221 * .083* .03* .083* * * * *Cor Split Reach * 0.186 * .083* .061* .083* * * * *Cor Split Reach * 0.114 * .083* .061* .083* * * * *Cor Split Reach * 0.079 * .083* .061* .083* * * * *Cor Split Reach * 0 * .083* .061* .083* * * * *********************************************************************************************** River:Finger Rock Wash *********************************************************************************************** * Reach * River Sta. * n1 * n2 * n3 * n4 * n5 * n6 * *********************************************************************************************** *Main Reach 1 * 4.800 * .086* .066* .086* * * * *Main Reach 1 * 4.792 * .086* .066* .086* * * * *Main Reach 1 * 4.783 * .086* .066* .086* * * * *Main Reach 1 * 4.778 * .086* .066* .086* * * * *Main Reach 1 * 4.771 *Culvert * * * * * * *Main Reach 1 * 4.767 * .086* .066* .086* * * * *Main Reach 1 * 4.756 * .086* .066* .086* * * * *Main Reach 1 * 4.748 * .086* .066* .086* * * * *Main Reach 1 * 4.737 * .086* .066* .086* * * * *Main Reach 1 * 4.724 * .086* .066* .086* * * * *Main Reach 1 * 4.705 * .086* .066* .086* * * * *Main Reach 1 * 4.696 * .086* .066* .086* * * * *Main Reach 1 * 4.682 * .086* .066* .086* * * * *Main Reach 1 * 4.673 * .086* .066* .086* * * * *Main Reach 1 * 4.643 * .086* .066* .086* * * * *Main Reach 2 * 4.596 * .083* .061* .083* * * * *Main Reach 2 * 4.547 * .083* .061* .083* * * * *Main Reach 2 * 4.509 * .083* .061* .083* * * * *Main Reach 2 * 4.492 * .083* .05* .083* * * * *Main Reach 3 * 4.477 * .083* .03* .061* .083* .03* .083* *Main Reach 3 * 4.47 * .083* .03* .083* .061* .03* .083* *Main Reach 3 * 4.447 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.426 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.409 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.392 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.371 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.353 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.333 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.315 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.289 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.262 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.243 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.225 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.205 * .083* .03* .083* .061* .083* * *Main Reach 3 * 4.189 * .03* .083* .061* .083* * * *Main Reach 3 * 4.169 * .083* .061* .083* * * * *Main Reach 3 * 4.151 * .083* .061* .083* * * * *Main Reach 3 * 4.102 * .083* .061* .083* * * * *Main Reach 3 * 4.055 * .083* .061* .083* * * * *Main Reach 3 * 3.997 * .083* .061* .083* * * * *Main Reach 3 * 3.944 * .083* .061* .083* * * * *Main Reach 3 * 3.891 * .083* .061* .083* * * * *Main Reach 3 * 3.855 * .083* .061* .083* * * * *Main Reach 3 * 3.813 * .083* .061* .083* * * * *Main Reach 3 * 3.748 * .083* .061* .083* * * * *Main Reach 4 * 3.656 * .083* .061* .083* * * * *Main Reach 4 * 3.565 * .083* .061* .083* * * * *Main Reach 4 * 3.521 * .083* .061* .083* * * * *Main Reach 4 * 3.494 * .02* .02* .02* * * * *Main Reach 4 * 3.479 *Culvert * * * * * * *Main Reach 4 * 3.466 * .02* .02* .02* * * * *Main Reach 4 * 3.440 * .075* .05* .075* * * * *Main Reach 4 * 3.403 * .075* .05* .075* * * * *Main Reach 4 * 3.386 * .075* .05* .075* * * * *Main Reach 4 * 3.291 * .075* .05* .075* * * * *Main Reach 4 * 3.185 * .075* .05* .075* * * * *Main Reach 4 * 3.116 * .075* .05* .075* * * * *Main Reach 4 * 3.031 * .075* .05* .075* * * * *Main Reach 4 * 2.876 * .075* .05* .075* * * * *Main Reach 4 * 2.824 * .075* .05* .075* * * * *Main Reach 4 * 2.751 * .075* .05* .075* * * * *Main Reach 4 * 2.649 * .075* .05* .075* * * * *Main Reach 4 * 2.551 * .075* .05* .075* * * * *Main Reach 4 * 2.458 * .075* .05* .075* * * * *Main Reach 4 * 2.362 * .075* .05* .075* * * * *Main Reach 4 * 2.305 * .075* .05* .075* * * * *Main Reach 4 * 2.268 * .045* .045* .045* * * * *Main Reach 4 * 2.251 *Culvert * * * * * * 114 *Main Reach 4 * 2.233 * .045* .045* .045* * * * *Main Reach 4 * 2.164 * .066* .045* .066* * * * *Main Reach 4 * 2.125 * .066* .045* .066* * * * *Main Reach 4 * 2.047 * .066* .045* .066* * * * *Main Reach 4 * 2.019 * .025* .025* .025* * * * *Main Reach 4 * 2.008 *Culvert * * * * * * *Main Reach 4 * 1.997 * .025* .025* .025* * * * *Main Reach 4 * 1.939 * .066* .045* .066* * * * *Main Reach 4 * 1.884 * .066* .045* .066* * * * *Main Reach 4 * 1.774 * .066* .045* .066* * * * *Main Reach 4 * 1.679 * .066* .045* .066* * * * *Main Reach 4 * 1.585 * .066* .045* .066* * * * *Main Reach 4 * 1.485 * .066* .045* .066* * * * *Main Reach 4 * 1.371 * .066* .045* .066* * * * *Main Reach 4 * 1.275 * .066* .045* .066* * * * *Main Reach 4 * 1.176 * .066* .045* .066* * * * *Main Reach 4 * 1.092 * .066* .045* .066* * * * *Main Reach 4 * 0.994 * .066* .045* .066* * * * *Main Reach 4 * 0.898 * .066* .045* .066* * * * *Main Reach 4 * 0.808 * .066* .045* .066* * * * *Main Reach 4 * 0.710 * .066* .045* .066* * * * *Main Reach 4 * 0.616 * .066* .045* .066* * * * *Main Reach 4 * 0.523 * .066* .045* .066* * * * *Main Reach 4 * 0.421 * .066* .045* .066* * * * *Main Reach 4 * 0.322 * .066* .045* .066* * * * *Main Reach 4 * 0.219 * .066* .045* .066* * * * *Main Reach 4 * 0.111 * .066* .045* .066* * * * *Main Reach 4 * 0.000 * .066* .045* .066* * * * *********************************************************************************************** River:Pontatoc Cnyn ***************************************************************** * Reach * River Sta. * n1 * n2 * n3 * ***************************************************************** *Pontatoc Cnyn * 0.154 * .086* .066* .086* *Pontatoc Cnyn * 0.147 * .086* .066* .086* *Pontatoc Cnyn * 0.138 * .086* .066* .086* *Pontatoc Cnyn * 0.128 * .086* .066* .086* *Pontatoc Cnyn * 0.117 * .086* .066* .086* *Pontatoc Cnyn * 0.107 * .086* .066* .086* *Pontatoc Cnyn * 0.097 * .086* .066* .086* *Pontatoc Cnyn * 0.092 * .086* .066* .086* *Pontatoc Cnyn * 0.087 * .086* .066* .086* *Pontatoc Cnyn * 0.081 * .086* .066* .086* *Pontatoc Cnyn * 0.078 *Culvert * * * *Pontatoc Cnyn * 0.07 * .086* .066* .086* *Pontatoc Cnyn * 0.059 * .086* .066* .086* *Pontatoc Cnyn * 0.049 * .086* .066* .086* *Pontatoc Cnyn * 0.039 * .086* .066* .086* *Pontatoc Cnyn * 0.030 * .086* .066* .086* *Pontatoc Cnyn * 0.019 * .086* .066* .086* *Pontatoc Cnyn * 0.013 * .086* .066* .086* *Pontatoc Cnyn * 0.007 * .086* .066* .086* *Pontatoc Cnyn * 0.000 * .086* .066* .086* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Coronado Split F ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Cor Split Reach * 0.854 * 34* 34* 36* *Cor Split Reach * 0.851 *Lat Struct* * * *Cor Split Reach * 0.847 * 87* 90* 140* *Cor Split Reach * 0.839 *Lat Struct* * * *Cor Split Reach * 0.830 * 90* 90* 103* *Cor Split Reach * 0.822 *Lat Struct* * * *Cor Split Reach * 0.813 * 102* 100* 100* *Cor Split Reach * 0.804 *Lat Struct* * * *Cor Split Reach * 0.794 * 105* 105* 100* *Cor Split Reach * 0.784 *Lat Struct* * * *Cor Split Reach * 0.774 * 139* 136* 95* *Cor Split Reach * 0.762 *Lat Struct* * * *Cor Split Reach * 0.749 * 114* 114* 114* *Cor Split Reach * 0.738 *Lat Struct* * * *Cor Split Reach * 0.727 * 73* 100* 101* *Cor Split Reach * 0.718 *Lat Struct* * * *Cor Split Reach * 0.708 * 90* 90* 95* *Cor Split Reach * 0.700 *Lat Struct* * * 115 *Cor Split Reach * 0.691 * 63* 73* 140* *Cor Split Reach * 0.684 *Lat Struct* * * *Cor Split Reach * 0.677 * 78* 83* 155* *Cor Split Reach * 0.670 *Lat Struct* * * *Cor Split Reach * 0.662 * 95* 101* 101* *Cor Split Reach * 0.652 *Lat Struct* * * *Cor Split Reach * 0.642 * 185* 180* 82* *Cor Split Reach * 0.625 *Lat Struct* * * *Cor Split Reach * 0.608 * 147* 147* 105* *Cor Split Reach * 0.595 *Lat Struct* * * *Cor Split Reach * 0.581 * 103* 103* 70* *Cor Split Reach * 0.571 *Lat Struct* * * *Cor Split Reach * 0.561 * 178* 178* 150* *Cor Split Reach * 0.544 *Lat Struct* * * *Cor Split Reach * 0.527 * 240* 238* 165* *Cor Split Reach * 0.482 * 220* 181* 160* *Cor Split Reach * 0.448 * 160* 130* 120* *Cor Split Reach * 0.423 * 152* 129* 125* *Cor Split Reach * 0.399 * 119* 86* 82* *Cor Split Reach * 0.382 * 155* 161* 150* *Cor Split Reach * 0.352 * 157* 177* 184* *Cor Split Reach * 0.319 * 252* 253* 253* *Cor Split Reach * 0.271 * 155* 262* 299* *Cor Split Reach * 0.221 * 219* 185* 166* *Cor Split Reach * 0.186 * 383* 383* 200* *Cor Split Reach * 0.114 * 165* 184* 215* *Cor Split Reach * 0.079 * 415* 415* 250* *Cor Split Reach * 0 * 0* 0* 0* ***************************************************************** River: Finger Rock Wash ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Main Reach 1 * 4.800 * 50* 46* 39* *Main Reach 1 * 4.792 * 43* 47* 50* *Main Reach 1 * 4.783 * 23* 24* 24* *Main Reach 1 * 4.778 * 60* 60* 60* *Main Reach 1 * 4.771 *Culvert * * * *Main Reach 1 * 4.767 * 35* 60* 63* *Main Reach 1 * 4.756 * 35* 39* 40* *Main Reach 1 * 4.748 * 59* 62* 63* *Main Reach 1 * 4.737 * 69* 66* 64* *Main Reach 1 * 4.724 * 118* 102* 100* *Main Reach 1 * 4.705 * 45* 48* 50* *Main Reach 1 * 4.696 * 74* 72* 68* *Main Reach 1 * 4.682 * 47* 49* 53* *Main Reach 1 * 4.673 * 173* 155* 129* *Main Reach 1 * 4.643 * 0* 0* 0* *Main Reach 2 * 4.596 * 258* 256* 261* *Main Reach 2 * 4.547 * 202* 203* 209* *Main Reach 2 * 4.509 * 95* 90* 60* *Main Reach 2 * 4.492 * 0* 0* 0* *Main Reach 3 * 4.477 * 33* 35* 36* *Main Reach 3 * 4.47 * 90* 122* 140* *Main Reach 3 * 4.447 * 90* 112* 103* *Main Reach 3 * 4.426 * 102* 90* 100* *Main Reach 3 * 4.409 * 98* 90* 75* *Main Reach 3 * 4.392 * 125* 107* 95* *Main Reach 3 * 4.371 * 108* 98* 108* *Main Reach 3 * 4.353 * 85* 105* 101* *Main Reach 3 * 4.333 * 88* 96* 95* *Main Reach 3 * 4.315 * 93* 135* 140* *Main Reach 3 * 4.289 * 107* 143* 155* *Main Reach 3 * 4.262 * 100* 102* 100* *Main Reach 3 * 4.243 * 128* 97* 82* *Main Reach 3 * 4.225 * 121* 105* 105* *Main Reach 3 * 4.205 * 75* 83* 70* *Main Reach 3 * 4.189 * 125* 109* 95* *Main Reach 3 * 4.169 * 105* 92* 100* *Main Reach 3 * 4.151 * 255* 261* 246* *Main Reach 3 * 4.102 * 244* 248* 236* *Main Reach 3 * 4.055 * 304* 306* 306* *Main Reach 3 * 3.997 * 267* 279* 276* *Main Reach 3 * 3.944 * 302* 278* 263* *Main Reach 3 * 3.891 * 203* 191* 183* *Main Reach 3 * 3.855 * 203* 219* 224* *Main Reach 3 * 3.813 * 353* 343* 341* *Main Reach 3 * 3.748 * 0* 0* 0* *Main Reach 4 * 3.656 * 461* 482* 488* *Main Reach 4 * 3.565 * 218* 230* 238* *Main Reach 4 * 3.521 * 133* 144* 158* 116 *Main Reach 4 * 3.494 * 145* 145* 145* *Main Reach 4 * 3.479 *Culvert * * * *Main Reach 4 * 3.466 * 125* 138* 130* *Main Reach 4 * 3.440 * 205* 197* 174* *Main Reach 4 * 3.403 * 91* 89* 102* *Main Reach 4 * 3.386 * 480* 501* 476* *Main Reach 4 * 3.291 * 507* 563* 585* *Main Reach 4 * 3.185 * 398* 360* 315* *Main Reach 4 * 3.116 * 448* 450* 453* *Main Reach 4 * 3.031 * 791* 822* 791* *Main Reach 4 * 2.876 * 290* 273* 243* *Main Reach 4 * 2.824 * 410* 386* 366* *Main Reach 4 * 2.751 * 454* 536* 623* *Main Reach 4 * 2.649 * 566* 517* 474* *Main Reach 4 * 2.551 * 513* 494* 492* *Main Reach 4 * 2.458 * 518* 504* 500* *Main Reach 4 * 2.362 * 281* 305* 311* *Main Reach 4 * 2.305 * 11* 195* 196* *Main Reach 4 * 2.268 * 184* 184* 184* *Main Reach 4 * 2.251 *Culvert * * * *Main Reach 4 * 2.233 * 420* 364* 182* *Main Reach 4 * 2.164 * 207* 208* 209* *Main Reach 4 * 2.125 * 409* 412* 415* *Main Reach 4 * 2.047 * 139* 145* 146* *Main Reach 4 * 2.019 * 116* 116* 116* *Main Reach 4 * 2.008 *Culvert * * * *Main Reach 4 * 1.997 * 293* 308* 327* *Main Reach 4 * 1.939 * 269* 291* 287* *Main Reach 4 * 1.884 * 563* 578* 547* *Main Reach 4 * 1.774 * 492* 501* 513* *Main Reach 4 * 1.679 * 519* 500* 467* *Main Reach 4 * 1.585 * 524* 527* 479* *Main Reach 4 * 1.485 * 572* 599* 632* *Main Reach 4 * 1.371 * 530* 508* 480* *Main Reach 4 * 1.275 * 430* 526* 581* *Main Reach 4 * 1.176 * 460* 441* 395* *Main Reach 4 * 1.092 * 452* 519* 530* *Main Reach 4 * 0.994 * 496* 507* 511* *Main Reach 4 * 0.898 * 423* 476* 497* *Main Reach 4 * 0.808 * 481* 516* 560* *Main Reach 4 * 0.710 * 600* 497* 415* *Main Reach 4 * 0.616 * 490* 487* 525* *Main Reach 4 * 0.523 * 560* 540* 525* *Main Reach 4 * 0.421 * 520* 523* 530* *Main Reach 4 * 0.322 * 547* 545* 530* *Main Reach 4 * 0.219 * 578* 569* 461* *Main Reach 4 * 0.111 * 592* 587* 500* *Main Reach 4 * 0.000 * 0* 0* 0* ***************************************************************** River: Pontatoc Cnyn ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Pontatoc Cnyn * 0.154 * 39* 37* 33* *Pontatoc Cnyn * 0.147 * 45* 48* 50* *Pontatoc Cnyn * 0.138 * 46* 51* 53* *Pontatoc Cnyn * 0.128 * 67* 61* 43* *Pontatoc Cnyn * 0.117 * 51* 51* 51* *Pontatoc Cnyn * 0.107 * 48* 51* 52* *Pontatoc Cnyn * 0.097 * 31* 29* 28* *Pontatoc Cnyn * 0.092 * 25* 22* 20* *Pontatoc Cnyn * 0.087 * 35* 32* 27* *Pontatoc Cnyn * 0.081 * 59* 59* 59* *Pontatoc Cnyn * 0.078 *Culvert * * * *Pontatoc Cnyn * 0.07 * 50* 58* 60* *Pontatoc Cnyn * 0.059 * 51* 51* 51* *Pontatoc Cnyn * 0.049 * 54* 54* 54* *Pontatoc Cnyn * 0.039 * 48* 50* 52* *Pontatoc Cnyn * 0.030 * 45* 55* 55* *Pontatoc Cnyn * 0.019 * 16* 30* 40* *Pontatoc Cnyn * 0.013 * 33* 37* 38* *Pontatoc Cnyn * 0.007 * 30* 34* 38* *Pontatoc Cnyn * 0.000 * 0* 0* 0* ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Coronado Split F ******************************************************* 117 * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Cor Split Reach * 0.854 * .1* .3* *Cor Split Reach * 0.851 *Lat Struct* * *Cor Split Reach * 0.847 * .1* .3* *Cor Split Reach * 0.839 *Lat Struct* * *Cor Split Reach * 0.830 * .1* .3* *Cor Split Reach * 0.822 *Lat Struct* * *Cor Split Reach * 0.813 * .1* .3* *Cor Split Reach * 0.804 *Lat Struct* * *Cor Split Reach * 0.794 * .1* .3* *Cor Split Reach * 0.784 *Lat Struct* * *Cor Split Reach * 0.774 * .1* .3* *Cor Split Reach * 0.762 *Lat Struct* * *Cor Split Reach * 0.749 * .1* .3* *Cor Split Reach * 0.738 *Lat Struct* * *Cor Split Reach * 0.727 * .1* .3* *Cor Split Reach * 0.718 *Lat Struct* * *Cor Split Reach * 0.708 * .1* .3* *Cor Split Reach * 0.700 *Lat Struct* * *Cor Split Reach * 0.691 * .1* .3* *Cor Split Reach * 0.684 *Lat Struct* * *Cor Split Reach * 0.677 * .1* .3* *Cor Split Reach * 0.670 *Lat Struct* * *Cor Split Reach * 0.662 * .1* .3* *Cor Split Reach * 0.652 *Lat Struct* * *Cor Split Reach * 0.642 * .1* .3* *Cor Split Reach * 0.625 *Lat Struct* * *Cor Split Reach * 0.608 * .1* .3* *Cor Split Reach * 0.595 *Lat Struct* * *Cor Split Reach * 0.581 * .1* .3* *Cor Split Reach * 0.571 *Lat Struct* * *Cor Split Reach * 0.561 * .1* .3* *Cor Split Reach * 0.544 *Lat Struct* * *Cor Split Reach * 0.527 * .1* .3* *Cor Split Reach * 0.482 * .1* .3* *Cor Split Reach * 0.448 * .1* .3* *Cor Split Reach * 0.423 * .1* .3* *Cor Split Reach * 0.399 * .1* .3* *Cor Split Reach * 0.382 * .1* .3* *Cor Split Reach * 0.352 * .1* .3* *Cor Split Reach * 0.319 * .1* .3* *Cor Split Reach * 0.271 * .1* .3* *Cor Split Reach * 0.221 * .1* .3* *Cor Split Reach * 0.186 * .1* .3* *Cor Split Reach * 0.114 * .1* .3* *Cor Split Reach * 0.079 * .1* .3* *Cor Split Reach * 0 * .1* .3* ******************************************************* River: Finger Rock Wash ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Main Reach 1 * 4.800 * .1* .3* *Main Reach 1 * 4.792 * .1* .3* *Main Reach 1 * 4.783 * .3* .5* *Main Reach 1 * 4.778 * .3* .5* *Main Reach 1 * 4.771 *Culvert * * *Main Reach 1 * 4.767 * .3* .5* *Main Reach 1 * 4.756 * .1* .3* *Main Reach 1 * 4.748 * .1* .3* *Main Reach 1 * 4.737 * .1* .3* *Main Reach 1 * 4.724 * .1* .3* *Main Reach 1 * 4.705 * .1* .3* *Main Reach 1 * 4.696 * .1* .3* *Main Reach 1 * 4.682 * .1* .3* *Main Reach 1 * 4.673 * .1* .3* *Main Reach 1 * 4.643 * .1* .3* *Main Reach 2 * 4.596 * .1* .3* *Main Reach 2 * 4.547 * .1* .3* *Main Reach 2 * 4.509 * .1* .3* *Main Reach 2 * 4.492 * .1* .3* *Main Reach 3 * 4.477 * .1* .3* *Main Reach 3 * 4.47 * .1* .3* *Main Reach 3 * 4.447 * .1* .3* *Main Reach 3 * 4.426 * .1* .3* *Main Reach 3 * 4.409 * .1* .3* *Main Reach 3 * 4.392 * .1* .3* *Main Reach 3 * 4.371 * .1* .3* *Main Reach 3 * 4.353 * .1* .3* *Main Reach 3 * 4.333 * .1* .3* 118 *Main Reach 3 * 4.315 * .1* .3* *Main Reach 3 * 4.289 * .1* .3* *Main Reach 3 * 4.262 * .1* .3* *Main Reach 3 * 4.243 * .1* .3* *Main Reach 3 * 4.225 * .1* .3* *Main Reach 3 * 4.205 * .1* .3* *Main Reach 3 * 4.189 * .1* .3* *Main Reach 3 * 4.169 * .1* .3* *Main Reach 3 * 4.151 * .1* .3* *Main Reach 3 * 4.102 * .1* .3* *Main Reach 3 * 4.055 * .1* .3* *Main Reach 3 * 3.997 * .1* .3* *Main Reach 3 * 3.944 * .1* .3* *Main Reach 3 * 3.891 * .1* .3* *Main Reach 3 * 3.855 * .1* .3* *Main Reach 3 * 3.813 * .1* .3* *Main Reach 3 * 3.748 * .1* .3* *Main Reach 4 * 3.656 * .1* .3* *Main Reach 4 * 3.565 * .1* .3* *Main Reach 4 * 3.521 * .3* .5* *Main Reach 4 * 3.494 * .3* .5* *Main Reach 4 * 3.479 *Culvert * * *Main Reach 4 * 3.466 * .3* .5* *Main Reach 4 * 3.440 * .1* .3* *Main Reach 4 * 3.403 * .1* .3* *Main Reach 4 * 3.386 * .1* .3* *Main Reach 4 * 3.291 * .1* .3* *Main Reach 4 * 3.185 * .1* .3* *Main Reach 4 * 3.116 * .1* .3* *Main Reach 4 * 3.031 * .1* .3* *Main Reach 4 * 2.876 * .1* .3* *Main Reach 4 * 2.824 * .1* .3* *Main Reach 4 * 2.751 * .1* .3* *Main Reach 4 * 2.649 * .1* .3* *Main Reach 4 * 2.551 * .1* .3* *Main Reach 4 * 2.458 * .1* .3* *Main Reach 4 * 2.362 * .1* .3* *Main Reach 4 * 2.305 * .3* .5* *Main Reach 4 * 2.268 * .3* .5* *Main Reach 4 * 2.251 *Culvert * * *Main Reach 4 * 2.233 * .3* .5* *Main Reach 4 * 2.164 * .1* .3* *Main Reach 4 * 2.125 * .1* .3* *Main Reach 4 * 2.047 * .3* .5* *Main Reach 4 * 2.019 * .3* .5* *Main Reach 4 * 2.008 *Culvert * * *Main Reach 4 * 1.997 * .3* .5* *Main Reach 4 * 1.939 * .1* .3* *Main Reach 4 * 1.884 * .1* .3* *Main Reach 4 * 1.774 * .1* .3* *Main Reach 4 * 1.679 * .1* .3* *Main Reach 4 * 1.585 * .1* .3* *Main Reach 4 * 1.485 * .1* .3* *Main Reach 4 * 1.371 * .1* .3* *Main Reach 4 * 1.275 * .1* .3* *Main Reach 4 * 1.176 * .1* .3* *Main Reach 4 * 1.092 * .1* .3* *Main Reach 4 * 0.994 * .1* .3* *Main Reach 4 * 0.898 * .1* .3* *Main Reach 4 * 0.808 * .1* .3* *Main Reach 4 * 0.710 * .1* .3* *Main Reach 4 * 0.616 * .1* .3* *Main Reach 4 * 0.523 * .1* .3* *Main Reach 4 * 0.421 * .1* .3* *Main Reach 4 * 0.322 * .1* .3* *Main Reach 4 * 0.219 * .1* .3* *Main Reach 4 * 0.111 * .1* .3* *Main Reach 4 * 0.000 * .1* .3* ******************************************************* River: Pontatoc Cnyn ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Pontatoc Cnyn * 0.154 * .1* .3* *Pontatoc Cnyn * 0.147 * .1* .3* *Pontatoc Cnyn * 0.138 * .1* .3* *Pontatoc Cnyn * 0.128 * .1* .3* *Pontatoc Cnyn * 0.117 * .1* .3* *Pontatoc Cnyn * 0.107 * .1* .3* *Pontatoc Cnyn * 0.097 * .1* .3* *Pontatoc Cnyn * 0.092 * .1* .3* 119 *Pontatoc Cnyn * 0.087 * .3* .5* *Pontatoc Cnyn * 0.081 * .3* .5* *Pontatoc Cnyn * 0.078 *Culvert * * *Pontatoc Cnyn * 0.07 * .3* .5* *Pontatoc Cnyn * 0.059 * .1* .3* *Pontatoc Cnyn * 0.049 * .1* .3* *Pontatoc Cnyn * 0.039 * .1* .3* *Pontatoc Cnyn * 0.030 * .1* .3* *Pontatoc Cnyn * 0.019 * .1* .3* *Pontatoc Cnyn * 0.013 * .1* .3* *Pontatoc Cnyn * 0.007 * .1* .3* *Pontatoc Cnyn * 0.000 * .1* .3* ******************************************************* ******************************************************************************** ERRORS WARNINGS AND NOTES Errors Warnings and Notes for Plan : FRW_NAVD88 River: Coronado Split F Reach: Cor Split Reach RS: 0.854 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.851 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.847 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.839 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.830 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.822 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.813 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.804 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.794 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.784 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 120 River: Coronado Split F Reach: Cor Split Reach RS: 0.774 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:The composite Mannings n value for the channel was larger than the largest entered n value or smaller than the smallest entered n value. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.762 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.749 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.738 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.727 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.718 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.708 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.700 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.691 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.684 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.677 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.670 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.662 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The cross-section end points had to be extended vertically for the computed water surface. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.652 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.642 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The cross-section end points had to be extended vertically for the computed water surface. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate 121 the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.625 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.608 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.595 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.581 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.571 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.561 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.544 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.527 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.482 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.448 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.423 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.399 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.382 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated 122 water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.352 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.319 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.271 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Note: Manning's n values were composited to a single value in the main channel. River: Coronado Split F Reach: Cor Split Reach RS: 0.221 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.186 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0.114 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Coronado Split F Reach: Cor Split Reach RS: 0.079 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Coronado Split F Reach: Cor Split Reach RS: 0 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.800 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.792 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.783 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 123 River: Finger Rock Wash Reach: Main Reach 1 RS: 4.771 Profile: 100-yr Culv: PlCoronadoMC Warning:Since the culvert has supercritical flow, the program should be run in mixed flow in order to check if the cross section downstream of the culvert has supercritical flow. Note: The flow in the culvert is entirely supercritical. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.767 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.756 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.748 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.737 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.724 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.705 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.696 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.682 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.673 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 1 RS: 4.643 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 124 River: Finger Rock Wash Reach: Main Reach 2 RS: 4.596 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 2 RS: 4.547 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 2 RS: 4.509 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 2 RS: 4.492 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:A flow split was encountered. The program first calculated the momentum of both channels below the junction. An energy balance was performed across the junction from the stream with the highest momentum downstream to the section upstream. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.477 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.47 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.447 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.426 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.409 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated 125 water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.392 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.371 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.353 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.333 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.315 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.289 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.262 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.243 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.225 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The 126 program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.205 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.189 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.169 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.151 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.102 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 4.055 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.997 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.944 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.891 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.855 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.813 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. 127 Warning:Divided flow computed for this cross-section. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 3 RS: 3.748 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.656 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.565 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.521 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.479 Profile: 100-yr Culv: Skyline Dr Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. Note: Culvert critical depth exceeds the height of the culvert. Note: During the supercritical calculations a hydraulic jump occurred inside of the culvert. Note: The culvert inlet is submerged and the culvert flows full over part or all of its length. Therefore, the culvert inlet equations are not valid and the supercritical result has been discarded. The outlet answer will be used. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.466 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.440 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.403 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.386 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.291 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.185 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.116 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 3.031 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.876 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. 128 Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.824 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.751 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.649 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.551 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.458 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.362 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.305 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.251 Profile: 100-yr Culv: Sunrise Dr Note: The flow in the culvert is entirely supercritical. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.233 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:Divided flow computed for this cross-section. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.164 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.125 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.047 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 2.008 Profile: 100-yr Culv: Pontatoc Cyn Note: During subcritical analysis, the culvert direct step method, the solution went to normal depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.997 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The 129 program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.939 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.884 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.774 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.679 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.585 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.485 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.371 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.275 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.176 Profile: 100-yr Warning:Divided flow computed for this cross-section. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 1.092 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.994 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.898 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.808 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.710 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 130 Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.616 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.523 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.421 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.322 Profile: 100-yr Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.219 Profile: 100-yr Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Finger Rock Wash Reach: Main Reach 4 RS: 0.111 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.154 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.147 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.138 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.128 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.117 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.097 Profile: 100-yr Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.092 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.087 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated 131 water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.078 Profile: 100-yr Culv: PlCoronadoPC Warning:Since the culvert has supercritical flow, the program should be run in mixed flow in order to check if the cross section downstream of the culvert has supercritical flow. Note: The flow in the culvert is entirely supercritical. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.07 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.059 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.049 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.039 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.030 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.019 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.013 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.007 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. River: Pontatoc Cnyn Reach: Pontatoc Cnyn RS: 0.000 Profile: 100-yr Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 132