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HomeMy WebLinkAboutCT 90-03; Shelley Property Rancho Santa Fe Road; Drainage Study; 2000-10-01DRAINAGE STUDY FOR RANCHO SANTA FE ROAD (From Olivenhain Rd. to Calle Acervo) CT 90-03 March 2000 (Revised October 2000 for Third Submittal) Prepared For: DANIEL T. SHELLEY P.O. Box 230985 Encinitas, CA 92023-0985 Prepared By: PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, CA 92101 Document No. 1602.50 RCE 50998 Registration Expires 09/01 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 2.0 EXISTING DRAINAGE CONDITIONS 3 3.0 CONSTRUCTION PHASING IMPACTS: SHELLEY PROPERTIES 5 4.0 RSFR HYDROLOGY CRITERIA 6 4.1 Determination of Runoff Coefficient 6 4.2 Determination of Intensity 6 4.3 Determination of Areas 6 5.0 RSFR HYDROLOGIC AND HYDRAULIC METHODOLOGIES 7 5.1 Modified Rational Method 7 5.2 PDC Modified Rational Method Spreadsheet 8 5.3 Explanation of the WSPG Computer Model 8 6.0 RSFR HYDROLOGIC AND HYDRAULIC ANALYSIS RESULTS 10 6.1 Inlet Analysis '. 10 6.2 WSPG Hydraulic Analysis Results 10 7.0 ENCINITAS CREEK HEC-2 HYDRAULIC ANALYSIS 12 7.1 Hydrology Criteria and Methodology 12 7.2 HEC-2 Hydraulic Criteria 13 7.3 HEC-2 Hydraulic Methodology 14 7.3.1 Overview of the HEC-2 Computer Model 15 7.4 Results of the HEC-2 Analyses 16 7.4.1 RSFR Culverts 16 7.4.2 Culvert Protection 17 7.4.3 Detention Basin B 18 7.4.3.1 Hydrology Methodology Box 1 8.0 CONCLUSION 19 9.0 REFERENCES 20 REP/160250PDS.DOC APPENDIX Page Appendix 1: 1 OO-Year/6-Hour IDF Curve 100-Year 24- and 6-Hour Isopluvial Maps Appendix 2: Rational Method Hydrologic Analysis for 1 OO-Year/6-Hour Storm Appendix 3: Inlet Analyses and City of San Diego Inlet Design Chart Appendix 4: WSPG Hydraulic Analysis: Interim/Ultimate Basin D Conditions Appendix 5: HEC-1 Analyses: Interim/Ultimate Basin D Conditions Appendix 6: HEC-2 Analyses: Interim/Ultimate Basin D Conditions Appendix 7: Culvert Protection Appendix 8: Culvert Master Box 1 Headwater Calculation ATTACHMENTS Exhibit A Drainage Map - Existing Conditions Exhibit B Drainage Map - Developed Conditions Exhibit C Detention Basin B (in Appendix 5) Exhibit D WSPG Schematic (in Appendix 4) Exhibit E HEC-2 100-Scale Cross-Section Map Exhibit F HEC-2 100-Scale Orthotopographic Cross-section Map Exhibit G 100 - Scale Orthotopographic Map for Basin B (1) Exhibit H 100 - Scale Orthotopographic Map for Basin B (2) TABLES 1. Proposed Curb Inlets 2. WSPG Storm Drain Initial WSELS 3. HEC-2 100-Year Storm Flows and Cross-Section Location 4. Culvert Protection and Hydraulic Summary 5. Detention Basin B Analysis Results Page 10 11 13 18 19 REP/160250PDS.DOC 11 1.0 INTRODUCTION This report presents the results of the drainage study for the Rancho Santa Fe Road (RSFR) improvement project. The project is located in the City of Carlsbad, just east of El Camino Real (See Vicinity Map, Figure 1). Specifically, the project includes the widening of Rancho Santa Fe Road between Olivenhain Road and Calle Acervo and the construction of associated drainage improvements. All widening occurs on the east side of RSFR. Most of the roadway width will be re-paved and new curb, gutter and sidewalk will be constructed. The drainage improvements for RSFR include the storm drain inlets and pipeline, and the reinforced concrete (RBC) box culverts that will replace the two existing culverts. The two new- culverts provide additional capacity, thereby mitigating the potential for the overtopping of the new roadway. City of Carlsbad and County of San Diego drainage criteria was used in the evaluation and design of the drainage improvements for this project. From an analytical perspective, the Modified Rational Method was used in design of the roadway storm drain system, while the Army Corp of Engineers (ACOE) riverine hydraulic model was used in the design of the culverts. Note that the HEC-2 analysis of Encinitas Creek, presented in this report, also includes the proposed grading associated with the Shelley Property (SP) development, Units 3 and 4. This approach was adopted since the culverts, due to backwater conditions, could affect pad heights and the design of creek slope protection through the SP. Note that the intent of this drainage report is only for the review and approval, by the City of Carlsbad, of the RSFR and drainage improvements. Separate project submittals will be made concerning the development of the Shelley property. REP/160250PDS.DOC Figure 1. Vicinity Map REP/160250PDS.DOC 2 2.0 EXISTING DRAINAGE CONDITIONS Project Design Consultant's (PDC) field investigation of the project area shows that -RSFR traverses Encinitas Creek (eastern tributary) in a north-south direction. In addition, there are offsite or peripheral drainage areas adjacent to RSFR that contribute storm flows to the roadway. The storm flows are collected by a series of inlets prior to discharging into the creek. Included below is a summary of the existing drainage facilities at RSFR followed by a brief description of area drainage patterns. The existing drainage facilities are identified on Exhibit 'A' included in this report. • A dual existing 4-foot by 9-foot RGB culvert is located approximately 700 feet south of the intersection of Olivenhain Road and RSFR. This culvert collects storm flows from the detention basin (Basin B) that is located at the intersection of Olivenhain Road and RSFR (see Exhibit 'C' in Appendix 5 for Basin B location). • A dual existing 5-foot by 10-foot RGB culvert is located approximately 450 feet south of the first culvert. This culvert collects storm flow from the Encinitas Creek watershed. • Six curb inlets at the intersection of RSFR and Calle Acervo collect storm water from the Vista Del Rio-Encinitas development, a portion of Calle Acervo, and part of RSFR. These inlets discharge into the SP, Unit 3, via dual 36-inch reinforced concrete pipes (RCP). The inlets are identified on Exhibit 'A'. • A majority of the roadway flow currently drains to Encinitas Creek from the roadway shoulder, curb cuts or breaks in the asphalt berm, or is simply directed away from the roadway by an earthen swale. The storm drain facilities, associated with the proposed street widening of RSFR (east half), will convey and collect all of the storm flow within the improved portion of the roadway. As a result, storm flow that previously drained across the shoulder and into the creek will be conveyed to the proposed inlets (see Exhibit 'B') and storm drain system prior to discharging into the creek. REP/I60250PDS.DOC • The widening of RSFR occurs on the east side only. As a result, the current drainage patterns on the west side will remain the same. Specifically, the hillside located across from Shelley Property, Unit 3. either drains to the existing inlet or is conveyed away from the roadway by an earthen swale. This swale is located west of the existing asphalt berm and runs north from the inlet to Encinitas Creek. Exhibit 'A' shows the drainage Basin Breas that contribute storm flow to the roadway. • An underground 24-inch RCP located approximately 875 feet northwest of the intersection of RSFR and Calle Acervo, conveys storm flow from the Vista Del Rio- Encinitas development. This storm drain also collects storm flow from an existing inlet within RSFR prior to discharging onto the undeveloped Shelley Property, Unit 3. • An existing earthen swale collects a small portion of the storm flow from the tack and feed store located at the intersection of Olivenhain Road and RSFR. The swale runs along the west side of RSFR prior to discharging to Encinitas Creek. Also, the majority of the storm flow at the SP sheet flows to Encinitas Creek. It appears that none of this flow is conveyed to RSFR. It is anticipated that the drainage patterns in this area will remain the same with the proposed roadway improvements. • The Olivenhain Water District Property and a portion of Olivenhain Road (south side), just west of Camino Alvaro, drains to Olivenhain Road. The topography in this area suggests that lower storm events are conveyed to RSFR, while larger storm events may cross over to the tack and feed store on the south side of the road. From a design perspective, the proposed inlets along RSFR have been designed to carry the full flow from the Olivenhain Water District Property regardless of any flow split that may occur. REP/I60250PDS.DOC 3.0 CONSTRUCTION PHASING IMPACTS: SHELLEY PROPERTIES The phasing of the SP development, Units 3 and 4, has an impact on the design of the storm drain improvements. In order to design the ultimate condition drainage improvements for RSFR, several assumptions were made with regard to the phasing or timing of the construction of Units 3 and 4. The assumptions are as follows: • The widening of RSFR adjacent to Unit 3 and drainage improvements will be completed. This includes the 60-inch reinforced concrete pipe (RCP), the inlets, and drainpipes connected to it. The analysis of the 60-inch RCP drainage system is included in the Drainage Report for SP Units 2, 3, and 4. If these facilities are not constructed as part of this widening project, inlets Al through A4 will not have the capacity to collect the additional storm flow. • If the widening of RSFR adjacent to Unit 4 occurs before the grading of Unit 4, additional grading along the east side of RSFR may be required to separate and direct storm flow to the proposed culverts. • The design of RGB culverts 1 (C-l) and 2 (C-2) are based on a HEC-2 analysis of Encinitas Creek and Tributary Creek (T-l) that discharges into existing Basin B located just easterly of Rancho Santa Fe Road. The storm water collected by curb inlets Al, A2, A3, A3A, A4, and A5 will be conveyed via underground drainpipes connected directly to C-l. See Exhibit 'B' for proposed facility locations. REP/160250PDS.DOC 4.0 RSFR HYDROLOGY CRITERIA The hydrologic analysis for the roadway is based on the 100-year storm event. The project area was divided into Subbasins A1-A5. The method of hydrologic analysis used to determine the runoff for the inlets and pipe system was the Modified Rational Method equation, in which: Q =Runoff (CFS), C = Runoff coefficient, 7 = Rainfall intensity (in/hr), and A = Area (acres). 4.1 Determination of Runoff Coefficient The runoff coefficient (C) was developed based on project land use for Subbasins A1-A5. The "C" values were obtained from the County of San Diego "Drainage Design Manual". A "C" value of 0.95 was used for the streets, and 0.80 for the Olivenhain property. 4.2 Determination of Intensity The rainfall intensities (/) were acquired from the "Intensity-Duration-Frequency Curves" in the County of San Diego "Drainage Design Manual" (see Appendix 1). The values are based on the time of concentration, which is defined as the time required for flow to drain from the most remote part of the watershed to the outlet point or design point under consideration. Specific to the project, the values of Tc for each sub-Basin Bre listed in the Modified Rational Method calculations shown in Appendix 2. 4.3 Determination of Areas The drainage areas that contribute storm flow to the proposed inlets are shown on Exhibit 'B'. The goal in the design of the proposed drainage improvements was to maintain the existing drainage patterns as described in Section 3. REP/160250PDS.DOC 5.0 HYDROLOGIC AND HYDRAULIC METHODOLOGIES PDC's Modified Rational Method spreadsheet was used to determine the 100-year storm flow for the design of the RSFR inlets and drainpipe system. Section 5.1 and 5.2 address Rational Method methodology and the PDC Rational Method spreadsheet, respectively. Section 5.3 provides verbiage on the Water Surface Pressure Gradient (WSPG) computer model used to finalize the hydraulic evaluation of the drainpipe system. 5.1 Modified Rational Method The Modified Rational Method was used to calculate the design flow and to route the peak flow- through the drainage system. The storm drainpipes were initially designed based on Manning's equation, where: Where n = Roughness coefficient. A = Cross-sectional area of flow, r = Hydraulic radius, and s = Slope of culvert. A feature of the Modified Rational Method is the confluence analysis. This procedure accounts for the differing times of concentration for the flows upstream of the junction point. The smaller Q is reduced by either the ratio of the intensities or the ratio of the times of concentration, according to the following procedure: • Let QA, TA, and /^ correspond to the tributary with the longest time of concentration. • Let Qg, Tg, and Ig correspond to the tributary with the shortest time of concentration. • Let Qp and Tp correspond to the peak discharge and the time of concentration when peak flow occurs. REP/I60250PDS.DOC If TA has the larger Q, the peak discharge is corrected by the ratio of the intensities: m Tp = TA. <* If TB has the larger Q, the peak discharge is corrected by the ratio of the times of concentration: Qp = QB + QA (TB/TA) and Tp = TB.m lfTA = TB: * OP = 04 +OR and 7> = TA = Tn. 5.2 PDC Modified Rational Method Spreadsheet As mentioned. PDC's Modified Rational Method spreadsheet was used to calculate the 100-year storm flow. The spreadsheet incorporates County of San Diego formulas to calculate the time- of-concentration for both natural and urban overland hydrologic conditions, rainfall intensities, and confluence procedures when flow routing is required (see Section 5.5). The spreadsheet has been formulated to route flow through pipes, ditches, and box and trapezoidal channels using a node-to-node routing sequence. The storm drain pipeline capacity between nodes is determined using Manning's equation. In general, the following information is shown in the spreadsheet: • Calculated flow at key locations and nodes • Time of concentration • Basin or subBasin Brea • Runoff coefficient • Conveyance system velocity • Conveyance system geometry 5.3 Explanation of the WSPG Computer Model The WSPG hydraulic model was used to finalize the storm drainpipe system. The WSPG computational procedure is based on solving Bernoulli's equation for the total energy at each section, and Manning's formula for the friction loss between the sections in each computational reach. Confluences are analyzed using pressure and momentum theory. In addition, the program REP/I60250PDS.DOC O uses basic mathematical and hydraulic principals to calculate data such as cross-sectional area, velocity, wetted perimeter, normal depth, critical depth, and pressure and momentum. Model input basically includes storm drain facility geometry and stationing, confluence angles, and downstream/upstream boundary conditions, i.e., initial WSELs. REP/I60250PDS.DOC 6.0 RSFR HYDROLOGIC AND HYDRAULIC ANALYSIS RESULTS The results of the Modified Rational Method and WSPG analyses are presented in Appendices 2 and 3, respectively. However, Sections 6.1 and 6.2 below address curb inlet locations and the WSEL used to initialize the WSPG hydraulic analyses. 6.1 Inlet Analysis Table 1 below shows the results of the hydrologic analysis (design discharge) used in the design of the inlets. Also included are the inlet location and size. TABLE 1 PROPOSED CURB INLETS and CATCH BASIN ID Al A2 A3 A4 A3A LOCATION Street RSFR RSFR RSFR RSFR RSFR Station 1 7+46.09 (W) 17+69.33(E) 15+19.55(E) 15+19.55(W) 11+69(E) Condition In Sag In Sag In Sag In Sag In sag Q (CFS) 6.3 8.7 4.9 17.5 1.3 Net Opening (FT) 5 6 4 12 Type I The inlet design methodology and design chart are located in Appendix 3, Inlet Analyses. 6.2 WSPG Hydraulic Analysis Results WSPG was used to finalize the storm drainpipe size required to convey the 100-year storm event. The hydraulic analysis for each storm drain system was initiated with the WSELs at C-l acquired from the "Interim Detention Basin D (IBD) and Ultimate Detention Basin D (UBD) Conditions" HEC-2 analyses. Table 2 below shows the WSELs at C-l used to initialize the WSPG analyses. Note that the WSELs were calculated at the approximate location of the pipe-to-culvert connection point. The hydraulic grade lines calculated under UBD conditions reflect the most conservative estimate of the drainpipe hydraulics. Note that the IBD and UBD conditions HEC-2 analyses are defined in Section 7.0. REP/160250PDS.DOC 10 TABLE 2 WSPG STORM DRAIN INITIAL WSELs SYSTEM ID LINE A 1 LINE A2 LINEB1 INTERIM BASIN D HEC-2 WSEL 108.67 108.79 108.87 ULTIMATE BASIN D HEC-2 WSEL 110.45 110.57 110.65 The results of the WSPG analysis for the IBD condition shows that the 100-year storm flow is contained within the drainpipe/inlet systems for each line. The freeboard elevation within the inlets ranges between 0.8-2.7 feet. However, under UBD conditions, there is approximately 0.94 feet of freeboard at the Line Al inlet. 0.44 feet at the Line A2 inlet, and no freeboard at the Line B2 and B3 inlets. The HGL at the Line B2 and B3 inlets is approximately 0.8 feet and 0.1 feet above the flow line of RSFR. These values are unrealistic given the difference in the peak-flow Tc of the much larger T-l tributary and the roadway drainpipe system. It is anticipated that the HGL of the aforementioned drainpipe lines are maintained within the drainpipe system. The WSPG computer printout in Appendix 4 shows the discharge, drainpipe size and slope, velocity, hydraulic grade line, and flow depth. Exhibit 'D' in the Appendix shows the drainpipe plan view and stationing used in the hydraulic analysis. REP/160250PDS.DOC 11 7.0 ENCINITAS CREEK HEC-2 HYDRAULIC ANALYSIS This section of the drainage report addresses the hydrology that was used in the HEC-2 analyses of C-l and C-2, and the HEC-2 analysis criteria, methodology and results. 7.1 Hydrology Criteria and Methodology The storm flows used in the HEC-2 analyses were acquired from the drainage report that was prepared by Dr. Howard H. Chang titled, " Drainage Study for Encinitas Creek'', prepared in September 1990 for Fieldstone/La Costa Associates. The HEC-1 hydrologic analysis of Encinitas Creek and the T-l watershed, in the aforementioned report, were developed for ultimate land use. and IBD and UBD conditions. This hydrology was also presented in the 1995 drainage report prepared by Project Design Consultants titled, "Storm Drain Report for the Olivenhein Road Widening and Realignment (City of Carlsbad Project No. 3466)". The latter report also includes the hydraulic analysis used in the design of the existing detention basin (Basin D) downstream of RSFR. This basin serves as the starting point for the HEC-2 analysis presented herein. Appendix 5 includes the Chang HEC-1 analyses and drainage map. IBD and UBD conditions reflect different detention Basin D storage requirements. The IBD condition reflects unconstrained storage, while the UBD conditions reflect potential development within Basin D. It is important to note that the HEC-1 analysis shows a confluence of the storm flow from Encinitas Creek and T-l to occur at the upstream face of the existing culverts. This was substantiated by a field review, which shows that the culverts are hydraulically connected due to proximity and the flat topography that exists between them. However, the grading due to the proposed development of the SP (adjacent to RSFR) will divide and direct the storm flows to C-l and C-2. As a result, the confluence of the Encinitas Creek and T-l was assumed to occur immediately downstream of RSFR (cross- section R1S10.5). See Exhibits '£' and 'F' for the HEC-2 cross-sections. REP/I60250PDSDOC 12 Two detention basins have been constructed within T-l as part of the Rancho Santa Fe development. Downstream Basin B is located east of RSFR (see Exhibit 'C'). Note that C-l collects storm flow from T-l prior to confluence with Encinitas Creek, while C-2 collects storm flow from the Encinitas Creek watershed east of RSFR. Table 3 below shows the HEC-1 storm flows that were used in the HEC-2 analyses. The flows have been underlined on the HEC-1 analysis summary table located in Appendix 5. TABLE 3 HEC-2 STORM FLOW AND CROSS-SECTION LOCATION RCBID C-l C-2 100-year Flow (CFS) 558 100-year Flow (CFS) 1185 1163 1051 Hec-2 Location R1S10.5, R2S11.5-R2S18.0 Hec-2 Location R1S1.0-R1S10.5 R1S10.5-R1S14.0 R1S14.0-R1S43.3 7.2 HEC-2 Hydraulic Criteria In general, two HEC-2 analyses were performed for the project. The first analysis addresses C-l and receives storm flow from the T-l watershed, while the second analysis for C-2 conveys storm flow from the Encinitas Creek watershed. Both analyses were performed with IBD and UBD conditions. In general, the design requirements for the HEC-2 analyses are as follows: • Provide freeboard for C-l and C-2 and prevent the overtopping of RSFR for the 100-year storm event. • Provide an initial hydraulic gradient (HGL) within C-l and C-2 that maintains the 100- year storm flow within the connecting pipe system. • Provide downstream protection for C-l and C-2 that minimizes downstream wetland impacts and satisfies ACOE permit requirements. REP/I60250PDS.DOC 13 • Design C-l so that the backwater does not hydraulically impact existing detention Basin B. • Design C-2 to meet the design criteria associated with the SP development. 7.3 HEC-2 Hydraulic Methodology As previously mentioned, HEC-2 analyses were performed for both IBD and UBD conditions for the Encinitas and T-l Creeks. This procedure was used to evaluate the impact of the detention Basin D outlet stage on the C-l and C-2 hydraulics. The initial WSELs for the Encinitas Creek HEC-2 analyses, under IBD and UBD conditions, are 108.15 feet and 110.00 feet, respectively. The results of the aforementioned runs were used to initialize the T-l HEC-2 analyses. In general, other HEC-2 model input data requirements include: • 100-year discharge. • Creek cross-section information. • Manning's roughness coefficients. • RCB geometry. Cross-sections R1S1.0-R1S15.0 model the existing creek from Basin D to RSFR. while cross- sections R1S15.0-R1S43.3 include the existing creek bottom and grading associated with the SP development. Basin D was included in the HEC-2 to model a potential increase in WSEL within Basin D. Detention channels of this nature typically convey flow, which result in an increase in WSEL due to hydraulic losses. The T-l HEC-2 analyses begin with calculated IBD and UBD WSELs of 108.99 feet and 110.00 feet, respectively. These values were obtained from cross-section R1S10.5 (Encinitas Creek HEC-2 analyses), which is located at the confluence of Encinitas Creek and T-l. The T-l HEC-2 cross-sections proceed through C-l and terminate just downstream of Basin B. This was done to evaluate the backwater affects from C-l to Basin B. The Encinitas Creek roughness coefficients ("n") downstream of RSFR (Basin D) were determined by field investigation. The wetland habitat consists of dense reeds and scattered riparian vegetation within the creek main channel, perennial grasses, and bare earth through portions of the creek over banks. The "n" values used range between 0.035 and 0.060. REP/160250PDS DOC 14 The "n" values used in the HEC-2 analyses, upstream of the RSFR culverts, were selected based on the potential for growth of wetland vegetation. It is assumed that vegetation upstream of C-l will consist of dense vegetation within the main channel and landscape vegetation on the graded slopes associated with the RSFR widening and SP development. An "n" of 0.10 was used within the creek bottom, while 0.035 was used on the slopes. Currently, the vegetative cover upstream of C-2 consists of grasses that have been used for the grazing of livestock. It is assumed that this practice will be discontinued with the development of the SP, which may result in the potential evolution of wetland habitat. As a result, an "n" value of 0.10 was selected for this reach of Encinitas Creek. The C-l and C-2 "n" values and geometries were also modeled in the HEC-2 analyses. An "n" value of 0.015 was used for both culverts. The dimensions of the culverts are discussed in Section 7.4. 7.3.1 Overview of the HEC-2 Computer Model The HEC-2 program is intended for calculating water surface profiles for steady gradual varied flow in natural or man-made channels. Both subcritical and supercritical flow profiles can be calculated. The effects of various obstructions such as bridges, culverts, weirs, and structures in the flood plain may be considered in the computations. The computational procedure is based on the solution of the on-dimensional energy equation with energy loss due to friction evaluated with Manning's equation. Input data requirement include, but are not limited to: • Flow rate. • Topographic cross-sections. • Manning's' roughness coefficients. • Expansion and contraction coefficients. • Conveyance structures. REP/160250PDS.DOC 15 7.4 Results of the HEC-2 Analyses The following sections address the results of the HEC-2 analyses at C-l and C-2. This includes culvert geometry, pertinent roadway elevations/freeboard at RSFR, culvert protection, and Basin B. 7.4.1 RSFR Culverts The following summary of the results of the HEC-2 analyses at the culverts provides the C-l and C-2 geometries, controlling roadway elevations and freeboard allowance, and culvert protection (see Appendix 6 for HEC-2 computer output): Culvert 1; Dimensions: • C-l consists of a dual 10-foot (span) by 5-foot (height) RGB culvert, a slope of .5 percent (%) and a length of approximately 222.4 feet. Roadway Elevations: The control elevations are located on the right of way line of RSFR. RW elevation = top of curb elevation + 2% x 8 feet. See Exhibit B for those locations, and dwg. 380-Ik, sheet 3 for the typical street sections. • Downstream: 112.20 feet at station 15+19.55 • Upstream: 112.22 feet at station 15+19.55 WSEL: • IBD Downstream: 108.59 feet • IBD Upstream: 110.46 feet • UBD Downstream: 110.37 feet • UBD Upstream: 111.02 feet Freeboard: • IBD Downstream: 3.61 feet • IBD Upstream: 1.76 feet • UBD Downstream: 1.83 feet • UBD Upstream: 1.20 feet REP/160250PDS.DOC 16 Culvert 2: Dimensions: • C-2 consists of a triple 5-foot by 10-foot RGB culvert, a slope of .6 % and a length of 95 feet. Roadway Elevations: The control elevations are located on the right of way line of RSFR. RW elevation = top of curb elevation + 2% x 8 feet. See Exhibit B for those locations, and dwg. 380-lk, sheet 3 for the typical street sections. • Downstream: 115.22 feet at station 21+50 • Upstream: 114.46 feet on curb return low point @ intersection of RSFR and proposed Avenida Aragon WSEL: • IBD Downstream: 110.79 feet • IBD Upstream: 112.93 feet • UBD Downstream: 110.79 feet • UBD Upstream: 112.93 feet Freeboard: • IBD Downstream: 4.43 feet • IBD Upstream: 1.53 feet • UBD Downstream: 4.43 feet • UBD Upstream: 1.53 feet 7.4.2 Culvert Protection The riprap protection at the culverts was designed based on normal depth calculations using the 100-year storm event. A normal depth calculation provides a conservative velocity estimate, since the velocity provided by the HEC-2 analysis is affected by Basin D tailwater conditions. This procedure was used to conservatively design for the smaller storm flow, which may yield a higher velocity at the culverts. Table 4 below shows the culvert protection and summary of the hydraulics: KEP/160250PDS.DOC 17 TABLE 4: CULVERT PROTECTION Culvert Number 1 2 1 00-year Q (CFS) 558 1051 Velocity (dn) (FPS) 11.58 12.35 Downstream Protection % Ton riprap % Ton riprap Upstream Protection Concrete apron Concrete apron See Appendix 7 for C-l and C-2 normal depth calculations and Table 200-1.7 of 1997 REGIONAL SUPPLEMENT AMENDMENTS to "GREENBOOK" "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION" (1997 Edition) which show permissible velocity/riprap classification design criteria. 7.4.3 Detention Basin B C-l was hydraulically designed to mitigate potential hydraulic impact to Basin B due to backwater from C-l. The basin was design by Rick Engineering and consists of a concrete spillway and 36-inch corrugated metal pipe (CMP). The improvement plan, associated with the basin, shows a weir elevation of approximately 116.00 feet and downstream CMP flow line elevation of 107.7 feet (see City Drawing Number 231-7A). CulvertMaster, proprietary hydraulic software by Haestad, was used to evaluate the hydraulics at C-l and Basin B. The intent of the C-l design (see Appendix 8) was to duplicate current hydraulic conditions at Box 1, i.e. the existing dual 5-foot by 9-foot RGB culvert, up to Basin B. This was accomplished by providing a headwater elevation at C-l that is at, or below, the headwater elevation created by Box 1, and by also minimizing grading upstream of C-l. Table 5 below shows the results of the analysis under both IBD and UBD conditions and Appendix 8 contains the CulverMaster Box 1 analyses. Review of Table 5 shows the headwater at C-l to be less than, or equal to the headwater at Box 1. This suggests a similar correlation between the backwater elevations (curve) to Basin B under existing and proposed culvert conditions. As a result, it is anticipated that C-l will have minimal, to no impact, on the function of the detention basin. REP/160250PDS.DOC 18 In addition, a qualitative analysis of Basin B was also preformed to lend a common sense approach to this issue. Review of the Chang HEC-1 (UBD) shows a stage of 119.10 feet at Basin B, which is approximately 1700 feet long, 200 feet wide, and has a slope of 0.5- to 1.0 percent. The geometry of the basin, relative to RSFR, shows that overtopping of RSFR Road would require a significant stage increase at the outlet works beyond what could be reasonably achieved due to a backwater from C-l to Basin B. Exhibit E and G show a depth of approximately 6 feet between RSFR and the flowline of T-l, and roadway elevations that range between 112.0 at C-l and 130.0 feet at the intersection of RSFR and Calle Barcelona. This suggests that there is sufficient storage to accommodate a minor increase in stage resulting from C-l without overtopping the roadway. TABLE 5: DETENTION BASIN B ANALYSIS RESULTS Basin D Condition IBD UBD 1 00-year Q (CFS) 640.0 523.0 Tailwater Elev. (FT) 108.59 110.37 Headwater Elev. @Box 1 (FT) 110.45 111.06 Headwater Elev. @C-1 (FT) 110.46 111.02 7.4.3.1 Hydrology Methology: Box 1 From an analytical perspective, the storm flow at Box 1 and the C-l improvements differ due to the grading associated with the SP development. Specifically, the combined storm flow from the T-l and Encinitas Creek watersheds is physically divided between C-l and C-2 by a manufactured slope, while the storm flow at Box 1 and 2 is attributed to each culvert based upon capacity and entrance conditions. The design discharge at C-l and C-2 is discussed in Section 7.1 of this report. However, an iterative process using CulvertMaster determined the flow split for both IBD and UBD hydraulic conditions at Box 1 and 2. In effect, the HGL was matched at each culvert to determine the flow split. The results of the analysis show that Box 1 and 2 under IBD conditions convey 640 cfs and 615 cfs, respectively. However, under UBD conditions, Box 1 and 2 convey approximately REP/160250PDS.DOC 19 523 and 548 cfs. respectively. The results of the analysis are based on a total storm flow of 1163 cfs at both culverts (per the Chang HEC-1 analysis) and are also tabulated in Table 5 above-. REP/160250PDS.DOC 20 8.0 CONCLUSION The designs of the drainage improvements for this project are based on the 100-year storm event. The hydrology for the design of the inlets and pipe was performed using the Modified Rational Method, while HEC-1 hydrology prepared by Dr. Chang was used in the HEC-2 analysis of the culverts. The HEC-2 analysis of Encinitas Creek includes the proposed grading associated with the SP development. This approach was adopted since the culverts, due to backwater constraints, could affect pad heights and the design of creek slope protection through the SP property. The intent of this drainage report is only for the review and approval, by the City, of the RSFR and drainage improvements. Separate project submittals will be made concerning the development of the Shelley property. REP/160250PDS.DOC 21 9.0 REFERENCES • Standards for Design and Construction of Public Works Improvements in the City of Carlsbad, dated April 1993. • County of San Diego, Department of Public Works Flood Control Design: Hydrology Manual, October 1973, revised April 1993. • City of San Diego: Drainage Design Manual, April 1984, revised March 1989. • Project Design Consultants: Drainage Report for Shelley Property Units 2, 3, and 4, Carlsbad, California, CT 90-3/PUD 90-4, October 1999. REP/I60250PDS.DOC 22 APPENDIX 1 County of San Diego 100-Year/6-Hour Storm IDF Curves and 100-Year 24- and 6-Hour Isopluvial Maps REP 14245PDS.DOC i. < *- * 4 I i ft I fc i it INTENSITY-DURA!- DESIGN CHART :~ ~:'",-'•, TriTrrrnrrirr trrm TTTTTrm i m; r i Equation: I 7.44 P^ D6 I ~1 i j i CTTTTT rt j 1 -.645 Intensity (In./Hr.) 6 Hr. Precipitation (In Duration (Min.) CTi Iinoc-i -i o "D 0) 2 Hours 5 6 Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed 1n the County Hydroloo) Manual (10, 50 and 100 yr. maps included in t(- Design and Procedure Manual). ?.) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 457, to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. A/ Application Form: {-O1J, J/7G/S' 0) Selected Frequency /g>O_ yr. D P6= 2^_1n., P24=^A_. *P6 ' 2) Adjusted *Pg= 2 • 3) t = min. 4) I « In/hr. 24 *Not Applicable to Desert Region APPENDIX XI IV-A-14 t i Si COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION FLOOD CONTROL 33' 100-YEAR 24-HOIR PRECIPITATION -20-vlSQPLUMLS OF 100-YEAR 24-liQUR PRECIPITATION IN TENTHS OF AN INCH U.S. DLCPARTMLN NATIONAL OC I A MC AND A I . u } I' I I i: K I C /MJMIMiTK A THIN iPLClAl. M ULMI •> UK AN CM. UM-lCL Of n' UKOLOCY. NA I IUNAL w t A T 11 t H S t f< V\ C £ 30' 1 T in i t - CC Y OF SAM DIEGO ::rA".T/<:i,T or SANITATION FLO CD CC'.'TP.OL 100-YEAR 8-i« PRECIPITATION -2(U ISOPI.UVIALS PnECiF(TATiQ;i \ . V. ^ OF 100-YEAR 6-HOUR U.S. DEPARTMEN RATIONAL OCt'AMC AND AT SPECIAL STUDIES BRANCH, OFFICE OF II T!!5 OF AN IMC!! 1ROLOCY. NATIONAL WEATHER SERVICE APPENDIX 2 Rational Method Hydrologic Analysis for 100-Year/6-Hour Storm REP/14245PDS-2.DOC 15-Jun-2000 DETAILED DRAINAGE CALCULATIONS RANCHO SANTA FE ROAD - DEVELOPED 1424.50 Frequency 100 yrs. DSND by: JQZ File Name: IOO-HYI.WQI P6= 2.6 CHKD by: JH From Node To Node SUBBASIN SUBBASIN SUBBASIN SUBBASIN SUBBASIN Type of Travel Al Urban Overland Gutter (Avg flow depth = A2 Urban Overland Gutter (Avg flow depth = A3 Urban Overland Gutter (Avg flow depth = A3A Urban Overland A4 Urban Overland Gutter (Avg flow depth = L (ft) 30 1200 0.38 30 1180 0.42 20 500 0.34 220 600 100 0.46 H (ft) 0.6 30 ft. 0.6 26 ft. 0.4 10 ft. 3.5 25 0.6 ft. Pipe Dia(in) Avg Flo Avg Flo Avg Flo Avg Flo Slope (ft/ft) 0.020 0.025 w Widt 0.020 0.022 w Widt 0.020 0.020 w Widt 0.016 0.042 0.006 w Widt Velocity (ft/s) 4.0 14.0 4.0 16 3.3 12 2.2 18 Tc (min) 1.6 5 ft.) 1.6 4.9 ft.) 1.3 2.5 ft.) 5.7 6.8 0.8 ft.) Revised Tc 1.6 6.6 1.6 6.5 1.3 3.8 5.7 6.8 7.6 Intensity (in/hr) 14.29 5.73 14.29 5.78 16.33 8.18 6.3 5.62 5.23 C 0.9 0.9 0.9 0.9 0.9 0.9 0.85 0.85 0.85 A (ac) 1.24 1.24 1.7 1.7 0.68 0.68 0.26 3.1 3.1 CA 1.1 1.1 1.5 1.5 0.6 0.6 0.2 2.6 2.6 Sum Ca 1.1 L L1 1.5 1.5 0.6 0.6 0.2 . 2.6 2.6 Total Q (cfs) 6.3 8.7 4.9 1.3 13.6 * t & * 15-Jun-2000 DETAILED DRAINAGE CALCULATIONS RANCHO SANTA FE ROAD - DEVELOPED 1424.50 Frequency 100 yrs. DSND by: JQZ File Name: IOO-HYI.WQI P6= 2.6 CHKD by: JH From Node To Node SUBBASIN SUBBASIN Flood Route Type of Travel A5 Urban Overland Gutter (Avg flow depth = Pipe Flow D/d Calculated = Trap Chnb = 1.0 Dn = A4 A5 A4 L (ft) 30 490 0.29 55 0.39 420 0.65 and H (ft) 0.6 10.4 ft. 0.6 2.1 ft. A5 Pipe Dia(in) Avg Flo 24 Slope (ft/ft) 0.020 0.021 w Widt 0.010 0.005 Velocity (ft/s) 3.1 9.5 3.5 3.65 Tc (min) 2.8 2.6 ft.) 0.3 1.92 Revised Tc 2.8 5.4 5.7 7.62 7.6 Intensity (in/hr) 9.96 6.52 6.3 5.22 5.23 C 0.74 0.74 A (ac) 0.8 0.8 CA 0.6 0.6 0 0 Sum Ca 0.6 0.6 0.6 0.6 Total Q (cfs) 3.9 3.9 3.9 17.5 15-Jun-2000 DETAILED DRAINAGE CALCULATIONS RANCHO SANTA FE ROAD - DEVELOPED 1424.50 Frequency 100 yrs. DSND by: JQZ File Name: IOO-HYI.WQI P6= 2.6 CHKD by: JH From Node To Node Node to Node Input PI Flow P2 Node to Node Input P3 Flow P2 Node to Node Flood Route Node to Node Input P4 Flow P2 Node to Node Flood Route P2 P5 Type of Travel PI P2 Pipe Flow D/d Calculated = P3_P2 Pipe Flow D/d Calculated = P2 P2 PI P2 P4 P2 Pipe Flow D/d Calculated = P2 P5 P2 P2 Pipe Flow D/d Calculated = L (ft) 325 0.22 20 0.48 and 50 Full and 195 0.63 H (ft) 4.5 0.2 P3 P2 0.3 P4 P2 1 Pipe Dia(in) 18 18 24 30 Slope (ft/ft) 0.0138 0.01 0.005 0.005 Velocity (ft/s) 4.5 5.8 5.6 6.4 Tc (min) Tc = 1.2 Tc = 0.1 Tc = 0.1 0.5 Revised Tc 5.7 6.9 3.8 3.9 3.9 7.6 7.7 7.7 8.2 Intensity (in/hr) 6.3 5.57 8.18 8.04 8.04 5.23 5.19 5.19 4.98 C A (ac) CA 0 0 0 , 0 Sum Ca 0 0 0 0 Total Q (cfs) 1.3 1.3 4.9 4.9 5.6 17.5 17.5 21.1 21.1 APPENDIX 3 Inlet Analyses and City of San Diego Inlet Design Chart REP/14245PDS-2.DOC Curb Inlet at Continuous Grade Use the results of surface runoff calculations (1 OO-year/6-hour storm) to determine the length of curb inlet. Formula: Q = 0.7L(A + F)3'2 From the City of San Diego Drainage Design Manual, Chart 1-103.6A (refer to Appendix A). Curb Inlet at Sag From the City of San Diego Drainage Design Manual, Nomogram Chart 1-103.6C (refer to Appendix A): Assume H = 0.73 foot (measured from bottom of the opening to 0.1 foot below top of curb) and h = 0.50 foot (height of the opening of curb inlet). Hlh = 0.73 foot/0.5 foot = 1.46. Therefore, Q/L= 1.5CFS/foot. Use the results of surface runoff calculations (1 OO-year/6-hour storm) to determine the length of curb inlet. See Table 3 for the inlet locations and length of openings. REP/14245PDS-2.DOC CHART I-I03.6C I.O-j- .9- .•- .7- .6- ^_ U) UJ U. Z 3- JC Oz ; zUJ .4—a.O u.O KI O UJ Z .3- .2- 12 1 1 h-o10 0u.>s. V) -9 u-0 z -8 ^j o "7 £ oi 2 ¥ z Z t*i- JC- 6 z O ~ u.5 o e> i_, z i~ 5 z &<* UJ ,, ZQ. / UJ 0 ^ -1 Xo> fe . X-»'v* * . ^- ^^ i- -4x v*?^ 0OX Oi / "•i ^ -X" OCX^«» i-i^x - X-^ K^3 5 gIL<o • -10 - 8 - 6 _ 3 - 4 - 3 _ 2 : XVr x^£ / 0. < z r^ ,<* z. *' UJ - J3 X^ tt- - X-.6x Jj-X O 11 -5 i-•^ -A o UJ rz ^1 O _ irtr-2 2' a: '. UJ — H- Z -'' K -.08 CL ^U.J - 06. 0 -.05 g -O4 oa. -S3 - 2 i ^ .1 , i u.if m .r f.r«P"7 c ' ^lirf«ct rf1 I ' 1 »*•*»« »«t»r j_I v T '1 i \ r ^ 1 » i - \ 1 — I^TJ>I: _J_ L»e«l ««,rt.t»* (•) • 1\\ 5 4 3 2 1.5 -i.O _ .9 - 8 _ 7 - .6 _ .5 _ .4 • • - .3 • - I - .2 • • - .15 ELEVATION SECTION REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. M/^iK AC\C" D A K A f* A O ANUIviOon AM — CAPA CITY ,CURB INLET AT SAG 15 I APPENDIX 4 WSPG Hydraulic Analysis Interim/Ultimate Basin D Conditions I REP/14245PDS-2.DOC 1 Interim Basin D Condition Al WSPG M 2 REP/14245PDS-2.DOC |f Al.wsw Tl RANCHO SANTA FE ROAD 0 § T2 DRAINAGE STUDY «l T3 LINE Al - CONNECT BOX 1 AT WEST SIDE *SO 100.000 107.060 1 108.670 m J R 108.500107.110 1 .013 .000 .0000 m WE 108.500 107.110 2 .200 - R 113.500 107.120 2 .014 .000 .000 0 SH 113.500 107.120 2 107.120MM ^ CD 1 4 1 .000 1.500 .000 .000 .000 .00 m CD 2 3 0 .000 3.000 4.000 .000 .000 .00 "" Q 6.300 .0 Page 1 i I t i t i t I I i i i § j i j i. j FILE: Al.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY LINE Al - CONNECT BOX 1 AT WEST SIDE PAGE 1 Date: 6-15-2000 Time: 3:17:44 I Invert I Station I Elev | -I- -I- L/Elem |Ch Slope | Depth I Water | Q | Vel Vel | Energy | Super I Critical I Flow Top|Height/1 Base WtI I No Wth (FT) I Elev | (CFS) I (EPS) Head 1 Grd.El.l Elev j Depth I Width |Dia.-FT|or I.D.I ZL IPrs/Pip SF Ave I HF |SE Dpth I Froude N|Norm Dp "N" I X-Falll ZR I Type Ch ********|*********p I I 100.000 107.060 'I '• 1.500 108.500 .0059 I 107.110 WALL ENTRANCE I I 108.500 107.110 -I- -I- 5.000 .0020 I I 113.500 107.120 I I 1.610 108.670 1.591 108.701 1.822 108.932 1.812 108.932 5.30 6.30 -I- 6.30 6.30 3.57 -I- -I 3.57 .86 .87 .20 108.87 .00 -I- -I- -! .0036 .03 1.61 I I I .20 108.90 .00 -I- -I- -I .01 108.94 .00 -I- -I- -I .0001 .00 1.82 .01 108.94 .00 .97 .00 1.500 -I- -I- -I- .00 1.00 .013 I ! I ;97 .00 1.500 _ I I _ _ I _ I ~~ I I .0.000 .00 1 -I- I- .00 .00 PIPE 1 I .000 .00 1 .0 -I- I- .43 4.00 3.000 -I - -I - .11 .57 .014 I I .43 4.00 3.000 4.000 .00 0 -I- I- .00 .00 BOX I I 4.000 .00 0 - I - I - 2 Interim Basin D Condition A2 WSPG REP714245PDS-2.DOC ^ A2.wsw 1 Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY T3 LINE A2 - CONNECT TO BOX 1 AT EAST SIDE SO 100.000 106.990 1 108.790 R 138.600 107.700 1 .013 .000 .000 0 WE 138.600 107.700 2 .200 R 142.600 107.710 2 .014 .000 .000 0 SH 142.600 107.710 2 107.710 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.500 4.000 .000 .000 .00 Q 8.700 .0 Page 1 t I t J ft i t J ftfeJ t J II II 1 I II I I 1 1 L J L J fc J ft I IL J FILE: A2.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY LINE A2 - CONNECT TO BOX 1 AT EAST SIDE PAGE 1 Date: 6-15-2000 Time: 3:18:51 Station L/Elem 100.000 - 26.010 126.010_ 8.345 134.355 - 3.234 137.589 - 1.011 138.600 - Invert | Depth | Water I Elev | (FT) | Elev | -1- -|- -1- Ch Slope I I********* 1 ******** 1 ********* ** 1 1 106.990 1.800 108.790 -1- -1- - - .0184 ! 1 1 107.468 1.500 108.968 -1- -1- - - .0184 1 1 107.622 1.361 108.983 -1- -1- -1- .0184 1 1 1 107.681 1.280 108.962 -1- -1- .0184 1 ! 1 107.700 1.247 108.947 — _ | — — | _ — _ Q Vel Vel I Energy | Super I Critical I Flow Top I Height/ 1 Base Wt | (CFS) (FPS) Head I Grd.El.l Elev j Depth I Width Dia.-FT|or I.D.| ZL _ _ — 1— — 1 - — 1 — — — — 1— — — -1— — 1- ~ SF Ave! HF | SE Dpth Froude NINorm Dp "N" | X-Fall ZR******* *******|*******|*********|******* ***** 1 1 rx* | TIT****** ***„„** j **»*»' 1 1 8.70 4.92 .38 109.17 .00 1.14 .00 1.500 .000 - - -1- -1- -1- - -_ 1 - _ _ _ | _ .0068 .18 1.80 .00 .85 .013 .00 1 III 1 1 1 8.70 4.92 .38 109.34 .00 1.14 .00 1.500 .000 -1- -1- -I- -1- -1--| _ _ _ _ | _ .0064 .05 1.50 .00 .85 .013 .00 1 1 1 1 1 8.70 5.16 .41 109.40 .00 1.14 .87 1.500 .000 -1- -1- -I- -1- -1--1- -1- -|- .0062 .02 1.36 .65 .85 .013 .00 1 III 1 I 1 8.70 5.42 .46 109.42 .00 1.14 1.06 1.500 .000 - - -1- -1- -I- - -_ I _ _ _ _ | _ .0066 .01 1.28 .78 .85 .013 .00 1 III 1 1 1 8.70 5.54 .48 109.42 .00 1.14 1.12 1.500 .000 — — _|— _|_ _|_ _ _I |_ | _ _ _ | _ .00 - .00 .00- .00 .00 - .00 .00 - .00 .00- |No Wth IPrs/Pip 1 IType Ch | 1 | - PIPE 1 1 1 — PIPE 1 1 1- PIPE I 1 | - PIPE 1 1 1- .0 .0 .0 .0 .0 WALL ENTRANCE 138.600_ 4.000 142.600 - 1 1 107.700 2.072 109.772 -i- -1- -1- .0025 1 1 107.710 2.062 109.772 -1- -1- - - 1 1 1 1 8.70 1.05 .02 109.79 .00 .53 4.00 3.500 4.000 -1- -1- -1- -1- -1--1- -1- -1- .0001 .00 2.07 .13 .66 .014 .00 1 III 1 1 1 8.70 1.05 .02 109.79 .00 .53 4.00 3.500 4.000 -1- -i- -1- -1--!- -1- -1- .00 - .00 .00 - j 0 1 - BOX 1 0 1- .0 .0 * *t * Interim Basin D Condition Bl WSPG REP/14245PDS-2.DOC Bl.wsw Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY - WSPG T3 LINE Bl - FROM NODE PI TO P5 SO 100.000 106.000 1 108.870 R 277.750 106.890 1 .013 .000 .000 0 _ WE 277.750 106.890 2 .200 " JX 281.750107.890 2 3 4.014 4.300 15.500107.890107.39090.0-90.0 .000 j WX 281.750 107.890 3 R 629.130112.000 3 .013 .000 .0000 - WE 629.130 112.000 5 .200 *" SH 629.130 112.000 5 112.000 m CD 1 4 1 .000 2.500 .000 .000 .000 .00 m CD 2 3 0 .000 5.500 4.000 .000 .000 .00 - CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 „. CD 5 3 0 .000 6.000 4.000 .000 .000 .00 - Q 1.300 .0 Page 1 i i i J ft J i i i i t i ii t i i i § i •Mi k J fc I fc J FILE: Bl.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 1 Date: 6-15-2000 Time: 2:46:52 1 Invert Depth | Water Station i Elev | (FT) | Elev L/Elem |Ch Slope | | 100 156 256 21 277 WALL 277 JUNCT 281 WALL 281 46 327 11 339 6 346 5 * ! ' 1 000 -1- 730 | 730 -1- 020 | 750 -1- ' • ,,...... | ».».,.»» ,, \ 106.000 2.870 108.870 _|_ .0050 1 1 1 106.785 2.500 109.285 - _ ~ 1 - - ! - .0050 1 1 1 106.890 2.443 109.333 - - - | - - - Q I Vel Vel | (CFS) I (FPS) Head | _ i _ — 1 — — 1 — ! SF Ave I | 21.10 4.30 .29 _l _ _ _ _ _ .0026 1 21.10 4.30 .29 -1- .0025 1 21.10 4.32 .29 -1- Energy 1 Super (Critical Flow ToplHeight/ Base Wt I Grd.El.l Elev I Depth Width |Dia.-FT or I.D.I — 1 — — 1— _ _ _l— __ _ 1 _ HF ISE DpthlFroude N I Norm Dp 1 "N" X-Falll 1 1 109.16 - 1 - .41 1 109.57 -1- .05 1 109.62 -1- •""" 1 -' 1 .00 - 1 - 2.87 1 .00 - 1 - 2.50 1 .00 -1 - 1.56 - - .00 1 1.56 - - .00 1 1.56 - - .00 1.58 .00 1.58 .75 I 1 2.500 -1- .013 1 1 2.500 -1 - - - .013 1 1 2.500 -1- -1- .000 - - .00 .000 - - .00 1 .000 - - ZL ZR .00 .00 .00 .00 .00 I No Wth 1 Prs/Pip 1 I Type Ch 1 - PIPE 1 - PIPE 1 - .0 .0 .0 ENTRANCE 1 750 -1- STR 1 750 -1- EXITi1 750 -1- 131 1 881 - 1 - 741 1 622 -1- 831 | 453 -1- 614 1 1 1 106.890 2.919 109.809 -1- .2500 1 1 1 107.890 2.038 109.928 _|_ 1 107.890 2.039 109.929 — — — 1 _ _ _ .0118 1 108.436 1.500 109.936 -|_ -|- _|_ .0118 1 1 1 108.575 1.361 109.936 -1- -1- -1- .0118 1 1 1 108.656 1.280 109.936 - _ _ | _ _ _ .0118 1 21.10 1.81 .05_| _ _ _ _ _ .0001 1 1.30 .16 .00 _|_ 1 1 1.30 .74 .01 -1- .0002 ! 1 1.30 .74 .01 -1 - - - - - .0001 1 1.30 .77 .01 1 1_ | _ | _ _ .0001 1 1.30 .81 .01 -1- -1- -1- .0002 1 109.86 1t .00 1 109.93 - 1 - 1 109.94 - | - .01 | 109.94 -1- .00 1 109.94 — 1 — .00 1 109.95 -1 - .00 1 .00 -1 - 2.92 1 .00 - 1 - .00 - 1 - 2.04 | .00 -1- 1.50 1 .00 _ 1 _ 1.36 1 .00 -1 - 1.28 1 .95 - - .19 1 .15 - - .43 - - .00 .43 -1- .00 .43 -1- .10 1 .43 -1- .12 4.00 4.00 .00 .34 .00 .34 .87 .34 1.06 .34 1 1 5.500 -1- - - .014 1 1 5.500 _ i _ _ _ 1 1.500 -1- .013 | 1.500 -1- -1- .013 1 1.500 -1- -1- .013 1 1 1.500_ | _ _ _ .013 1 4.000 - - .00 4 .000 - - 1 .000 - - .00 .000 - - .00 .000 - - .00 .000 -1- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 - BOX 0 1- 1 1 - PIPE 1 1 - PIPE 1 1 - PIPE 1 1 - PIPE .0 .0 .0 .0 .0 .0 I J I J t J i i 11 ti li 1J li i i ft J i j i i FILE: Bl.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 2 Date: 6-15-2000 Time: 2:46:52 1 Invert | Depth | Water | Q | Vel Vel 1 Station I Elev | (FT) | Elev | (CFS) 1 (FPS) Head I L/Elem | Ch Slope | | | | SF Ave I 1 352.068 - 1 - 4.901 1 356.969 -1- 4.402 1 361.371 - 1 - 4.021 | 365.391 -1- 3.707 1 369.099 — 1 _ 3.436 i1 372.534 -1- 3.214 1 375.748 - 1 - 3.001 1 378.749 -1- 2.829 | 381.578 -1- 2.655 1""""!"" 1 1 108.722 1.214 109.935 _ _ _| _ _|_ .0118 1 1 1 108.780 1.155 109.935 -1- -1- -|- .0118 1 1 1 108.832 1.103 109.935 -1- -1- -1- .0118 1 1 1 108.880 1.055 109.934 - _ _ | _ _ | _ .0118 1 1 1 108.923 1.010 109.934 -1- -1- -1- .0118 1 1 108.964 .969 109.933 -1- -1- -1- .0118 1 1 1 109.002 .930 109.932 -1- -1- -!- .0118 1 1 1 109.038 .893 109.931 - 1 - - 1 - - 1 - .0118 1 1 1 109.071 .859 109.930 -» _ — 1 — 11 1 .0118 .„*»„* 1 ,»*™™ ! „„„„„ ! „ \ \ 1.30 .85 .01 -1- -1- -1- .0002 1 1 1.30 .89 .01 -1- -1- -1- .0002 1 1 1.30 .93 .01 -1- -!- -1- .0002 | | 1.30 .98 .01 -1- -1- -1- .0002 1 I 1.30 1.03 .02 -1- -1- -1- .0003 1 1 1.30 1.08 .02 -1- -1- -1- .0003 1 1 1.30 1.13 .02 - 1 - - 1 - - 1 - .0003 1 1 1.30 1.18 .02 -1 - -1 - - 1 - .0004 ! 1 1.30 1.24 .02 - 1 - - 1 - - 1 - .0004 Energy ! Super I Critical 1 Flow Top I Height/ 1 Base Wt Grd.El.l Elev Depth 1 Width !Dia.-FT|or I.D. _|_ ~ j ~ ~~ -j- ~|~ — — HF |SE DpthlFroude N I Norm Dp I "N" 1 X-Fall I i 109.95 - 1 - .00 1 109.95 -!- .00 1 109.95 -1 - .00 1 109.95 -1- .00 1 109.95 |_ j _ .00 1 109.95 -1- .00 1 109.95 -1- .00 I 109.95 -1- .00 1 109.95 - 1 - .00 .00 - - 1.21 .00 - - 1.16 1 .00 -1- 1.10 1 .00 - - 1.05 1 .00 - - 1.01 .00 - - .97 .00 -1- .93 .00 — 1 — .89 1 .00 - - .86 .43 -1- .13 .43 - - .15 .43 - - .16 .43 - - .18 .43 - - . 19 1 .43 - - .21 .43 - - .22 .43 1~~ 1 .24 .43 -1- .26 1.18 .34 1.26 .34 1.32 .34 1.37 .34 1.41 .34 1.43 .34 1.46 .34 1.47 .34 1.48 .34 1 1 .500 -!- -1- .013 | 1.500_ _ _ | _ .013 | 1.500_ _ _ | _ .013 | 1.500 _ . _ | _ .013 | 1.500_ _ _ | _ .013 I 1.500 _ _ _ I _ .013 | 1.500_ _ _ | _ .013 | 1.500 -1- -1- .013 | 1.500 -1- -1- .013 .000 - - .00 1 .000 - - .00 1 .000 -1 - .00 1 .000 - - .00 1 .000 - - .00 .000- - .00 .000 -1 - .00 I .000 -1- .00 .000 _ 1 _ .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth 1 Prs/Pip -1 IType Ch 1 - PIPE 1 - PIPE 1 1 - PIPE 1 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i i i i i J i ii i i i i ti t i ii t i 1 J IL J I J FILE: Bl.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 3 Date: 6-15-2000 Time: 2:46:52 1 Invert I Depth I Water I Q | Vel Vel | Station I Elev | (FT) | Elev | (CFS) | (FPS) Head | L/Elem |Ch Slope I | SF Ave I 384 2 386 2 389 2 391 2 393 1 395 1 397 1 398 1 400 1 1 1 .233 - 1 - .497 1 .730 - 1 - .364 I .094 - 1 - .220 1 .314 - j - .091 | .405 -1- .978 1 .382 -1- .852 | .234 - 1 - .741 | .976 - 1 - .618 1 .594 -1- .517 1 " • " | 109.103 - | - .0118 | 109.132 -1- .0118 1 109.160 - 1 - .0118 | 109. 186 -1- .0118 | 109.211 - 1 - .0118 1 109.234 -1- .0118 | 109.256 - 1 - .0118 | 109.277 - 1 - .0118 1 109.296 -1- .0118 -'"•••• "'• "'<•* | ™^*** | ,,,,,,, | , \ \ .826 109.929 1.30 1.30 .03 _|_ -|- _|_ .0005 1 1 .795 109.927 1.30 1.37 .03 -1- -1- -1- -1- -|- .0005 I 1 1 .765 109.925 1.30 1.43 .03 -1- - - -1- -1- -1- .0006 1 i .737 109.924 1.30 1.50 .04 -|_ __ -|- _|_ _|_ .0007 1 1 .711 109.922 1.30 1.58 .04 -1- -1- -1- .0008 1 1 1 .685 109.919 1.30 1.65 .04 - - -1- -1- -!- -!- .0009 1 1 1 .660 109.917 1.30 1.73 .05 _| _ __ _ | _ _ | _ _ | _ .0010 | | .637 109.914 1.30 1.82 .05 — — — — _|_ — 1— — 1 — .0012 I 1 1 .614 109.911 1.30 1.91 .06 -1- - - -1- -1- -1- .0013 Energy 1 Super I Critical I Flow Top 1 Height/ 1 Base wt 1 Grd.El.l Elev I Depth I Width |Dia.-FT|or I.D.I HF SE DpthlFroude N 1 Norm Dp "N" X-Fall 109.95 - - .00 109.96 -1- .00 109.96 - - .00 109.96 - - .00 109.96 - - .00 109.96 -1- .00 109.96 - - .00 109.97 - - .00 109.97 -1- .00 1 1 .00-1- .83 1 .00 - 1 - .80 | .00 -1- .77 1 .00 - | - .74 1 .00 — 1 — .71 1 .00 ~ 1 ~ .68 1 .00 -1 - . 66 1 .00 -1 - . 64 | .00 - 1 - .61 .43 - - .28 .43 _ 1 _ .30 .43 - - .32 .43 -1 - .35 .43 - - .37 .43 - - .40 1 .43 - - .43 .43 - - .46 1 .43 -1- .49 1.49 .34 1.50 .34 1.50 .34 1.50 .34 1.50 .34 1.49 .34 1.49 .34 1.48 .34 1.48 .34 1.500_ _ _ _ .013 1.500 _ 1 _ — 1 — .013 1 1 1.500 -|_ .013 1.500 -1 - -1 - .013 1 1.500_ _ _ _ .013 1.500_ _ _ _ .013 1 1.500 -1- .013 1 .500 - _ _ _ .013 1 1 1.500 -1- -1- .013 .000 - - .00 .000 11 .00 .000- - .00 .000 -1- .00 .000 - - .00 .000 -1- .00 .000 - - .00 .000- - .00 .000- - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth Prs/Pip 1 Type Ch 1 1- PIPE 1 1- PIPE 1 1 1- PIPE 1 1 - PIPE 1 1 - PIPE 1 - PIPE 1 1 1- PIPE 1 - PIPE 1 1 1 — PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i j hi i ...... i r j t, J fc i I ...... 1 I J FILE: Bl.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 4 Date: 6-15-2000 Time: 2:46:52 1 Station I L/Elem I 402 1 403 1 404 1 405 406 ,,, , 1 1 .111 - | .403 | .514 -1 .281 1 .795 -1 .173 | .968 — 1 .434 | .402 - | HYDRAULIC 406 186 593 19 612 8 621 3 | .402 -1 .756 1 .158 -1 .667 1 .824 -1 .809 1 . 633 -1 .704 Invert | Depth 1 Water | Q | Vel Vel | Elev | (FT) | Elev | (CFS) | (FPS) Head | — __. _|_ __ _— __ — _ Ch Slope I SF Ave 109.314_ _ .0118 109.331 _|_ .0118 1 109.346 - - .0118 109.360 -1- .0118 109.365 - - JUMP 109.365_ _ .0118 111.574_ _ .0118 1 1H. 807 - - .0118 1 111.911 -1- .0118 ~xx>?> | ******** T******** *-,-,*T,T,* •,•,„•*•*•* T, \ .593 109.907 1.30 2.00 .06 — 1 —I ~ .0015 1 .572 109.903 1.30 2.10 .07 -1- -1- -1- -1- -1- .0017 1 1 1 .552 109.898 1.30 2.20 .08 -1- -- -- -- -!- .0020 | .533 109.893 1.30 2.31 .08 -1- - - -1- -1- -1- .0022 ! .515 109.880 1.30 2.42 .09 -1- -1- -1- I 1 1 .342 109.706 1.30 4.29 .29 _|- -|- _|_ .0118 1 1 .342 111.916 1.30 4.29 .29 -1- .0114 1 .347 112.154 1.30 4.19 .27 -1- .0104 1 1 1 .359 112.271 1.30 4.00 .25 -1- -- -- -1- -1- .0091 Energy i Super | Critical 1 Flow Top 1 Height/ 1 Base Wt | Grd.El.l Elev | Depth 1 Width |Dia.-FT|or I.D.I -1- -1- -1- -- -1- -1- HF I SE DpthlFroude N|Norm Dp "N" I X-Fall| I 1 109.97 _ 1 _ .00 1 109.97 - 1 - .00 | 109.97 -1- .00 1 109.98 -1- .00 1 109.97 -1- | 109.99 - 1 - 2.21 1 112.20 -1- .23 1 112.43 -1- .09 | 112.52 - 1 - .03 ""* 1 ™ 1 .00 _ 1 _ .59 1 .00 - 1 - .57 | .00 -1- .55 1 .00 -1- .53 1 .00 -1- 1 .00 1_ 1 _ .34 1 .00 -1- .34 1 .00 -1- .35 | .00 -1- .36 1 .43 - | - .53 | .43 -1- .57 1 .43 -1- .61 | .43 -1- .65 1 .43 - 1 - | .43 - ! - 1.54 1 .43 -1 - 1.54 | .43 - 1 - 1.49 1 .43 -1- 1.40 1.47 .34 1.46 .34 1.45 .34 1.44 .34 1.42 1.26 .34 1.26 .34 1.27 .34 1.28 .34 1 1.500 -1- .013 1 1.500 _ _ - | _ .013 1 1.500 — _ _ 1 _ .013 1 1.500 _|_ .013 1 1.500 1 I_ | | 1 1 1.500 -1- -1- .013 1 1.500 _|_ .013 1 1.500 -!- -1- .013 i 1.500 _ _ __ 1 — .013 •"'"'I'" 1 .000 -1- .00 [ .000 -1- .00 1 .000-1- .00 1 .000-1- .00 1 .000 - 1 — 1 .000 - 1 - .00 1 .000 I_ 1 _ .00 1 .000 - 1 - .00 1 .000 -!- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth I Prs/Pip IType Ch 1 - PIPE 1 1- PIPE 1 1 1- PIPE 1 1- PIPE 1 - 1 1- PIPE 1 - PIPE 1 - PIPE 1 - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i i j iiiiiiiiiiiiiiiiii I J i J I i t J i. J FILE: Bl.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 Date: 6-15-2000 PAGE 5 Time: 2:46:52 Station L/Elem 625 1 627 1 628 628 629 WALL 629 337 - 972 309 - 110 419 - 545 964 - 166 130 - I Invert | Depth I Water | Q | Vel Vel I Energy I Super Critica 1 Elev I (FT) | Elev | (CFS) I (FPS) Head | Grd.El.l Elev Depth 1- -1- -1- -1- -1- - - -1- -1- - - ICh Slope II ! I SF Ave I HF 1 SE Dpthl Froude 1 1 1 1 1 II 111.955 .372 112.327 1.30 3.81 .23 112.55 .00 .43 1- -1- -1- -1- -1- -1- -1- -1- -1- .0118 .0079 .02 .37 1.31 1 1 1 1 1 III 111.978 .384 112.363 1.30 3.63 .20 112.57 .00 .43 1- -1- -1- -1- -1- -1- -1- -1- -1- .0118 .0069 .01 .38 1.23 1 1 1 1 1 III 111.992 .398 112.389 1.30 3.46 .19 112.58 .00 .43 1- -1- -1- -1- -1- -1- -1- -1- -1- .0118 .0061 .00 .40 1.15 1 1 1 ! 1 III 111.998 .411 112.409 1.30 3.30 .17 112.58 .00 .43 1- -1- -1- -1- -1- -1- -1- -1- -1- .0118 .0053 .00 .41 1.07 1 1 1 1 1 II 112.000 .427 112.427 1.30 3.14 .15 112.58 .00 .43 1- -1- -1- -1- -1- -1- -1- -1- -1- ll Flow Topi Height/ Base wt 1 1 No Wth 1 Width IDia.-FT or I.D.I ZL IPrs/Pip -1- -- -1- -1 NINorm Dp I "N" X-Falll ZR 1 Type Ch 1 1 1 1.30 1.500 .000 .00 1 .0 -1- -1- -1- -1- 1- .34 .013 .00 .00 PIPE 1 1 1 1 1 1.31 1.500 .000 .00 1 .0 -1- -1- -1- -1- 1- .34 .013 .00 .00 PIPE 1 i 1 1 1 1.32 1.500 .000 .00 1 .0 -1- -- -1- |- .34 .013 .00 .00 PIPE ! 1 1 1 1 1.34 1.500 .000 .00 1 .0 -1- -!- -1- -1- 1- .34 .013 .00 .00 PIPE II II 1.35 1.500 .000 .00 1 .0 — |— _|_ ~|~ — j— | — ENTRANCE 130 - 1 1 1 1 I III 112.000 .642 112.642 1.30 .51 .00 112.65 .00 .15 1- -1- -1- -1- -1- -- -!- -1- -I'- 1 1 1 1 1 4.00 6.000 4.000 .00 0 .0 -1- -1- -1- -1- 1- 1 1 Interim Basin D Condition B2 WSPG 3 1 * REP/14245PDS-2.DOC 1 B2.wsw Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY - WSPG T3 LINE B2 - FROM NODE P4 TO P2 SO 100.000 107.390 1 109.930 R 154.280 108.130 1 .013 .000 .000 0 WE 154.280 108.130 2 .200 R 156.280 108.300 2 .014 .000 .000 0 SH 156.280 108.300 2 108.300 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 3 0 .000 3.830 4.000 .000 .000 .00 Q 17.500 .0 3 i Page 1 II t J i I t J fcaJ II II II if I] 11 i|| | FILE: B2.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE B2 - FROM NODE P4 TO P2 PAGE 1 Date: 6-15-2000 Time: 3:19:47 Station L/Elem 100 54 154 WALL 154 1 155 156 000 - 280 280 - 1 Invert I Depth | Water I Q Vel Vel I Elev | (FT) I Elev I (CFS) (FPS) Head 1- -1- -1- -1- -- -1- |Ch Slope III SF Av 1 1 1 I 1 107.390 2.540 109.930 17.50 5.57 .4 1- -1- -1- -1- -- -1- 1 Energy I Super | Critical I Flow Topi Height/ I Grd.El.l Elev Depth I Width |Dia.-FT -1- -1- -- - - -1- =\ HF |SE DpthlFroude N Norm Dp I "N" t 1 ********* 1 ******* ******** ********|******* 1 1 1 1 1 3 110.41 .00 1.51 .00 2.000 -1- -1- -- -- -1 - .0136 .0060 .32 2.54 .00 1.19 .013 III! 108.130 2.125 110.255 17.50 5.57 .4 1- -1- -1- -1- -1- -I'- 1 ! 1 3 110.74 .00 1.51 .00 2.000 _|_ _|_ _|_ _|_ _|_ I Base Wt 1 lor I.D.I 1- -1- 1 X-Falll 1 ******* | * | | .000 1- -1- .00 1 1 .000 1 - - 1 - ZL ZR .00 .00 .00 |No Wth 1 Prs/Pip IType Ch | 1 | - PIPE j 1 | - .0 .0 ENTRANCE 280 - 410 690 590 280 - ll 1 1 I 1 1 1 1 1 108.130 2.660 110.790 17.50 1.64 .04 110.83 .00 .84 4.00 3.830 1- -1- -1- -1- -1- -1--| _ _| _ _ | _ _ | _ _ | _ .0850 .0002 .00 2.66 .18 .33 .014 1 1 1 1 1 1 1 1 1 1 108.250 2.536 110.786 17.50 1.73 .05 110.83 .00 .84 4,00 3.830 1— _|_ _ 1 _ _ I _ _|_ — 1— — 1 — — 1 — 1— — 1 — I — .0850 .0002 .00 2.54 .19 .33 .014 fill 1 1 1 108.300 2.484 110.784 17.50 1.76 .05 110.83 .00 .84 4.00 3.830 I- -|- - 1 - -|- -- -| --|- -|- -- -- - 1 - 1 1 4.000 1 - - 1 - .00 i 1 4 .000 I _ _ | _ .00 1 1 4.000 1- -1- .00 .00 .00 .00 .00 | 0 | - BOX | 0 1 ~ BOX 1 0 1- .0 .0 .0 <m Interim Basin D Condition B3 WSPG m mt':jj m 1 REP/14245PDS-2 DOC 1 B3.wsw Tl RANCHO SANTA FE ROAD - 0 T2 DRAINAGE STUDY - WSPG T3 LINE B3 - FROM NODE P3 TO P2 SO 100.000 107.890 1 109.930 R 121.280108.220 1 .013 .000 .0000 WE 121.280 108.220 2 .200 R 123.280 108.390 2 .014 .000 .000 0 SH 123.280 108.390 2 108.390 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.500 4.000 .000 .000 .00 Q 4.900 .0 Page 1 I I t i i i ii i i it ii 11 it 11 § i ii § i ft i FILE: B3.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE B3 - FROM NODE P3 TO P2 PAGE 1 Date: 6-15-2000 Time: 3:20:47 ] Invert | Station | Elev | L/Elem |Ch Slope | Depth | Water | Q (FT) I Elev | (CFS) -I- -I- I I I Vel Vel | Energy I Super I Critical I Flow Top I Height/1 Base WtI I No Wth I (FPS) Head | Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D.I ZL |Prs/Pip I SF Ave| HF ISE DpthIFroude NI Norm Dp I "N" | X-Fallj ZR I Type Ch I I 100.000 107.890 -I- -I- 21.280 .0155 I I 121.280 108.220 -I- -I- WALL ENTRANCE I I 121.280 108.220 1.032 .0850 122.312 108.308 -I- -I' .968 .0850 I I 123.280 108.390 -I- -I- I I 2.040 109.930 -I- -I 1.756 109.976 1 I~ I ~ I 1.897 110.117 -I- -I- 1.809 110.117 -I- -I 1.726 110.116 -I- -I 4.90 2.77 .12 110.05 .00 .0022 .05 2.04 I II! 4.90 2.77 .12 110.10 .00 -I- -I- -I- -I- -I 4.90 4.90 -I- 4.90 -I- .65 .68 .71 .01 110.12 .00 -I- -I- -I- .0000 .00 1.90 I .01 110.12 -I- .0000 .00 .01 110.12 .00 1.81 I I I I I I .85 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- I- .00 .64 .013 .00 .00 PIPE I I I I I .85 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- I- I I I 1 I .36 4.00 3.500 4.000 .00 0 .0 I— I— — I — _ I _ I _I III! .08 .15 .014 .00 .00 BOX I I I 1 I .36 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- I- .09 .15 .014 .00 .00 BOX I I I I I .36 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- I- m - Ultimate Basin D Condition Al WSPG I REP/14245PDS-2.DOC 1* AlA.wsw Tl RANCHO SANTA FE ROAD 0 J -T2 DRAINAGE STUDY, ULTIMATE WS * T3 LINE Al - CONNECT BOX 1 AT WEST SIDE M SO 100.000 107.060 1 110.45 1? J R 108.500107.110 1 .013 .000 .0000 * WE 108.500 107.110 2 .200 - R 113.500 107.120 2 .014 .000 .000 0 M SH 113.500 107.120 2 107.120 _ CD 1 4 1 .000 1.500 .000 .000 .000 .00 *" CD 2 3 0 .000 3.000 4.000 .000 .000 .00 Q 6.300 .0 3 m m Page 1 1 1 • i * * il li 11 II 11 11 II II • i ft 1 I I II II t J FILE: A1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY, ULTIMATE WS LINE Al - CONNECT BOX 1 AT WEST SIDE PAGE 1 Date: 6-15-2000 Time: 3:18:15 I Invert | Station I Elev | -I- -I- L/Elem |Ch Slope I ********* I ********* | , Depth I Water I Q (FT) | Elev | (CFS) -I- -I- I I Vel Vel | Energy I Super I Critical|Flow Top I Height/I Base WtI I No Wth (FPS) Head | Grd.El.l Elev I Depth 1 Width |Dia.-FT|or I.D.I ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I SF Ave| HF |SE DpthIFroude NI Norm Dp | "N" I X-Falll ZR I Type Ch ******|*********| I I 3.390 110.450 3.371 110.481 -I- -I- I I 3.602 110.712 -I- -I- I I 3.592 110.712 -I- -I- I ******* I 1 .0 I - PIPE I 1 .0 0 .0 I - BOX 0 .0 100.000 107.060 -I- -I- 8.500 .0059 108.500 107.110 -I- -I- WALL ENTRANCE I I 108.500 107.110 -I- -I- 5.000 .0020 I I 113.500 107.120 -I- -I- 6.30 3.57 6.30 3.57 -I- -1 6.30 .53 j.30 .53 *****!*********!****,**P I I I .20 110.65 .00 -I- -I- -I- .0036 .03 3.39 I I I .20 110.68 .00 -I- -I- -I- .00 110.72 .00 -I- -I- -I- .0000 .00 3.60 i I I .00 110.72 .00 -I- -I- -I- .97 .00 .00 1.00 .97 .00 -I- I .43 4.00 .05 .51 .43 4.00 1.500 .013 1.500 3.000 .014 3.000 .000 .00 .00 .00 .000 .00 4.000 .00 .00 .00 I 4.000 .00 Ultimate Basin D Condition A2 WSPG 4 1 REP/I4245PDS-2.DOC A2A.wsw Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY, ULTIMATE WS T3 LINE A2 - CONNECT TO BOX I AT EAST SIDE SO 100.000 106.990 1 110.57 R 138.600 107.700 1 .013 .000 .000 0 WE 138.600 107.700 2 .200 R 142.600 107.710 2 .014 .000 .000 0 SH 142.600 107.710 2 107.710 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.500 4.000 .000 .000 .00 Q 8.700 .0 Page 1 ft i i I t I t I 1 i ii li i J i j ii 11 ii I, J k i FILE: A2A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY, ULTIMATE WS LINE A2 - CONNECT TO BOX 1 AT EAST SIDE PAGE 1 Date: 6-15-2000 Time: 3:19:17 I Invert Station I Elev -I- L/Elem |Ch Slope Depth I Water (FT) I Elev -I- I Q I Vel Vel I (CFS) I (FPS) Head I -I- -I- -I I SF Avel Energy I Super jCritical I Flow Top|Height/I Base WtI I No Wth Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D.I ZL IPrs/Pip HF ISE DpthlFroude NI Norm Dp | "N" I X-FallI ZR 1 Type Ch *********!******** I 100.000 106.990 -I- -I- 38.600 .0184 I I 138.600 107.700 -I- -I- WALL ENTRANCE I I 138.600 107.700 -I- -I- 4.000 .0025 I I 142.600 107.710 -I- -I- k******I ******* I 1.14 .00 -I- .00 .85 I 1.14 .00 — I — 3.580 110.570 3.135 110.835 3.579 111.279 -I- -I- I I 3.569 111.279 .70 4.92 .70 4.92 .70 .62 ' I : I I .01 111.29 -I- -I- .0000 .00I I .01 111.29 -I- -I- .00.38 110.95 -I- -I- -I .0069 .26 3.58 I I I .38 111.21 .00 -I- -I- -I 1.500 .013 1.500 .000 .00 .00 .00 .000 .00 I I I I I .00 .53 4.00 3.500 4.000 .00 -I- -!- -I- -I- -I- 3.58 .06 .66 .014 .00 .00 I I I I i .00 .53 4.00 3.500 4.000 .00 -I- -I- -I- -I- -I- 1 .0 PIPE 1 .0 0 .0 I- BOX Ultimate Basin D Condition Bl WSPG REP/14245PDS-2.DOC Bla.wsw Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY - WSPG T3 LINE Bl - FROM NODE PI TO P5 SO 100.000 106.000 1 110.650 R 277.750 106.890 1 .013 .000 .000 0 WE 277.750 106.890 2 .200 JX 281.750107.890 2 3 4.014 4.300 15.500107.890107.39090.0-90.0 .000 WX 281.750 107.890 3 R 629.130 112.000 3 .013 .000 .000 0 WE 629.130 112.000 5 .200 SH 629.130 112.000 5 112.000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 3 0 .000 5.500 4.000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 3 0 .000 6.000 4.000 .000 .000 .00 Q 1.300 .0 Page 1 L..J 11 ii ii K I I 1 Bui FILE: B1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 1 Date: 6-15-2000 Time: 2:51:29 1 Invert I Depth | Water I Q | Vel Vel I Station I Elev | (FT) I Elev I (CFS) I (FPS) Head 1 -1- -1- -1- -1- -1- -1- L/Elem |Ch Slope | | | | SF Ave 1 100. 177. 277. WALL 277. JUNCT 281. WALL 281. 180. 461. 11. 473. 6. 480. 5. 486. 4 . - - - 1 - 1 000 -1- 750 750 - - ,.,..,. |....,,..|,»,.»,»,.|,» 1 1 1 106.000 4.650 110.650 _|- -|- _|_ .0050 1 I 106.890 4.230 111.120 -1- -1- .,,**, | „„„„„,„ | *„„„„„„ | . ! 1 21.10 4.30 .29 -1- -1- -1- .0026 | | 21.10 4.30 .29 -1- -1- -1- Energy Grd.El. HF 110.94 .47 111.41 - Super I Critical I Flow Top Height/ I Base Wt I Elev I Depth | Width |Dia.-FT|or I.D.I SE Dpth|Froude N|Norm Dp "N" X-Fall 1 * * * * * j*** 1 .00 1 -1- 4. 65 1 .00 1 '•" \ 56 -1- .00 1 1 56 - 1 - 00 58 00 2.500_ _ _ _ .013 1 2.500 -1 - - - 000 |1 .00 1 000 - 1 - ZL ZR .00 .00 . 00 INo Wth 1 Prs/Pip 1 I Type Ch 1 ***** 1 1- PIPE | 1 | - .0 .0 ENTRANCE 1 750 - - STR 750 -1- EXIT 750 -1- 141 1 891 - - 741 1 632 -1- 831 463 - - 614 1 077 -1- 901 ! 1 1 106.890 4.558 111.448 - - -| - -| - .2500 1 1 107.890 3.603 111.493 -1- -1- -1- 1 1 107.890 3.604 111.494 -1- -1- -1- .0118 1 1 1 110.021 1.500 111.521 -1- -1- -1- .0118 1 1 1 110.160 1.361 111.521 -1- -1- -1- .0118 1 1 110.241 1.280 111.521 _ - _ | _ _ | _ .0118 1 1 110.307 1.214 111.521 -I- -1- -1- .0118 1 1 21.10 1.16 .02 -I - - 1 - - 1 - .0001 1 1 1.30 .09 .00 -!- -1- -1- 1 1 1.30 .74 .01 -1- -1- -1- .0002 1 1 1.30 .74 .01 -1- -1- -|- .0001 1 1 1.30 .77 .01 -1- -1- -1- .0001 | | 1.30 .81 .01 -1- -1- -1- .0002 1 1 1.30 .85 .01 -1- -1- -1- .0002 111.47 ~ .00 111.49 - 111.50 .03 111.53 - .00 111.53 .00 111.53 .00 111.53 - .00 1 .00-I- 4.56 1 .00 -1- 1 .00 -1- 3.60 1 .00 — 11 1.50 1 .00 -1- 1.36 1 .00 -1- 1.28 1 .00 _|_ 1.21 1 95 4 -1- 10 1 15 4 - 1 - | 43 -1 - .00 ] 43 - 1 - .00 | 43 - 1 - .10 1 43 1 -1 - .12 | 43 1 -1- .13 00 00 00 34 00 34 87 34 06 34 18 34 5.500 4 -1- - - .014 1 5.500 4_ _ _ _ 1.500_ _ _ _ .013 I 1.500 -1- - - .013 1.500_ _ _ _ .013 1 1.500_ _ _ _ .013 1.500 -1- - - .013 1 000 -1 - .00 1 000 -1 - 1 000 - 1 - .00 1 000 - 1 - .00 1 000 -1- .00 1 000 - 1 - .00 1 000 - 1- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 0 1- BOX | 0 | - | 1 j - PIPE 1 1 | - PIPE | 1 | - PIPE | 1 | - PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 I 1 t J fc I Bui ft I i I 11 II II ft 1 t J II II II I I 11 11 ft I ••• FILE: B1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 2 Date: 6-15-2000 Time: 2:51:29 I Invert I Depth Water | Q | Vel Vel Station | Elev | (FT) Elev | (CFS) | (FPS) Head I -1- - - - - -1- -1- -1- - - L/Elera | Ch Slope | | SF Ave 490 4 495 4 499 3 503 3 506 3 509 3 512 2 515 2 518 2 • 1 979 -1- 402 1 380 -1- 021 1 401 -1- 707 1 108 -1- 436 1 544 -1- 214 1 758 -1- 001 1 759 -1- 829 1 587 - 1 - 655 | 242 -1- 497 j 110.365 1.155 111.521 - 1 - - 1 - - 1 - .0118 1 1 1 110.418 1.103 111.520 -1- -1- -1- .0118 1 1 1 110.465 1.055 111.520 -1- -1- -1- .0118 1 I 110.509 1.010 111.519 -1- -1- -1- .0118 1 1 ! 110.550 .969 111.518 _|_ _|_ _|_ .0118 1 1 1 110.588 .930 111.517 - - -1- -1- .0118 1 i 1 110.623 .893 111.516 -1- -1- -1- .0118 1 1 I 110.657 .859 111.515 - - -1- -|- .0118 1 110.688 .826 111.514 - - - - -1- .0118 „«„„ 1 „„„*„„„ | „„„„„* 1 1.30 .89 .01 _ 1 __ _ _ _ 1 — .0002 1 1 1.30 .93 .01 -1- - - -1- .0002 1 1 1.30 .98 .01 — 1 — _ — _ 1 _ .0002 1 1.30 1.03 .02 1 1 1 — — — | .0003 1 1 1.30 1.08 .02 -1- - - -1- .0003 1 1 1.30 1.13 .02 -1- -1- -1- .0003 1 1 1.30 1.18 .02 -|_ _ _ _|_ .0004 1 1 1.30 1.24 .02 -1- -1- -1- .0004 1 1 1.30 1.30 .03 i 1_ | _ — | _ _ .0005 Energy Super I Critical I Flow Top 1 Height/ | Base Wt | Grd.El. Elev Depth | Width IDia.-FT or I.D.I _ _ _ _ ~ 1 — ~ I ~~ — - — 1 — HF SE Dpth|Froude NINorm Dp 1 "N" X-Falll 111.53 - - .00 1 111.53 -1 - .00 1 111.53 -1- .00 1 111.54 — 1 —.00 1 111.54 -1- .00 1 111.54 -1- .00 111.54 -1 - .00 1 111.54 -1- .00 ! 111.54 -1- .00 .00 - - 1.16 .00 - - 1.10 1 .00 -!- 1.05 1 .00 -!- 1.01 1 .00 -1- .97 1 .00 -1- .93 .00 - - .89 1 .00 -1- .86 1 .00 -1- .83 .43 - .15 .43 - . 16 .43 - .18 .43 - .19 .43 - .21 .43 - .22 .43 - .24 .43 - .26 .43 .28 1.26 - .34 1.32 .34 1.37 .34 1.41 .34 1.43 .34 1.46 .34 1.47 .34 1.48 - .34 1.49 .34 1 1.500 _ 1 _ - _ .013 1 1 1.500 - 1- -1 - .013 1 1 1.500 -1- -1- .013 1 1 1.500 -1 - -1 - .013 1 1 1.500 -!- -1- .013 1 1 1.500 — 1 — — — . .013 | 1.500 -1- -1- .013 j 1 1.500 -1 - -1 - .013 1 1.500 -1- -1- .013 i .000 -1- .00 1 .000 - 1 - .00 1 .000 -1 - .00 1 .000 -1 - .00 1 .000 -1 - .00 1 .000 - 1 - .00 1 .000 -1- .00 1 .000 - 1 - .00 1 .000 - 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth 1 Prs/Pip -1 I Type Ch1 ***** 1 1 I - PIPE | 1 | - PIPE | 1 | - PIPE | 1 | - PIPE | 1 | - PIPE | 1 1- PIPE | 1 | - PIPE | 1 j - PIPE | , -1 | - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 t i I J II i i II I J II II i I Li i i 11 I J FILE: B1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 3 Date: 6-15-2000 Time: 2:51:29 I Invert | Depth Water I Q | Vel Vel Station | Elev | (FT) Elev I (CFS) 1 (FPS) Head -1- -1- - - -1- -1- -1- - - L/Elem |Ch Slope | 1 I SF Ave 520. 2. 523. 2. 525. 2. 527. 1. 529. 1. 531. 1. 532. 1. 534. I. 536. 1. " 1 1 740 -1- 364 | 104 -1- 220 | 324 -1 - 091 | 415 - 1 - 978 1 392 -1- 852 1 244 -1- 741 | 986 -1 - 618 1 603_ 1 _ 517 1 121 -1- 403 1 " " " 1 110.718 -1- .0118 | 110.746 - 1 - .0118 | 110.772 - 1 - .0118 | 110.797 - | - .0118 | 110.820 I 1 .0118 1 110.842 -1- .0118 | 110.862 - 1 - .0118 | 110.882 - 1 - .0118 1 110.900 _ I _ .0118 1 1 1 .795 111.513 1.30 1.37 .03 -1- -1- -1- -1- -1- .0005 III 1 .765 111.511 1.30 1.43 .03 _|_ _|_ -|- -|- _|_ .0006 III 1 .737 111.509 1.30 1.50 .04 __ — [ _ ~|~ — j— ~*|~ .0007 III 1 .711 111.507 1.30 1.58 .04 _|_ _|_ _|_ -|- _|_ .0008 III 1 .685 111.505 1.30 1.65 .04 -1- -1- -1- -1- -|- .0009 III 1 .660 111.502 1.30 1.73 .05 _|_ -|- _|_ _|_ _|_ .0010 III 1 .637 111.499 1.30 1.82 .05 -1- -1- -1- -1- -1- .0012 III 1 .614 111.496 1.30 1.91 .06 _|_ -|- -|_ -|_ _|_ .0013 1 1 1 .593 111.492 1.30 2.00 .06 __ _ | _ _ | _ _|_ _ | _ .0015 Energy | Super I Critical I Flow Top | Height/ I Base Wt Grd.El.l Elev | Depth I Width Dia.-FTIor I.D. HF |SE DpthlFroude N I Norm Dp "N" | X-Fall 1 1 111.54 _ J _ .00 | 111.54 - 1 - .00 | 111.54 - 1 - .00 ] 111.55 - 1 - .00 t 111.55 -1 - .00 1 111.55 -1 - .00 | 111.55 - 1 - .00 | 111.55 - 1 - .00 | 111.55 - \ - .00 •*"' 1 *» | .00 _ 1 _ .80 1 .00 ii .77 1 .00 -1- .74 1 .00 -1- .71 1 .00 -1- .68 1 .00 -1- .66 1 .00 -1- .64 1 .00 -1- .61 1 .00 -1- .59 '*>"""• | -' 1 .43 -1- .30 1 .43 -!- .32 1 .43 1_ | .35 1 .43 -1- .37 1 .43 -1- .40 1 .43 -1- .43 1 .43 -1- .46 1 .43 -1- .49 1 .43 - 1 - .53 1.50 .34 1.50 .34 1.50 .34 1.50 .34 1.49 .34 1.49 .34 1.48 .34 1.48 .34 1.47 .34 ,-, -. -,-,*•. * * | „ 1 1.500 _ _ — 1 — .013 1 1.500 -I- -1- .013 1 1 1.500 1 1! ~ 1 .013 1 1.500 -1- .013 1 1.500 _ _ _| _ .013 1 1.500 - - -I - .013 1 1 1.500 -1- -1- .013 1 1 1.500 -1 - -1- .013 1 1 1.500 -1- -1- .013 .000 - - .00 .000-1- .00 1 .000 -1- .00 .000- - .00 .000 - - .00 .000 - - .00 .000 - - .00 .000 -1- .00 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth 1 Prs/Pip 1 1 Type Ch 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE 1 - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 ft i ft, J ft i ft i if 11 it 11 11 11 ft I ft i ft i t i t i ft i FILE: B1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 Date: 6-15-2000 PAGE 4 Time: 2:51:29 Station L/Elem 537 1 538 1 539 540 523 - 281 805 - 173 977 - 434 411 - HYDRAULIC 540 52 593 19 612 8 621 3 625 1 411 - 746 158 - 667 824 - 809 633 - 704 337 - 972 1 Invert Depth 1 Water | Q | Vel Vel I 1 Elev (FT) Elev I (CFS) I (FPS) Head I |_ _ - - - _ - - - _|- _|_ |Ch Slope SF Ave 1 I 1 110.916 1- -1- .0118 1 1 110. 931 1- -1- .0118 1 1 110.945 1- -1- .0118 1 1 110.950 1- JUMP 1 110.950 1 - - - .0118 1 1 111.574 1- -I- .0118 1 1 111.807 1 — _ _ .0118 1 1 111.911 1- .0118 1 1 111.955 1- - - .0118 1 1 1 .572 111.488 1.30 2.10 .07 _l_ _|_ .0017 1 1 .552 111.484 1.30 2.20 .08 -1- -1- .0020 1 .533 111.478 1.30 2.31 .08 -1- -|- .0022 1 .515 111.465 1.30 2.42 .09 -1- -1- III 1 .342 111.292 1.30 4.29 .29 _|_ _|_ -|- -|- _|_ .0118 III 1 .342 111.916 1.30 4.29 .29 -1- -1- -1- -1- -|- .0114 1 .347 112.154 1.30 4.19 .27_ _ __ _ _ _|_ _ 1 _ .0104 1 .359 112.271 1.30 4.00 .25 -1- -1- .0091 I .372 112.327 1.30 3.81 .23 — I — — | _— — • — | | .0079 Energy I Super I Critical I Flow Top I Height/ I Base Wt Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D. HF |SE Dpth|Froude N|Norm Dp I "N" X-Fal'l 1 111.56 -1- .00 1 111.56 - 1 - .00 1 111.56 -1 - .00 1 111.56 -1- 1 111.58 - 1 - .62 | 112.20 tI .23 1 112.43 11 .09 1 112,52 -1- .03 1 112.55 -1 - .02 .00 - - .57 .00 - - .55 .00 - - .53 .00 - - .00 - - .34 .00 - - .34 .00 11 .35 1 .00 - - .36 .00 - - .37 ' i | .43 - 1 - .57 | .43 - 1 - .61 | .43 - ! - . 65 | .43 - 1- 1 .43 - 1 - 1.54 1 .43 -1- 1.54 | .43 - 1 - 1.49 | .43 - 1 - 1.40 | .43 - | - 1.31 1.46 .34 1.45 .34 1 .44 .34 1.42 1.26 .34 1.26 .34 1.27 .34 1.28 .34 1.30 .34 "1 1 1.500 -1- - - .013 1 1 1.500 _ | - _ j _ .013 1 1.500 - | - _ _ .013 1 1.500 -1 - - - 1 1.500_ j _ _ _ .013 | 1.500 _|_ _ _ .013 i 1.500 - | - - - .013 1 1.500 -1- - - .013 1 1.500 -1 - - - .013 .000 -1 - .00 1 .000 1_ 1 _ .00 1 .000 -1 - .00 .000 - - .000 - - .00 .000 - - .00 1 .000 -1- .00 1 .000 -1- .00 .000 - - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I No Wth 1 Prs/Pip 1 IType ChI ***** 1 1 1 — PIPE 1 1 1- PIPE 1 1 1- PIPE | 1 I - | 1 ! - PIPE | 1 I - PIPE 1 1 1 - PIPE 1 1 | - PIPE j 1 j - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 II fc J fedl fc J I I II I I 11 11 11 1 ..... 1 L J t J FILE: B1A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG LINE Bl - FROM NODE PI TO P5 PAGE 5 Date: 6-15-2000 Time: 2:51:29 I Invert Station I Elev -I- L/Elem ICh Slope Depth I Water (FT) | Elev Q I Vel Vel I (CFS) | (FPS) Head I -I- -I- -I I SF Avel Energy I Super |Critical I Flow Top I Height/I Base WtI I No Wth Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I HF ]SE DpthlFroude NI Norm Dp I "N" I X-Falll ZR I Type Ch *********|********* | I I 627.309 111.978 -I- -I- 1.110 .0118 I I 628.419 111.992 -I- -I- .545 .0118 I I 628.964 111.998 -I- -I- .166 .0118 I I 629.130 112.000 -I- -I- WALL ENTRANCE I I 629.130 112.000 -I- -I- 'I'r**** | ***** I .000 .00 -I- .00 .00 I' .384 112.363 -I- -I- I I .398 112.389 -I- -I- I I .411 112.409_ I _ _ I _ I I .427 112.427 -I- -I- I I .642 112.642 -I- -I- 1.30 3.63 .20 112.57 -I- -I- -I- .0069 .01 I I 1.30 3.46 .19 112.58 -I- -I- -|- .0061 .00 I I 1.30 3.30 .17 112.58 -I- -I- -I- .0053 .00 I I 1.30 3.14 .15 112.58 -I- -I- -I- I I 1.30 .51 .00 112.65 -I- -I- -I- .00 .43 1.31 1.500 -I- -I- -I- .38 1.23 .34 .013 1.500 .013 1.500 .013 1.500 I I .00 .43 1.32 -I- -I- .40 1.15 .34 I I .00 .43 1.34 -I - -I - .41 1.07 .34 I .00 .43 1.35 .00 .15 4.00 6.000 4.000 .00 .0 I Ultimate Basin D Condition B2 WSPG 3 3 REP/14245PDS-2.DOC B2a.wsw Tl RANCHO SANTA FE ROAD 0 T2 DRAINAGE STUDY - WSPG, ULTIMATE WS T3 LINE B2 - FROM NODE P4 TO P2 SO 100.000 107.390 1 111.490 R 154.280 108.130 1 .013 .000 .000 0 WE 154.280 108.130 2 .200 R 156.280 108.300 2 .014 .000 .000 0 SH 156.280 108.300 2 108.300 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 3 0 .000 3.830 4.000 .000 .000 .00 Q 17.500 .0 Page 1 li ii i i t I ii i i t i 11 11 t i i i i *fc J FILE: B2A.WSW W S P G W - CIVILDESIGN Version 12,9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG, ULTIMATE WS LINE B2 - FROM NODE P4 TO P2 PAGE 1 Date: 6-15-2000 Time: 3:20:17 I Invert Station | Elev L/Elem |Ch Slope Depth I Water | Q | Vel (FT) I Elev | (CFS) I (FPS) -I- -I- -I- Vel I Energy | Super I Critical I Flow Top I Height/1 Base WtI I No Wth Head I Grd.El.l Elev | Depth I Width IDia.-FTjor I.D.I ZL IPrs/Pip SF AveI HF |SE DpthlFroude N|Norm Dp | "N" | X-Falll ZR I Type Ch 100.000 107.390 54.280 .0136 154.280 108.130 WALL ENTRANCE I I 154.280 108.130 -i- -I- 2.000 .0850 156.280 108.300 4.100 111.490 17.50 5.57 3.685 111.815 17.50 5.57 .48 111.97 -I- .0060 .32 .48 112.30 4.239 112.369 -I- -I 17.50 1.14 -I- -I I I I 4.069 112.369 17.50 1.14 .0001 .02 112.39 I 4.10 1.51 .00 I .00 1.51 -I- .00 2.000 .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 1.19 .013 I .00 2.000 .02 112.39 .00 -I- -I- -i .00 4.24 I .00 .84 4.00 -I- .10 .33 I .84 4.00 -I - 3.830 4.000 .00 0 .0 -I- -I- I- .014 .00 .00 BOX 3.830 4.000 .00 0 .0 i *l Ultimate Basin D Condition 3 B3 WSPG REP/14245PDS-2.DOC Jj B3a.wsw Tl RANCHO SANTA FE ROAD 0 J T2 DRAINAGE STUDY - WSPG, ULTIMATE WS - T3 LINE B3 - FROM NODE P3 TO P2 M SO 100.000 107.890 1 111.490 j R 121.280108.220 1 .013 .000 .0000 ^ WE 121.280 108.220 2 .200 " R 123.280 108.390 2 .014 .000 .000 0 1 SH 123.280 108.390 2 108.390 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.500 4.000 .000 .000 .00 Q 4.900 .0 i I Page 1 I I I 1 I 1 1 I I I I 1 I I t J * J FILE: B3A.WSW W S P G W - CIVILDESIGN Version 12.9 For: Project Design Consultants, San Diego, CA - S/N 731 WATER SURFACE PROFILE LISTING RANCHO SANTA FE ROAD DRAINAGE STUDY - WSPG, ULTIMATE WS LINE B3 - FROM NODE P3 TO P2 PAGE 1 Date: 6-15-2000 Time: 3:21:11 I Invert I Station I Elev | -I- -I- L/Elem |Ch Slope I Depth I Water I Q | Vel Vel | (FT) I Elev | (CFS) | (FPS) Head | -I- -I- -I- -I- -I I I I SF AveI Energy | Super I Critical I Flow Top I Height/I Base Wt I I No Wth Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I HF |SE DpthiFroude NI Norm Dp I "N" I X-Fall| ZR I Type Ch *********| ********* | ; I I 100.000 107.890 21.280 .0155 I I 121.280 108.220 -I- -I- WALL ENTRANCE I I 121.280 108.220 ******! *****»***p I I 3.600 111.490 3.316 111.536 -I- -I 3.457 111.677 -I- -I 3.296 111.677 -I- -I 3.287 111.677 -I- -I ***** I ******* I I I .00 1.500 .64 .013 I I .00 1.500 I ******* I 1 .0 I- PIPE I 1 .0 0 .0 I- BOX 0 .0 I- BOX 1.891 .0850 123.171 108.381 -I- -I- .109 .0850 I I 123.280 108.390 -I- -I- *****,*****»*I ******* I ********* I ** 4.90 2.77 .12 111.61 -I- -I- -I- -I- .0022 .05 I II 4.90 2.77 .12 111.66 -I- -1- -I- -I- 4.90 .35 .00 111.68 -I- -I- -I- -I- .00 3.60 .00 .00 3.46 .85 .00 .85 .36 .03.0000 .00 WARNING - Flow depth near top of box conduit - I III 4.90 .37 .00 111.68 .00 .36 - | — — I — ~" | ~ — j — ~"|~ .0000 .00 3.30 .04 WARNING - Flow depth near top of box conduit - I III 4.90 .37 .00 111.68 .00 .36 4.00 .15 3.500 - - .014 4.00 .15 3.500 .014 4.00 3.500 .000 .00 .00 .00 I .000 .00 — I — 4.000 .00 -I- .00 .00 I 4.000 .00 .00 .00 I 4.000 .00 -I- /WSPG STATION RANCHO SANTA FE ROAD OLiVENHAIN WATER CO. \ 0 25 WO 150 GRAPHICAL SCALE EXHIBIT D WSPG PLAN SCHEMATIC Project Deszgn Consultants 701 'B' Street. Suite 800. San Diego. CA 92101 619-235-6471 FAX 234-0349 APPENDIX 5 Hec-1 Analyses Interim/Ultimate Basin D Conditions 3 REP I-I345PDS DOC vwm^^z^y^-m3®- m «5xd •r-w-:Vi F n&vifr^j-T^«M \H4^^M '"'^ " J!' ^9- 1- Drainage basin of Encin'rtas Creek /Jj$ ( ) point of concentration '^fe drainage subbasin floodwater detention basin SHELLEY PROPERTY DRAINAGE MAP FOR HEC-2 STUDY EXHIBIT C Project Design Considtants PLAHfilNC AND ENGINEERING ~".': ''•• ytniti. .Vui(« 30'J. i~3'i .-.-J- - > '.'l.i •?'.-!•£ -ft f'AX ?.•?•<• 0.?<5 I I I j^A I 1 «|| REP 1J245PDS.DOC i Hec-: Interim Basin D Condition 1 a APPENDIX B. FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * REVISED 02 AUG 88 * * RUN DATE 02/20/1992 TIME 10:13:47 * U.S. ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 a 1 X XXXXXXX XXXXX X X X X XXXXXXX X X X X X X xxxx X X X X X X X X X XX X XXXXX X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. i THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE J973-STYLE* INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ID LS UD KK KM HC KK RK HEC-1 INPUT .1 2 3 4 5 6 7 8 9 10 PAGE 1 ID ID ID ID ID ID IT 10 KK KM BA IN PB PI PI PI LS UO KK RK DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOOOWATER DETENTION BASINS A, B, C AND D INTERIM SPILLWAY FOR BASIN D 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 2 12DEC89 300 5 SUB 6C RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 0.65 15 2.90 0 .0175 .0175 .0225 .0225 .0275 .0275 .185 .05 .05 .04 .04 .0275 .0275 .02 .02 .02 .02 .02 88 0.216 6C-6B CHANNEL ROUTING 3500 0.030 0.030 0 TRAP 25 2 -- .0475 .0475 0.185 .0225 .0225 .02 KK SUB 6B KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B BA 0.37 90 0.137 PT.6B COMBINE FLOWS OF 6C AND 6B 2 6B-6A CHANNEL ROUTING 2300 0.011 0.040 0 TRAP m i 1 1 I 31 KK SUB 6A 32 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 33 BA 0.20 34 PB 2.8 35 LS 89 36 UD 0.078 37 KK PT.6A CONCENTRATION POINT 6A 38 HC 2 39 KK PT.6A FLOOOWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 40 41 42 43 44 PAGE 2 LINE ID 1 2 3 4 ...5 6 7 8 9 10 45 46 47 48 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 . i 49 BA 0.25 . * 50 51 52 53 54 55 56 57 58 59 60 "~ 61 KK SUB 5A 62 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 63 BA 0.64 64 PB 2.90 — 6566 67 _ 68 RK 4000 0.006 0.035 0 TRAP 20 *» 69 70 71 <m 72 73m 74 £ * 77 78 <•* 79 (Hi 80 RK 1500 0.002 0.040 0 TRAP 320 81 KK SUB 8A ? 82 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A M 83 BA 0.09 84 PB 2.80 85 LS 85*n KO RS SV SO SE ID KK RK KK KM BA PB LS UD KK HC KK KO RS SVso SE 1 0 0 123 1. 6A-6 2120 SUB 6 2 STOR 0.04 60 124 2., CHANNEL 0.011 RUNOFF FROM 0.25 2.80 0.101 PT. 6 2 PT. 6 1 0 0 108 89 -1 0.70 180 126 3... ROUTING 0.040 ENCINITAS 2.25 305 128 HEC-1 4.. 0 CREEK 4.83 450 130 INPUT ......5.. TRAP 8.81 535 132 6.. 40 14.56 22.20 620 700 134 136 7 8 9 2 SUBBASIN 6 FLOODUATER DETENTION BASIN B AT 2 STOR 0.92 17 110 -1 3.96 48 112 10.16 62 114 20.09 72 116 . OLIVENHAIN AND RANCHO SANTA FE RD. 33.22 303 118 49.95 767 120 LS UD KK RK KK KM BA PB LS UD KK HC KK HC KK RK 0.274 5A-5 4000 89 CHANNEL ROUTING 0.006 0.035 0 TRAP SUB 5 RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 0.68 2.80 89 0.212 PT. 5 2 PT. 7 2 7-8A 1500 CHANNEL ROUTING 0.002 0.040 0 TRAP * i i i 1 i 86 UD 0.105 HEC-1 INPUT . PAGE 3 LINE ID 1 2 3 4 5 6 7 8 9 10 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 LINE 129 130 131 132 133 134 KK HC KK KO RS SV SO SE KK RK KK KM BA PB LS UD KK HC KK KM BA PB LS UD KK KM BA PB LS UO KK HC KK RK KK RK KK KM BA PB LS UO ID. KK HC KK HC KK RK PT.8A 2 PT.8A FLOODUATER DETENTION BASIN D 02 1 STOR -1 0 2.2 12.2 33.3 63.6 100.6 0 22 29 282 738 1347 100 102 104 106 108 110 8A-8 CHANNEL ROUTING 4380 0.004 0.040 0 TRAP 50 3 SUB 88 RUNOFF FROM ENCINITAS CREEK SUBBASIN 88 0.53 2.80 85 0.248 PT. 8 2 SUB 1 RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 0.88 2.80 89 0.117 SUB 2 RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 0.58 2.80 87 0.107 PT. 3 2 4 3-3A CHANNEL ROUTING 2000 0.015 0.020 0 TRAP 10 2 3A-4 CHANNEL ROUTING : 3920 0.013 0.040 0 TRAP 50 3 SUB 4 RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 0.74 2.70 87 0.148 HEC-1 INPUT 1 2 3 4 5 6 7 8 9 PT. 4 2 PT. 9 2 9-10 CHANNEL ROUTING 2920 0.007 0.040 0 TRAP 60 3 PAGE 4 135 KK SUB 10 i i I 1 i m 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 LINE KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 BA 0.42 PB 2.70 IS 82 UD 0.189 FROM ENCINITAS CREEK SUBBASIN 11 2 88 KK HC KK (CM ICO PB 8A .LS UO PT.10 2 SUB 11 RUNOFF 3 2.80 0.65 0.102 KK RK PT.11KK KM KO RS SV SV SE SE SO SO KK PT.12 HC 2 STORAGE ROUTING IN FLOCOUATER DETENTION BASIN C 3 1 0 22 66 77 0 177 2 ELEV 0.4 27.7 67 78 7 186 66.1 1.5 34.4 68 79 17.5 196 2.6 42.3 69 80 37.5 209 3.7 70 70 4.9 71 101 6.1 72 118 7.6 73 132 9.9 74 143 13 75 155 12-13 CHANNEL ROUTING 4040 0.011 0.045 TRAP 60 KK SUB 13 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 BA 0.66 PB 2.70 LS 82 UD 0.262 HEC-1 INPUT ID 1 2 3 4 5 6.... PAGE 5 .8 9 10 170 171 172 00 HYDROGRAPf KK HC ZZ 1 PACKAGF PT.13 2 fHFr-ii * * FEBRUARY 1981 REVISED 02 AUG 88 RUN DATE 02/20/1992 TIME 10:13:47 U.S. ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 i 8 10 DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, C AND D INTERIM SPILLWAY FOR BASIN 0 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12. ETC OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE i I 1 i 1 1 i IT HYDROGRAPH TIME DATA NMIN IDATE ITIME NO NDDATE NDTIME I CENT 2 12DEC89 0000 300 12DEC89 0958 19 COMPUTATION INTERVAL TOTAL TIME BASE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY HARK .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE HILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT 3 . , ! _ 39 KK * PT.6A * FLOODUATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA~ « « y .**.*„„.****, 40 KO OUTPUT CONTROL VARIABLES «J IPRNT 5 PRINT CONTROL dj IPLOT 2 PLOT CONTROL •• QSCAL 0. HYDROGRAPH PLOT SCALE STATION PT.6A m ^^ *********-****-* * * 55 KK * PT. 6 * FLOOOUATER DETENTION BASIN B AT OLIVENHA1N AND RANCHO SANTA FE RD.m. * *;i **** * m 56 (CO OUTPUT CONTROL VARIABLES „ IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL — OSCAL 0. HYDROGRAPH PLOT SCALE ''; m * *** *** **« *** *** *** »** **-* *** *** *** *** *** *** *»* *** *** *** *** *** *** *«-« *«* *** »** *** *** *** *** *** ***m 39 KK PT.8A *FLOODWATER DETENTION BASIN D ?0 KO 0. 0. <RMN PER JOOO 11- OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE STATION 200. 0. PT.8A (I) INFLOW, (0) OUTFLOW 400. 600. 800. 0.0.0. 1000. 0. 1200. 0. S- 0. 0. (S) STORAGE 20. 40. 0. 60. 0. 80. 0. 0. ?0002 21 .... 20200 611 3>0202 621 .... >0204 631 .... >0206 641 .... >0208 651 .... — ?0210 661 .... 1-'0212 671 .... jH>0214 681 .... ?0216 691 .... ?0218 701 .... 3 '0220 7101 ?0222 7201 .... .'0224 7301 .... ?0226 740 I _ ?0228 750 I If ?0230 760 I H ;0232 770 I . !0234 78.0 I . !0236 79.0 . I §!0238 80.0 . I . '0240 81.0 I !0242 82.0 . I '0244 83.0 . . .1 . 3 !0246 84.0 . . . I . 10248 85.0 . . . .1 10250 86. 0 . . .1 '0252 87. 0 10254 88. 0 ** '0256 89. 0 . 41 '0258 90. 0 . '0300 91 0 •0302 92. .0 ... 3 '0304 93. . 0 . 0306 94. 0 0308 95. 0 0310 96. . 0 . 0312 97. 0. 11 0314 98. .0 M 0316 99. . . 0 . 0318 100. . . 0 . 0320 101 0 m 0322 102. . . 0 . 1 0324 103. . . 0 . U 0326 104. . 0 . 0328 105. . 0 . 0330 106. 0.3 0332 107. 0 0334 108. . . 0 . 0336 109. .0 0338 110. . . . 0 . 3 0340 111 . . . 0 0342 112. . . . 0 0344 113. . . . 0 0346 114. . . 0 0348 115. . . 0 11 0350 116. . . . 0 . J 0352 117. . . 0 0354 118. . . .0.1 0356 119. . . .0.1 «• 0358 120. . . .0.1 0400 121 0. . . .1. m 0402 122. . . . O.I 0404 123. . . .0.1 0406 124. . . . O.I "** 0408 125. . . . O.I J 0410 126. . . . 0. I — 0412 127. . . . 0. I 0414 128. . . .0.1 3 0416 129. . . . O.I 0418 130. ... 01 0420 131 1. ... 0422 132. . . . I. S ..... S s . . . . s . . . . s . . . . ' s . s ....." s s . . . s s ..... s s ..... s ..... s . . . s . . s ..... s ..... .s ..... .s ..... .s ..... s . s . . s . s s .s . . i . I . S . . . . « . I . S. I . S I . . S . I S I. . S . I. S I. . S . I . . S . I S. I . . S . I . . .S . . I . . . S . .1 . . S . .1 S I . . . S . I. . . S I. . . S I . . . S s *. s . . s . . . ' s . . s . f C • • • • d • • s s .s.s -S • * • • . • S * • . ss .. . s . s . s . . s . s . . s . s * » » * • 5 . • . s s .,.. . s - - , , . . . . . . . . , . , . • ^ . 9 , B . . . „ . , . . . - , . . . . , . . „ B . m . t • . 20424 133. 20426 134. 20428 135. 20430 136. 20432 137. 20434 138. 20436 139. 20438 140. 20440 141. . . 20442 142. >04U 143. ?0446 144. >044S 145. >0450 146. >0452 147. >0454 148. >0456 149. ?0458 150. '0500 151. . . !0502 152. !0504 153. !0506 154. !0508 155. 10510 1:6. !0512 157. 10514 158. !0516 159. !0518 160. '0520 161. . . .'0522 162. !0524 163. '0526 164. 0528 165. 0530 166. 0532 167. 0534 168. 0536 169. 0538 170. 0540 171. . . 0542 172. 0544 173. 0546 174. 0548 175. "50 176. s52 177. 0554 178. 0556 179. 0558 180. 0600 181. . . 0602 182. 0604 183. 0606 184. 0608 185. 0610 186. 0612 187. 0614 188. 3616 189. 3618 190. 3620 191. . . D622 192. 3624 193. 3626 194. 3628 195. 3630 196. 3632 197. 3634 198. )636 199. )638 200. )640 201. . . 3642 202. 5644 203. )646 204. )648 205. 10. . . . . . S . 10. . . . . . S . 10. . . . . . S10. . . . . . s . . ; 10. . . . . . S . 10. . . . . . S . .10. . . . . . S . .10. . . . . . S I . . 0 S .10. . . . . . S .10. . . . . . S 10. . . . . . S . 10. . . . . . S . I. 0 . . . . . .S . I. 0 . . . . .S . I . 0 . . . . . .S . I.O... . . . -S 1.0. . . . . -S I. . . .0 S I . 0 . . . . . S I . 0 . . . . . S I . 0 . . . . S I . 0 . . . . . S. I . 0 . . . . S. I . 0 . . . S. I . 0 . . . . . S. . . i.o. . . . . s. i . .1.0 . . . . . 6 . * . I o . . . S . . . . . I .0 . . . . S . . I .0 . . . . . S . . 10 . . . . . S . . 10 . . . . . S . 0 . . . . S . 0 . . . . . S . 0. . . . . . S . 0. . . . . S 0. . . . . S . ... o ... S 0 . . . . . S . 0 . . . . . . S . 0 . . . . . S . 0 . . . . . S 0 . . . . . . S . 0 . . . . . S 0 . . . . . S 0. . . . . . S •'. 0 . . . . . . S .... o S 0. . . . . .S. o . . . . . . .. s . • v/ • • . • * 9 5 • • • • 0 . . . . . S 0 . . . . . S 0 . . . . S 0 . . . . . S 0 . . . . . . S . ... 0 . . . . . . So s 0 . . . . . . S I. 0 . . . . . . S I. 0 . . . . . . S . I. 0 . . . . . S 1. 0 . . . . . . S . I.O. . . . . . S . 1.0. . . . . . S . I.O. . . . . . S . I.O. . . . . . S 1. . 0 S 1.0. . . . . . S 1.0. . . . . . S . I .0 ..... .S ... I .0 ..... .S .... 2 ] 20650 206. I .0 20652 207. I .0 20654 208. .10 20656 209. .10 20658 210. .1 0 20700 211 1 . . .0 20702 212. .1 0. 20704 213. .1 0. 20706 214. I 0 . 20708 215. I 0 . 20710 216. I. 0 . 20712 217. I. 0 . 20714 218. I. 0 . 20716 219. 1 . 0 . 20718 220. I . 0 . 20720 221 .... I ... 0 20722 222. I . 0 20724 223. I . 0 . 20726 224. I . 0 20728 225. I . 0 . 20730 226. I . 0 . 20732 227. I . 0 20734 228. I . 0 20736 229. I . 0 . 20738 230. I . 0 '0740 231. . 1 0 ?0742 232. I . 0 >0744 233. I . 0 ?0746 234. 1.0 ?0748 235. 1 . 0 ?0750 236. I . 0 ?0752 237. 1 .0 ?0754 238. I .0 ?0756 239. I .0 !0758 240. I .0 . '0800 241. . I . . 0 . . . . ... !0802 242. 10 !0804 243. 10 !0806 244. I 0 10808 245. I 0 !0810 246. 10. 10812 247. 10. '0814 248. 10. '0816 249. 10. :0818 250. 10. '0820 251. . I . .0. . ... 10956 299. 10 .S .S . -S . . -S . \ \ssss . s.s. . . . s. . . . ' \ s. . \s.s . s . . . . '.s s .s . s . s .s .. . . s . s s . s . . .... . s -s . <. . :s • . I .s .s .s .. s . s .. . s .ss . s .. s. s .. s . . . . .. s . . . .. s. s. s .. s . S is . 43 KK SUB 11 45 KO 47 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE SUBBASIN RUNOFF DATA SU8BASIN CHARACTERISTICS TAREA .65 SUBBASIN AREA PRECIPITATION DATA 1 g •* « m m 146 PB H PI STORM 2.80 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN 00 00 00 00 00 00 01 02 02 01 01 01 00 00 00 00 00 00 00 .00 .00 .00 .00 .00 .00 .01 .02 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .02 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 :00 .00 .00 .00 .01 .01 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .02 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 48 LS 49 UO SCS LOSS RATE STRTL CRVNBR RTIMP .27 INITIAL ABSTRACTION 88.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENS10NLESS UNITGRAPH TLAG .10 LAG 457. 128. 1554. 81. 2529. 51. 2582. 33. UNIT HYDROGRAPH 17 END-OF-PERIOO ORDINATES 2052. 1256. 786. 22. 13. 6. 510.321.201. TOTAL RAINFALL = EAK FLOW TIME (CFS) (HR) HYDROGRAPH AT STATION SUB 11 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS 6-HR MAXIMUM AVERAGE FLOW 24-HR 72-HR 1.64 9.97-HR (CFS) 602.2.77 115. (INCHES) 1.642 (AC-FT) 57. CUMULATIVE AREA = 69. 1.642 57. .65 SO HI 69. 1.642 57. 69. 1.642 57. 50 KK PT.11 **m* 52 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYOROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 53 RS STORAGE ROUTING NSTPS 1 ITYP ELEV NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION I 2•1 RSVRIC 66.10 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT m •1 *•! -m 1 154 SV 156 SE 158 SO *** STORAGE .0 22.0 ELEVATION 66.00 77.00 DISCHARGE 0. 177. *** *** .4 1.5 27.7 34.4 67.00 68.00 78.00 79.00 7. 18. 186. 196. *** 2-6 3.7 4.9 6.1 7.6 "9 9 13 n 42.3 69.00 70.00 71.00 72.00 73.00 74 00 75 00 80.00 38. 70. 101. 118. 132. 143. 155 209. *** *** "^ HYDROGRAPH AT STATION PT.11 *« *•» m —J »"» — — >EAK FLOW (CFS) 170. HAK STORAGE (AC-FT) 19. >EAK STAGE (FEET) 76.38 TIME 6-HR (HR) (CFS) 3.37 113. (INCHES) 1.614 (AC-FT) 56. TIME 6-HR (HR) 3.37 10. TIME 6-HR (HR) 3.37 72.74 CUMULATIVE AREA = MAXIMUM AVERAGE 24 -HR 69. 1.641 57. MAXIMUM AVERAGE 24 -HR 6. MAXIMUM AVERAGE 24-HR 70.22 .65 SO MI FLOW 72-HR 9.97-HR 69. 69. 1.641 1.641 57. 57. STORAGE i 72-HR 9.97-HR ' ,* * 6. 6. STAGE 72-HR 9.97-HR 70.22 70.22 OPERATION HYDROGRAPH AT STATION m m £ J M <* ROUTED TO HYDROGRAPH AT 2 COMBINED AT ROUTED TO HYDROGRAPH AT 2 COMBINED AT ROUTED TO SUB 6C 6C-6B SUB 6B PT.6B 6B-6A SUB 6A PT.6A PT.6A RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK 6-HOUR 24-HOUR 72-HOUR 561. 2.83 559. 2.90 381. 2.77 900. 2.83 899. 2.87 197. 2.73 1025. 2.83 642. 3.10 121. 121. 75. 196. 196. 37. 233. 233. 73. 73. 45. 118. 118. 22. 140. 140. 73. 73. 45. 118. 118. 22. 140. 140. BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE .65 .65 .37 1.02 1.02 .20 1.22 1.22 134.55 3.10 10 ROUTED TO 6A-6 642. 3.17 233. HYDROGRAPH AT SUB 6 242. 2.77 46. 2 COMBINED AT PT. 6 734. 2.80 279. ROUTED TO PT. 6 558. 3.83 247. HYDROGRAPH AT SUB 5A 540. 2.87 125. ROUTED TO 5A-5 539. 3.00 124. HYDROGRAPH AT ^ -v SUB 5 Ll88- ) 2-83 126- 2 COMBINED AT ^- — ^ PT. 5 ClP_51-J 2-90 25°- 2 COMBINED AT ^- ^ PT. 7 ( 1163.y 2.93 492. ROUTED TO 7-8A 1160. 3.07 492. HYDROGRAPH AT SUB 8A 72. 2.77 14. 2 COMBINED AT ^-—~- PT.8A (jr85.^ 3.03 505. ROUTED TO PT.8A 783. 4.33 468. ROUTED TO 8A-8 783. 4.53 467. HYDROGRAPH AT SUB 88 353. 2.87 81. 2 COMBINED AT PT. 8 860. 4.43 525. HYDROGRAPH AT SUB 1 842. 2.77 163. HYDROGRAPH AT SUB 2 511. 2.77 98. 2 COMBINED AT PT. 3 1353. 2.77 260. ROUTED TO 3-3A 1342. 2.77 260. ROUTED TO 3A-4 1340. 2.87 260. HYDROGRAPH AT SUB 4 589. 2.80 118. 2 COMBINED AT PT. 4 1890. 2.83 378. 2 COMBINED AT PT. 9 2238. 2.83 894. 11 140. 140. 1.22 28. 28. .25 168. 168. 1.47 159. 159. 1.47 75. 75. .64 75. 75. .64 76. 76. .68 151. 151. 1.32 310. 310. 2.79 • 306. 306. 2.79 8. 8. .09 314. 314. 2.88 294. 294. 2.88 288. 288. 2.88 49. 49. .53 , 337. 337. '3.41 98. 98. / .88 59. 59. .58 157. 157. 1.46 157. 157. 1.46 157. 157. 1.46 71. 71. .74 228. 228. 2.20 565. 565. 5.61 119.10 3.83 4.33 1 : 1 3 1 ROUTED TO HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT ROUTED TO 2 COMBINED AT ROUTED TO HYDROGRAPH AT 2 COMBINED AT 9-10 SUB 10 PT.10 SUB 11 PT.11 PT.12 12-13 SUB 13 PT.13 2236. 238. 2456. 602. 170. 2622. 2610. 335. 2926. 2.90 2.83 2.90 2.77 3.37 2.90 2.97 2.90 2.97 894. 52. 945. 115. 113. 1057. 1056. 81. 1133. 561. -31. 593. 69. 69. 662. 657. 49. 706. 561. 31. 593. 69. 69. 662. 657. 49. 706. 5.61 .42 6.03 .65 .65 6.68 6.68 .66 7.34 2 76.38 3.37 12 _ Hec-1: Ultimate Basin D Condition 1 2 REP I4245PDS DOC • FLOOD HYDROGRAPH PACKAGE (HEC-1) M - FEBRUARY 1981 J REVISED 02 AUG 88 • RUN DATE 09/03/1990 TIME 20:33:10 • "•It « « • ••! U.S. AJtMY COUPS OF ENGINEERS THE HYDROLOG1C ENGINEERING CENTER 609 SECOHO STREET DAVIS. CALIFORNIA 95616 (916) 551-1748 3 1 3 X X X X X Xxxxxxxx X X X X X X xxxxxxx X Xxxxx X Xxxxxxxx xxxxx X X X X XXXXX X X X xxxxx X XX X X X X XX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), MEC1CS, KEC1DB. AND MEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANCED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 01. THIS IS THE FMTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE'STAGE WEOUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE.-GREEN AND AMPT INFILTRATION • KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE 1 2 3 4 5 6 7 6 9 10 11 12 13 U 15 16 17 18 19 20 21 22 23 24 25 26 27 IV.' ID ID ID ID ID IT 10 KK KM BA IN PB PI PI PI LS UD DRAINAGE STUDY FOR ENCINITAS CHEEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, C AND D 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 2 12DEC89 300 5 SUB 6C RUNOFF FROM ENCINITAS CREEK SUB8ASIN 6C 0.65 15 2.90 0 .0175 .0175 .0225 .0225 .0275 .0275 .185 .05 .05 .04 .04 .0275 .0275 .02 .02 .02 .02 .02 88 0.216 '- ' .0475 .0475 0.185 .0225 .0225 .02 KX 6C-68 CHANNEL ROUTING RK 3500 0.0, 0.030 TRAP KK SUB 68 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B BA 0.37 LS 90 UD 0.137 KK PT.6B KM COMBINE FLOWS OF 6C AND 66 KC 2 - J 28 KK 6B-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 40 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SU8BASIN 6A 32 BA 0.20 33 PB 2.8 34 35 36 37 38 39 40 42 43 LS UD KK HC ICK KO RS SV SO SE ID RK KK KM BA PB LS UD KK HC KK KO RS SV so SE 0.078 PT.6A 2 PT.6A 1 0 0 123 1. 6A-6 2120 SUB 6 89 CONCENTRATION POINT 6A FLCODUATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 2 STOR 0.04 60 124 2 CHANNEL 0.011 RUNOFF FROM 0.25 2.80 0.101 PT. 6 2 PT. 6 1 0 0 108 89 -1 0.70 180 126 3... ROUTING 0.040 ENCINITAS 2.25 305 128 HEC-1 4. 0 CREEK 4.83 8.81 14.56 22.20 450 535 620 700 130 132 134 136 INPUT PACE 2 5 6 7 8 9 10 TRAP 40 2 i SUBBASIN 6 . ' * FLCODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 2 STOR 0.92 17 110 -1 3.96 48 112 10.16 62 114 20.09 33.22 49.95 72 303 767 116 118 120 LINE U 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 KK SUB 5A 61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN SA 62 BA 0.64 63 PB 2.90 64 LS 89 65 UD 0.274 66 « 5A-5 CHANNEL ROUTING 67 RK 4000 0.006 0.035 0 TRAP 20 68 KK SUB 5 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68 71 PB 2.80 72 LS 89 73 UD 0.212 74 « PT. 5 75 HC 2 76 ICK PT. 7 77 HC 2 78 KK 7-8A CHANNEL ROUTING 79 RK 1500 0.002 0.040 0 TRAP 320 2 1 BO 81 82 83 84 85 LIME 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 IK 115 116 117 118 119 120 121 122 123 124 125 126 1?7 KK KM BA PB LS UD ID. KK HC KK KO RS sv so SE KK RK KK KM BA PB LS UD KK HC KK KM BA PB LS UD KK KM BA PB LS UD ICK HC KK RK ICK RK KK KM BA PB LS UD SUB BA RUNOFF FROM ENCINITAS CREEK SUBBASIN BA 0.09 2.80 85 0.105 HEC-1 INPUT 23456789 ..10 PT.8A 2 PT.8A FLOODUATER DETENTION BASIN D 0 2 1 STOR -1 0 3.8 15.2 38.4 61.04 83.64 106.25 0 17 48 62 293 757 1405 100 102 104 106 108 110 112 8A-8 CHANNEL ROUTING 4380 0.004 0.040 0 TRAP 50 3 SUB 86 RUNOFF FROM ENCINITAS CREEK SUBBASIN 88 0.53 • | 2.80 ' T 85 0.248 PT. 8 2 SUB 1 RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 0.88 2.80 89 0.117 SUB 2 RUNOFF FROM ENCINITAS. CREEK SUBBASIN 2 0.58 2.80 87 0.107 PT. 3 2 3-3A CHANNEL ROUTING 2000 0.015 0.020 0 TRAP 10 2 3A-4 CHANNEL ROUTING 3920 0.013 0.040 0 TRAP SO 3 SUB 4 RUNOFF FROM ENCINITAS CHEEK SUBBASIN 4 0.74 2.70 87 0.148 HEC-1 INPUT PAGE 3 PACE 4 ^ 2 3 6 5 6 7 8 9 10 128 ICK PT. 4 i 129 HC 1 1 -*T7 - 130 131 132 133 134 135 136 137 138 139 KO 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 LINE 169 170 171 KK HC KIC RK KK KM BA PB LS UD KK HC KK KM KO PB BA LS UD KK KM KO RS sv sv SE SE SO so KK HC KK RK KK KM BA PB LS UD ID KK HCzz PT. 9 2 9-10 CHANNEL ROUTING 2920 0.007 0.040 0 TRAP 60 3 SUB 10 RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 0.42 2.70 82 0.189 PT.10 2 SUB 11 RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 32 ; 2.80 0.65 88 0.102 PT.11 STORAGE ROUTING IN FLOODWATER DETENTION BASIN C . * 32 » 1 ELEV 66.1 0 0.4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13 22 27.7 34.4 42.3 66 67 68 69 70 71 72 73 74 75 77 78 79 80 0 7 17.5 37.5 70 101 118 132 143 155 177 186 196 209 PT.12 2 12-13 CHANNEL ROUTING 4040 0.011 0.045 0 TRAP 60 3 SUB 13 RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 0.66 2.70 82 0.262 HEC-1 INPUT PACE 5 f 1 2 3 .. ..* 5 6 7.. ..'... 8 9 10 PT.13 2 •««••••«•>••• •«•>«>•>•>»«•••••>•••••••••«••••••»«•• FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * REVISED 02 AUG 88 * RUN DATE 12/18/1989 TIKE 22:01:05 * * U.S. ARMY CORPS OF ENGINEERS • * THE HYOROLOGIC ENGINEERING CENTEX • * 609 SECOND STREET • * DAVIS, CALIFORNIA 95616 • * (916) 551-1748 • 7 10 DRAINAGE STUDY TO* ENCINITAS CREEK. CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODUATER DETENTION BASINS A, B, C AND D 6-HOUR STORH, 100-TEAR EVENT ZONES 11. 12, ETC OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL CSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN IDATE 1TIME NO HDDATE NDTIME I CENT 2 12DEC89 0000 300 12DEC89 0958 19 COMPUTATION INTERVAL TOTAL TIME BASE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORD!NATES ENDING DATE ENDING TIME CENTURY MARK .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES i *. <*! M i J •m m ^H m «• m m *m M "* m m m MI^B m tfi **» M « PEAK TIME OF OPERATION STATION FLOW PEAK HYDROGRAPH AT SUB 6C 561. 2.83 ROUTED TO 6C-66 559. 2.90 HYDROGRAPH AT SUB 68 381. 2.77 2 COMBINED AT PT.66 900. 2.83 ROUTED TO 6B-6A 899. 2.87 HYDROGRAPH AT SUB 6A 197. 2.73 2 COMBINED AT PT.6A 1025. 2.83 ROUTED TO PT.6A 642. 3.10 ROUTED TO 6A-6 642. 3.17 HYDROGRAPH AT SUB 6 242. 2.77 2 COMBINED AT PT. 6 734. 2.80 ROUTED TO PT. 6 5p, 3.83 HYDROGRAPH AT SUB SA 540. 2.87 ROUTED TO 5A-5 539. 3.00 HYDROGRAPH AT ^-4 — N SUB 5 ( 58g^y 2.83 2 COMBINED AT / >"-~^\ PT. 5^ OO**/ 2.90 2 COMBINED AT . ^ — v PT. i (w*y 2-93 ROUTED TO 7-8A 1160. 3.07 HYDROGRAPH AT SUB 8* 72-. 2.77 2 COMBINED AT ~ PT.8A ClT^X 3.03 AVERAGE FLOW FOR MAXIMUM PERIOD MS IN AREA 6-HOUR 24-HOUR 72-HOUR 121. 73. i 73. . .65 121. 73. n. .65 75. 45. 45. .37 196. 118. 118. 1.02 196. 118. 118. 1.02 37. 22. 22. .20 233. 140. 140. 1.22 233. 140. 140. 1.22 233. 140. 140. 1.22 46. 28. 28. .25 279. 168. 168. 1.47 247. 159. 159. 1.47 « 125. 75. 75. .64 124. 75. 75. ' .64 126. 76. 76. .68 250. 151. 151. 1.32 492. 310. 310. 2.79 492. 306. 306. 2.79 14. 8. 8. .09 505. 314. 314. 2.88 MAXIMUM TIME OF STAGE MAX STAGE 134-55 3.10 119.10 3.83 18 A I 3 _i i«p y «M ** — ^ P* — IP" « IP Hi m 4f m\gg J«• ROUTED TO PT.8A 757. ROUTED TO 8A-8 (757, HYDROGRAPH AT SUB SB 353. 2 COMBINED AT PT. 8 832. HYDROGRAPH AT SUB 1 842. HYDROGRAPH AT SUB 2 511. 2 COMBINED AT PT. 3 1353. ROUTED TO 3-3A 1342. ROUTED TO 3A-4 1340. HYDROGRAPH AT SUB 4 589. 2 COMBINED AT PT. 4 1890. 2 COMBINED AT PT. 9 2238. ROUTED TO 9-10 2236. HYDROGRAPH AT SUB 10 238. 2 COMBINED AT PT.10 2456. HYDROGRAPH AT SUB 11 602. ROUTED TO PT.11 170. 2 COMBINED AT PT.12 2622. ROUTED TO 12-13 2610. HYDROGRAPH AT SUB 13 335. 2 COMBINED AT PT.13 2926. 4.40 4.57 2.87 4.53 2.77 2.77 2.77 2.77 2.87 2.80 2.83 2.83 2.90 2.83 2.90 2.77 3.37 2.90 2.97 2.90 2.97 421. 420. 81. 474. 163. 98. 260. 260. 260. 118. 378. 843. 843. 52. 894. 115. 113. 1006. 1004. 81. 1081. 264. 258. 49. 307. 98. 59. 157. 157. 157. 71. 228. 535. 531. 31. 562. 69. 69. 631. 627. 49. 676. 264. 258. 49. 307. 98. 59. 157. 157. 157. 71. 228. 535. 531. 31. 562. 69. '' 69. / 631. 627. 49. 676. 2.88 2.88 .53 3.41 .88 .58 1.46 1.46 1.46 • .74 2.20 5.61 5.61 .42 6.03 .65 .65 6.68 6.68 .66 7.34 •* MORKAL END OF HEC-1a 110.00 ,, 4.40 76.38 3.37 19 J 3 APPENDIX 6j Hec-2 Analyses 1 Interim/Ultimate Basin D Conditions - REP/I4245PDS-2.DOC J 1 1 1 m M I Hec-2: T-l Tributary Interim Basin D Conditions REP/I4245PDS-2.DOC i i ] * HEC-2 WATER SURFACE PROFILES ENGINEERS * ENGINEERING CENTER * * Version 4.6.2; May 1991 SUITE D * 95616-4687 * RUN DATE 1104 14JUNOO TIME 15:33:22 * U.S. ARMY CORPS OF * HYDROLOGIC * 609 SECOND STREET, * DAVIS, CALIFORNIA (916) 756- X XXXXXXX xxxxx X X X X XXXXXXX X X X X X X X X xxxx X X XXXXXXX X X X X X X X xxxxx 14JUNOO PAGE 1 15:33:22 XXXXX X X X XXXXX XXXXX X X XXXXXXX M 15:33:22 HEC-2 WATER SURFACE PROFILES 1 Version 4.6.2; May 1991 THIS RUN EXECUTED 14JUNOO mm *m mm J- «• -mm, amimm «• J m mm *m mmmm «Mk 4M Tl T2 T3 Jl J2 NC QT ET NH XI GR GR GR ET NH XI GR GR GR ET NH XI GR GR GR THIS IS A WATER PROFILE CALCULATION FOR RSFR PROJECT C-l CULVERT STUDY FOR INTERIM BASIN D AND BUILT OUT CONDITIONS 100-YR STORM, Q=558 cfs, N=0 . ICHECK 0 NPROF 1 10. 116. 104. 108. 11. 110. 105. 108. 12. 110. 104. 110. 1 3 5 0 5 0 4 6 0 5 0 3 4 0 6 0 INQ 2 I PLOT 0 558 9.1 0.03 15 100.0 400.0 824.0 9.1 0.03 12 20.0 413.0 766.0 9.1 0.05 11 10.0 435.0 740.0 NINV PRFVS -1 9.1 480 181 110.0 104.0 110.0 9.1 413 55 108.0 104.6 110.0 9.1 380 72 108.0 104.6 . 1 FOR CHNL AT UPSTREAM OF BOX. FILE: IDIR 0 XSECV 0 9 0. STRT 0 XSECH .3 .1 05 824 152 480 860 9 0. .0 .0 .0 .1 06 766 55 513 815 9 0. .0 .0 .0 .1 04 690 72 460 .0 .0 METRIC 0 FN .5 9.1 765 0 108.0 103.9 112.0 9.1 585 170 106.0 104.5 9.1 540 160 106.0 105.5 HVINS 0 ALLDC -1 9.1 0.03 0 181.0 530.0 956.0 9.1 0.05 70 100.0 585.0 9.1 0.025 50 200.0 540.0 SR3-N1.* Q 0 IBM 9.1 1010 0 106.0 104.0 114.0 9.1 720 110 105.6 105.6 9.1 740 80 106.0 106.0 WSEL 108.99 CHNIM 204.0 693.0 980.0 0.025 200.0 635.0 275.0 640.0 FQ ITRACE 100 103.6 106.0 115.0 100 815 105.5 106.0 275 105.0 108.0 693 341.0 765.0 1010.0 635 300.0 720.0 540 380.0 690.0 CROSS-SECTION 1 OF SPECIAL CULVERT MODEL - DOWNSTREAM OF CULVERTS i I I i 1 ET NH XI GR GR GR 4 13.0 110.0 105.0 108.0 9.1 0.04 12 20.0 345.0 655.0 CROSS-SECTION 2 OF 1 PAGE NC XI X3 GR GR SC 14JUNOO 2 .015 14 .0 10 111.7 111.6 2.015 15:33:22 .015 6 220.0 448.0 0.4 CROSS-SECTION 3 OF NC XI X2 X3 BT BT GR GR ET NC XI GR GR ET XI GR ET XI GR GR 1 .045 15.0 10 -4 111.7 111.6 CROSS- .035 16.0 130.0 106.5 17.0 120.0 18.0 124.0 112.8 14JUNOO .045 6 136 185 220.0 448.0 SECTION 4 OF 9.1 .035 8 100.0 185.0 9.1 5 100.0 9.1 6 100.0 292.0 15:33:22 9.1 397 60 108.0 104.7 110.0 9.1 0.03 655 60.0 397.0 740.0 SPECIAL CULVERT MODEL - AT .015 330.9 111.5 2.64 351.6 330.9 SPECIAL CULVERT MODEL - AT .045 330.9 2 112.0 111.5 111.5 351.6 330.9 9.1 450 120 106.8 104.7 9.1 0.04 75 110.0 450.0 DOWNSTREAM CULVERTS 70 104.91 5.0 UPSTREAM 236.2 111.5 155 106.02 SPECIAL CULVERT MODEL - UPSTREAM OF 9.1 .1 165 120.0 110.0 9.1 150 118.0 9.1 160 120.0 9.1 0.1 185 130.0 200.0 9.1 210 110.0 9.1 210 114.0 9.1 0.3 53 112.0 112.2 9.1 50 110.0 9.1 50 110.0 55 331.0 10.0 9.1 557 70 106.6 105.5 FACE 50 104.91 271.2 CULVERTS FACE 208.6 111.5 331.0 CULVERTS 9.1 53 150.0 208.0 9.1 50 150.0 9.1 50 160.0 222.4 106.02 9.1 52 110.0 9.1 50 110.0 9.1 50 110.0 PAGE 3 SEGNO Q TIME SLOPE DEPTH QLOB VLOB XLOBL CWSEL QCH VCH XLCH CRIWS WSELK QROB ALOB VROB XNL XLOBR ITRIAL EG ACH XNCH IDC HV AROB XNR ICONT HL VOL WTN CORAR 0.025 200.0 460.0 345 740 106.0 106.0 460 270.0 557.0 111.5 351.5 i.l 111.5 173 351.5 155.0 210.0 210.0 111.5 111.5 106.18 111.5 111.5 111.5 150 106.5 110 112.1 100 112.0 351.6 104.82 200 165.0 238 238.0 292 250.0 OLOSS TWA ELMIN TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST *PROF 1 CRITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS 0 CCHV= .300 CEHV= .500 1490 NH CARD USED *SECNO 10.500 3470 ENCROACHMENT STATIONS= 100.0 10.500 5.39 108.99 104.41 558.0 .5 557.5 .0 .00 .07 .24 .00 .000005 0. 0. 0. 693.0 TYPE= 1 TARGET= .00 108.99 .00 7.1 2364.0 .0 .030 .039 .000 0190 593.000 .00 .00 108.00 .0 .0 100000.00 .000 103.60 166.65 .00 526.35 693.00 1490 NH CARD USED *SECNO 11.600 a i a 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.65 0 ENCROACHMENT STATIONS= 11.600 558.0 .11 .000012 4 .49 .0 .00 170. 108.99 558.0 .28 110. 100.0 635.0 TYPE= 1 105.45 .0 .00 70. .00 .0 .000 0 108.99 1968.4 .043 21 TARGET= .00 .0 .000 0 535.000 .00 5.5 .000 .00 104 535 .00 1.3 .50 .00 100000. 100000. 100. 635 .00 .00 .00 .00 1490 NH CARD USED *SECNO 12.400 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.51 3470 ENCROACHMENT STATIONS= 1 12.400 558.0 .15 .000045 4.39 .0 .00 160. 108.99 558.0 .55 80. 275.0 105.58 .0 .00 50. 540.0 TYPE= .00 .0 .000 0 109.00 1022.2 .044 21 TARGET= 265.000 .00 .00 .00 100000.00 .0 8.2 2.1 100000.00 .000 .000 104.60 275.00 0 .00 265.00 540.00 i 14JUNOO PAGE 4 SEGNO Q TIME SLOPE 15:33:22 DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS QLOB QCH QROB ALOB ACH AROB VOL TWA VLOB VCH VROB XNL XNCH XNR WTN ELMIN XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST 1490 NH CARD USED *SECNO 13.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.60 3470 ENCROACHMENT STATIONS= 345.0 13.000 4.29 108.99 105.70 558.0 .0 558.0 .0 .17 .00 1.16 .00 .000126 120. 70. 75. 460.0 TYPE= 1 TARGET= .00 109.01 .02 .0 481.9 .0 .000 .036 .000 0 17 0 115.000 .00 .01 100000.00 9.4 2.4 100000.00 .000 104.70 345.00 .00 115.00 460.00 *^ *SECNO 14.000 •*i 3301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.29 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA=111.50 ELREA= 14.000 3.68 558.0 .0 .17 .00 .001453 70. SPECIAL CULVERT SC CUNO CUNV ELCHD 2 .015 104.82 108.59 558.0 7.36 50. ENTLC .40 107.74 .0 .00 55. COFQ 2.64 .00 .0 .000 2 RDLEN .00 109.43 75.8 .015 14 RISE 5.00 .84 .0 .000 0 SPAN 10.00 111.50 .02 9.8 .000 .00 CULVLN 271.20 .41 2.5 104.91 20.61 111.50 111.50 330.94 351.56 CHRT SCL ELCHU 1 106.18 CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES *SECNO 15.000 SPECIAL CULVERT OUTLET CONTROL EGIC = 110.829 EGOC = 111.036 PCWSE=108.592 ELTRD=111.500 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.44 14JUNOO 15:33:22 PAGE 5 1 1 i 1 1 SECNO Q TIME SLOPE DEPTH QLOB VLOB XLOBL CWSEL QCH VCH XLCH CRIWS QROB VROB XLOBR WSELK ALOB XNL ITRIAL EG ACH XNCH IDC HV AROB XNR ICONT SPECIAL CULVERT EGIC 110.83 3495 OVERBANK 15.000 558.0 .18 .007547 EGOC 111.04 H4 1.60 QWEIR 0. AREA ASSUMED NON-EFFECTIVE, 4.44 .0 .00 236. 110.46 558.0 6.11 222. .00 .0 .00 209. QCULV 558. ELLEA= .00 .0 .000 3 VCH 6.111 111.50 111 .04 91.3 .045 0 ACULV 100.0 ELREA= .58 .0 .000 0 HL VOL WTN CORAR OLOSS TWA ELM IN TOPWID ELTRD WEIRLN 111.50 0. 111.50 1.60 10.2 .000 .00 .00 2.6 106.02 20.66 L-BANK"ELEV R-BANK ELEV SSTA ENDST 111.50 111.50 330.92 351.58 i CCHV= .100 CEHV= .300 *SECNO 16.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.48 3470 ENCROACHMENT STATIONS= 150.0 16.000 4.59 111.09 109.14 558.0 138.4 220.5 199.1 .18 4.64 2.40 4.68 .003431 53. 52. 53. 200.0 TYPE= 1 .00 111.33 29.9 91.7 .035 .100 2 14 TARGET= .24 42.6 .035 0 50. .26 10.3 .000 .00 .000 .03 2.6 106.50 47.72 106.50 106.50 152.28 200.00 *SECNO 17.000 T 7185 MINIMUM SPECIFIC ENERGY J| 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 110.0 •UK 17.000 1.37 111.37 111.37 j 558.0 41.1 406.1 110.8 Ml .18 8.79 4.95 8.89 .073070 50. 50. 50. 238.0 TYPE= 1 TARGET= .00 111.98 .61 4.7 82.1 12.5 .035 .100 .035 0 17 0 128.000 .46 .11 110.00 10.5 2.7 110.00 .000 110.00 143.16 .00 85.07 228.23 ^ *SECNO 18.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.75 1) 1 14JUNOO PAGE 6 15:33:22 -<nj SECNO Q TIME SLOPE DEPTH QLOB VLOB XLOBL CWSEL CRIWS QCH QROB VCH VROB XLCH XLOBR WSELK EG HV HL OLOSS L-BANK ELEV ALOB ACH AROB VOL TWA R-BANK ELEV XNL XNCH XNR WTN ELMIN SSTA ITRIAL IDC ICONT CORAR TOPWID ENDST 3470 ENCROACHMENT STATIONS= 100.0 18.000 2.52 112.52 111.49 558.0 51.6 250.6 255.9 .19 3.52 1.99 3.75 .005195 50. 50. 50. 292.0 TYPE= 1 TARGET= .00 112.67 .15 14.7 126.2 68.2 .035 .100 .035 580 192.000 .65 .05 110.00 10.7 2.8 110.00 .000 110.00 148.39 .00 129.12 277.51 14JUNOO 15:33:22 PAGE 7 THIS RUN EXECUTED 14JUNOO 15:33:22 ^ HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 m Ht NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST -YR STORM, Q=558 cfs, N= SUMMARY PRINTOUT TABLE 150 SECNO XLCH AREA .OIK ELTRD ELLC ELMIN CWSEL CRIWS EG 10.500 2371.08 2479.80 .00 Ml * 11.600 110.00 1968.36 1622.03 * 12.400 80.00 1022.23 833.46 * 13.000 70.00 481.90 497.80 * 14.000 50.00 75.84 146.40 .00 .00 .00 .00 .00 .00 103.60 558.00 108.99 104.41 108.99 .00 104.50 558.00 108.99 105.45 108.99 .00 104.60 558.00 108.99 105.58 109.00 .00 104.70 558.00 108.99 105.70 109.01 15.000 222.40 111.50 91.31 64.23 .00 106.02 558.00 110.46 16.000 52.00 164.15 95.27 * 17.000 50.00 99.19 20.64 * 18.000 50.00 209.02 77.42 .00 .00 14JUNOO PAGE 8 15:33:22 -YR STORM, Q=558 cfs, N= SUMMARY PRINTOUT TABLE 150 SECNO 10. 11. 12. 13. 14. 15. 16. 17. .500 .600 .400 .000 .000 .000 ,000 .000 Q 558. 558. 558. 558. 558, 558. 558. 558, CWSEL DIFWSP .00 ,00 .00 .00 .00 .00 .00 .00 108 108, 108 108, 108, 110. Ill, 111 .99 .99 .99 .99 .59 .46 .09 .37 .00 .00 .00 .00 .00 .00 .00 .00 DIFWSX DIFKWS .00 .00 .00 .00 -.39 1.86 .63 .28 .00 .00 .00 .00 .00 .00 .00 .00 TOPWID 526 535 265 115 20 20 47 85 .35 .00 .00 .00 .61 .66 .72 .07 XLCH 110. 80. 70. 50. 222. 52. 50 .00 .00 .00 .00 .00 .40 .00 .00 10*KS .05 .12 .45 1.26 .00 104.91 558.00 108.59 107.74 109.43 14.53 .00 111.04 75.47 .00 106.50 558.00 111.09 109.14 111.33 34.31 110.00 558.00 111.37 111.37 111.98 730.70 .00 110.00 558.00 112.52 111.49 112.67 51.95 VCH .24 .28 .55 1.16 7.36 6.11 2.40 4.95 1.99 18.000 558.00 112.52 .00 1.16 .00 129.12 50.00 14JUNOO 15:33:22 PAGE SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 11.600 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 12.400 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 13.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 14.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 15.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 16.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 17.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 17.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO=18.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE Hec-2: Encinitas Creek Interim Basin D Conditions m m REP 14245PDS.DOC * HEC-2 WATER SURFACE PROFILES ENGINEERS * ENGINEERING CENTER * * Version 4.6.2; May 1991 SUITE D 95616-468'' * RUN DAI 1104 TIME 13:00:01 * U.S. ARMY CORPS OF * HYDROLOGIC * 609 SECOND STREET, * DAVIS, CALIFORNIA * (916) 756- 1 1 I I I I I I I I I I I I I X X XXXXXXX XXXXX XXX X > XXX X XXXXXXX XXXX X X XX X XXX X > X X XXXXXXX XXXXX XXXXX X X X XXXXX XXXXX X X XXXXXXX 25AFROQ PAGE 1 13:00:01 13:00:01 HEC-2 KATE?. SURFACE PROFILES Version 4.6.2; Kav 1&&1 Tl T2 T3 Jl ET THIS IS A WATER PROFILE CALCULATION FOR RSFR PROJECT C-2 CULVERT STUDY FCR INTERIM BASIN D AND BUILT OUT CONDITIONS 100-YP STORM, 0=1185, 1163 AND 1051 cfs. FILE: SR2-N2.* USE K=C.i FOR CHANNEL AMD BANKS ON DEVELOPED AREA (FROM 16.0 TO 43.3) ICHECK 0 J2 NPROF 1 NINV PRFVS -1 IDIR 0 XSECV 0 STRT 0 XSECH METRIC HVINS 0 0 FN ALLDC -1 IBW QT NC ET NH XI GR GR GR GR GR GR ET NH XI GR GR GR GR 1. 130. 116. 106. 102. 103. 120. 2 13C , 112. 102. 120 1 C~J 3 r, .0 .0 .0.1 .0 . 0 J- f .0 £ .0 .0 11 9 0.0 100 366 615 732 646 106S 9 0. 100 432 893 1140 65 . I 30 30 .0 .0 .0 .0 .0 .0 .1 03 16 .0 .0 .0 .0 9.1 708 615 124.0 115.0 104.0 102.0 104.0 130.0 9.1 706 590 122.0 106.0 104.0 330.0 .3 9.1 0.05 913 202.0 409.0 664.0 763.0 877.0 1178.0 9.1 0.05 986 162.5 590.0 945.0 1224.0 .5 9.1 913 0 122.0 114.0 104.3 102.0 106.0 134.0 9.1 893 .. 100.0 120.0 104.0 106.0 133.0 9.1 .03 0 252.0 450.0 682.0 791.0 913.0 1214.0 9.1 0.03 100.0 222.0 635.0 986.0 1251.0 9.1 9.1 9.1 9.1 9.1 THIS RUN EXECUTED 25APROO WSEL FQ 108.2 CHNIM ITRACE 9.1 1250 0 120.0 112.0 104.0 101.0 108.0 136.7 9.1 1251 100.0 118.0 102.0 108.0 282 484 696 806 936 1236 265 706 1023 .0 .0 .0 .5 .0 .5 .0 .0 .0 791.0 118.0 110.0 102.0 102.0 110.0 134.0 706.0 114.0 101.1 110.0 521.0 820.0 320.0 531.0 708.0 820.0 968.0 1250.0 893.0 366.0 796.5 1066.0 800.0 I I I I I I I I I I I I I I I I I I I NH XI GR GR GR GR 1 PAGE ET NC NH XI GR GR GR NH XI GR GR GR GR NH Xi GR GR GR GR NH XI GR GR GR GR NH XI GR GR GR QT ET NH XI GR GR GR ET NC NH XI GR GR GR 1 PAGE ET NH XI GR GR GR GR 5 132 106 102 120 25AFRO <L 4 116 101 110 ^ 114 106 lie 120 6 112 102 12" 116 6 110 103 11-5 120 8 110 103 11-5 10 116 104 108 12 116 104 105 25APRO 3 13 114 105 105 107 3 . 5 .0 A .0 . c 3 c r, a .0 3 c. n . 0 . L! .0 3 .C . V. c .0 .0 3 c. .0 _ 1 . 0 ••:• 3 c -_- . ij 6 IL 3 .5 .0 .5 .0 4 . 0 .0 c. w .4 0 4 .0 . 0 . 8 . 0 .0 CROSS-SECT ET NH 4 0.03 18 100. G 430.0 909.0 1146.0 13:00:01 9.1 0.03 14 100. C 550 . 0 600.0 0.03 IS 100. 0 561.0 6-6.0 900.0 0.03 IS 100.0 5 06.0 660 . 0 920.0 0 . 0 3 i - 1 .'- "• :" 440.0 6 c 1 . 0 9S; .0 0 . 0 j 14 - ,--.,-; p. 536.0 975.0 1163 9 . 1 0.03 15 100.0 400.0 &24 .0 9.1 0.03 1 5 100.0 294.0 '55.0 13:00:01 9.1 0.03 19 100.0 363.0 626.0 885.0 'ION 1 OF 9. 1 0.03 609 480 122.0 104.0 104.0 126.0 9.1 424 180 108.0 102.0 120.0 249 155 108.0 110.0 112.0 130.0 282 160 108.0 108.0 .120.0 123. 0 262 130 10S.O 104.0 111.9 128.0 37^ 162 108 . 0 104.0 116.0 1046 9.1 480 161 110.0 104.0 110.0 9.1 495 158 112.0 105.0 106.0 9.1 363 200 .112.0 105.9 105.2 108.0 0.05 1003 167.0 521.0 971 .0 1200.0 9.1 .1 0.05 652.5 180.0 625.0 923.0 0.05 581 155.0 591.0 699.0 1003.5 0.05 557 160.0 557.0 712.0 1007.0 0.05 550 130.0 546.0 710.0 1250.0 0.05 645 162 .0 622 . 5 1018.0 930 9.1 0.05 824 152.0 480.0 860.0 9.1 0.3 0.06 875 125.0 375.0 825.0 9.1 0.06 930 120.0 415.0 698.0 930.0 SPECIAL CULVERT MODEL 9.1 239 9.1 .049 800 150 120.0 102.0 106.0 130.0 9.1 .3 550 100 104.0 108.0 134.0 559 100 104.0 111.0 111 .5 132.0 557 50 104.0 110.0 112.0 130.0 546 50 104 .0 108.0 112.0 622.5 200 106.0 108.0 120.0 814 9.1 765 200 108.0 103.9 112.0 9.1 0.5 621 140 110.0 105.3 108.0 9.1 595 . 100 - 108.0 105.7 105.6 110.0 DOWNSTREAM 9.1 395 0.03 150 185.0 609.0 1003.0 1217.0 9.1 0.03 100 271.0 652.5 1201.0 0.03 100 249.0 612.0 761.0 1300.0 0.03 50 222.0 565.0 724.0 1025.0 0.05 50 198.0 550.0 875.0 0.03 200 223.0 645.0 1300.0 697 9.1 0.03 200 181.0 530.0 956.0 9.1 0.05 120 135.0 440.0 875.0 9.1 0.04 90 200.0 460.0 763.0 1015.0 OF CULVERTS 9.1 0.04 1217 150 118.0 101.9 110.0 258.0 714.0 1040 112.0 101.8 118.0 340.0 800.0 1129.0 9.1 1302 100 101.9 110.0 134.1 1300 100 102.0 112.0 112.0 1025 50 102.6 111.3 112.0 1250 50 102.7 110.0 114.0 1420 200 103.0 110.0 121.3 581 9.1 1010 200 106.0 104.0 114.0 9.1 755 125 108.0 104.8 110.0 9.1 787 90 106.3 105.9 105.7 112.0 9.1 745 424.0 722.0 1302.0 499.0 637.5 831.0 282.0 596.0 850.0 262.0 560.0 892.0 290.0 660.0 1420.0 204.0 693.0 980.0 0.025 158.0 495.0 986.0 0.025 263.0 548.0 787.0 1045.0 0.025 140.0 102.0 110.2 102.0 118.0 118.0 102.9 112.0 116.0 103.0 112.0 116.0 103.5 112.0 100 103.6 106.0 115.0 100 1025 106.0 104.6 112.0 100 1045 106.0 105.5 106.0 239 1037 625.0 476.0 764.5 559.0 661 .0 845.0 445.0 629.0 871.0 333.0 656.0 931.0 377.0 778.0 530 341.0 765.0 1010.0 495 197.0 621.0 1025.0 460 290.0 595.0 835.0 395 I I I I I I I I I I I I I I I I I I I XI GR GR GR GR QT NC XI X3 GR GR SC NC XI X2 X3. BT BT GR GR ET NC XI GR GR GR ET XI GR GR GR GR 1 <L PAGE ET XI GR GR GR ET XI GR GR GR ET XI GR GR GR GR XI GR GR GR GR XI GR GR GR GR XI GR GR 13.5 114.0 106.8 105.2 106.0 CROSS-SECT £ . 015 14.0 1C 116.0 1 j. 5 . 5 3.015 CROSS- SECT .015 15.0 10 -4 116.0 115.5 CROSS-SECT . I 16.0 120.0 1 1 2 . C 110. C -i ' . L 1 2 6 . C 116.0 105.5 122.0 'SAPF.CC 4 18.0 122.0 110. 0 120.0 19.0 126.0 110.0 • 120.0 2 C . C 130.0 112 .0 124.0 140.0 22.0 140.0 130.0 112.0 126.0 24.0 134.0 113.0 126.0 152.0 26.0 136.0 114.0 19 100.0 355 602 . 0 834 .0 ION 2 OF 1C51 . 015e 25C .0 470. 0 0.4 ION 3 OF .015 6 300 400 250.0 470.0 :or; 4 OF &. ii 15 31 .0 100.0 423 .0 9.1 16 3£ . 0 IOC .C4~: .5 8 C~ . 0 13 : 00 : C 9.1 15 100 . 0 490.C "- k 0 0 9 1 15 roo.o 535. C 635.0 6.1 16 100.0 506.0 "10. 0 1250. C 20 100.0 320.0 640.0 C: f -• r 36 100.0 455.0 ~ £ 5 . 0 1330.0 17 100.0 351.0 239 112.0 106.3 105.0 106.0 SPECIAL CULVERT 946 .015 340 115.5 2.64 SPECIAL CULVERT .015 340 2 115.6 115.5 115.5 SPECIAL CULVERT 9.1 . 1 93 118.0 110.6 114.0 9.1 125 124.0 114.0 110.0 1 9.1 185 116.0 110.0 122.0 9.1 350 116.0 109.8 122.0 9.1 411 128.0 110.0 128.0 554 138.0 128.0 111.3 128.0 410 132.0 112.2 126.0 351 136.4 113.2 905 142.0 395.0 658.0 905.0 MODEL - 841 370.1 340.0 MODEL - 370.1 340.0 MODEL - 9.1 0.1 432 41.0 150.0 432.0 9.1 600 42.0 125.0 593.5 9.1 660 111.0 561.0 750.0 9.1 610 130.0 560.0 662.0 9.1 630 202.0 600.0 860.0 720 115.0 355.0 695.0 918 . 0 720 270.0 612.0 845.0 703 192.0 427.5 160 110.0 106.0 104.9 110.0 90 197.0 415.0 705.0 1010.0 85 108.0 106.2 105.0 112.0 AT DOWNSTREAM CULVERTS FACE 736 107 107.43 5.0 AT UPSTREAM 95 115.5 350 108.0 UPSTREAM OF 9.1 0.3 110 116.0 110.0 116. 9.1 110 122.0 112.0 114.0 9.1 145 114.0 109.2 124.0 9.1 140 114.5 110.0 124.0 9.1 140 118.0 112.0 130.0 200 136.0 118.0 114.0 130.0 245 118.0 111.9 142.0 230 136.0 113.1 631 91 340.1 1 10.0 CULVERTS FACE 95 115.5 340.1 CULVERTS 9.1 130 56.0 205.0 438.0 9.1 100 46.0 210.0 600.0 9.1 100 185.0 603.0 880.0 9.1 120 226.0 579.0 750.0 9.1 100 215.0 620.0 920.0 200 143.0 377.5 720.0 959.0 195 300.0 711.0 1142.0 195 223.0 492.5 525 75 07.43 95.0 95 108.0 9.1 100 115.0 109.1 118.0 9.1 100 120.0 111.3 116.0 9.1 100 112.0 110.0 128.0 9.1 100 113.0 110.2 126.0 9.1 100 116.0 114.0 132.0 200 134.0 116.0 122.0 142.0 200 116.0 114.0 144.0 200 118.0 113.0 239.0 498.0 745.0 1037.0 115.5 370.0 !.l 115.5 371.5 370.0 107.5 106.0 105.6 293.0 542.0 795.0 73.0 257.5 520.0 50.0 242.0 606.0 294.0 635.0 895.0 350.0 598.0 765.0 255.0 630.0 1025.0 180.0 415.0 771.0 1200.0 316.0 720.0 1231.0 259.0 573.0 115.5 115.5 108.0 115.5 115.5 115.5 257.5 114.0 108.8 120.0 350 118.0 110.0 120.0 294 111.0 114.0 130.0 226 112.0 113.0 130.0 128 114.0 122.0 134.0 132.0 114.0 124.0 144.0 114.0 124.0 146.0 116.0 112.3 370.1 107.4 370.1 432 93.0 338.0 580.0 606 55.0 350.0 708.0 680 335.0 660.0 945.0 635 429.0 610.0 873.0 650 411 .0 650.0 1085.0 219.0 554.0 795.0 1380.0 410.0 759.0 1315.0 275.0 660.0 1 1 1•i 1•B 1 1 1 1 1 1 1 1 1 • 1 1 GR 114.0 GR 142.C XI 28.0 GR 142.0 GR 114.0 GR 116.0 GR 136.0 XI 30.: GR 1 4 £ . 0 GR 117. C GR 128.0 GR 144.0 1 25APROO PAGE 5 ET XI 32.0 GR 148.0 GR 120.0 GR 120.0 GR 130.0 ET XI 32.5 GR 150.0 GR 122.0 GR 120.0 GR 130. C XI 35.3 GR 140.0 GR 122. 0 GR 124.0 XI 37.3 GR 130.C GR 121.: GR 150.0 XI 38.3 GR 150.0 GR 122.0 XI 39.3 GR 150.0 GR 123.5 XI 41.3 GR 150.0 GR 126.0 GR 140. C XI 43.3 GR 1 60 . 0 GR 126.0 GR 129.0 1 25APROO PAGE 6 SEGNO Q TIME SLOPE *PROF 1 CRITICAL DEFT 0 703.0 1058.0 17 100.0 520 .0 742. 0 1054 .0 16 100.0 470.0 712.0 1057.0 13:00:01 9 . 1 IE 100.0 6 E 5 . 0 930.0 9 "' 17 100.0 306.0 724 . 0 534 . 0 14 100.0 440.0eoo.c 11 100. C •^ : ^- . - 685 . C - ... 554.0 10 100 .0 405.0 12 1 00.0 515.0 14 10C.O 3"3 .0 520.5 13:00:01 DEPTH CLCB VL03 XL05L 126. 0 146.0 460 142 .0 114.4 128 .0 144.0 470 146.0 116.7 130.0 9. 1 440 140.0 118.0 122.0 132.0 9.1 445 148.0 120.0 122.0 140.0 453 136 .0 121 .0 130.0 330 140.0 ''• ~s 2 5 400 140.0 123.0 2 "7 "7 140.0 124.0 260 140.0 125.4 150.0 342 152.0 126.5 140.0 CWSEL QCH VCH XLCH 730.0 1225.0 700 275.0 605.0 766.0 1110.0 700 264.0 534.0 787.0 9.1 633 130.0 440.0 753.0 943.0 9.1 682.5 115.0 38.3.0 800.0 963.0 760 195.0 493.0 843.0 593 13S.O 593.0 625 156.0 625.0 495 148.0 486.0 486.5 151.0 415.0 546.0 520.5 161.0 406.0 542.0 CRIWS WSELK QROB ALOB VROB XNL XLOBR ITRIAL 130.0 220 120.0 114.0 130.0 250 122.0 116.0 132.0 9.1 210 126.0 117.0 124.0 140.0 9.1 50 140.0 119.0 124.0 200 130.0 119.5 140.0 210 130.0 124.0 150 130.0 126.0 100 130.0 125.0 200 134.0 126.0 200 150.0 128.0 150.0 EG ACH XNCH IDC 763.0 195 325.~0 663.0 795.0 185 313.0 585.0 838.0 9.1 155 160.0 510.0 789.0 963.0 9.1 50 135.0 445.0 847.0 320 286.0 658.0 870.0 200 180.0 610.0 80 278.0 653.0 100 198.0 495.0 200 192.0 482.0 200 188.0 457.0 570.0 HV AROB XNR ICONT 132.0 200 118.0 113.6 132.0 200 120.0 116.0 134.0 9.1 165 124.0 117.2 126.0 9.1 50 126.0 117.2 126.0 280 126.0 121 .0 150.0 205 124.0 130.0 100 126.0 140.0 100 126.0 140.0 200 130.0 127.0 200 134.0 127.0 160.0 HL VOL WTN CORAR 813.0 342.0 668.0 850.0 330.0 683.0 939.0 173.0 595.0 848.0 165.0 578.0 893.0 330.0 760.0 900.0 211.0 640.0 340.0 685.0 230.0 533.0 237.0 486.5 259.0 482.0 592.0 OLOSS TWA ELMIN TOPWID 134. 115. 115. 134. fl8. 117. 136. 173. 122. 118. 128. 165. 124. 119. 128. 124. 122. 122. 140. 123. 150. 125. 150. 127. 130. 129. 128. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 895.0 460.0 700.0 957.0 426.0 700.0 1040.0 595.0 272.0 633.0 903.0 682.5 231.0 682.5 917.0 377.0 788.0 330.0 659.0 400.0 718.0 277.0 562.0 260.0 497.0 342.0 515.0 L-BANK ELEV R-BANK ELEV SSTA ENDST H TC BE CALCULATED AT ALL CROSS SECTIONS CCHV= .300 CEKV= .500 1490 NK CARD USEH * SEGNO 1 .000 3470 ENCROACHMENT STATIONS= l.OOC 7.20 108.20 11B5.0 .0 .005371 6.10 791.0 820.0 TYPE= 1 TARGET= 105.23 .00 108.78 .58 .0 .0 194.3 .0 .00 .000 .050 .000 0. 0 10 0 29.000 .00 .00 100000.00 .0 .0 100000.00 .000 101.00 791.00 .00 29.00 820.00 1490 NK CARD USED 'SECNG 2.000 3301 HV CHANGED MORE THAN HVINS I I I I I 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 9.22 3470 ENCROACHMENT STAT1ONS= 2.000 7.86 1185.0 .0 .03 .00 .000063 100. 16.96 85.0 .86 100. 706.0 102.62 .0 .00 100. 893.0 TYPE= 1 .00 108.97 .0 1385.0 .000 .050 2 21 TARGET^ .01 .0 .000 0 187.000 .02 .17 100000.00 1.8 .2 100000.00 .000 101.10 706.00 .00 187.00 893.00 1490 NH CARD USED 'SECNO 3.5CO 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.47 3470 ENCROACHMENT STATIONS" 521.0 3.SCO 7.17 106.97 102.94 1185.0 .0 1185.0 .0 .10 .00 .63 .00 .OOCC2J 150. 150. 150. 800.0 TYPE= 1 TARGET= .00 108.98 .01 .0 1874.7 .0 .000 .044 .000 2170 279.000 .01 .00 100000.00 7.4 1.1 100000.00 .000 101.80 521.00 .00 279.00 800.00 I I I I I I I I I I 1 PAGE SECHO 0 TIKE SLOPE I3:00:( DEPTH CLOB VLOB XLOBL CCHV= .100 CEHV= 1490 NH CARD USEC *SECNO 4.500 CWSEL QCH VCH XLCH .300 CRIWS QROB VROB XLOBR WSELK ALOB XNL ITRIAL EG ACH XNCH IDC HV AROB XNR ICONT HL VOL WTN CORAR OLOSS TWA ELMIN TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST 3302 WARNING CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.58 3470 ENCROACHMENT STATIONS= 4.500 7.07 108.97 1185.0 .5 1184.5 .16 .11 .45 .000012 100. 100. 140.0 625.0 TYPE= 1 TARGET= 102.90 .00 108.98 .00 .0 4.7 2604.2 .0 .00 .030 .036 .000 100. 0 17 0 1490 NH CARD USED "'SECNC 5.500 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 5.500 1185.0 .21 .000026 6.98 .7 .16 100. 1490 NH CARD USED *SECNO 6.000 6.000 6.98 108.98 1183.9 .52 100. 108.98 103.44 .4 .16 100. 103.55 .00 108.98 4.4 2280.1 .030 .045 0 21 .00 108.98 .00 2.4 .030 0 .00 485.000 .00 .00 108.00 12.6 1.9 100000.00 .000 101.90 170.26 .00 454.74 625.00 .67 .00 18.2 .000 . .00 .00 .00 2.9 102.00 439.84 .00 108.00 108.00 146.05 585.88 108.00 I I I I I I I I I I I I I I I I I I I 1185. C 1.2 1183.5 .3 7.2 2141.0 1.9 .24 .16 .55 .16 .030 .043 .030 .000025 50. 50. 50. 0 21 0 1490 NH CARD USED 'SECNC 6.500 6.500 6.2S 106. 98 103.91 .00 108.98 .00 1385.0 i.2 1183.6 .2 7.2 2219.4 2.4 .26 .16 .53 .10 .030 .044 .050 .000023 50. 50. 50. 0 25 0 1490 NH CARD USED 1 25APRCO 13:00:01 PAGE 8 SECNO DEPTH CWSEL CRIWS WSELK EG HV 0 QLOB QCH QROB ALOB ACH AROB TIKE VLOE VCH VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT *SECNC 6 "-OC 8.500 5.98 108.98 104.13 .00 108.99 .00 1165.0 2.2 1162.3 .5 15.0 2337.2 3.6 .37 .14 .51 .14 .030 .039 .030 .000022 200. 200. 200. 0 25 0 1490 NH CARD JSED *SEf"H^ 1C ^r::' 3470 ENC?.OACHKE:-:T STATIONS= 100.0 530.0 TYPE= i TARGET= 10.500 5.39 10S.99 104.99 .00 109.00 .01 1163.0 1.4 1161.6 .0 7.1 1542.0 .0 .45 .20 .75 .00 .030 .033 .000 O o •": "41 r r-. r- 20'' 200 0 17 0 CCHV= . 3CO CEHV= .500 1490 BH CARD l- = ir 'SECNC 12 . COO 3470 ENCROACHMENT STATIONS= 100.0 495.0 TYPE= 1 TARGET= 12.000 4.49 108.99 105.82 .00 109.00 .01 1163.0 I.J 1161.6 .0 5.6 1250.2 .0 .49 .24 .93 .00 .030 .030 .000 .000062 140. 125. 120. 0 14 0 1490 NH CAP.D USED * SECNO 13.0CO 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 34"'0 ENCROACHMENT STATIONS= 100.0 460.0 TYPE= 1 TARGET= 13.000 3.99 108.99 106.91 .00 109.03 .04 1163.0 7.1 1155.9 .0 9.-9 726.3 .0 .50 .72 1.59 .00 .030 .043 .000 .000540 100. 90. 90. 0 18 0 1490 NH CARD USED 1 25APROO 13:00:01 PAGE 9 SECNC DEPTH CWSEL CRIWS WSELK EG HV Q C1CB QCH QROB ALOB ACH AROB TIME VLOB VCH VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT * SECNO 13.500 20.7 3.4 .000 102.00 .00 415.56 .00 .00 23.3 3.9 .000 102.70 .00 439.56 HL OLOSS VOL TWA WTN ELMIN CORAR TOPWID .00 .00 33.8 6.1 .000 103.00 .00 520.88 430.000 .01 .00 42.7 8.1 .000 103.60 .00 363.34 395.000 .01 .00 46.8 9.2 .000 104.50 .00 348.39 .34 360.000 .01 .01 48.8 9.8 .000 105.00 .00 279.90 HL OLOSS VOL TWA WTN ELMIN CORAR TOPWID 108.00 145.35 560.91 108.00 108.00 115.33- 554.89 L-BANK R-BANK SSTA ENDST 108.00 108.00 131.50 652.38 108.00 100000.00 1 66 . 66 530 . 00 108.00 100000.00 146.61 495.00 108.00 100000.00 180.10 460.00 L-BANK R-BANK SSTA ENDST ELEV ELEV ELEV ELEV I I I I I I I I I I I I I I I I I I I 3302 WARNING:lONVEYAKCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .25 3470 ENCRCAC 13.500 1163.0 .008962 'SECHO 14.00 3301 HV CHAN 7185 MINIMUM 3720 CRIT1CA 3495 OVEREAN 14.000 1051 . C 51 .002893 SPECIAL CULV SC CUMO ELCHD 3 107.40 CHART 8 - E SCALE 1 - W *SECRn 1 -• r'0 SPECIAL CvLV EG I C = - i 3301 HV CHAN 3302 WARNING 1 25APROO PAGE 1 0 SECNO 0 TIME SLOPE SPECIAL CULV EGIC 113.44 3495 OVEREAN 15.000 1051.0 .51 .000894 CCHV= . I 'SECNO 16.00 HXEKT STAT:ONS= 239.0 395.0 TYPE= i TARGET= ise.ooo 4.09 108.99 108.36 .00 109.26 .27 .12 .12 108.00 .0 1163.0 .0 .0 279.2 .0 49.8 10.3 100000.00 .00 4.1' .00 .000 .049 .000 .000 104.90 239.00 160. 65. 90. 2 9 0 .00 156.00 395.00 GEE MORE THAN HVINS SPECIFIC ENERGY L DEPTH ASSUMED r. AREA ASSUMED NON-EFFECTIVE, ELLEA= 115.50 ELREA= 115.50 3.36 110.79 110.79 .00 112.48 1.70 .36 .71 115.50 .0 1051.0 .0 .0 100.6 .0 50.2 10.4 115.50 .00 10.45 .00 .000 .015 .000 .000 107.43 340.06 iOT. 75. 91. 0 15 0 .00 29.98 370.04 ER7 C'JKV ENTLC COFQ RDLEN RISE SPAN CULVLN CHRT SCL ELCHU .015 .40 2.64 .00 5.00' 10.00 95.00 8 1 108.00 GX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL :;:C-/;ALLS FLARED 30 TO 75 DEGREES 3.44C EGOC = 113.717 PCWSE= 110.789 ELTRD= 115.500 GED I-jO?E THAI; HVIKS : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.80 13:00:01 DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV VLOB VCK VROB XNL XNCH XNR WTN ELMIN SSTA XLOEL XLCK XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ERT EGCC H4 QWEIR QCULV VCH ACULV ELTRD WEIRLN 113.72 1.23 0. 1051. 7.110 150.0 115.50 0. K AREA ASSUMED NON-EFFECTIVE, ELLEA= 115.50 ELREA= 115.50 4.93 112.93 .00 .00 113.72 .78 1.23 .00 115.50 .0 1051.0 .0 .0 147.8 .0 50.4 10.5 115.50 .00 7.11 .00 .000 .015 .000 .000 108.00 340.03 95. 95. 95. 3 0 0 .00 30.03 370.07 00 CEHV= .300 3301 HV CHANGED MORE THAN HVINS 1 1 1 1 1 1 1 1 1 1 1 1•P 1 3470 ENCtvJ 16.000 1051.0 .53 .001105 *SECNC 17 . 3470 ENCFf1 17 .000 1051 .C .56 .000710 * SECMO 1 & . 3470 ENCRC l&.OOO 1051 . 0 . 60 .000525 1 25A.-RO-L PAGE I 1 SEC1JC C TIME SLOPE *SECNC 1 9 . 3302 WARN: 3470 ENCRC ^ o r. r: " 1051 .0 .002095 *SECNO 20. 3302 WAR:; i 3470 ENCRC 20.00C 1051 .C .63 .0053~2 'SECNO 22. 22.000 1051.0 f ft .004635 *SECNC 24. 3302 WARN: 24 . OOC 1051 .C . * £, .000950 *SECNO 26. ^CH'-*— <;, 37A7IONS= 25;.5 5.06 113.86 110.25 .0 1051.0 .0 .00 1.33 .00 110. 100. 130. C'";C irs-T/E'™ £7ATIONS= 3^0 0 •i.4c 113.96 110. 58 .0 1051.0 .0 .00 1.01 .00 110. 100. 100. OOC ACHMEN7 STATIONS= 294.0 4.83 114.03 110.85 .0 1051.0 .0 .00 .80 .00 14;. 100. 100. DEPTH CWSEL CRIWS QLC5 QCH QROB VLC3 VCK VROB Xl-CHL XLCH XLOBR CCO !;;: CONVEYANCE CHANGE OUTSIDE ACHXEK7 STATIONS= 226.0 4.31 114.11 111.58 23.2 1026.8 1.0 .46 1.37 .45 140. 100. 120. KG: CONVEYANCE CHANGE OUTSIDE aruvrvT C7Z.T-ONS- 128 0 4.41 114.41 112.44 2.5 1048.4 .1 .38 1.97 .36 140. 100. 100. 000 4.10 115.40 113.46 54.6 991.4 5.0 .80 2.06 .79 200. 200. 200. OOC NG: CONVEYANCE CHANGE OUTSIDE 3.52 115.82 113.18 33.5 1014.8 2.7 .43 1.01 .42 245. 200. 195. - - . 000 4 32 . u TYPE- 1 .00 113.89 .0 791.8 .000 .100 2 17 606.0 TYPE= 1 .00 113.98 .0 1039.7 .000 .100 0 21 680.0 TYPE= 1 .00 114.04 .0 1316.2 .000 .100 2 22 WSELK EG ALOB ACH XNL XNCH ITRIAL IDC OF ACCEPTABLE RANGE, 635.0 TYPE= 1 .00 114.14 50.6 747.4 .100 .100 0 22 OF ACCEPTABLE RANGE, 650.0 TYPE= 1 .00 114.47 6.5 532.7 .100 .100 2 11 .00 115.47 68.4 481.9 .100 .100 2 11 OF ACCEPTABLE RANGE, .00 115.84 77.9 1009.2 .100 .100 3 17 HHBBBBB"'**^^^^^^ TARGET- .03 .0 .000 0 TARGET= .02 .0 .000 0 TARGET= .01 .0 .000 0 HV AROB XNR ICONT KRATIO = TARGET= .03 2.2 .100 0 KRATIO = TARGET= .06 .2 .100 0 .06 6.3 .100 0 KRATIO = .02 6.5 .100 0 I*M»I» !>»•«!.• 174.500 .10 .08 100000.00 51.5 10.7 100000.00 .000 108.80 257.50 .00 174.19 431.69 256.000 .09 .00 100000.00 53.6 11.2 114.00 .000 109.50 350.00 .00 249.95 599.95 386.000 .06 .00 100000.00 56.3 11.9 114.00 .000 109.20 294.00 .00 366.11 660.11 HL VOL WTN CORAR .50 OLOSS TWA ELMIN TOPWID 409.000 .09 .01 58.8 12.8 .000 109.80 .00 355.39 .62 522.000 .32 .01 60.3 13.5 .000 110.00 .00 251.99 1.00 62.8 .000 .00 .00 14.7 111.30 272.45 2.21 .36 66.7 .000 .00 .00 16.4 111.90 402.67 L-BANK ELEV R-BANK ELEV SSTA ENDST 113.00 113.00 258.56 613.95 114.00 114.00 379.04 631.02 114.00 114.00 456.50 728.94 114.00 114.00 324.43 727.10 1 1 1 1 1 ^B 1 1 1 1 1 1 1 I ™ 1 1 26.0CC 1051 . G -- .001052 1 25AFRGC PAGE 1 2 SEC KG C TIKE SLOPE * SECNC 26.00 3302 WAF.KING 28. GOO 1051 . 0 .80 .005963 *SECHO 30. OC 3302 WARNING 30 0 0 ~ 1051.0 C. ~ .013435 *SECNO 32 .OC 3470 ENCF.CAC 3 2 . 0 C 0 . 1 0 5 1 . 0 .85 . 00" ^35 » SECNC 32. 5C 3470 EKCP.OAC 32.500 1 0 5 1 . C .85 .006632 *SECNO 35.30 35.300 1051.C . S ;r .007269 1 25APP.CC PAGE 1 3 SECNC C TIME SLOPE 'SECMO 3"'.3C 37.300 1051.0 &? .007379 "-I ~ ? 1160™ 3".? 1011.4 .49 .98 230. 200. 13:CC:01 DEPTH CVvSEL QLCB QCH VLOE VCH XL05L XLCH 0 CONVEYANCE CHANGE 2.81 116.41 35.8 973.7 .51 1.90 220 . 200. C : CONVEYANCE CHANGE 2.11 1 1 8 . 1 1 33.5 1016.9 1.23 2.51 250. 200. 0 2.62 119.82 101.-; 949.6 1.23 2.42 210. 165. Q HMEKT STATIONS" 3.01 120.21 f- "3 T r- -~i "7 Q .96 2.01 50. 50. Q 2.6? 122.17 34.1 998.9 .96 1.95 200. 280. 13:00:01 DEPTH CWSEL QLCB QCH VL03 VCH XLOBL XLCK r 2.67 123.67 48.5 995.6 .39 1.97 210. 205. 113.71 .00 i.S 77.5 .45 .100 195. 2 CRINS WSELK QROB ALOB VROB XNL XLOER ITRIAL OUTSIDE OF ACCEPT 115.11 .00 41.5 39.3 1.08 .100 195. 2 OUTSIDE OF ACCEPT 117.21 .00 .6 27.2 .95 .100 185. 3 173.0 595.0 113.42 .00 .0 82.3 .00 .100 155. 1 165.0 682.5 118.93 .00 .0 4 4 . £ .00 .100 50. 2 121.03 .00 18.0 35.7 .96 .100 320. 0 CRIWS WSELK QROB ALOB VROB XNL XLCER ITRIAL 122.54 .00 6.9 54.3 .89 .100 200. 2 116.04 1027.4 . 100 22 EG ACH XNCH IDC ABLE RANGE, 116.47 512.1 .100 18 ABLE RANGE, 118.21 404.9 .100 18 TYFE= 1 119.90 392.7 .100 14 TYPE= 1 120.27 500. 8 .100 14 122.22 511.3 .100 8 EG ACH XNCH IDC 123.73 504.9 .100 11 .01 3.9 .100 0 HV AROB XNR ICONT KRATIO = .05 38.5 .100 0 KRATIO = .10 .7 .100 0 TARGET= .08 .0 .000 0 TARGET= .06 . 0 .000 0 .06 18.7 .100 0 HV AROB XNR ICONT .06 7.8 .100 0 .20 71 .8 .000 .00 HL VOL WTN CORAR .42 .42 75.7 .000 .00 .67 1.73 78.1 .000 .00 422 1.69 79.9 .000 .00 517 .37 80. 5 .000 .00 1.95 84.0 .000 .00 HL VOL WTN CORAR 1.50 86.7 .000 .00 .00 18.4 '112.30 432.06 OLOSS TWA ELMIN TOPWID .01 20.2 113.60 338.43 .01 21.6 116.00 280.57 000 .00 22.7 117.00 245.71 500 .00 23 . 0 117.20 307.53 .00 25.0 119.50 354.19 OLOSS TWA ELMIN TOPWID .00 26.7 121.00 369.07 114.00 114 .00 274 .84 706.90 - L-BANK R-BANK. SSTA ENDST 115.00 115.00 404.40 742.83 117.00 117.00 420.64 701.21 118.00 100000.00 349.29 595.00 119.00 100000 00 374.97 682.50 121.00 121.00 434.80 788.99 L-BANK R-BANK SSTA ENDST 122.50 122.50 237.19 606.26 ELEV ELEV ELEV ELEV I I I I I I I I I I I I I I * St-C'^O 35 .' *SEC *SEC 3302 * SEC 3302 38 . 300 1051 .0 .94 009275 NO 35 . '•:. 35.30:- i n ^ • n .5: ClBi^? NO 41 .30C WARNIH3: 41 .300 1051 .0 . 57 ooese: NO <i ^ . 3LV WARNING: 43.300 1051 .0 .55 01?125 £- . *T 2 c . 1 . 1 15C i. . £. :3. 1 . 0 100 CONV 2 5 o 7 200 CCKV 2 9 c 1 . 2 2 DO 5 124.45 C 1012.5 2.26 ICO. 4 125.74 5 1036.8 5 2. 85 100. EYANCE CHANGE 5 127.95 6 1047.2 5 2.10 200. 'EYAIiCE CHANGE c 125.58 9 1040.0 2 3.02 200. 123.37 12.1 1.17 80. 124.96 _ 7 1 .00 100. OUTSIDE 126.61 1.2 .74 200. OUTSIDE 129.07 1.1 1.13 200. .00 22.2 .100 1 .00 12.9 .100 2 OF ACCEPTABLE .00 3.5 .100 3 OF ACCEPTABLE .00 8.1 .100 2 124.57 447.4 .100 11 125.86 363.2 .100 14 RANGE, 128.02 498.6 .100 11 RANGE, 130.12 344.9 .100 15 .08 10.3 .100 0 .13 .7 .100 0 KRATIO = .07 1.6 .100 0 KRATIO = .14 1 .0 .100 0 .84 87.9 .000 .00 1 .28 88.9 .000 .00 1.64 2.15 90.9 .000 .00 .64 2.08 92.9 .000 .00 .01 27.5 122.00 268.67 .01 28.1 123.50 254.68 .01 29.3 125.40 237.18 .02 30.3 127.00 196.86 123. 123. 370. 638. 125. 125. 242. 496. 127. 127. 252. 489. 129, 129. 325. 522. 00 .00 23 .89 00 00 20 88 00 .00 .67 .85 .00 .00 .57 .43 25APRO? PAGE 14 THIS RUN EXECUTED 25APROO 13:00:01 HEC-2 KATE?. SV: Version -..(.;; Ha--.' 1991 NOTE- AETE?.:S" i. * ' AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST -YR STORM, C-=llc SUMMARY PF.IKTOin 5, 1163 TABLE 150 SEGNO ELTRD ELLC ELMIN CWSEL CRIWS EG 10'KS VCH AREA 1 1 ^^^^m^*GL 194. * 1385 * 18"?^ * 2608 * 2286 2150 l.OC-C .03 25 l£l.Cr- 2.0CC- 100.00 .04 1451.0? 3.50: 150.00 .68 2165.1- 4.500 100.00 .96 3444.56 5.50C 100.00 . .85 2303.51 6.000 50.00 .09 2253.10 ^L. !^iA,. A ITi Wi MffliffiUli^^ffli .00 .00 101.00 1185.00 108.20 105.23 108.78 53.71 6.10 .00 .00 101.10 1185.00 108.96 102.62 108.97 .63 .86 .00 .00 101.80 1185.00 108.97 102.94 108.98 .29 .63 .00 .00 101.90 1185.00 108.97 102.90 108.98 .12 .45 .00 .00 102.00 1185.00 108.98 103.44 108.98 .26 .52 .00 .00 102.00 1185.00 108.98 103.55 108.98 .28 .55 I I I I I I I I j I I I I I I I I I I I 6.50C 50.00 2228.93 2257.91 8.500 200.00 2355.80 2525. C: 10.500 200.00 1549.11 I£2c.S4 12.000 125.00 1255.85 14-3.51 13.000 90.00 736.18 500.53 * 13.500 85.00 279.15 122.85 14.000 75.00 100.57 195.41 .00 .00 .00 .00 .00 15.000 95.00 115.50 147.82 351.41 16.000 100.00 791.80 316.15 17.00C 100.00 1039.73 394.33 18.000 100.00 1316.23 457.15 1 25APROO PAGE 1 5 AREA 800.15 .00 .00 .00 20.000 100.00 539.50 143.39 22.0CJ 200.00 556.55 154.38 * 24.000 200.00 1093.53 340.95 26.000 200.00 1108.82 323.99 28.000 200.00 589.91 136.10 * 30.000 200.00 432.83 SO.£7 32.000 165.00 475.00 118.71 32.500 50.00 545.53 127.15 35.300 230.00 565.68 123.2? 37.30C 205.00 566.99 122.35 38.300 479.95 109.11 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 102.7G 1185.00 108.98 103.91 108.98 .00 103.00 1185.00 108.98 104.13 108.99 .00 103.60 1163.00 108.99 104.99 109.00 .00 104.50 1163.00 108.99 105.82 109.00 .00 105.00 1163.00 108.99 106.91 109.03 .00 104.90 1163.00 108.99 108.36 109.26 .00 107.43 1051.00 110.79 110.79 112.48 .00 108.00 1051.00 112.93 ELTHD ELLC .00 113.72 .00 10S.50 1051.00 113.96 110.58 113.98 .00 109.20 1051.00 114.03 110.85 114.04 ELMIN CWSEL CRIWS EG .00 111.90 1051.00 115.82 113.18 115.84 .28 .22 .41 .62 5.40 89.62 28.93 8.94 .00 108.80 1051.00 113.86 110.25 113.89 11.05 7.10 5.29 10*KS .00 109.80 1051.00 114.11 111.58 114.14 20.95 .00 110.00 1051.00 114.41 112.44 114.47 53.72 .00 111.30 1051.00 115.40 113.46 115.47 46.35 9.50 .00 112.30 1051.00 116.02 113.71 116.04 10.52 .00 113.60 1051.00 116.41 115.11 116.47 59.63 .00 116.00 1051.00 118.11 117.21 118.21 134.35 .00 117.00 1051.00 119.82 118.42 119.90 78.38 .00 117.20 1051.00 120.21 118.93 120.27 68.32 .00 119.50 1051.00 122.17 121.03 122.22 72.69 .00 121.00 1051.00 123.67 122.54 123.73 73.79 .00 122.00 1051.00 124.49 123.37 124.57 92.79 .53 .51 .93 1.59 4.17 10.45 7.11 1.33 1 .01 .80 VCH 1.37 1.97 2.06 1.01 .98 1.90 2.51 2.42 2.01 1.95 1.97 2.26 I I I I I I I I I I I I I I I I 39.300 100.00 .00 376.76 76.87 * 41.300 200.OC .CO 503.72 125.79 * 43.300 200.00 .00 353.99 60.30 25APKOO PAGE 16 -YR STORK, Q=ll&5, 1163 SUMMARY PRINTOUT TABLE 150 .00 123.50 1051.00 125.74 124.96 125.86 186.95 2.85 .00 125.40 1051.00 127.95 126.61 128.02 69.81 2.10 .00 127.00 1051.00 129.98 129.07 130.12 171.29 3.02 SEC 1 . 2. * ^ ' 4. * 5 6. e. e. 10. 12 . 13. * 13. * ' 14. 15. 16. 17. 16. * 19. 20. 22 . * 24. 26. 28. 30. 1 25APRO PAGE 1~ SEC 32. 32. HO 000 0 0 0 c n r, 500 500 000 500 c "vr! c. r •-•. f . ^: ,~ cc:z f <. '. coo 000 000 coo 000 000 000 000 000 ooc coo 000 ^•*,' NC 000 500 (MB Q 1165 1165 I1 85 1185 1185 1185 1185 11£5 1 1 c J 1163 "' ~< c ^ 1163 1051 1051 1051 1051 1051 1051 1051 1C51 1051 1051 1051 1051 13 : Q 1051 1051 mam CWSEL .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 00:01 108 108 108 108 108 108 106 108 108 108 106 106 110 112 113 113 114 114 114 115 115 116 116 118 .20 .96 .97 .97 .98 Gp .98 .98 .99 o o 99 . 99 .79 .93 .86 .96 .03 .11 .41 .40 .82 .02 .41 .11 CWSEL .00 .00 ffiBH 119 120 mm .82 .21 DIFWSP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DIFWSP .00 .00 DIFWSX .00 .76 .01 .01 .00 .00 .00 .01 .00 .00 .00 .00 1.80 2.14 .93 .10 .07 .08 .30 .99 .42 .20 .39 1.70 DIFWSX 1.70 .39 iWPHIHBIBH^^W^fl D1FKWS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DIFKWS .00 .00 TOPWID 29 187 279 454 439 415 439 520 363 348 279 156 29 30 174 249 366 355 251 272 402 432 338 280 .00 .00 .00 .74 .84 .56 .56 .88 .34 .39 .90 .00 .98 .03 .19 .95 .11 .39 .99 .45 .67 .06 .43 .57 TOPWID 245 307 .71 .53 XLCH 100. 150. 100. 100. 50. 50. 200. 200. 125. 90. 85. 75. 95. 100. 100. 100. 100. 100. 200. 200. 200. 200. 200. XLCH 165. 50. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 1 35.300 1051.00 122. I/ 37.300 1051.00 123.67 I 38.300 1051.00 124.49 39.300 1051.00 125.74 1 ' 41.300 1051. OC 127.95 ' 43.300 1051.00 129.96 • 25APROO 13:00:01 PAGE 1 6 1 SUMMARY CF ERRORS AND SPECIAL NOTES | WARNING SECNG" 2.000 PPOFILE= 1 WARNING SECHO" 3.500 PROFILE" 1 • WARNING SECKO= 4.500 PROFILE" 1 WARNING SECNO= 5.500 PROFILE= 1 • WARNING SIC!-:0= 33.000 PROFILE= I WARNING SECKO= 13.500 FRGFILE= 1 1 CAUTION SECHC= 14.000 FRGFILE= 1 CAUTION SEC::C= 14.00C ?F.GFILE= 1 WARNING SEC::C = 15.000 FROFILE= 1 • WARNING SEC:JC= 19.000 PnCFILE= 1 WARNING SECNC= 20.000 FROFILE= 1 1 WARNING SEC!-:C= 24.000 FFCFILE= 1 WARNING EECHC= 26.000 PROFILE" 1 1 WARNING SECNC= 30.000 PFOFILE= 1 WARNING SECSC= 41.300 PROFILE" 1 WARNING SEC::> 43.300 PRCFILE= 1 1 1 1 1 1 1 1 .00 1.96 .00 354.19 280.00 .00 1.50 .00 369.07 205.00 .00 .82 .00 268.67 100.00 .00 1.24 .00 254.68 100.00 .00 2.21 .00 237.18 200.00 .00 2.03 .00 196.86 200.00 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CRITICAL DEPTH ASSUMED MINIMUM SPECIFIC ENERGY CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE *«9tf> JUMB,t tfcubll I L ,1 1 ,jL I I I I I Hec-2: T-l Tributary • Ultimate Basin D Conditions I I I I I I I I I I REP/I4245PDS-2.DOC I I I I * HEC-2 WATER SURFACE PROFILES ENGINEERS * * ENGINEERING CENTER * * Version 4.6.2; May 1991 SUITE D * 95616-4687 * RUN DATE 1104 14JUNOO TIME 15:31:38 * U.S. ARMY CORPS OF * HYDROLOGIC * 609 SECOND STREET, * DAVIS, CALIFORNIA * (916) 756- I I I I X XXXXXXX XXXXX X X X X XXXXXXX X X X X X X X X xxxx X X XXXXXXX X X X X X X X XXXXX 14JUNO0 PAGE 1 15:31:38 XXXXX X X X XXXXX XXXXX X X XXXXXXX I I 15:31:38 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 THIS RUN EXECUTED 14JUNOO I I I Tl THIS IS A WATER PROFILE CALCULATION FOR THE RSFR PROJECT T2 C-l CULVERT FOR ULTIMATE CONDITION BASIN D AND BUILT OUT CONDITIONS T3 100-YR STORM, Q=558 Cfs, N=0.1 FOR CHNL AT UPSTREAM OF BOX, FILE: SR3-N2. * IBW Jl ICHECK 0 J2 NPROF 1 INQ 2 I PLOT 0 NINV PRFVS -1 IDIR 0 XSECV 0 STRT 0 XSECH METRIC HVINS 0 0 FN ALLDC -1 WSEL 110.55 CHNIM FQ ITRACE I I I I I I NC QT ET NH XI GR GR GR ET NH XI GR GR GR ET NH XI GR GR GR 3 10.5 116.0 104.5 108.0 4 11.6 110.0 105.5 108.0 3 12.4 110.0 104.6 110.0 558 9.1 0.03 15 100.0 400.0 824.0 9.1 0.03 12 20.0 413.0 766.0 9.1 0.05 11 10.0 435.0 740.0 9.1 480 181 110.0 104.0 110.0 9.1 413 55 108.0 104.6 110.0 9.1 380 72 108.0 104.6 .3 9.1 0.05 824 152.0 480.0 860.0 9.1 0.06 766 55.0 513.0 815.0 9.1 0.04 690 72.0 460.0 .5 9.1 765 0 108.0 103.9 112.0 9.1 585 170 106.0 104.5 9.1 540 160 106.0 105.5 9.1 0.03 0 181.0 530.0 956.0 9.1 0.05 70 100.0 585.0 9.1 0.025 50 200.0 540.0 9.1 1010 0 106.0 104.0 114.0 9.1 720 110 105.6 105.6 9.1 740 80 106.0 106.0 204.0 693.0 980.0 0.025 200.0 635.0 275.0 640.0 100 103.6 106.0 115.0 100 815 105.5 106.0 275 105.0 108.0 693 341.0 765.0 1010.0 635 300.0 720.0 540 380.0 690.0 I I I I I I I I I I I I I I I I I I CROSS-SECTION 1 OF SPECIAL CULVERT MODEL - DOWNSTREAM OF CULVERTS ET NH XI GR GR GR 4 13.0 110.0 105.0 108.0 9.1 0.04 12 20.0 345.0 655.0 CROSS-SECTION 2 OF 1 PAGE NC XI X3 GR GR SC 14 JUNO 0 2 .015 14.0 10 111.7 111.6 2.015 15:31:38 .015 6 220.0 448.0 0.4 CROSS -SECT I ON 3 OF NC XI X2 X3 BT BT GR GR .045 15.0 10 -4 111.7 111.6 .045 6 136 185 220.0 448.0 CROSS-SECTION 4 OF ET NC XI GR GR ET XI GR ET XI GR GR 1 .035 16.0 130.0 106.5 17.0 120.0 18.0 124.0 112.8 14JUNOO 9.1 .035 8 100.0 185.0 9.1 5 100.0 9.1 6 100.0 292.0 15:31:38 9.1 397 60 108.0 104.7 110.0 SPECIAL CULVERT .015 330.9 111.5 2.64 SPECIAL CULVERT .045 330.9 2 112.0 111.5 111.5 SPECIAL CULVERT 9.1 .1 165 120.0 110.0 9.1 150 118.0 9.1 160 120.0 9.1 0.03 655 60.0 397.0 740.0 MODEL - AT 351.6 330.9 MODEL - AT 351.6 330.9 9.1 450 120 106.8 104.7 9.1 0.04 75 110.0 450.0 DOWNSTREAM CULVERTS 70 104.91 5.0 UPSTREAM 236.2 111.5 155 106.02 MODEL - UPSTREAM OF 9.1 0.1 185 130.0 200.0 9.1 210 110.0 9.1 210 114.0 9.1 0.3 53 112.0 112.2 9.1 50 110.0 9.1 50 110.0 55 331.0 10.0 9.1 557 70 106.6 105.5 FACE 50 104.91 271.2 CULVERTS FACE 208.6 111.5 331.0 CULVERTS 9.1 53 150.0 208.0 9.1 50 150.0 9.1 50 160.0 222.4 106.02 9.1 52 110.0 9.1 50 110.0 9.1 50 110.0 PAGE 3 SECNO Q TIME SLOPE DEPTH QLOB VLOB XLOBL CWSEL CRIWS QCH QROB VCH VROB WSELK ALOB XNL XLCH XLOBR ITRIAL EG ACH XNCH IDC HV AROB XNR ICONT HL VOL WTN CORAR *PROF 1 CRITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS 0 CCHV= .300 CEHV= .500 1490 NH CARD USED *SECNO 10.500 34700 ENCROACHMENT STATIONS= 10.500 558.0 .00 .000002 6.95 4.1 .09 0. 110.55 553.9 .18 0. 100.0 104.41 .0 .00 0. 693.0 TYPE= 1 .00 46.3 .030 0 110.55 3162.7 .039 19 TARGET' .00 .0 .000 0 111.5 351.5 8.1 111.5 173 351.5 155.0 210.0 210.0 111.5 111.5 106.18 111.5 111.5 111.5 150 106.5 110 112.1 100 112.0 351.6 104.82 351.6 200 165.0 238 238.0 292 250.0 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST 593.000 .00 .00 108.00 .0 .0 100000.00 .000 103.60 147.23 .00 545.77 693.00 1490 NH CARD USED *SECNO 11.600 3280 CROSS SECTION 11.60 EXTENDED .55 FEET I I I I 3470 ENCROACHMENT STATIONS^ 11.600 6.05 110.55 558.0 .0 558.0 .15 .00 .20 .000004 170. 110. 1490 NH CARD USED *SECNO 12.400 3280 CROSS SECTION 100.0 105.44 .0 .00 70. 635.0 TYPE= 1 .00 110.55 .0 2802.8 .000 .043 0 20 TARGET .00 .0 .000 0 12.40 EXTENDED 1 TARGET= .00 .0 .000 0 535. .00 7.6 .000 .00 .000 .00 1.4 104.50 535.00 100000. 100000, 100. 635. .00 .00 .00 .00 .55 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.50 I I 0 ENCROACHMENT STATIONS= 12.400 558.0 .21 .000015 5.95 .0 .00 160. 110.55 558.0 .39 80. 275.0 540.0 ' 105.58 .0 .00 50. .00 .0 .000 0 TYPE= 1 TARGET= 110.55 .00 1435.4 .0 .044 .000 20 0 265.000 .00 .00 100000.00 11.5 2.1 100000.00 .000 104.60 275.00 .00 265.00 540.00 I I I I 14JUNOO 15:31:38 PAGE 4 SECNO Q TIME SLOPE DEPTH QLOB VLOB XLOBL 1490 NH CARD USED *SECNO 13.000 3280 CROSS SECTION CWSEL QCH VCH XLCH CRIWS QROB VROB XLOBR 13.00 EXTENDED WSELK EG ALOB ACH XNL XNCH ITRIAL IDC .55 FEET HV AROB XNR ICONT 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = HL VOL WTN CORAR .57 OLOSS TWA ELMIN TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST I I I I I I 3470 ENCROACHMENT STATIONS= 345.0 13.000 5.85 110.55 105.70 558.0 .0 558.0 .0 .23 .00 .84 .00 .000046 120. 70. 75. 460.0 TYPE= 1 TARGET= .00 110.56 .01 .0 661.0 .0 .000 .036 .000 0 20 0 *SECNO 14.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA= 14.000 558.0 .24 .000460 5.46 .0 .00 70. 110.37 558.0 4.97 50. SPECIAL CULVERT SC CUNO CUNV ELCHD 2 .015 104.82 ENTLC .40 107.75 .0 .00 55. COFQ 2.64 .00 .0 .000 2 RDLEN .00 111.50 ELREA= 110.75 112.3 .015 11 .38 .0 .000 0 RISE 5.00 SPAN 10.00 115.000 .00 13.2 .000 .00 .31 111.50 .01 13.6 .000 .00 CULVLN 271.20 .00 100000.00 2.4 100000.00 104.70 345.00 115.00 .19 2.5 104.91 20.67 CHRT 460.00 111.50 111.50 330.92 351.58 SCL 1 ELCHU 106.18 CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES *SECNO 15.000 SPECIAL CULVERT OUTLET CONTROL EGIC = 110.829 EGOC = 111.479 PCWSE=110.366 ELTRD=111.500 1 • 1 1^1 1 1 1 3302 WARNING: 1 14JUNOO PAGE 5 SECNO Q TIME SLOPE CONVEYANCE CHANGE 15:31: DEPTH QLOB VLOB XLOBL :38 CWSEL QCH VCH XLCH OUTSIDE CRIWS QROB VROB XLOBR OF ACCEPTABLE RANGE, KRATIO = .29 WSELK EG HV HL OLOSS ALOB ACH AROB VOL TWA XNL XNCH XNR WTN ELMIN ITRIAL IDC ICONT CORAR TOPWID L-BANK..ELEV R-BANK ELEV SSTA ENDST SPECIAL CULVERT EGIC 110.83 3495 OVERBANK 15.000 558.0 .25 .005290 EGOC 111.48 H4 .73 QWEIR 0. AREA ASSUMED NON-EFFECTIVE, 5.00 .0 .00 236. CCHV= .100 CEHV= 1 • I 1 1 *SECNO 16.000 3302 WARNING: 111.02 558.0 5.41 222. .300 CONVEYANCE CHANGE 3470 ENCROACHMENT STATIONS= 16.000 4.99 111.49 558.0 .25 .002356 *SECNO 17.000 3302 WARNING: 145.2 4.13 53. 210.2 2.11 52. CONVEYANCE CHANGE 3470 ENCROACHMENT STATIONS= 1 • 1 1 1 1 1 17.000 558.0 .26 .035552 *SECNO 18.000 1 14JUNOO PAGE 6 SECNO Q TIME SLOPE 3302 WARNING: 1.64 46.8 6.93 50. 15:31 DEPTH QLOB VLOB XLOBL 111.64 384.9 3.90 50. :38 CWSEL QCH VCH XLCH CONVEYANCE CHANGE 3470 ENCROACHMENT STATIONS= 18.000 558.0 .26 .005591 1 2.49 51.4 3.61 50. 112.49 253.5 2.04 50. .00 .0 .00 209. OUTSIDE 150.0 109.14 202.6 4.17 53. OUTSIDE 110.0 111.37 126.3 7.01 50. CRIWS QROB VROB XLOBR OUTSIDE 100.0 111.49 253.2 3.86 50. QCULV VCH ACULV ELTRD WEIRLN 558. 5.409 100.0 111.50 0. ELLEA= 111.50 ELREA= 111.50 .00 111.48 .45 .73 .00 .0 103.2 .0 14.2 2.6 .000 .045 .000 .000 106.02 2 0 0 .00 20.68 OF ACCEPTABLE RANGE, KRATIO = 1.50 200.0 TYPE= 1 TARGET= 50.000 .00 111.68 .19 .18 .03 35.2 99.8 48.6 14.4 2.7 .035 .100 .035 .000 106.50 2 11 0 .00 48.72 OF ACCEPTABLE RANGE, KRATIO = .26 238.0 TYPE= 1 TARGET= 128.000 .00 112.04 .40 .30 .06 6.8 98.6 18.0 14.5 2.7 .035 .100 .035 .000 110.00 2 14 0 .00 90.13 WSELK EG HV HL OLOSS ALOB ACH AROB VOL TWA XNL XNCH XNR WTN ELMIN ITRIAL IDC ICONT CORAR TOPWID OF ACCEPTABLE RANGE, KRATIO = 2.52 292.0 TYPE= 1 TARGET= 192.000 .00 112.64 .15 .57 .02 14.2 124.3 65.6 14.7 2.9 .035 .100 .035 .000 110.00 2 11 0 .00 126.95 111.50 111.50 330.91 351.59 106.50 106.50 151.27 200.00 110.00 110.00 141.78 231.92 L-BANK R-BANK SSTA ENDST 110.00 110.00 148.56 275.51 ELEV ELEV I I I I I I I I I I I I I I I I I I I 14JUNOO 15:31:38 . PAGE 7 15:31:38 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION -YR STORM, Q=558 cfs, N= SUMMARY PRINTOUT TABLE 150 SEGNO XLCH ELTRD ELLC AREA .OIK 10.500 .00 .00 .00 3208.96 4043.01 11.600 110.00 .00 .00 2802.76 2912.87 * 12.400 80.00 .00 .00 1435.37 1456.00 * 13.000 70.00 .00 .00 661.02 826.56 * 14.000 50.00 .00 .00 112.31 260.16 * 15.000 222.40 111.50 .00 103.15 76.72 * 16.000 52.00 .00 .00 183.57 114.95 * 17.000 50.00 .00 .00 123.39 29.59 * 18.000 50.00 .00 .00 204.15 74.62 1 14JUNOO 15:31:38 PAGE 8 -YR STORM, Q=558 cfs, N= SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP 10.500 558.00 110.55 .00 11.600 558.00 110.55 .00 * 12.400 558.00 110.55 .00 * 13.000 558.00 110.55 .00 * 14.000 558.00 110.37 .00 * 15.000 558.00 111.02 .00 * 16.000 558.00 111.49 .00 THIS RUN EXECUTED 14JUNOO NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ELMIN Q CWSEL CRIWS EG 10*KS VCH 103.60 558.00 110.55 104.41 110.55 .02 .18 104.50 558.00 110.55 105.44 110.55 .04 .20 104.60 558.00 110.55 105.58 110.55 .15 .39 104.70 558.00 110.55 105.70 110.56 .46 .84 104.91 558.00 110.37 107.75 110.75 4.60 4.97 106.02 558.00 111.02 .00 111.48 52.90 5.41 106.50 558.00 111.49 109.14 111.68 23.56 2.11 110.00 558.00 111.64 111.37 112.04 355.52 3.90 110.00 558.00 112.49 111.49 112.64 55.91 2.04 DIFWSX DIFKWS TOPWID XLCH .00 .00 545.77 .00 .00 .00 535.00 110.00 .00 .00 265.00 80.00 .00 .00 115.00 70.00 -.18 .00 20.67 50.00 .66 .00 20.68 222.40 .47 .00 48.72 52.00 I I I I I I I I I I I I I I I I I I I * 17.000 * 18.000 1 14JUNOO PAGE 9 558.00 111.64 .00 558.00 112.49 .00 15:31:38 .15 .00 .84 .00 90.13 50.00 126.95 50.00 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 12.400 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 13.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 14.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 15.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 16.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 17.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 18.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE I I I I I I I I I I I I I I I I I I I Hec-2: Encinitas Creek Ultimate Basin D Conditions REP. I4245PDS DOC I I I I I I I I I I I I I I I I I I * HEC-2 WATER SURFACE PROFILES ENGINEERS + ENGINEER:KG CENTER * Versicr. 4.6.2; May 1991 SUITE D 95616-466" * RUN DA" 1104 TIKE 13:00:4; * U.S. ARMY CORPS OF * HYDROLOGIC * 609 SECOND STREET, * DAVIS, CALIFORNIA (916) 756- X X XXXXXXX XXXXX XXXXX X X X ' X X XX X X X X X XXXXXXX XXXX X XXXXX XXXXX X X X X X XXX XX X X X XXXXXXX XXXXX XXXXXXX 25AFRO0 13:00:44 PAGE 13:00:44 HEC-2 KA7EF SVP.FACE FRCFILES Version 4 . t.2; M=v 1??1 Tl THIS IS .-. KATE?. PROFILE CALCULATION FOR THE RSFR PROJECT T2 C-2 CU1VEFT STUDY FOR ULTIMATE CONDITION BASIN D AND BUILT OUT CONDITIONS T3 iOO-YR STC-r.M, 0=1165, 1163 AND 1051 cfs. FILE: SR2-N3.* T4 USE K=0.1 FOR CHANNEL AND BANKS ON DEVELOPED AREA (FROM 16.0 TO 43.3) Jl ICHECF J2 NPP.OF 1 NIHV PRFVS XSECV 0 STRT 0 XSECH METRIC HVINS 0 0 FN ALLDC -1 IBW QT NC ET NH XI GR GR GR GR GR GR ET NH XI GF GR GR GP I , 13C. 116. 106. 102. 103. 120, 2. 130, 112. 102. 120. I 5 ~; . 0 :~ . c .0 1 •. »t .0 3 - 0 . 0 r-. w .0 .0 lies 9.1 0.030 30 10C.O 366.0 615.0 732 .0 646.0 1068. C S.I 0.03 16 100. 0 432.0 893.0 1140.0 9.1 708 615 124.0 115.0 104.0 102.0 104.0 130.0 9.1 706 590 122.0 106.0 104.0 130.0 . .3 9.1 0.05 913 202.0 409.0 664.0 763.0 877.0 1178.0 9.1 0.05 986 162.5 590.0 945.0 1224.0 .5 9.1 913 0 122.0 114.0 104.3 102.0 106.0 134.0 9.1 893 100.0 120.0 104.0 106.0 133.0 9.1 .03 0 252.0 450.0 682.0 791.0 913.0 1214.0 9.1 0.03 100.0 222.0 635.0 986.0 1251.0 ET 9.1 9.1 9.1 9.1 9.1 9.1 THIS RUN EXECUTED 25APROO WSEL 110.08 CHNIM FQ ITRACE 9.1 1250 0 120.0 112.0 104.0 101.0 108.0 136.7 9.1 1251 100.0 118.0 102.0 108.0 282. 484. 696. 806. 936. 1236. 265. 706. 1023. 0 0 0 5 0 5 0 0 0 791.0 118.0 110.0 102.0 102.0 110.0 134.0 706.0 114.0 101.1 110.0 521.0 820.0 320.0 531.0 708.0 820.0 968.0 1250.0 893.0 366.0 796.5 1066.0 800.0 Jti, 1 1 1 1 • 1 1 1 • 1 1• 1M 1 I 1 1 1 ^^^^HBE NH XI GR GR GR GR 1 PAGE ET NC NH XI GR GR GR NH XI GR GR c~ >r GR NH XI GR GR GF GR NH XI GR GR GR GR NH XI GR GR GR QT ET NH XI GR GR GR ET NC NH XI GR GR GR 3.5 132.0 106.0 102.0 25APRCO 2 3 4.5 116.0 101 .9 110.0 3 5.5 114.0loe.o 116. 0 120. 0 6.0 112.0 102.0 ' "•> ~ r\ ne. o 3 6 . 5 110.0 103.1 114.0 3 S .: 110.0 1 r-. -, -< 114.0 £ 5 1C. 5 116. 0 104 .5ioe.o 4 12.0 116. 0 104.5 105.4 1 25APROO PAGE 3 ET NH XI GR GR GR GR ET NH PWWP £ 13.0 114.0 105.6 105.0 107.0 CROSS-SE 4 i .. . is i-i-jai O.C3 IS 100.0 480.0 902.0 1146.0 13:00:44 9.1 0.03 14 100.0 550.0 800.0 0.03 18 100.0 581.0 676.0 900.0 C.C3 .: tr 100.0 506. G € ^ 0 0 o~ Q r. r- r -; j. ' 100.0 44C.O f. C - :- C.P.: _ £ r r. -* 14 IOC . 0t - - ri Sr" .C 1163 9 . I 0.03 15 100.0 400.0 624.0 9.1 O.C3 15 100.0 294.0 755.0 13:00:44 9.1 0.03 19 3 6 -- . 0 626.0 8S5.C CTION 1 OF 9.1 0.03 mBI 609 480 122.0 104.0 104 .0 126.0 9.1 424 180 108.0 102.0 120.0 249 155 108.0 110.0 112.0 130.0 282 160 106.0 108.0 120.0 128.0 262 130 108 .0 104 .0 111.9 126.0 377 162 106.0 104 .0 116.0 1046 9.1 460 181 110.0 104 . 0 1 1 0 . C 9.1 495 158 112.0 105.0 106.0 9.1 363 200 112.0 105.9 105.2 106.0 0.05 1003 167.0 521.0 971 .0 1200.0 9.1 .1 0.05 652.5 180.0 625.0 923.0 0.05 581 155.0 591.0 699.0 1003.5 0.05 557 160.0 557.0 712.0 1007.0 0.05 550 130.0 546.0 710. 0 1250.0 0.05 645 162.0 622 . 5 1018.0 930 9.1 0.05 824 152.0 480.0 860.0 9.1 0.3 0.06 875 125.0 375.0 825.0 9.1 0.06 930 120.0 415.0 698.0 930.0 SPECIAL CULVERT MODEL 9.1 239 ^^^^^^^^^S 9.1 .049 800 150 120.0 102.0 106.0 130.0 9.1 .3 550 100 104.0 108.0 134.0 559 100 ' 104.0 111 .0 111.5 132.0 557 50 104.0 110.0 112.0 130.0 546 50 104.0 108.0 112.0 622.5 200 106.0 108 .0 120.0 814 9.1 765 200 108.0 103.9 112.0 9.1 0.5 621 140 110.0 105.3 108.0 9.1 595 100 108.0 105.7 105.6 110.0 - DOWNSTREAM 9.1 395 •^wLJJffiitiiiigiWfflHii 0.03 150 185.0 609.0 1003.0 1217.0 9.1 0.03 100 271.0 652.5 1201.0 0.03 100 249.0 612.0 761.0 1300.0 0.03 50 222.0 565.0 724.0 1025.0 0.05 50 198.0 550.0 875.0 0.03 200 223.0 645.0 1300.0 697 9.1 0.03 200 181.0 530.0 956.0 9.1 0.05 120 135.0 440.0 875.0 9.1 0.04 90 200.0 460.0 763.0 1015.0 OF CULVERTS 9.1 0.04 ,;li«ji:ite«.., 1. 1 :i ,,, 1217 150 118.0 101 .9 110.0 9.1 1302 100 101 .9 110.0 134.1 1300 100 102.0 112.0 112.0 1025 50 102.6 111.3 112.0 1250 50 102.7 110.0 114 .0 1420 200 103.0 110.0 121 .3 581 9.1 1010 200 106.0 104.0 114.0 9.1 755 125 108.0 104.8 110.0 9.1 787 90 106.3 105.9 105.7 112.0 9.1 745 258.0 714.0 1040 424.0 722.0 1302.0 499.0 637.5 831.0 282.0 596.0 850.0 262.0 560.0 892.0 290.0 660.0 1420.0 204.0 693.0 980.0 0.025 158.0 495.0 986.0 0.025 263.0 548.0 787.0 1045.0 0.025 112.0 101.8 118.0 — 140.0 102.0 110.2 102.0 118.0 118.0 102.9 112.0 116.0 103.0 112.0 116.0 103.5 112.0 100 103.6 106.0 115.0 100 1025 106.0 104.6 112.0 100 1045 106.0 105.5 106.0 239 1037 340.0 800.0 1129.0 625.0 476.0 764.5 559.0 661.0 845.0 445.0 629.0 871 .0 333.0 656.0 931 .0 377.0 778 .0 530 341.0 765.0 1010.0 495 197.0 621.0 1025.0 460 290.0 595.0 835.0 395 , ,,, ..JS I I I I I I I I I I I I I I I I I XI GR GR GR GR QT NC XI X3 GR GR 13. 5 114.0 106.8 105.2 106.0 CROSS-SECT 6 .015 14.0 " 0 llc.O 115.5 19 100.0 355 602 .0 834 .0 3CN 2 OF 1051 .015 f 2 5 0 . 0 470.0 23 112. 106. 105. 108. S PEC "^ AL 94 .01 34 115. g 0 3 0 0 CULVERT 6 5 0 5 905 142.0 395.0 658.0 905.0 MODEL 841' 370.1 340.0 160 110.0 106.0 104.9 110.0 - AT DOWNSTREAM 736 107 107.43 90 197.0 415.0 705.0 1010.0 CULVERTS 631 91 340.1 85 108.0 106.2 105.0 112.0 FACE 525 75 107.43 239. 498. 745. 1037. 115 370. .0 .0 .0 .0 C. .0 107. 106. 105. ... 115. 115. 5 .0 . 6 5 .5 293.0 542.0 795.0 370.1 3.015 0.4 2.64 CROSS-SECTION 3 OF SPECIAL CULVERT MODEL 5.0 10.0 AT UPSTREAM CULVERTS FACE 95.0 8.1 108.0 107.4 NC XI X2 X3 BT BT GR GR ET NC XI GR GR GR ET XI GR GR GR GR .01 = 15.0 10 ne. 115. CROSS 16. 120. 112. 110. i~ . 126. ne. 1C9. 122 . C C. -SECTI 1 n 0 0 £ ;- 0 '• z •;• .015 30C 400 250. 0 470.0 OK 4 OF 9 "? .1 15 33 .0 100.0 423.0 9.1 1 6 36.0 100.0 4~i .5 gQ- . r. .015 340 115.8 115 115 SPECIAL 9 118 110 114 9 1 124 114 110 .5 .5 CULVERT .1 .1 93 .0 .6 .0 1 25 .0 .0 .0 370.1 340.0 MODEL 9.1 0.1 432 41 .0 150.0 432.0 9.1 600 42.0 125.0 593.5 95 115.5 350 108.0 - UPSTREAM 9.1 0.3 110 116.0 110.0 116. 9.1 110 122.0 112.0 114.0 95 115.5 340.1 OF CULVERTS 9.1 130 56.0 205.0 438.0 9.1 100 46.0 210.0 600.0 95 108.0 9.1 100 115.0 109.1 118.0 9.1 100 120.0 111.3 116.0 115. 371. 370. 73. 257 520. .5 5 .0 .0 .5 .0 115. 115. 115, 257, 114. 108, 120. .5 . 5 t .5 .0 .8 .0 350 50 242 606. .0 .0 .0 118 110 120, .0 .0 .0 370.1 432 93.0 338.0 580.0 606 55.0 350.0 708.0 ET X.I GR GR GR ET XI GR GR GR ET XI GR GR GR GR XI GR GR GR GR XI GR GR GR GR XI GR GR IS . 0 1 ~ 2 . 0 11C. C 120. C 19. G 125.0 110 . . 120. 0 20.0 130 . C 112.0 124.0 140.0 i. t~ . *.' 1 4C . 0 130.0 112.0 126.0 24.0 134.0 113. 0 126.0 152.0 26.0 136.0 114.0 9 100 4 JO 660 G 100 535 635 9 100 508 "10 1250 I C \j ~i. V 64C 861 100 455 765 1330 100 351 . l 15 .0 .0 .0 . 1 15 . C .0 .0 .1 16 .0 .0 . 0 . 0 20 . \j . C .0 .0 16 Q . 0 . 0 .0 17 n .0 9. 1 185 116.0 110.0 122.0 9.1 350 116.0 109.8 122.0 9.1 411 128.0 110.0 128.0 554 138.0 128.0 111.3 128.0 410 132.0 112.2 128.0 351 136.4 113.2 9.1 660 111.0 561 .0 750.0 9.1 610 130.0 560.0 662.0 9.1 630 202.0 600.0 860.0 720 115.0 355.0 695.0 918.0 720 270.0 612.0 845.0 703 192.0 427.5 9.1 145 114.0 109.2 124.0 9.1 140 114.5 110.0 124.0 9.1 140 118.0 112.0 130.0 200 136.0 118.0 114.0 130.0 245 118.0 111.9 142.0 230 136.0 113.1 9.1 100 185.0 603.0 880.0 9.1 120 226.0 579.0 750.0 9.1 100 215.0 620.0 920.0 200 143.0 377.5 720.0 959.0 195 300.0 711.0 1142.0 195 223.0 492.5 9.1 100 112.0 110.0 128.0 9.1 100 113.0 110.2 126.0 9.1 100 116.0 114.0 132.0 200 134.0 116.0 122.0 142.0 200 116.0 114.0 144.0 200 118.0 113.0 294 635 895 350 596 765 .0 .0 .0 .0 .0 .0 2 111 114 130 2 112 113 130 94 .0 .0 .0 26 .0 .0 .0 128 255, 630, 1025, 180. 415. 771. 1200. 316. 720. 1231. 259. 573. .0 .0 .0 .0 .0 .0 .0 .0 ,0 .0 .0 ,0 114 122 134 132 114 124 144 114 124 146 116 112 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .3 680 335.0 660.0 945.0 635 429.0 610.0 873.0 650 411.0 650.0 1085.0 219.0 554.0 795.0 1380.0 410.0 759.0 1315.0 275.0 660.0 I I I I I I I I I I I I I I I I I GR GR XI GR GR GR GR Xi GR GR GR GR 114 142 28 142 114 116 1 3c 30 148 11" 128 144 . C •° . 0 . L,1 ^. 0 . : _-, . \_; '; . L' . 0 703. 1058. 0 Q 128 146 .0 .0 17 460 -! 0Q 520. 742 . 1094 . 1 ICO. 47C. "12 . 1057. 0 0 0 0 £ c 0 0 0 142 114 126 144 4 146 116 130 .0 .4 .0 n 70 . 0 7 .0 730.0 1225.0 700 275.0 605.0 766.0 1110.0 700 264.0 534.0 787. C 130.0 220 120.0 114.0 130.0 250 122.0 116.0 132.0 763.0 195 325.0 663.0 795.0 185 313.0 565.0 838.0 132.0 200 118.0 113.6 132.0 200 120.0 116.0 134.0 813 342 668 850 330 683 939 . 0 .0 .0 r\ .0 .0 .0 134. 115. 115. 134. •*" 118. 117. 136. .0 .0 .0 .0 .0 .0 .0 895.0 460.0 700.0 95-7.0 426.0 700.0 1040.0 13:00:44 ET XI GR GR GR GR ET XI GR GR GR GR XI GR GR GR XI GR GR GR XI GR GR XI GR GR XI GR GR GR XI GR GR GR 32. 14S. 120. 120. 130. 32, 150. 122 120. 130, 35. 140. -i -] — 124 . 3-. 150. 121 . 150. 38. 150 122 39 150 123 41 150 126 140 43. 1 60 , 128, 129. . 0 . C .0 r-. (_' . C' t . 0. c . 0 . G . 3 .0 r. V •:: "^ _ " " ,": 3 <-. . 0 .3 . 0 z, .3 .0 . 0 .0 .3 .0 . C .0 o 100 340 685 93ri c, 100 306 ~24 Q — ft 100 440 eoo } T' P. 472 68S 100 554 100 405 100 271 515 100 373 520 . 1 18 .0 .0 .0 .0 .1 17 .0 r.. V .0 .0 14 .0 . 0 Q 11 .0 .0 •'- 10 r>t . C -L U .0 .0 12 .0 . 0 .0 14 .0 .0 .5 9.1 440 140.0 118.0 122.0 132.0 9.1 445 148.0 120.0 122.0 140.0 493 136.0 121 .0 130.0 330 140. 0 122.5 400 140.0 123.0 277 140.0 124.0 260 140.0 125.4 150.0 342 152.0 123.5 140.0 9.1 633 130.0 440.0 753.0 943.0 9.1 662.5 115.0 383.0 800.0 963.0 760 195.0 493.0 843.0 593 138.0 593.0 625 156.0 625.0 495 148.0 486.0 486.5 151.0 415.0 546.0 520.5 161.0 406.0 542.0 9.1 210 126.0 117.0 124 .0 140.0 9.1 50 140.0 119.0 124 .0 200 130.0 119.5 140.0 210 130.0 124 .0 150 130.0 126.0 100 130.0 125.0 200 134 .0 126.0 200 150.0 128.0 150.0 9.1 155 160.0 510.0 789.0 963.0 9.1 50 135.0 445.0 847.0 320 286.0 658.0 870.0 200 180.0 610.0 80 278.0 653.0 100 198.0 495.0 200 192.0 482.0 200 188.0 457.0 570.0 9.1 165 124.0 117.2 126.0 9.1 50 126.0 117.2 126.0 280 126.0 121.0 150.0 205 124.0 130.0 100 126.0 140.0 100 126.0 140.0 200 130.0 127.0 200 134.0 127.0 160.0 173 595 848 165 578 893 330 760 900 211 640 340 685 230 533 237 486 259 482 592 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .5 .0 .0 .0 173 122 118 128 165 124 119 128 124 122 122 140 123 150 125 150 127 130 129 128 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .5 .0 .0 .0 .0 .0 .0 .0 .0 .0 595.0 272.0 633.0 903.0 682.5 231.0 682.5 917.0 377.0 788.0 330.0 659.0 400.0 718.0 277.0 562.0 260.0 497.0 342.0 515.0 13:00:44 SEGNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV C OLOE QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VL03 VCK VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 'PROF 1 CRITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS .500 .0 .00 0. 110.08 1165.0 4.76 0. 791.0 820.0 TYPE= 1 TARGET= 105.21 .00 110.43 .35 .0 .0 248.8 .0 .00 .000 .050 .000 0. 0 13 0 29.000 .00 .00 100000.00 .0 .0 100000.00 .000 101.00 791.00 .00 29.00 820.00 CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 8.84 3470 ENCROACHMENT STATIOHS= 706.0 2.000 9.44 110.54 102.62 1185.0 .0 1185.0 .0 .04 .00 .70 .00 .000034 100. 100. 100. 893.0 TYPE= 1 TARGET= .00 110.55 .01 .0 1680.9 .0 .000 .050 .000 2 25 0 187.000 .01 .10 100000.00 2.2 .2 100000.00 .000 101.10 706.00 .00 187.00 893.00 1490 NH CARD USED 'SECNC 3.500 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.51 3470 ENCROACHMENT STATICNS=521.0 3.500 1185.0 PAGE SEC1JO Q TIME SLOPE 8." 5 110.55 102.94 .0 1185.0 .0 .CO .51 .00 150. 150. 150. 13:00:44 CWSEL QCH VCH XLCK CRIWS QROB VROB XLOBR 800.0 .00 .0 .000 2 WSELK ALOB XNL ITRIAL TYPE= 1 110.55 2314.7 .044 17 EG ACH XNCH IDC TARGET^ .00 .0 .000 0 HV AROB XNR ICONT 279.000 .00 .00 100000.00 9.1 1.1 100000.00 .000 101.80 521.00 .00 279.00 800.00 HL VOL WTN CORAR OLOSS TWA ELMIN TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST CCKV= .100 CEKV= 1490 NH CARD USED 'SECNC 4.500 .300 3302 MARKING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO 1 .66 3470 ENCROAC} 4.500 1185.0 2 0 .000005 1490 NH CARD 'SECNO 5.50C 3302 WARNING: 5. 500 1 1 8 5 . 0 . 2~ .000011 1490 NK CARL *SECNO 6. CCO 6.000 1185.0 .30 .000011 -;!-:EKT ST 8.65 4 .4 .13 100. USED ATIONS= 110.55 1180. 6 .36 100. : CONVEYANCE. CHANGE 8.55 5.8 . 19 t ;"i r\ USED 8.55 9.6 .20 50. 110.55 1175.6 .40 100. 110.55 1172.5 .42 50. 140.0 102.90 .0 .00 100. OUTSIDE 103.44 3.6 .19 100. 103.55 3.0 .19 50. 625.0 TYPE .00 32.5 .030 0 OF ACCEPTABLE .00 29.8 .030 0 .00 48.8 .030 0 1 110.55 3305.1 .036 20 RANGE, 110.55 2950.7 .045 20 110.55 2765.9 .043 25 TARGET' .00 .0 .000 0 KRATIO •• .00 18.7 .030 0 .00 16.0 .030 0 485.000 .00 .00 108.00 15.6 1.9 100000.00 .000 101.90 154.51 .00 470.49 625.00 .69 .00 22.9 .000 .00 .00 26.2 .000 .00 102 470 102 456 .00 3.0 .00 .95 .00 3.5 .00 .39 108.00 108.00 131.62 602.57 108.00 108.00 121.74 578.13 110.55 103.92 11".4 2.4 .41 .10 50. 50. .55 FEET .00 46.5 .030 0 110.55 2880.1 .044 17 .00 22. 8 .050 0 .00 29.5 .000 .00 .00 4.1 102°. 70 486.46 108.00 108.00 100.00 586.46 1 25APR00 PAGE 8 SECNO 0 TIME SLOPE DEPTH CLCB CKSEL QCK VCH XLCH CRIWS OROB VROB XLOBR 6.:EXTENDED 110.55 104.13 1161.8 5.0 .38 .15 200. 200. WSELK EG ALOB ACH XNL XNCH ITRIAL IDC .55 FEET .00 96.3 .030 0 110.56 3095.3 .039 17 HV AROB XNR ICONT .00 32.3 .030 0 HL VOL WTN CORAR .00 43.7 .000 .00 OLOSS TWA ELMIN TOPWID .00 6.5 103.00 592.67 L-BANK R-BANK SSTA ENDST 108.00 108.00 100.00 692.67 ELEV ELEV 3470 EKCKCACHKE 10.SCO 1163.0 100.0 530.0 TYPE= 1 TARGET* 104.99 .00 110.56 .00 .0 46.5 2088.9 .0 .00 .030 .034 .000 200. 0 25 0 430.000 .00 .00 108.00 56.0 8.8 100000.00 .000 103.60 147.18 .00 382.82 530.00 CCHV= 1490 NH * SECNO 1 12.000 1163.0 £.06 3NS = 110.56 1152.6 .65 125. 100.0 105.81 .0 .00 120. 495.0 TYPE= 1 .00 36.6 .030 0 110.56 1777.7 .030 25 TARGET= . 01 .0 .000 0 395.000 .00 61.7 .000 .00 .00 9.9 104.50 362.78 108.00 9.9 100000.00 132.22 495.00 1490 NH CARD USED *SECNO 13.000 3302 WARNITJG::CNVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.40 3470 ENCROACHKE:;T STATIONS= 100.0 460.0 TYPE= i TARGET= 13.000 5.55 110.55 106.92 .00 110.57 .01 1163.0 41.3 1121.7 .0 65.4 1132.4 .0 .67 .63 .99 .00 .030 .043 .000 .000117 100. 90. 90. 0 17 0 360.000 .00 .00 64.8 .000 .00 311.14 108.00 10.6 100000.00 105.00 148.86 460.00 25APROO PAGE 9 13:00:44 SECtJO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOE VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1490 NH CARD USED rCNVEYAKCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO =.32 239.0 395.0 TYPE= 1 TARGET= 10E.36 -00 110.62 .08 .0 .0 522.7 .0 .00 .000 .049 .000 90. 1 17 0 156.000 .02 .03 105.00 66.5 11.1 100000.00 .000 104.90 239.00" .00 156.00 395.00 1 'SECNO 14.000 3301 HV CHANGED MORE THAN HVINS 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA=115.50 ELREA=115.50 14.000 3.36 1051.0 .0 .66 .00 .002891 107. SPECIAL CULVERT sc cui;c CUHV ELCHD 3 . 0 I 5 101 . 40 CHART 6 - 50.-: CULVERT 110.79 110.79 .00 112.48 1.70 .13 .81 1051.0 .0 .0 100.6 .0 67.1 11.2 10.45 .00 .000 .015 .000 .000 107.43 75. 91. 0 14 0 .00 29.98 ENTLC COFQ RDLEN RISE SPAN CULVLN CHRT .40 2.64 .00 5.00 10.00 95.00 8 WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL 115. 115. 340. 370. SCL 1 50 50 06 .04 ELCHU 108.00 'SECNO 15.000 CONTROL 113.716 PCWSE=110.789 £LTRD=115.500 fHAK HVINS 3302 WARNING:IE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.80 25APROC PAGE 1C SECNC DEPTH Q QL03 TIME VLOB SLOPE XLCE-L SPECIAL CULVERT EG 1C EGOC 113.44 313.72 3495 OVERSANK AREA ASS 15.000 4.93 1051.0 .0 .68 .00 .000695 Si. CKSEL QCH VCH XLCH H4 1.23 CRIWS QROB VROB XLOBR QWEIR 0. UKEC NON-EFFECTIVE, 112.93 1051.0 7.11 95. .00 .0 .00 95. WSELK ALOB XNL I TRIAL QCULV 1051. ELLEA= .00 .0 .000 3 EG ACH XNCH IDC VCH 7.110 115.50 113.72 147.8 .015 0 HV AROB XNR ICONT ACULV 150.0 ELREA= .79 .0 .000 0 HL VOL WTN CORAR ELTRD 115.50 115.50 1.23 67.3 .000 .00 OLOSS TWA ELMIN TOPWID WE1RLN 0. .00 11.3 108.00 30.03 L-BANK ELEV R-BANK ELEV SSTA ENDST 115.50 115.50 340.03 370.07 CCHV= .100 CEKV= *SECNO 16.000 .300 3301 HV CHANGEP MORE THAN HVINS 3470 ENCROACHMENT 1 6- . -J J C - 1051 . C . - i n r; i -, ,". i : * SE^NO i ^ . C C r 3470 ENCROACKKEKT 1 7 . 000 4 "i n t i .-3 .000"!] ] 'SECKO 16.000 3470 EKCRCACHKEN7 18.000 4 105: . :• 7- .000529 1 i 2^AFHOC 1 3AGE 1 1 SEC:;C CEP C QLO TIKE VLC1 SLCDE XLO i ~^' " \*T-~ — ' • c - -"" ~ 3470 E-?:ACH:-NT 1C."'" J 1 'J ~- _i . U *: . 79 .00205: : *SECI;O 2 :•.•;•:••" 3302 KAR;::;J;: cc 34^0 ENCROACHMENT 20.000 4: o c "' '' .e:.00537; i *SECNO 21 .000 22.0CC 4 1051. C 5 .S3 .004635 2 *SECNC 2; .::c 3302 t'vARivi:;^: CC 24.JOO 3 1051.0 3 r Q .000950 2 STATIOKS= 257.5 . C-f ::3.66 110.25 .0 105: .0 .0 .CC 1.33 .00 :•:. 100. 130. STATIONS= 350.0 .46 113.96 110.58 .0 1051 .0 .0 .00 1.01 .00 10. 100. 100. STATIOr:S= 294.0 .63 114.03 110.85 .0 1051.0 .0 .CO .80 .00 «5. 100. 100. %•""!• ' ^ TH CKSEL CF.IWS 5 QCH QR05 E VCH VR03 EL XLCH XLCBR •::VEYA::CE CKA;;;E OUT-SIDE S7ATIC-;S= 226.0 .31 i:-5.11 111. 58 3.2 1026.9 1.0 .46 1.37 .45 40. 100. 120. •NVEYANCE CHANGE OUTSIDE STATIONS" 128.0 .41 114.41 112. 44 2. 5 1048.4 .1 .38 1.97 .36 40. 100. 100. .10 115.40 113.46 4.0 991.4 5.0 . 8 "• 2.06 .79 CO. 200. 200. •::VEYAHCE CHANGE OUTSIDE .92 115.82 113.18 3.5 1014.8 2.7 .43 1.01 .42 45. 200. 195. 432.0 TYPE= 1 .00 113.89 .0 791.8 .000 .100 2 17 606.0 TYPE= 1 .00 113.98 .0 1039.7 .000 .100 0 21 680.0 TYPE= 1 .00 114.04 .0 1316.2 .000 .100 2 22 WSELK EG ALOB ACH XNL XNCH I TRIAL IDC OF ACCEPTABLE RANGE, 635.0 TYPE= 1 .00 114.14 50.6 747.4 .100 .100 0 22 OF ACCEPTABLE RANGE, 650.0 TYPE= 1 .00 114.47 6.5 532.7 .100 .100 2 11 .00 115.47 68.4 481.9 .100 .100 2 11 OF ACCEPTABLE RANGE, .00 115.84 77.9 1009.2 .100 .100 3 17 TARGET= .03 .0 .000 0 TARGET= .02 .0 .000 0 TARGET* .01 .0 .000 0 HV AROB XNR ICONT KRATIO = TARGET= .03 2.2 .100 0 KRATIO = TARGET= .06 .2 .100 0 .06 6.3 .100 0 KRATIO = .02 6.5 .100 0 174.500 .10 .08 100000.00 68.4 11.5 100000.00 .000 108.80 257.50 .00 174.19 431.69 256.000 .09 .00 100000.00 70.5 12.0 114.00 .000 109.50 350.00 .00 249.95 599.95 386.000 .06 .00 100000.00 73.2 12.7 114.00 .000 109.20 294.00 .00 366.11 660.11 HL VOL WTN CORAR .50 OLOSS TWA ELM IN TOPWID .62 522.000 .32 .01 77.2 14.3 .000 110.00 .00 251.98 1.00 79.8 .000 .00 .00 15.5 111.30 272.45 2.21 .36 83.6 .000 .00 .00 17.2 111.90 402.67 L-BANK ELEV R-BANK ELEV SSTA ENDST TARGET= .03 2.2 .100 0 409. .09 75.7 .000 .00 .000 .01 13.6 109.80 355.38 113.00 113.00 258.57 613.95 114.00 114.00 379.04 631.02 114.00 114.00 456.50 728.94 114.00 114.00 324.43 727.10 I 2 1 2 *SEC i PAGE 313.71 1 .8 .45 195. CRIWS QROB VROB XLOBR .00 116.04 77.5 1027.4 .100 .100 2 22 WSELK EG ALOB ACH XNL XNCH ITRIAL IDC .01 3.9 .100 0 HV AROB XNR ICONT .20 88.7 .000 .00 HL VOL WTN CORAR .00 19.2 112.30 432.06 OLOSS TWA. ELMIN TOPWID 114.00 114.00 274.84 706.90 L-BANK ELEV R-BANK ELEV SSTA ENDST :ONVEYA!1CE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .42 115.11 .00 116.47 .05 .42 .01 115.00 41.5 39.3 512.1 38.5 92.7 21.0 115.00 1.08 .100 .100 .100 .000 113.60 404.40 ,195. .2 18 0 .00 338.43 742.83 :C;;VEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 117.21 . 6 . 95 - 165. .00 27.2 .100 3 118.21 404.9 .100 18 .10 .7 .100 •0 .67 1 .73 95.0 .000 .00 .01 22.4 116.00 280.57 117.00 117.00 420.64 701.21 "SECNC 32.0:C 3470 ENCF.O.-.::-'3.0 595.0 TYPE= 1 TARGET= L18.42 .00 119.90 .08 .0 82.3 392.7 .0 .00 .100 .100 .000 155. 1 14' 0 422.000 1.69 .00 118.00 96.8 23.5 100000.00 .000 117.00 349.29 .00 245.71 595.00 682.5 TYPE= . 1 TARGET= .00 120.27 .06 44.8 500.8 .0 .100 .100 .000 2140 517.500 .37 .00 119.00 97.4 23.8 100000.00 .000 117.20 374.97 .00 307.53 682.50 .67 .00" 322.17 99S . 9 1 .95 280. 121.03 18.0 .96 320. .00 35.7 .100 0 122.22 511.3 .100 8 .06 18.7 .100 0 1.95 100.9 .000 .00 .00 25.8 119.50 354.19 121.00 121.00 434.80 788.99 1 PAGE 25AFROO 13 . CWSEL CCH VCK XLC.H CRIWS QROB VROB XLOBR WSELK ALOB XNL ITRIAL EG ACH XNCH IDC HV AROB XNR ICONT HL VOL WTN CORAR OLOSS TWA ELMIN TOPWID L-BANK ELEV R-BANK ELEV SSTA ENDST »SECNO 3^.300 37.300 1051.0 I . 09 .007379 122.54 6.9 .89 200. .00 54.3 .100 2 123.73 504.9 .100 11 .06 7.8 .100 0 1.50 103.6 .000 .00 .00 27.6 121.00 369.07 122.50 122.50 237.19 606.26 m * "1 J 1 • 1i Ii I i H M -m •** *SECNO 38.300 3S.300 2.49 124.49 1051.0 26. C 1012.9 1.11 I.I" 2.26 .0092"9 2:". 100. *SECNC 39.300 39.300 2.24 125.74 1051.0 13.5 1036.8 1.12 1 .05 2.85 .018695 100. 100. *SECNO 41 .300 3302 WARNING: CONVEYANCE CHANGE 41.300 2.55 127.95 1051.0 2.6 1047.2 .006961 200. 200. *SEC:JC 43.300 3302 WARNING: CONVEYANCE CHANGE 43.300 2. 95 129.98 1051.0 9.9 1040.0 1 .1 1 1 . 22 3 . 02 .017129 ::••:. 200. 1 25APROO 13:00:44 PAGE 1 4 123.37 .00 12.1 22.2 1.17 .100 80. 1 124.96 .00 .7 12.9 1.00 .100 100. 2 OUTSIDE OF ACCEPTABLE 126.61 .00 1.2 3.5 .74 .100 200. 3 -- OUTSIDE OF ACCEPTABLE 129.07 .00 1.1 8.1 1 . 13 .100 200. 2 124.57 .08 .84 447. 4 10.3 104 .8 .100 .100 .000 11 0 .00 125.86 .13 1.28 363.2 .7 105.8 .100 .100 .000 14 0 .00 RANGE, KRATIO = 1 . 64 128.02 .07 2.15 498.6 1.6 107.8 .100 .100 .000 11 0 .00 RANGE, KRATIO = . 64 130.12 .14 2.08 344 . 9 1.0 109.8 .100 .100 .000 15 0 .00 .01 123. 28.3 123. 122.00 370. 268.67 638. .01 125. 28.9 125. 123.50 242. 254.68 496. .01 127. 30.1 127. 125.40 252. 237.18 489. .02 129 31.1 129. 127.00 325. 196.86 522 00 00 23 89 — 00 00 20 88 .00 .00 .67 .85 .00 .00 .57 .43 THIS RUN EXECUTED 25APROO *" dri 13:00:44 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 m m NOTE- ASTERISK i": AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST -YR STORK, 0=1185, 1163 SUMMARY PRINTOUT TABLE 150 SECNC XLCH AREA .OIK ELTRD ELLC ELMIN CWSEL CRIWS EG 10*KS 1.000 248.81 230.4: .00 1680.89 2037.56 2314.67 3C'£5.5c 3337.55 5132.51 * 5.500 100.00 2999.18 3564.59 .00 .00 .00 .00 .00 101.00 1185.00 110.08 105.21 110.43 26.44 .00 101.10 1185.00 110.54 102.62 110.55 .34 .00 101.80 1185.00 110.55 102.94 110.55 .15 .00 101.90 1185.00 110.55 102.90 110.55 .05 .00 102.00 1185.00 110.55 103.44 110.55 .11 VCH 4.76 .70 .51 .36 .40 100.59 14" 1316.20 1 25AFF.C PAGE 15 .00 .00 .00 .00 15.030 95.00 115.50 .00 JO 102.00 1165.00 110.55 103.55 110.55 .11 .00 102.70 1185.00 110.55 103.92 110.55 .11 .41 .00 103.00 1185.00 110.55 104.13 110.56 .06 .38 .00 103.60 1163.00 110.55 104.99 110.56 .-1-5 .55 .00 104.50 1163.00 110.56 105.81 110.56 .19 .65 .00 105.00 1163.00 110.55 106.92 110.57 1.17 .99 .00 104.90 1163.00 110.55 108.36 110.62 11.36 2.22 .00 107.43 1051.00 110.79 110.79 112.48 28.91 10.45 .00 108.00 1051.00 112.93 .00 113.72 .00 109.20 1051.00 114.03 110.85 114.04 i.95 .00 108.80 1051.00 113.86 110.25 113.89 11.05 .00 109.50 1051.00 113.96 110.58 113.98 7.11 5.29 7.11 1.33 1 .01 .80 SECNO ELLC ELM IN CWSEL CRIWS EG 10*KS AREA 539.48 1-53.39 556.55 154. ?.£ .00 .00 .00 .00 109.80 1051.00 114.11 111.58 114.14 20.95 .00 110.00 1051.00 114.41 112.44 114.47 53.72 .00 111.30 1051.00 115.40 113.46 115.47 46.35 VCH 1.37 1.97 2.06 .00 111.90 1051.00 115.82 113.18 115.84 9.50 1.01 .00 112.30 1051.00 116.02 113.71 116.04 10.52 .98 "* 2 8 . 0 0 -j fi 0 C . 0 L 589.91 13 6 . I 0 .00 .00 .00 113.60 1051.00 116.41 115.11 116.47 59.63 1.90 .00 116.00 1051.00 118.11 117.21 118.21 134.35 2.51 32.000 475.00 118.71 32.500 50.00 545.53 127.15 .00 .00 .00 .00 117.00 1051.00 119.82 118.42 119.90 78.38 2.42 .00 117.20 1051.00 120.21 118.93 120.27 68.32 2.01 .00 119.50 1051.00 122.17 121.03 122.22 72.69 1.95 37.300 205.00 .00 566.99 122.35 38.300 100.00 .00 479.95 109.11 .00 121.00 1051.00 123.67 122.54 123.73 73.79 1.97 .00 122.00 1051.00 124.49 123.37 124.57 92.79 2.26 1051.00 *m -3'6'70 ^ ' 41.300 200.00 .00 .00 125.40 1051.00 127.95 126.61 128.02 69.81 2.10 ^^ r .-. n ~) ~i 3 1 I J i 127.00 1051.00 129.98 129.07 130.12 171.29 3.02 i m M 16 ORM, 0=1165, 1163 .V PRINTOUT TABLE SECNC 0 i.ooo lies. oo ? 000 1 1 Pi fin 4.500 1165.00 5.500 1165.00 eooc ^:c: ; " 8.500 ::e:.o: -] - n <-• ;' ~ 1 ^ " ~ ~ 13.000 i:?3.CC 14 r' 0 "• ^ ' = "- ": r 15.000 105: . 00 16.000 1051. 00 17. oo: :o5:.oo 18.000 1051.00 19.000 1051.00 20.000 1051.00 22.000 1051.00 24.000 1051.00 26.0CO 1051.00 28.000 105:. 00 30.000 1051.00 150 CV»'SEL DIFWSP DIFWSX DIFKWS 110.08 .00 .00 .00 110.54 110.55 110.55 110.55 ": T i" c ^ : i o . 5 5 ::o. 55 i i 0 . 5 r 110.56 110.55 1 " .") ^ S1 j \J . O 3 ^12.93 1 1 3 . S 6 113.96 114 .03 114.11 114.41 115.40 115.82 116.02 116.41 :i8.n .00 .00 .-00 .00 r .- .00 .00 Ori0 .00 .00 DO. \J \J . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .46 .01 .00 .00 r-_- . L' L1 00 n n. u u . 00 .00 - 01 .24 2.14 .93 .10 .07 .08 .30 .99 .42 .20 . 39 1.70 .00 .00 .00 .00 .00 .00 . 00 on. u u .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOPWID 29.00 187. 279. 470. 470. 456. 486. 592. •^ o oJ O £. . 362 . 311 . 156 29. 30. 174. 249 366 355 251 272. 402 432 338 280 00 00 49 95 39 46 .67 p 9, O £. .78 .14 00 . 98 .03 .19 .95 .11 .38 .98 .45 .67 .06 .43 .57 XLCH .00 100. 150. 100. 100. 50 50. 200. 7 no£ \j \j , 125. 90. 85 75 . 95. 100, 100 100 100 100. 200. 200. 200 200 200 00 00 00 00 00 00 00 onu u .00 00 00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 i 1 gjf 25APROC PAGE 17 SECNO 0 CKSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 32.000 1051.00 119.82 .00 1.70 .00 245.71 165.00 2 1 i ! 32.5-oc ice:.oo 120.21 35.300 1051.00 122.1" 37.300 1051.00 123.67 38.300 ICei.OC. 124.49 25APP.OO PAGE 18 13:00:44 .00 .00 1 . 1 . 1 . z 2. . 39 .96 .50 .82 . 24 . 21 .03 .00 .00 .00 .00 .00 .00 .00 354.19 3 6 9 . 0 ~ 254.68 237.18 196.86 100.00 200.00 200.00 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= WARNING SECNC= WARNING SECNC= WARNING SEC!iO= WARNING SEC'iO= WARNING SECNC= WARNING SEC:."C= WARNING SEC:;0= WARNING SECNC= WARNING sz~::z= WARNING SECKC= WARNING SEC:::= WARNING SECKC= WARNING S£C!;o= 2.000 PROEILE= 3.500 PROFILED 4.500 PP,OEILE= 5.500 PROFILED 13.000 PRCFILE= 13.500 PROFILE= 15.000 PROFILE- 19.000 PROFILE= 20.000 PROFILED 24.000 FROFILE= 28.000 FROFILE= 30.000 PF,OFILE= 41.300 PROFILE= 43.300 FROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ] CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CRITICAL DEPTH ASSUMED 1 MINIMUM SPECIFIC ENERGY 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE APPENDIX 7 Culvert Protection - m REP M:-l5PDS.DOr i Culvert Calculator Report BOX-1 1 1 MM it iiM Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev 0.00 ft 111.10 ft 110.83 ft 111.10 ft Headwater Depth/ Height Discharge Tailwater Elevation Control Type 0.98 558.00 cfs 104.82 ft Entrance Control Grades Upstream Invert Length 106.18 ft 271.18 ft Downstream Invert Constructed Slope 104.82 ft 0.005015 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 11.31 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 2.47 ft 2.47 ft 2.89 ft 0.003177 ft/ft Section Section Shape Section Material Section Size Number Sections Box Concrete 10x5ft 2 Mannings Coefficient Span Rise 0.013 10.00 ft 5.00 ft Outlet Control Properties Outlet Control HW Elev Ke 111.10 ft 0.40 Upstream Velocity Head Entrance Loss 1.45 ft 0.58 ft Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 ° K M C Y 110.83 ft wingwall flares 0.02600 1.00000 0.03850 0.81000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Unsubmerged 100.0 ft2 8 1 1 Project Title: RANCH SANTA FE ROAD c:\haestad\cvm\l424\outlet-v.cvm 09/07/00 09:02:47 AM © Haestad Methods, Inc. Project Engineer: JIM Q. ZHU Project Design Consultants CulvertMaster v1 0 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Culvert Calculator Report BOX-2 Solve For: Headwater Elevation I Culvert Summary Allowable HW Elevation Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev 0.00 ft 113.72 ft 113.44 ft 113.72 ft Headwater Depth/ Height Discharge Tailwater Elevation Control Type 1.14 1,051.00 cfs 110.07 ft Entrance Control Grades Upstream Invert Length 108.00 ft 95.00 ft Downstream Invert Constructed Slope 107.40 ft 0.006316 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 12.35 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 2.84 ft 2.67 ft 3.37 ft 0.003264 ft/ft Section Section Shape Section Material Section Size Number Sections Box Concrete 10x 5ft 3 Mannings Coefficient Span Rise 0.013 10.00 ft 5.00 ft Outlet Control Properties Outlet Control HW Elev Ke 113.72 ft 0.40 Upstream Velocity Head Entrance Loss 1.68 ft 0.67 ft Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 K M C Y 113.44 ft ° wingwall flares 0.02600 1.00000 0.03850 0.81000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Unsubmerged 150.0 ft2 8 1 1 Project Title: RANCH SANTA FE ROAD c:\haestad\cvm\1424\outlet-v cvm 09/07/00 09:06:17 AM © Haestad Methods, Inc Project Engineer: JIM Q. ZHU Project Design Consultants CulvertMaster v1 0 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Project Design ConsuLtants PLANNING ENGINEERING SURVEYING 701 "B" Street. Suite 720, San Diego. Co.. 92101 /-Ac' /OF JOB N0' DRAWN BY cwfcxfo er IS} V K TQAJ //-<:. 7" / A ft j ft J ft i 11 ft I i J i J ii ft i i i ii ii i J i...ftc i ft 4 ft i 200-1.7 Selection of Riprap and Filter Blanket Table 200-1.7 Vel. Fl/Sec (1) 6-7 7-8 8-9.5 9.5-11 11/13 13-15 15-17 17-20 Rock Cb«« (2) No. 3 Back- ing No. 2 Back- ing Fac- ing Light 1/4 TON '/i TON 1 TON 2 TON Rjprap Thicfc- oew •T' .6 1.0 1.4 2.0 2.7 3.4 4.3 5.4 Fill»r Rlanl.l IV, [ lpp»r 1 ,y,,(., OpU Sec. 200(4) 3/16' 1/4' 3/8' >/,• 3/4- 1' 1-1/2' 2' OpL2 Sec.400 <41 C2 83 _ ... _.. .... Opt 3 (5) D.G. D.O. D.G. 3/4' 1-1/2' P.B. 3/4- 1-1/2' P.B. 3/4' 1-1/2' P.B. TYPE B TYPE B Lower Layer (6) __ _ SAND SAND SAND SAND See 200-1.6 See also 200-1.6(A) Practical use of this table is limited to situations where "T" is less than inside diameter. (1) Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater. (2) If desired riprap and filter blanket class is not available, use next larger class. (3) Filter blanket thickness = 1 Foot or "T", whichever is less. (4) Standard Specifications for Public Works Construction. (5) D.G. = Disintegrated Granite, 1 MM to 10 MM. P.B. = Processed Miscellaneous Base. Type B = Type B bedding material, (minimum 75% crushed particles, 100% passing 2Vt" sieve, 10% passing 1" sieve). (6) Sand 75X retained on #200 sieve. SECTION 201 - CONCRETE, MORTAR AND RELATED MATERIALS 201-1 PORTLAND CEMENT CONCRETE 201-1.1.2 Concrete Specified Bv Class (Pg. 94) Modify Table 201-1.1.2CA) as follows: (1) Revise: Concrete Pavement (not integral with curb) 520-A-2500 To Read: Concrete Pavement (not integral with curb), 520-C-2500 Cross Gutter and Alley Aprons) 560-C-3250 (2) Revise: Curb, Integral Curb and Pavement, 520-C-2500 Gutter, Walk, Alley Aprons 520-C-2500P To Read: Curb and Gutter (separate or combined) 520-C-2500 and Walks 520-C-2500P (3) Change concrete class for "Sidehill Surface Drainage Facilities" from "500-C-2500" to "520-C-2500". (A) Change concrete class for "Pipe Bedding and Encasement, Anchors-and Thrust Blocks, Wall Support for Pipe" from "450-C-20001" to "480-C-2000"1. 12 11 1 APPENDIX 8 I CulvertMaster Boxl Headwater Calculation m m «• J >• - I REP/H245PDS-2.DOC Culvert Designer/Analyzer Report BOX-1 Check Discharge 0.00 cfs *fl ii Grades Model: Inverts Invert Upstream Length Drop 105.64 ft 3500 ft 0.46 ft Invert Downstream Slope 105.18 ft 0013143 ft/ft Headwater Model. Maximum Allowable HW Headwater Elevation 111.00 ft Tailwater Conditions: Constant Tailwater •I d m 4 ] Tailwater Elevation 108.59 ft Name Desc Trial-1 2-9 x 5 ft Box Discharge HW Elev Velocity 640.00 cfs 111.42ft 10.43ft/s Project Title: RANCH SANTA FE ROAD Project Engineer: JIM Q. ZHU c:\haestad\cvm\1424\cv-desig.cvm Project Design Consultants CulvertMaster v1 0 09/07/00 10:16:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 2 I 1 Culvert Designer/Analyzer Report BOX-1 1 m m Culver! SinTiiTiary Allowable HW Elevation Computed Headwater Elevation Headwater Depth/ Height Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 K M C Y 1 11 00 ft 11142 ft 1 16 111.12 fi 111.42 ft 105.64 ft 35.00 ft CompositeS1S2 Steep N/A 10.43 ft/s Box Concrete 9x5tt 2 111.42 ft 0.40 111.12 ft ° wingwall flares 002600 1.00000 003850 0.81000 Storm Event Discharge Taiiwater Elevation Control Type Downstream Invert Constructed Slope Depth. Downstream Normal Depth Critical Depth Critical Slope Mannings Coefficient Span Rise Upstream Velocity Head Entrance Loss Flow Control Area Full HDSSCnart HDS 5 Scale Equation Form Design 64000 cfs 108.59 ft Entrance Control 10518 ft 0.013143 ft/ft 3.41 ft 2.12 ft 3.40 ft 0.003468 ft/ft 0.013 9.00 ft 5.00 ft 1.70 ft 0.68 ft Unsubmerged 90.0 ft2 8 1 1 Project Title: RANCH SANTA FE ROAD c: \haestad\cvm\1424\cv-desig. cvm 09/07/00 10:16:48 AM © Haestad Methods, Inc. Project Engineer: JIM Q. ZHU Project Design Consultants CulvertMaster vl.O 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 2 of 2 Culvert Designer/Analyzer Report BOX-1 Comments: FOR UBD CONDITION Peak Discharge Method: User-Specified Design Discharge 615.00 cfs Check Discharge 0.00 cfs Grades Model: Inverts 1 Invert Upstream Length Drop 105.64 ft 35.00 ft 0.46 ft Invert Downstream Slope Headwater Model: Maximum Allowable HW 105.18 ft 0.013143 ft/ft Headwater Elevation 111.00 ft Tailwater Conditions: Constant Tailwater Tailwater Elevation 108.59 ft Name Desc Discharge HW Elev Velocity Trial-1 2-9 x 5 ft Box 61 5.00 cfs 11127ft 10.02ft/s - * Project Title: RANCH SANTA FE ROAD Project Engineer: JIM Q. ZHU c:\haestad\cvm\1424\cv-desig.cvm Project Design Consultants CulvertMaster vl.O 09/09/00 03:26:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 2 i Culvert Designer/Analyzer Report BOX-1 Design:Trial-1 Solve For: Headwater Elevation I i -Sm ill •^4 Culvert Summary Allowable HW Elevation Computed Headwater Elevation Headwater Depth/ Height Inlet Control HW Elev Outlet Control HW Elev 111.00 ft 111.27 ft 1.13 110.97 ft 111.27 ft Storm Event Discharge Tailwater Elevation Control Type Design 615.00 cfs 108.59 ft Entrance Control Grades Upstream Invert Length 105.64 ft 35.00 ft Downstream Invert Constructed Slope 105.18 ft 0.013143 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 10.02 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 3.41 ft 2.07 ft 3.31 ft 0.003447 ft/ft Section Section Shape Section Material Section Size Number Sections Box Concrete 9x5ft 2 Mannings Coefficient Span Rise 0.013 9.00 ft 5.00 ft Outlet Control Properties Outlet Control HW Elev Ke 111.27 ft 0.40 Upstream Velocity Head Entrance Loss 1.66 ft 0.66 ft Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 K M C Y 110.97 ft ° wingwall flares 0.02600 1.00000 0.03850 0.81000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form N/A 90.0 ft2 8 1 1 Project Title: RANCH SANTA FE ROAD c:\haestad\cvm\1424\cv-desig.cvm 09/09/00 03:26:41 PM © Haestad Methods, Inc. Project Engineer: JIM Q. ZHU Project Design Consultants CulvertMaster vt.O 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Culvert Designer/Analyzer Report BOX-2 Comments: FOR IBD CONDITION Peak Discharge Method: User-Specified Design Discharge 523.00 cfs Check Discharge 0.00 cfs Grades Model: Inverts Invert Upstream Length Drop 105.30 ft 35.00 ft 0.35 ft Invert Downstream Slope 104.95 ft 0.010000 ft/ft Headwater Model: Maximum Allowable HW Headwater Elevation 111.00 ft Tailwater Conditions: Constant Tailwater Tailwater Elevation 110.79 ft Name Desc Discharge HW Elev Velocity Trial-1 2-10 x 5ft Box 523.00 cfs 111.42ft 5.23 ft/s Project Title: RANCH SANTA FE ROAD Project Engineer: JIM Q. ZHU c:\haestad\cvm\1424\cv-desig.cvm Project Design Consultants CulvertMaster vl.O 09/09/00 03:43:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 2 Culvert Designer/Analyzer Report BOX-2 I I I i Design:Trial-1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Headwater Depth/ Height Inlet Control HW Elev Outlet Control HW Elev 111.00 ft 111.42 ft 1.22 110.79 ft 111.42 ft Storm Event Discharge Tailwater Elevation Control Type Design 523.00 cfs 110.79 ft Outlet Control Grades Upstream Invert Length 105.30 ft 35.00 ft Downstream Invert Constructed Slope 104.95 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Pressure N/A N/A 5.23 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 5.84 ft 1.87 ft 2.77 ft 0.003156 ft/ft Section Section Shape Section Material Section Size Number Sections Box Concrete 10x5ft 2 Mannings Coefficient Span Rise 0.013 10.00 ft 5.00 ft Outlet Control Properties Outlet Control HW Elev Ke 111.42 ft 0.40 Upstream Velocity Head Entrance Loss 0.43 ft 0.17 ft Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 K M C Y 110.79 ft ° wingwall flares 0.02600 1.00000 0.03850 0.81000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Unsubmerged 100.0 ft2 8 1 1 Project Title. RANCH SANTA FE ROAD c:\haestad\cvm\1424\cv-desig.cvm 09/09/00 03:43:42 PM © Haestad Methods, Inc. Project Engineer: JIM Q. ZHU Project Design Consultants CulvertMaster vl.O 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Culvert Designer/Analyzer Report BOX-2 Comments: FOR UBD CONDITION Peak Discharge Method: User-Specified Design Discharge 548.00 cfs Check Discharge 0.00 cfs Grades Model: Inverts Invert Upstream Length Drop 105.30 ft 35.00 ft 0.35 ft Invert Downstream Slope 104.95 ft 0.010000 ft/ft Headwater Model: Maximum Allowable HW Headwater Elevation 111.00 ft Tailwater Conditions: Constant Tailwater Tailwater Elevation 110.79 ft Name Desc Discharge HW Elev Velocity Trial-1 2-10 x 5ft Box 548.00 cfs 111.48ft 5.48 ft/s Project Title: RANCH SANTA FE ROAD Project Engineer: JIM Q. ZHU c:\haestad\cvm\1424\cv-desig.cvm Project Design Consultants CulvertMaster v1 0 09/09/00 03:42:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Culvert Designer/Analyzer Report BOX-2 Design:Trial-1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Headwater Depth/ Height Inlet Control HW Elev Outlet Control HW Elev 111.00 ft 111.48 ft 1.24 110.79 ft 111.48 ft Storm Event Discharge Tailwater Elevation Control Type Design 548.00 cfs 110.79 ft Outlet Control Grades Upstream Invert Length 105.30 ft 35.00 ft Downstream Invert Constructed Slope 104.95 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Pressure N/A N/A 5.48 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 5.84 ft 1.92 ft 2.86 ft 0.003171 ft/ft Section Section Shape Section Material Section Size Number Sections Box Concrete 10x5ft 2 Mannings Coefficient Span Rise 0.013 10.00 ft 5.00 ft Outlet Control Properties Outlet Control HW Elev Ke 111.48 ft 0.40 Upstream Velocity Head Entrance Loss 0.47 ft 0.19 ft Inlet Control Properties Inlet Control HW Elev Inlet Type 30 to 75 K M C Y 110.79 ft ° wingwall flares 0.02600 1.00000 0.03850 0.81000 Flow Control Area Full HDSSChart HDS 5 Scale Equation Form Unsubmerged 100.0 ft2 8 1 1 Project Title: RANCH SANTA FE ROAD Project Engineer: JIM Q. ZHU c:\haestad\cvm\1424\cv-desig.cvm Project Design Consultants CulvertMaster vl.O 09/09/00 03:42:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 2 of 2 I I I I I I I I I I I ! ] ] foe- see err