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HomeMy WebLinkAboutCT 12-05; LA COSTA RESIDENTIAL; DRAINAGE REPORT; 2013-07-16DRAINAGE REPORT FOR LA COSTA RESIDENTIAL (CT 12-05, PUD 12-07, SWMP 13.07, Drawing 477-9A) July 16, 2013 'Si- Wayne W. Chang, MSTPE 46548 D o Chang®(i][[]^ Civil Engineering ° Hydrology •> Hydraulics - Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 X o z < TABLE OF CONTENTS Introduction 1 Hydrologic Analyses 2 Detention Analyses 3 Hydraulic Analyses 4 Conclusion 6 APPENDICES A. 100-Year Rational Method Analyses and Supporting Data B. 100-Year Detention Analyses C. WSPGW Analyses D. Hydraulic Analyses INTRODUCTION The La Costa Residential project is a proposed residential subdivision that will consist of 32 detached single-family residences along with associated driveways, sidewalks, landscaping, and drainage facilities. The development will be constructed within an undeveloped 9.9 acre parcel along the north side of Rancho Santa Fe Road and west of Paseo Lupino. VICINITY MAP an OF OCEANSIDE NOT TO SCALE CITY OF SAN MARCOS pAanc OCEAN PROJECT SITE CITY OF ENCINITAS Vicinity Map Under pre-project conditions, the site is mostly pervious and covered with vegetation or bare soil. A nearly 5 acre development pad has been mass-graded within the site. The pad is primarily gently sloping towards an existing desiltation basin at its southwest corner. An existing storm drain pipe conveys storm runoff out of the desiltation basin and away from the site. A small portion of runoff from the development pad currently flows easterly down the site entrance and onto Paseo Lupino. An existing cvirb inlet along the west side of Paseo Lupino about 70 feet south of the site entrance near Rancho Santa Fe Road captures this runoff. Under post-project conditions, most of the on-site runoff will continue to be conveyed in a southwesterly direction across the pad. Two proposed detention basins will be constructed just southwest of the pad. The detention basins will mitigate for 100-year flow increases due to the project (if the additional detention from the proposed bioretention basins is considered, the mitigation will be even greater). A small area near the northerly comer of the project will flow into an existing concrete drainage ditch that conveys runoff in a southwesterly direction along the toe of slope of the pad. The ditch ultimately directs its runoff into the storm drain system serving the existing desiltation basin. This report contains drainage analyses for Latitude 33's grading and improvement plans. The project's grading and drainage were developed entirely by Latitude 33. This report merely provides drainage analyses for their design. The analyses determine drainage increases associated with the site and mitigation (detention) requirements. Hydraulic analyses are also provided for the storm drain facilities. HYDROLOGIC ANALYSES Hydrologic analyses were performed to determine the 100-year flow rates under pre- (existing) and post-project (proposed) conditions. The County of San Diego's 2003 Hydrology Manual rational method procedure was used for the 100-year hydrologic analyses. The rational method input parameters are summarized below and the supporting data is included in Appendix A: • Precipitation: The 100-year, 6- and 24-hour precipitation values are 2.8 and 5.1 inches, respectively. • Drainage areas: The drainage basins were delineated from the base topography and the grading plans by Latitude 33. A site investigation was performed to verify the pre-project delineations. See the Rational Method Work Map exhibits in the map pocket for the basin boundaries, rational method node numbers, and basin areas. • Hydrologic soil groups: The hydrologic soil groups were determined from the Natural Resources Conservation Service's (NRCS) Web Soil Survey. The soil group in the study area is entirely type D. • Runoff coefficients: The site is currently undeveloped and supports natural ground cover. Land uses for the undeveloped and natural areas were based on the undisturbed natural terrain category. The project will create 32 detached residential units on just over 5.57 acres so the Medium Density Residential (7.3 DU/A or less) category was used for the proposed development, except for some large landscape areas where an undeveloped land use was assigned. • Flow lengths and elevations: The flow lengths and elevations were obtained from the base topography and engineering plans. The existing and proposed condition rational method results are included in Appendix A and summarized in Table 1. The results are given for the major drainage basins tributary to the existing storm drain near the southwest portion of the site and to Paseo Lupino. Drainage Basin Existing Condition Area, ac Proposed Condition Area, ac Existing Condition 100-Year Flow Rate, cfs Proposed Condition 100-Year Flow Rate, cfs To Storm Drain at Southwest 6.85 7.22 10.3 16.4 To Paseo Lupino 0.37 — 0.7 — Table 1. Summary of 100-Year Rational Method Results The results indicate that the project will not increase the 100-year flow to Paseo Lupino (because the project redirects this flow to the southwest storm drain), but will increase the 100-year flow rate to the southwest storm drain by 6.1 cubic feet per second (cfs) (16.4 - 10.3 = 6.1 cfs). DETENTION ANALYSES Two detention basins are proposed near the southwest comer of the site to mitigate the project's 100-year flow increase (see Proposed Condition Rational Method Work Map in Appendix A) for locations). Each detention basin will be within a bioretention basin (BMP 1 and 5 from the Storm Water Management Plan). The hydromodification storage volume within the bioretention basins is not included in the detention storage. In order to perform a detention analysis for the most southwesterly of the two basins (Detention Basin 1 within BMP 5), the proposed condition rational method flow entering the basin (6.1 cfs at rational method node 36) was converted to a hydrograph. The County of San Diego's Rational Method Hydrograph program, which performs a rational method to hydrograph conversion as outlined in the San Diego County Hydrology Manual was used. The 6-hour rainfall, tributary area, 100-year peak flow, time of concentration, and weighted average mnoff coefficient were input to the program. The generated hydrograph was then entered into HEC-1 to estimate the attenuation from the basin designed by Latitude 33 (see Appendix B for the results and input data). The stage-storage relationship was provided by Latitude 33 and the stage-outflow was determined from a WSPGW analysis. The results in Appendix A show that the inflow of 6.1 cfs will be detained to 2 cfs by Detention Basin 1. As discussed in the Hydrologic Analyses section above, the total flow rate must be detained by 6.1 cfs, so an additional 2 cfs of detention is needed. The additional 2 cfs of detention will be achieved in Detention Basin 2, which is within BMP 1. The area tributary to this basin is rather small at 0.92 acres and the 100-year flow rate is 2.5 cfs. Latitude 33's concept for this basin is to allow it to store the entire 100-year flow volume resulting in minimal outflow. The storage volume is determined by multiplying the tributary area (0.92 acres) by the 100-year, 6-hour rainfall (2.8 inches) and mnoff coefficient (0.57). Using the appropriate unit conversions yields a flow volume of 5,330 cubic feet. Latitude 33 has designed Detention Basin 2 to store this entire flow volume. A gravel-wrapped perforated pipe will release the flow at a slow rate to prevent long-term ponding in the basin. In summary, the project will increase the 100-year flow rate towards the existing southwest storm drain system by 6.1 cfs. Detention Basins 1 and 2 will decrease the flow rate by approximately 4.1 and 2.5 cfs, respectively, or 6.6 cfs total. Therefore, the required detention is being provided by Latitude 33's design. The project will not contribute flow to Paseo Lupino, so detention is not required for this area. HYDRAULIC ANALYSES WSPGW analyses (see Appendix C) were performed for the proposed major storm drain lines (A through D). Although these are described as major lines, they are not larger than 18 inches in diameter and many are 12 inches. The WSPGW analyses were based on Latitude 33's storm drain profiles as well as the 100-year flow rates from the rational method results in Appendix A. The WSPGW stationing for each on-site storm drain system analysis starts at 10+00 and continues upstream. The WSPGW Work Map in Appendix C identifies the storm drain lines and stationing. Storm Drain Lines A, B, and C experience some pressure flow. The County of San Diego's July 2005, Drainage Design Manual, states that water-tight joints shall be used "Where the Hydraulic Grade Line (HGL) will exceed the inside crown (soffit) of the pipe by more than 5 feet for more than 40 feet of pipe length for the design storm" and where the "pipe grade exceeds 20 percent." The HGL does not exceed 5 feet for more than 40 feet in any of the storm drains, so water-tight joints are not needed due to pressure flow considerations. There is a segment of Line A that exceeds 20 percent, so water-tight joints will be specified for this segment. The project proposes some additional private storm drains. The 100-year flow rate at these storm drains is less than 2 cfs. The pipes for these systems will all be 12-inch HDPE, which has normal depth capacity in excess of 2 cfs (see FlowMaster results in Appendix D), so WSPGW analyses were not performed. Inlet sizing has been determined from the 100-year rational method results and are included in Appendix D. The following describes the inlets. The project proposes a Type B curb inlet in a sump at Rational Method Node 34. For Type B curb inlets in a siimp, the City of Carlsbad's Engineering Standards state that capacity in a sump is "two cfs per lineal foot of opening." The 100-year flow rate at this inlet is 5.9 cfs, so the inlet must have a 3-foot opening (the minimum opening for a Type B curb inlet is 4 feet). The project proposes a 24-inch by 24-inch Brooks Box at Rational Method Nodes 44 and 54. The 100-year flow rate at the inlets is 2.3 and 1.8 cfs, respectively. Both inlets will be in a sump with a curb on two of its four sides. A grated inlet in a sump operates as a weir at shallower depths, and as an orifice at larger depths. Figure 2-5 from the County's Drainage Design Manual (see Appendix D) provides grated inlet analyses. The effective perimeter must be determined for use in the figure. The effective perimeter is the length around the perimeter of the grate that is not along a curb or clogged with debris. Since the inlet will have a curb along two sides, the open perimeter is reduced from 8 feet to 4 feet. In addition, if the inlet is 50 percent clogged, the open perimeter is further reduced from 4 to 3 feet. Plotting 2.3 cfs (greatest of the two flow rates) and 3 feet on Figure 2-5 yields a ponded depth of water of approximately 0.40 feet. In other words, 2.3 cfs will enter the 50 percent clogged inlet when the depth is 0.40 feet (4.8 inches). This is less than the 6 inch curb height, so the 24-inch by 24-inch opening is appropriate at both locations. In addition, this ponded depth is shallow so the flow entering the inlet will occur as weir flow and not orifice flow. The project proposes Type F Catch Basins in the bioretention basins at Rational Method Nodes 16, 22, and 56. A Type F Catch Basin with two openings is also located at Rational Method Node 48. A weir analysis was performed using the FlowMaster program to determine the capacity of a Type F catch basin. The analysis was based on a 3-foot width and 7.75-inch average height per Standard Drawing D-7. The results are included after this report text and indicate that a Type F catch basin has a capacity of approximately 4.7 cfs to the top of the opening. The 100-year flow rates at Rational Method Nodes 16, 22, and 56 are 2.8, 1.8, and 2.0 cfs, respectively. Furthermore, the flow into the two openings for the Type F Catch Basin at Node 48 are 3.2 and 0.7 cfs, respectively. Therefore, a Type F catch basin has capacity for the 100-year flows at these locations. Riprap is proposed at the outlet of Storm Drain Lines B and C. The rock sizing should be based on the outlet velocities from the WSPGW results and the 2009 Regional Supplement to "Greenbook 2009" included in Appendix D. The WSPGW analyses in Appendix D assume free outflow to generate the maximum outlet velocity (the corresponding analyses in Appendix C assume ponded water in the receiving detention basins to generate the highest HGL). The maximum flow velocity and recommended rock classification for the riprap pads at the end of each storm drain are listed in Table 2. The City of Carlsbad requires the riprap thickness to be three times the equivalent rock diameter. The diameter of 1-ton rock is 2.9 feet, so the thickness is 8.7 feet. The diameter of facing class rock is 1 foot so the thickness is 3 feet. The riprap pad dimensions shall be based on San Diego Regional Standard Drawing D-40. Storm Drain Flow Velocity, fps Riprap Size Filter Blanket Line B 16.1 1-ton (8.7'thick) 1 1/2" gravel over sand (1' thick) Line C 8.4 Facing (3.0' thick) 3/8" gravel (1'thick) Table 2. Riprap Sizing There is a trench drain proposed between Rational Method Nodes 64 to 16. The 100-year flow rate and velocity in this trench drain from the rational method results are 0.8 cfs and 3.8 fps, respectively. The velocity is less than the erosive threshold of 6 fps. Nonetheless, a riprap pad is recommended using No. 2 backing (2.1' thick) over 1/4" gravel (1' thick) with dimensions based on San Diego Regional Standard Drawing D-40. The curbs along Private Street B (northerly looped street) will be 4-inch high rolled curbs. A hydraulic analysis was performed to confirm that the curbs can contain the 100-year flow rate. First, a 100-year hydrologic analysis was performed for the largest drainage area tributary to Street B. The results and work map are included in Appendix D and show that the maximum 100-year flow rate is approximately 2.2 cfs. Next, the County of San Diego's "Gutter and Roadway Discharge - Velocity Chart" was used to determine the capacity of a 4-inch high curb (see Appendix D). The minimum grade along Private Street B (minimum grade will generate lowest capacity) is 1.07 percent and the chart shows that the 4 inch curb can convey 3.3 cfs at this grade. Since this capacity is higher than 2.2 cfs, the 4-inch high rolled curbs can contain the 100-year flow. CONCLUSION Hydrologic, hydraulic, and detention analyses have been performed for the La Costa Residential project by Latitude 33. The analyses were based on their grading and improvement plans and confirm the drainage facility sizing. The results indicate that the project will increase the 100- year flow rates, which is typical of a residential development. The results also indicate that the two proposed detention basins will meet the City of Carlsbad's requirement to attenuate the 100- year flow rate to the pre-project level. APPENDIX A 100-YEAR RATIONAL METHOD AND DETENTION ANALYSES AND SUPPORTING DATA LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH 3.62 AC DRAINAGE BASIN AREA RATIONAL METHOD NODE NUMBER 100 EXISTING CONDITION RATIONAL METHOD WORK MAP LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH PROPOSED STORM DRAIN 3.62 AC DRAINAGE BASIN AREA RATIONAL METHOD NODE NUMBER 100 PROPOSED CONDITION RATIONAL METHOD WORK MAP 20 30 40 50 1 Minutes Duration Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple 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. Application Form: (a) Selected frequency 100 year (b) Pe= 2.8 In., P24= 5.1 , (c) Adjusted PJ^'i = 2.8 J. = 54.9 o/„(2) 24 in. (e)l- _min. tx and I per rational method in./hr. analyses. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 ..J. 1-5 2 2.5 3 3.5 4 4.5 S 5.5 6 Duration 1 1 1 1 1 I I III 1 5 2.63 3.95 5.27 6.59 7,90 9,22 1054 11.86 13.17 1449 15,81 7 2.12 3.18 4.24 5.30 6.36 7.42 8,48 9.54 10 60 11.66 12,72 10 1,68 253 3.37 4,21 5,05 5,90 6,74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3,89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 646 25 0.93 1 40 1.87 2.33 2.80 327 3.73 4.20 4.67 5.13 5.60 30 083 1.24 1.66 2,07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 40 0.69 1 03 1 38 1 72 2.07 2.41 276 3.10 345 3,79 4 13 SO 0.60 0.90 1.19 1,49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1 33 1 59 1 86 2 12 2.39 2.65 292 3.18 90 041 0.51 0.82 1.02 1,23 1,43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.68 0.85 1.02 1 19 1,36 1.53 1.70 1 87 2.04 150 0,29 0.44 0.59 0.73 0,88 1.03 1 18 1 32 1.47 1.62 1.76 180 026 0.39 0.52 0,65 0,78 0,91 1,04 1.18 1.31 1.44 1.57 240 022 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE Intensity-Duration Design Chart - Template County of San Diego Hydrology Manual Rainfall Isoplttvials 100 Year Rainfall Evart - 6 Honrg toapkivlal Onc^) P6 = 2.8' '^GI S^GIS K aaag; 3 0 3 MIlM County of San Diego Hydrology Manual Rainfall Isoplitviab 100 Year Rainfall Event - 24 Hoqrt Isophivlsl (Inches) P24 = 5.1' DPW Gis SaiiGIS 1 OFi0iatMnwi.fl V IMttMMtMIIMM 3 0 3 Miles San Diego County- Hydrology Manual Date: June 2003 Section; Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Rimoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER A B C D Undisturbed Natiiral Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 (035) Low Density Residential (LDR) Residential, 1,0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 (057) Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 071 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 079 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 085 Commercial/Industrial (Limited L) Limited Industrial 90 0.83 0.84 0.84 085 Commercial/Industrial (General L) General Industrial 95 0.87 0.87 0.87 087 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that wiU remain imdisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU./A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 100 UJ UJ UJ O Q m CO a: o o Q: m to UJ 2 z UJ I- O _i u. Q a; UJ > o EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T = 1.8(1.1-C)VD" FIGURE Rational Formula - Overland Time of Flow Nomograph AE Feet -1000 - 900 ^ 800 -TOO - 60^\ -500^ Tc = • 5000 Tc L • 4000 EQUATION /11.9L3\0.385 V AE 7 Time of concentration (houni) Watercourse Distance (miles) Change in elevation along effective slope tine (See Figure 3-5) (feet) • 3000 -2000 Tc Hours \ .400 \ • 300 -200 • 100 — 100 —90 BO 1—70 \ S L Miles Feet \ ^1 \- - \ — 3000 50 I—40 •30 .20 10 0.5- AE SOURCE: California Division of Highways (1941) and KIrplch (1940) 4000 .2000 — 1S00 — 1600 1400 — 1200 -1000 900 1—800 700 — 600 -500 • 400 -300 • 200 Minutes -240 •180 120 -60 • 50 — 40 — 30 -20 18 16 — 14 — 12 •10 — 9 — 8 7 1—6 —3 Tc Nomograph for Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds FIGURE -1.5'- .015—^ 5 6 7 8 9 10 DIscliarge (C.F.S.) EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 r.p.s. SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge - Velocity Chart Dii M n Di unty 'Calif( 477800 33° 4' 52" 478400 4785DO 478600 477900 478000 478100 Map Scale: 1:4,910 if printed on A size (8.5" x 11") sheet. 478200 478300 478400 478600 A 1 Meters 50 100 200 300 250 500 1,000 sFeet 478700 478700 33° 5'14" 33° 4' 52" ySDA Natural Resources Mi^H Conservation Service Web Soil Survey National Cooperative Soil Survey 9/20/2012 Page 1 of 3 Soil Map-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) I I Area of Interest (AOI) Soils ; I Soil Map Units Special Point Features Blowout IS Borrow Pit Clay Spot • Closed Depression Gravel Pit Gravelly Spot ® Landfill A. Lava Flow Marsh or swamp Mine or Quarry © Miscellaneous Water ® Perennial Water V Rock Outcrop + Saline Spot Sandy Spot = Severely Eroded Spot 0 Sinkhole J> Slide or Slip Sodic Spot s Spoil Area 0 Stony Spot ^ Very Stony Spot f Wet Spot A Other Special Line Features ^ Gully Short Steep Slope ..A V Other Political Features 0 Cities Water Features —- Streams and Canals Transportation +4-1- Rails ,<>v Interstate Highways ...-v- US Routes Major Roads ,.«v- Local Roads Map Scale: 1:4,910 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/20/2012 Page 2 of 3 Soil Map-San Diego County Area, California Map Unit Legend San Diego County Area, California (CA638) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ExG Exchequer rocky silt loam, 30 to 70 percent slopes 13.7 10.8% HrC2 Huerhuero loam, 5 to 9 percent slopes, eroded 15.3 12.1% HrD2 Huerhuero loam, 9 to 15 percent slopes, eroded 10.6 8.4% LvF3 Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded 4.0 3.2% SbC Salinas clay loam, 2 to 9 percent slopes 0.1 0.1% SnG San Miguel-Exchequer rocky silt loams, 9 to 70 percent slopes 82.9 65.5% Totals for Area of Interest 126.6 100.0% ySDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/20/2012 Page 3 of 3 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/20/13 La Costa Town Square Preliminary Review Analysis Existing Conditions 100-Year Flow Rate Hydrology Study Control Information *********^ Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used -l- + -H-l--l--H + -H + -h + + 4- + -H + + + + -t- + + + + -H + -l- + -l--l-H--l--H-l-H--l-H--l--H-l--l-H- + H--H + -H + Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 908.000(Ft.) Highest elevation = 394.400(Ft.) Lowest elevation = 367.700(Ft.) Elevation difference = 26.700(Ft.) Slope = 2.941 % Top of Initial Area Slope adjusted by User to 50.000 % Bottom of Initial Area Slope adjusted by User to 1.070 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 50.00 %, in a development type of i Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% TC = [1.8* (1.1-0.3500) * ( lOO.OOO'^.S) / ( 3.66 minutes slope'- (1/3) ] 50.000^ (1/3)] = 3. 66 The initial area total distance of 908.00 (Ft.) entered leaves a remaining distance of 808.00 (Ft.) Using Figure 3-4, the travel time for this distance is 7.76 minutes for a distance of 808.00 (Ft.) and a slope of 1.07 % with an elevation difference of 8.65(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) 7.762 Minutes Tt=[ (11.9*0.1530'-3)/( 8 . 65) I'-.385= 7.76 Total initial area Ti = 3.66 minutes from Figure 3-3 formula plus 7.76 minutes from the Figure 3-4 formula = 11.43 minutes Rainfall intensity (I) = 4.329(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 7.682(CFS) Total initial stream area = 5.070(Ac.) Process from Point/Station 12.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 14.000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 138.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 7.08(In.) Flow top width inside pipe = 7.38 (In.) Critical depth could not be calculated. Pipe flow velocity = 20.60(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 11.54 min. 367.700(Ft.) 335.500(Ft.) 0.2333 Manning's N = 0.013 7.682(CFS) 9.00(In.) 7.682(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 14.000 to Point/Station 14.000 Rainfall intensity (I) = 4, Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 302(In/Hr) for a 100.0 year storm 000 000 000 000 A Time of concentration = 11.54 min. Rainfall intensity = 4.302 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.398 Subarea runoff = 2.632(CFS) for 1.780(Ac.) Total runoff = 10.313(CFS) Total area = 6.850(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.850(Ac.) Runoff from this stream = 10.313(CFS) Time of concentration = 11.54 min. Rainfall intensity = 4.302(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 330.000(Ft.) Highest elevation = 396.300(Ft.) Lowest elevation = 377.200(Ft.) Elevation difference = 19.100(Ft.) Slope = 5.788 % Top of Initial Area Slope adjusted by User to 6.025 % Bottom of Initial Area Slope adjusted by User to 6.025 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.03 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.42 minutes TC = [1. 8* (1.1-C) *distance (Ft. )5) / (% slope'-(1/3) ] TC = [1.8* (1.1-0.3500) * ( 100 . OOO'-. 5) / ( 6 . 025^-(1/3) ] = 7.42 The initial area total distance of 330.00 (Ft.) entered leaves a remaining distance of 230.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.52 minutes for a distance of 230.00 (Ft.) and a slope of 6.03 % with an elevation difference of 13.86(Ft.) from the end of the top area Tt = [11. 9*length (Mi)'-S) / (elevation change (Ft.))]. 385 *60(min/hr) = 1.516 Minutes Tt=[ (11.9*0.0436^-3)/( 13 . 86) ]. 385= 1.52 Total initial area Ti = 7.42 minutes from Figure 3-3 formula plus 1.52 minutes from the Figure 3-4 formula = 8.94 minutes Rainfall intensity (I) = 5.073(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.657(CFS) Total initial stream area = 0.370(Ac.) Process from Point/Station 20.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 22.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.370(Ac.) Runoff from this stream = 0.657(CFS) Time of concentration = 8.94 min. Rainfall intensity = 5.073(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(2) 10.313 0.657 Qmax(l) = 1.000 * 0.848 * 000 * 000 * 11.54 8 . 94 1.000 * 1.000 * 0.774 * 1.000 * 4 . 302 5.073 10 . 313) 0.657) 10.313) + 0.657) + 10.871 8 . 644 Total of 2 main streams to confluence: Flow rates before confluence point: 10.313 0.657 Maximum flow rates at confluence using above data; 10.871 8.644 Area of streams before confluence: 6.850 0.370 Results of confluence: Total flow rate = 10.871(CFS) Time of concentration = 11.538 min. Effective stream area after confluence End of computations, total study area = 7.220(Ac.) 7.220 (Ac. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/20/13 La Costa Town Square Final Engineering Proposed Conditions 100-Year Flow Rate ********* Hydrology Study Control Information ** Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used + + + + + -l--f + -t- + -F-l--H-l--l-H--f- + + + + + + + + + + + + + + -H + + + + + + + + + + + + + + + + -l- + -FH--H-H + Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 384.800(Ft.) Lowest elevation = 384.000(Ft.) Elevation difference = 0.800(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 1.850 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.85 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.95 minutes TC = [1. 8* (1.1-C) *distance (Ft. )5) / (% slope'^ (1/3) ] TC = [1.8* (1.1-0.5700) * ( 80.000^.5)/( 1.850-^(1/3)]= 6.95 Rainfall intensity (I) = 5.965(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.170(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 382.000(Ft.) End of street segment elevation = 376.220(Ft.) Length of street segment = 286.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 0.735(CFS) Depth of flow = 0.204(Ft.), Average velocity = 1.993(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.455(Ft.) Flow velocity = 1.99(Ft/s) Travel time = 2.39 min. TC = 9.34 min. Adding area flow to street Rainfall intensity (I) = 4.929(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.929(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.279 Subarea runoff = 1.207(CFS) for 0.440(Ac.) Total runoff = 1.377(CFS) Total area = 0.490(Ac.) Street flow at end of street = 1.377 (CFS) Half street flow at end of street = 1.377 (CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.265(Ft/s) Flow width (from curb towards crown)= 7.325(Ft.) Process from Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** to Point/Station 16.000 376.220(Ft.) 373.600(Ft.) 22.000(Ft.) 2 .000 2.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = Slope or 'Z' of right channel bank = Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea = 1 Depth of flow = 0.095(Ft.), Average velocity Channel flow top width = 2.379(Ft.) Flow Velocity = 6.64(Ft/s) Travel time = 0.06 min. Time of concentration = 9.40 min. Critical depth = 0.227(Ft.) 0.500(Ft.) 377(CFS) 6.639(Ft/s] Process from Point/Station **** SUBAREA FLOW ADDITION **** 16.000 to Point/Station 16.000 Rainfall intensity (I) = 4.911(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 9.40 min. Rainfall intensity = 4.911(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.475 CA = 0.409 Subarea runoff = 0.631(CFS) for 0.370(Ac.) Total runoff = 2.007(CFS) Total area = 0.860(Ac.) Process from Point/Station 16.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 16.000 Along Main Stream number: 1 in normal stream number 1 stream flow area = 0.860(Ac.) Runoff from this stream = 2.007(CFS) Time of concentration = 9.40 min. Rainfall intensity = 4.911(In/Hr) Process from Point/Station 60.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 382.000(Ft.) Lowest elevation = 381.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(1/3)] TC = [1.8*(l.l-0.5700)*( 65.000".5)/( 1.000^(1/3)]= 7.69 Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.127(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 62.000 to Point/Station 64.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 379.800(Ft.) End of street segment elevation = 374.800(Ft.) Length of street segment = 110.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 0.443(CFS) Depth of flow = 0.157(Ft.), Average velocity = 2.644(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.102 (Ft.) Flow velocity = 2.64(Ft/s) Travel time = 0.69 min. TC = 8.38 min. Adding area flow to street Rainfall intensity (I) = 5.285(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.285(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.160 Subarea runoff = 0.716(CFS) for 0.240(Ac.) Total runoff = 0.844(CFS) Total area = 0.280(Ac.) Street flow at end of street = 0.844(CFS) Half street flow at end of street = 0.844(CFS) Depth of flow = 0.190(Ft.), Average velocity = 2.850(Ft/s) Flow width (from curb towards crown)= 4.741(Ft.) Process from Point/Station 64.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 374.360(Ft.) Downstream point/station elevation = 373.710(Ft.) Pipe length = 65.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.844(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 0.844(CFS) Normal flow depth in pipe = 4.55(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 5.04 (In.) Pipe flow velocity = 3.76(Ft/s) Travel time through pipe = 0.2 9 min. Time of concentration (TC) = 8.67 min. Process from Point/Station 64.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.844(CFS) Time of concentration = 8.67 min. Rainfall intensity = 5.172(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 2.007 0.844 1.000 * 0.950 * 000 000 9.40 8 . 67 1.000 * 1.000 * 0.923 * 1.000 * 4 . 911 5.172 2.007) + 0.844) + = 2.007) + 0.844) + = 2.808 2.696 Total of 2 streams to confluence: Flow rates before confluence point: 2.007 0.844 Maximum flow rates at confluence using above data: 2.808 2.696 Area of streams before confluence: 0.860 0.280 Results of confluence: Total flow rate = 2.808(CFS) Time of concentration = 9.397 min. Effective stream area after confluence = 1.140(Ac. Process from Point/Station 16.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 18.000 12 2 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 273.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 6.38(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 8.62 (In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 10.09 min. 370.520(Ft.) 365.000(Ft.) 0.0202 Manning's N 2.808(CFS) 00 (In.) 808(CFS) 0.013 Process from Point/Station 16.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.140(Ac.) Runoff from this stream = 2.808(CFS) Time of concentration = 10.09 min. Rainfall intensity = 4.692(In/Hr) Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 195.000(Ft.) Highest elevation = 380.800(Ft.) Lowest elevation = 377.500(Ft.) Elevation difference = 3.300(Ft.) Slope = 1.692 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.69 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.16 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700) * ( 80.000".5)/( 1. 690''(1/3) ] = 7.16 The initial area total distance of 195.00 (Ft.) entered leaves a remaining distance of 115.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.45 minutes for a distance of 115.00 (Ft.) and a slope of 1.69 % with an elevation difference of 1.94(Ft.) from the end of the top area Tt = [11. 9*length (Mi)'-3) / (elevation change (Ft.))]. 385 *60(min/hr) = 1.451 Minutes Tt=[ (11. 9*0 . 0218^-3) / ( 1.94)]".385= 1.45 Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus 1.45 minutes from the Figure 3-4 formula = 8.61 minutes Rainfall intensity (I) = 5.194(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.806(CFS) Total initial stream area = 0.610(Ac.) Process from Point/Station 22.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 18.000 9, 1. Upstream point/station elevation = Downstream point/station elevation = Pipe length = 21.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 5.94(In.) Flow top width inside pipe = 8.53(In.) Critical Depth = 7.38 (In.) Pipe flow velocity = 5.84(Ft/s) Travel time through pipe = 0.0 6 min. Time of concentration (TC) = 8.67 min 365.420(Ft.) 365.000(Ft.) 0.0200 Manning's N = 0.013 1.806(CFS) 00(In.) 806 (CFS) Process from Point/Station 22.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 18.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.610(Ac.) Runoff from this stream = 1.806(CFS) Time of concentration = 8.67 min. Rainfall intensity = 5.171(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 ^ 2 ] Qmax(l) = Qmax(2) 808 806 1.000 * 0.907 * 000 000 10.09 8 . 67 1.000 * 1.000 * 0.860 * 1.000 * 4 . 692 5.171 2.808) 1.806) 2.808) + 1.806) + 4 .447 4.222 Total of 2 streams to confluence: Flow rates before confluence point: 2.808 1.806 Maximum flow rates at confluence using above data: 4.447 4.222 Area of streams before confluence: 1.140 0.610 Results of confluence: Total flow rate = 4.447(CFS) Time of concentration = 10.085 min. Effective stream area after confluence = 1.750(Ac.) Process from Point/Station 18.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 24.000 Upstream point/station elevation = 364.930(Ft.) Downstream point/station elevation = 354.970(Ft.) Pipe length = 557.00(Ft.) Slope = 0.0179 Manning's N = 0.013 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 9.19(In.) Flow top width inside pipe = 10.17 (In.) Critical Depth = 10.59(In.) Pipe flow velocity = 6.89(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 11.43 min 0.0179 Manning's N 4.447(CFS) 12.00(In.) 4.447(CFS) Process from Point/Station 18.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 24.000 Along Main Stream number: 1 in normal stream number Stream flow area = 1.750(Ac.) Runoff from this stream = 4.447(CFS) Time of concentration = 11.43 min. Rainfall intensity = 4.328(In/Hr) Process from Point/Station 40.000 to Point/Station **** INITIAL AREA EVALUATION **** 42.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 374.800(Ft.) Lowest elevation = 373.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)*( 65.000".5)/( 1.000"(1/3)]= 7.69 Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.382 (CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 42.000 to Point/Station SUBAREA FLOW ADDITION **** 44 . 000 Top of street segment elevation = 373.100(Ft.) End of street segment elevation = 371.600(Ft.) Length of street segment = 176.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000 (Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) [v/hz) 0.020 0.0180 0.0180 1.373(CFS) 1.617(Ft/s) TC = 9.51 min. 100.0 year storm Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.271(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 8.820(Ft.) Flow velocity = 1.62(Ft/s) Travel time = 1.81 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.875(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.467 Subarea runoff = 1.896(CFS) for 0.700(Ac.) Total runoff = 2.278(CFS) Total area = Street flow at end of street = 2.278(CFS) Half street flow at end of street = 2.278(CFS) 875(In/Hr) for a 0. 000 0 .000 0 .000 1. 000 ] 0.820(Ac, 10 Depth of flow = 0.313(Ft.), Average velocity = Flow width (from curb towards crown)= 10.876(Ft. 1.817(Ft/s) Process from Point/Station 44.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 46.000 Upstream point/station elevation = Downstream point/station elevation Pipe length = 152.00(Ft.) Slope = 0, No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 9, Calculated individual pipe flow = 2 Normal flow depth in pipe = 5.32(In.) Flow top width inside pipe = 8.85(In.) Critical Depth = 8.08 (In.) Pipe flow velocity = 8.38(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 9.81 min. 366.690(Ft.) 360.010(Ft.) 0439 Manning's N = 0.013 2.278(CFS) 00(In.) 278(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 46.000 to Point/Station 46.000 Rainfall intensity (I) = 4 Decimal fraction soil group A = , 777(In/Hr) for a 0.000 100.0 year storm Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Time of concentration = 9.81 min. Rainfall intensity = 4.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.524 Subarea runoff = 0.227(CFS) for 0.100(Ac.) Total runoff = 2.505(CFS) Total area = 0.920(Ac.) Process from Point/Station 46.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 24.000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 20.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = 354.000(Ft.) 353.600(Ft.) 0.0200 Manning's N = 0.013 2.505(CFS) 12.00(In.) 11 Calculated individual pipe flow = 2.505(CFS) Normal flow depth in pipe = 5.98(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.14 (In.) Pipe flow velocity = 6.41(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.86 min. Process from Point/Station 46.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 24 . 000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.920(Ac.) Runoff from this stream = 2.505(CFS) Time of concentration = 9.86 min. Rainfall intensity = 4.761(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 4 .447 2 . 505 1.000 * 0.909 * 1.000 * 1.000 * 11.43 9.86 1.000 * 1.000 * 0.862 * 1.000 * 4.328 4 .761 4.447) + 2.505) + = 4.447) + 2.505) + = 6.724 6.341 Total of 2 streams to confluence: Flow rates before confluence point: 4.447 2.505 Maximum flow rates at confluence using above data: 6.724 6.341 Area of streams before confluence: 1.750 0.920 Results of confluence: Total flow rate = 6.724(CFS) Time of concentration = 11.432 min. Effective stream area after confluence = 2.670(Ac. Process from Point/Station 24.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 350.750(Ft.) Downstream point/station elevation = 321.920(Ft.) 12 Pipe length = 59.00(Ft.) Slope = 0.4886 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.724(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 6.724(CFS) Normal flow depth in pipe = 4.93 (In.) Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 27.16(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.47 min. Process from Point/Station 24.000 to Point/Station 48.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.670(Ac.) Runoff from this stream = 6.724(CFS) Time of concentration = 11.47 min. Rainfall intensity = 4.319(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 30.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 90.000(Ft.) Highest elevation = 384.800(Ft.) Lowest elevation = 383.900(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)* ( 65.000".5)/( 1.000"(1/3)]= 7.69 Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.159(CFS) 13 Total initial stream area 0.050(Ac. Process from Point/Station 32.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 34.000 ) ) Top of street segment elevation = 381.900(Ft End of street segment elevation = 373.000(Ft Length of street segment = 414.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000 (Ft. Distance from crown to crossfall grade break = Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft 8.000(Ft.) (v/hz) = 0.020 0.0180 0 .0180 3.001(CFS) 2.763(Ft/s) TC = 10.19 min. for a 100.0 year storm Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.296(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 10.075(Ft.) Flow velocity = 2.76(Ft/s) Travel time = 2.50 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.661(In/Hr) for a 100 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.265 Subarea runoff = 5.739(CFS) for 2.170(Ac Total runoff = 5.898(CFS) Total area = Street flow at end of street = 5.898(CFS) Half street flow at end of street = 5.898(CFS) Depth of flow = 0.360(Ft.), Average velocity = 3.238(Ft/s Flow width (from curb towards crown)= 13.230(Ft.) 661(In/Hr) 0.000 0.000 0.000 1.000 ] 0 year storm ) 2.220(Ac, Process from Point/Station 34.000 to Point/Station 36.000 14 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 486.00(Ft.) Slope = 0. No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 12. Calculated individual pipe flow = 5. Normal flow depth in pipe = 6.55(In.) Flow top width inside pipe = 11.95(In.) Critical depth could not be calculated. Pipe flow velocity = 13.45(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 10.79 min 368.810(Ft.) 329.000(Ft.) 0819 Manning's N = 0.013 5.898(CFS) 00(In.) 898(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 36.000 to Point/Station 36.000 Rainfall intensity (I) = 4.492(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 10.79 min. Rainfall intensity = 4.492(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.545 CA = 1.363 Subarea runoff = 0.226(CFS) for 0.280(Ac.) Total runoff = 6.124(CFS) Total area = 2.500(Ac.) Process from Point/Station 36.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 48 . 000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 50.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 11.80(In.) Flow top width inside pipe = 17.11(In.) Critical Depth = 11.47(In.) Pipe flow velocity = 4.99(Ft/s) Travel time through pipe = 0.17 min. 325.160(Ft.) 324.870(Ft.) 0.0058 Manning's N = 0.013 6.124(CFS) 18.00(In.) 6.124(CFS) 15 Time of concentration (TC) = 10.96 min. Process from Point/Station 36.000 to Point/Station 48.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 6.124(CFS) Time of concentration = 10.96 min. Rainfall intensity = 4.447(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 384.500(Ft.) Lowest elevation = 383.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)*( 65.000".5)/( 1.000"(1/3)]= 7.69 Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.319(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 52.000 to Point/Station 54.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 383.500(Ft.) End of street segment elevation = 382.600(Ft.) 16 Length of street segment = 129.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 1.096(CFS) Depth of flow = 0.262(Ft.), Average velocity = 1.422(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.361(Ft.) Flow velocity = 1.42(Ft/s) Travel time = 1.51 min. TC = 9.20 min. Adding area flow to street Rainfall intensity (I) = 4.977(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.977(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.365 Subarea runoff = 1.497(CFS) for 0.540(Ac.) Total runoff = 1.816(CFS) Total area = 0.640(Ac.) Street flow at end of street = 1.816(CFS) Half street flow at end of street = 1.816(CFS) Depth of flow = 0.302(Ft.), Average velocity = 1.596(Ft/s) Flow width (from curb towards crown)= 10.327(Ft.) Process from Point/Station 54.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 380.400(Ft.) Downstream point/station elevation = 380.200(Ft.) Pipe length = 11.00(Ft.) Slope = 0.0182 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.816(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.816(CFS) Normal flow depth in pipe = 6.16 (In.) 17 Flow top width inside pipe = 8.36(In.) Critical Depth = 7.40 (In.) Pipe flow velocity = 5.63(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.24 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 56.000 to Point/Station 56.000 Rainfall intensity (I) = 4.966(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Time of concentration = 9.24 min. Rainfall intensity = 4.966(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.393 Subarea runoff = 0.137(CFS) for 0.050(Ac.) Total runoff = 1.953(CFS) Total area = 0.690(Ac.) Process from Point/Station 56.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 58.000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 82.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 6.39(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 7.15 (In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 9.53 min. 376.300(Ft.) 375.500(Ft.) 0.0098 Manning's N = 0.013 1.953(CFS) 12.00(In.) 1.953(CFS) Process from Point/Station 58.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 48.000 Upstream point elevation = 375.500(Ft.) Downstream point elevation = 335.500(Ft. 18 1.000(Ft.) .614(CFS) Average velocity = .268(Ft.) 8.132(Ft/s) Channel length thru subarea = 685.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 2.614(CFS) Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea = 2, Depth of flow = 0.507(Ft.), Channel flow top width = 1, Flow Velocity = 8.13(Ft/s) Travel time = 1.40 min. Time of concentration = 10.94 min. Critical depth = 0.773 (Ft.) Adding area flow to channel Rainfall intensity (I) = 4.453(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.453(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.444 CA = 0.715 Subarea runoff = 1.232(CFS) for 0.920(Ac.) Total runoff = 3.185(CFS) Total area = 1.610(Ac.) Depth of flow = 0.546(Ft.), Average velocity = 8.544(Ft/s) Critical depth = 0.836 (Ft.) 100.0 year storm Process from Point/Station **** SUBAREA FLOW ADDITION **** 48.000 to Point/Station 48.000 Rainfall intensity (I) = 4.453(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 10.94 min. Rainfall intensity = 4.453(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.424 CA = 0.869 Subarea runoff = 0.686(CFS) for 0.440(Ac.) Total runoff = 3.871(CFS) Total area = 2.050(Ac. 19 Process from Point/Station 48.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 48.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.050(Ac.) Runoff from this stream = 3.871(CFS) Time of concentration = 10.94 min. Rainfall intensity = 4.453(In/Hr) Summary of stream data: Stream No. 1 2 3 Qmax(1) Qmax(2) = Qmax(3) = Flow rate TC Rainfall Intensity (CFS) (min) (In/Hr) 6 .724 11.47 4 319 6 . 124 10.96 4 447 3 .871 10.94 4 453 1. 000 * 1.000 * 6.724) -1- 0. 971 * 1.000 * 6.124) + 0 . 970 * 1.000 * 3.871) + = 16.425 1. 000 * 0.956 * 6.724) + 1. 000 * 1.000 * 6.124) + 0 . 999 * 1.000 * 3.871) + = 16.415 1. 000 * 0.954 * 6.724) -1- 1. 000 * 0.998 6.124) + 1. 000 * 1.000 * 3.871) + = 16.396 3 main streams to confluence: Total of Flow rates before confluence point: 6.724 6.124 3.871 Maximum flow rates at confluence using above data; 16.425 16.415 16.396 Area of streams before confluence: 2.670 2.500 2.050 Results of confluence: Total flow rate = 16.425(CFS) Time of concentration = 11.468 min. Effective stream area after confluence = End of computations, total study area = 7.220(Ac.) 7.220 (Ac. 20 APPENDIX B 100-YEAR DETENTION ANALYSES ****************************************** * EUOCD HYDROGRAPH PflCKSGE (HEC-1) * JUN 1998 * VERSi™ 4.1 * BUN CRTE 24MaY13 TIME 17:39:36 U.S. flFMY CCKPS OF ENGINEERS HYERDLCGIC ENGINEEFiING CENTER 609 SBCa© STREET DAVIS, CALIEDRNIA 95616 (916) 756-1104 X X XXXXXXX XXXXX X X X X X X XX X X X X X xxxxxxx XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PRCGESM REPLACES ALL PREVICOS VERSICNS OF HEC-1 KNOWN AS HECl {JAN 73), HEEIGS, HBCIDB, AND HBCIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -A^eKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE EXSTRAN77 VERSION NEW OPTIONS: D5MBREAK OOTFDCW SUBMERGENCE , SINGLE EVENT DAMAGE CALCUIATION, DSS:WRITE STAGE FREOJENCY, DSS:READ TIME SERIES AT DESIRED CALCUIATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION BCENEMATIC WAVE: ISIEW FINITE DIFFERENCE ALQCKETHM EKEE HEC-1 INPOT PAffi 1 LINE ID 1 2 3 4 5 6 7 8 9 10 *DIAGRAM 1 ID lA OOSTA TOWN SOJARE PRDOBCT 2 ID DETENIION ANALYSIS 3 ID AT RATICWAL METHOD NODE 36 (BMP 5) 4 ID 100-YEAR STOM EVENT 5 IT 2 01JAN90 1200 200 6 KK BASIN 7 KM RATIONAL METHOD HYDROO^H PROGRAM 8 KM 6-HCUR RAINEmi. IS 2.8 INCHES 9 KM RATICWAL METHOD RUtCFF CCEFEICIENT IS 0.57 10 KM RATIONAL METHOD TIME OF COTCENIRATION IS 10.79 MIN. 11 BA 0.0039 12 IN 13 QI 14 QI 15 QI 16 QI 17 QI 11 01JAN90 1153 0 0.2 0.2 0.3 0.3 0 3 0 3 0 3 0 3 0.3 0.3 0.4 0.4 0.4 0.4 0 5 0 5 0 6 0 6 0.7 0.9 1.3 2 6.1 1 0 7 0 5 0 4 0 4 0.3 0.3 0.3 0.3 0.2 0 0 0 0 0 0 0 0 0 0 0 18 KK DETAIN 19 RS 1 STOR -1 20 SV 0 0.146 0.398 21 SQ 0 2.1 4.5 22 SE 332.3 333.3 334.3 23 ZZ SCHEMATIC DIAGRAM OF STREAM NETWOKK INPUT LINE (V) ROUTING ( >) DIVERSION OR PUMP FLOW NO. (.) CCNNEICTCR (< ) RETURN OF DIVERTED OR PUMPED FLOW 6 BASIN V V 18 DETAIN (***) RUNOFF ALSO CCMPUTED AT THIS LCCATIOsI *************************************** * FLOOD HYDROGRAPH PACKAGE (HEE-1) * * JUN 1998 * * VERSION 4.1 * * RUN DATE 24MAY13 TIME 17:39:36 * ***************************************** * U.S. ARMY OC»PS OF ENGINEERS * * HYEBOBOGIC ENGINEERING CENTER * * 609 SED30 STREET * * DAVIS, CALIEDRNIA 95616 * * (916) 756-1104 * * * *************************************** IT lA COSTA TOWN SQUARE PBCJECT DETENTION ANALYSIS AT RATIONAL METHOD NODE 36 (BMP 5) 100-YEAR STOM EVENT HYDROCBAPH TIME DATA NMIN 2 MINUTES IN CCNPUTATION INTERVAL IDATE 1JAN90 STARTING DATE ITIME 1200 STARTING TIME NQ 200 NUMBER OF HYDRCO^H ORDINATES NDDATE 1JAN90 ENDING DATE NDTIME 1838 ENDING TIME ICENT 19 CENTURY MARK CCMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 6.63 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATICM DEPTH INCHES LENGTH, ELEVATION EFET FLOW STORAGE VOLUME SURETsCE AREA TEMPERATURE SQUARE MILES CUBIC FEET PER SECOND ACRE-EEET ACRES DEGREES EAHRENHEIT *** *** *** *** *** -k-k-k -k-k-k kkk kkk k-k-k kk-k kkk kkk kk* kkk kk-k kkk kkk kkk kkk kkk kkk kk-k kkk kkk kkk kkk kkk kkk kkkkkkkkkkkkkk 6 KK BASIN •kkkkkkkkkkkkkk RATIONAL MEinCD HYDROGRAPH PROG^ 6-HOUR RAINETaX IS 2.8 INCHES RATIONAL MEHHOD RUNOFF CCEFETCIENT IS 0.57 RATIONAL METHOD TIME OF CONCENTRATION IS 10.79 MIN. 12 IN TIME DATA ECR INPUT TIME SERIES JXMIN 11 TIME INTERVAL IN MIMJrES JXDATE laAN90 STARTING EATE JXTIME 1153 STARTING TIME SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISriCS TAREA .00 SUBBASIN AREA kkkkkkkkkkkkkkkk-kkkk-kkkkkkkkkkkkkkkkkkkkkkk-kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk-kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk HYDROGRAPH AT STATIOSI BASIN kk***kkkkkkkkkkkkkkk*kkkkkkkk*kkkkkkkkkk-k-kk**kkkkkkkk*kkkkkkk*kk*kkkkkkkk-kk***kkkkkkkkkk-kkkkkkkkkkkk-k*kkkkkkkkk*kkkkkkkkkkkkkkkkkkk DA rCN HRMN aen FLOW * DA MON HFMN ORD FLOW k k k DA WH HRMN ORD FLOW * EA M3J HRMN ORD FLOW 1 JAN 1200 1 0. k 1 JAN 1340 51 0. k 1 JAN 1520 101 1. * 1 JAN 1700 151 0. 1 JAN 1202 2 0. k 1 JAN 1342 52 0. k 1 JAN 1522 102 1. 1 JAN 1702 152 0. 1 JAN 1204 3 0. k 1 JAN 1344 53 0. k 1 JAN 1524 103 1. * 1 JAN 1704 153 0. 1 JAN 1206 4 0. k 1 JAN 1346 54 0. k 1 JAN 1526 104 1. * 1 JAN 1706 154 0. 1 JAN 1208 5 0. k 1 JAN 1348 55 0. * 1 JAN 1528 105 1. * 1 JAN 1708 155 0. 1 JAN 1210 6 0. k 1 JAN 1350 56 0. * 1 JAN 1530 106 1. 1 JAN 1710 156 0. 1 JAN 1212 7 0. k 1 JAN 1352 57 0. * 1 JAN 1532 107 1. * 1 JAN 1712 157 0. 1 JAN 1214 8 0. k 1 JAN 1354 58 0. * 1 JAN 1534 108 1. * 1 JAN 1714 158 0. 1 JAN 1216 9 0. * 1 JAN 1356 59 0. * 1 1536 109 1. * 1 JAN 1716 159 0. 1 JAN 1218 10 0. k 1 JAN 1358 60 0. * 1 JAN 1538 110 1. 1 JAN 1718 160 0. 1 JAN 1220 11 0. k 1 JAN 1400 61 0. * 1 JAN 1540 111 1. 1 JAN 1720 161 0. 1 JAN 1222 12 0. k 1 JAN 1402 62 0. 1 JAN 1542 112 1. * 1 JAN 1722 162 0. 1 JAN 1224 13 0. k 1 JAN 1404 63 0. * 1 JAN 1544 113 1. * 1 JAN 1724 163 0. 1 JAN 1226 14 0. * 1 JAN 1406 64 0. * 1 JAN 1546 114 1. 1 JAN 1726 164 0. 1 JAN 1228 15 0. 1 JAN 1408 65 0. 1 JAN 1548 115 2. 1 JAN 1728 165 0. 1 JAN 1230 16 0. * 1 JAN 1410 66 0. 1 JAN 1550 116 2. 1 JAN 1730 166 0. 1 JAN 1232 17 0. 1 JAN 1412 67 0. * 1 JAN 1552 117 2. 1 JAN 1732 167 0. 1 JAN 1234 18 0. * 1 JAN 1414 68 0. 1 JAN 1554 118 2. * 1 JAN 1734 168 0. 1 JAN 1236 19 0. * 1 JAN 1416 69 0. 1 JAN 1556 119 2. * 1 JAN 1736 169 0. 1 JAN 1238 20 0. k 1 JAN 1418 70 0. * 1 JAN 1558 120 3. 1 JAN 1738 170 0. 1 JAN 1240 21 0. k 1 JAN 1420 71 0. * 1 JAN 1600 121 4. * 1 JAN 1740 171 0. 1 JAN 1242 22 0. k 1 JAN 1422 72 0. 1 JAN 1602 122 5. * 1 JAN 1742 172 0. 1 JAN 1244 23 0. * 1 JAN 1424 73 0. * 1 JAN 1604 123 5. * 1 JAN 1744 173 0. 1 JAN 1246 24 0. k 1 JAN 1426 74 0. 1 JAN 1606 124 6. 1 JAN 1746 174 0. 1 JAN 1248 25 0. k 1 JAN 1428 75 0. 1 JAN 1608 125 5. 1 JAN 1748 175 0. 1 JAN 1250 26 0. k 1 JAN 1430 76 0. * 1 JAN 1610 126 4. * 1 JAN 1750 176 0. 1 JAN 1252 27 0. k 1 JAN 1432 77 0. 1 JAN 1612 127 3. 1 JAN 1752 177 0. 1 JAN 1254 28 0. k 1 JAN 1434 78 0. * 1 JAN 1614 128 2. 1 JAN 1754 178 0. 1 JAN 1256 29 0. k 1 JAN 1436 79 0. * 1 JAN 1616 129 1. * 1 JAN 1756 179 0. 1 JAN 1258 30 0. k 1 JAN 1438 80 1. * 1 JAN 1618 130 1. 1 JAN 1758 180 0. 1 JAN 1300 31 0. k 1 JAN 1440 81 1. * 1 JAN 1620 131 1. •k 1 JAN 1800 181 0. 1 JAN 1302 32 0. k 1 JAN 1442 82 1. * 1 JAN 1622 132 1. * 1 JAN 1802 182 0. 1 JAN 1304 33 0. k 1 JAN 1444 83 1. * 1 JAN 1624 133 1. * 1 JAN 1804 183 0. 1 JAN 1306 34 0. k 1 JAN 1446 84 1. * 1 JAN 1626 134 1. * 1 JAN 1806 184 0. 1 JAN 1308 35 0. k 1 JAN 1448 85 1. * 1 JAN 1628 135 1. 1 JAN 1808 185 0. 1 JAN 1310 36 0. k 1 JAN 1450 86 1. k 1 OAN 1630 136 1. * 1 JAN 1810 186 0. 1 JAN 1312 37 0. k 1 JAN 1452 87 1. k 1 JAN 1632 137 1. 1 JAN 1812 187 0. 1 JAN 1314 38 0. k 1 JAN 1454 88 1. k 1 JAN 1634 138 1. * 1 JAN 1814 188 0. 1 JAN 1316 39 0. k 1 JAN 1456 89 1. * 1 JAN 1636 139 1. * 1 JAN 1816 189 0. 1 JAN 1318 40 0. k 1 JAN 1458 90 1. * 1 JAN 1638 140 1. •k 1 JAN 1818 190 0. 1 JAN 1320 41 0. k 1 JAN 1500 91 1. 1 JAN 1640 141 0. * 1 JAN 1820 191 0. 1 JAN 1322 42 0. k 1 JAN 1502 92 1. 1 JAN 1642 142 0. * 1 JAN 1822 192 0. 1 JAN 1324 43 0. k 1 JAN 1504 93 1. * 1 JAN 1644 143 0. * 1 JAN 1824 193 0. 1 JAN 1326 44 0. k 1 JAN 1506 94 1. * 1 JAN 1646 144 0. 1 JAN 1826 194 0. 1 JAN 1328 45 0. k 1 JAN 1508 95 1. * 1 JAN 1648 145 0. 1 JAN 1828 195 0. 1 JAN 1330 46 0. k 1 jm 1510 96 1. k 1 JAN 1650 146 0. •k 1 JAN 1830 196 0. 1 JAN 1332 47 0. k 1 JAN 1512 97 1. * 1 JAN 1652 147 0. •k 1 JAN 1832 197 0 1 JAN 1334 48 0. k 1 JAN 1514 98 1. k 1 JAN 1654 148 0. •k 1 JAN 1834 198 0 1 JAN 1336 49 0. k 1 JAN 1516 99 1. * 1 JAN 1656 149 0. * 1 JAN 1836 199 0 1 JAN 1338 50 0. k k 1 JAN 1518 100 1. k k 1 JAN 1658 150 0. * 1 JAN 1838 200 0 ************************************************************************* PEAK FLOW + (CFS) + 6. TIME (HR) 4.10 (CFS) (INCHES) (AC-ET) 6-HR 1. 1.599 0. MAXIMUM AVERAGE FLCW 24-HR 72-HR CUMUIATIVE AREA = 1. 1.602 0. .00 SQ MI 1. 1.602 0. 6.63-HR 1. 1.602 0. *** *** -k-k-k -k-k-k *•*-* *** *** ^j,* ^ + * -k-k* k-k-k -k-k* -k-k-k -kk-k -k-k-k -k-k-k -k-k* -k-k-k -kk-k -k-k-k -k-kk -kkk *** *** *** ************** 18 KK DETAIN * ************** HYDROGRAPH ROUTING DATA 19 RS 20 SV 21 SQ 22 SE STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE DISCHARGE ELEVATIOC 1 NUMBER OF SUBREACHES STCR TYPE OF INITIAL CONDITION -1.00 INITIAL CCNDITICN . 00 ICRKING R AND D COEFETCIENT .0 .1 .4 0. 2. 5. 332.30 333.30 334.30 kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk HYDROGRAPH AT STATIOSI DEHAIN kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk DA wag HRMN CRD OUTFLOW STORAGE STAGE * * DA MOsI HRMN ORD OUTFLOW STORAGE STAGE * DA HRMN ORD OUTFLOW STORAGE STAGE 1 JAN 1200 1 0. .0 332 .4 * 1 JAN 1414 68 0. .0 332 .5 * 1 JAN 1628 135 2. .1 333.1 1 JAN 1202 2 0. .0 332 .4 * 1 JAN 1416 69 0. .0 332 .5 * 1 JAN 1630 136 2. .1 333.1 1 JAN 1204 3 0. .0 332 .4 * 1 JAN 1418 70 0. .0 332 .5 * 1 JAN 1632 137 2. .1 333.1 1 JAN 1206 4 0. .0 332 .4 * 1 JAN 1420 71 0. .0 332 .5 * 1 JAN 1634 138 2. .1 333.0 1 JAN 1208 5 0. .0 332 4 * 1 JAN 1422 72 0. .0 332 5 * 1 JAN 1636 139 2. .1 333.0 1 JAN 1210 6 0. .0 332 4 * 1 JAN 1424 73 0. .0 332 5 * 1 JAN 1638 140 1. .1 333.0 1 JAN 1212 7 0. .0 332 4 * 1 JAN 1426 74 0. .0 332 5 * 1 JAN 1640 141 1. .1 333.0 1 JAN 1214 8 0. .0 332 4 * 1 JAN 1428 75 0. .0 332 5 * 1 JAN 1642 142 1. .1 333.0 1 JAN 1216 9 0. .0 332 4 * 1 JAN 1430 76 0. .0 332 5 * 1 JAN 1644 143 1. .1 333.0 1 JAN 1218 10 0. .0 332 4 * 1 JAN 1432 77 0. .0 332 5 * 1 JAN 1646 144 1. .1 332.9 1 JAN 1220 11 0. .0 332 4 * 1 JAN 1434 78 0. .0 332 5 * 1 JAN 1648 145 1. .1 332.9 1 JAN 1222 12 0. .0 332 4 * 1 JAN 1436 79 0. .0 332 5 * 1 JAN 1650 146 1. .1 332.9 1 JAN 1224 13 0. .0 332 4 * 1 JAN 1438 80 0. .0 332 5 * 1 JAN 1652 147 1. .1 332.9 1 JAN 1226 14 0. .0 332 4 * 1 JAN 1440 81 0. .0 332 5 * 1 JAN 1654 148 1. .1 332.9 1 JAN 1228 15 0. .0 332 4 * 1 OAN 1442 82 0. .0 332 5 * 1 JAN 1656 149 1. .1 332.9 1 JAN 1230 16 0. .0 332 4 * 1 JAN 1444 83 0. .0 332 5 * 1 JAN 1658 150 1. .1 332.8 1 JAN 1232 17 0. .0 332 4 * 1 JAN 1446 84 0. .0 332 5 * 1 JAN 1700 151 1. .1 332.8 1 JAN 1234 18 0. .0 332 4 * 1 JAN 1448 85 0. .0 332 5 * 1 JAN 1702 152 1. .1 332.8 1 OAN 1236 19 0. .0 332 4 * 1 JAN 1450 86 0. .0 332 5 * 1 JAN 1704 153 1. .1 332.8 1 jm 1238 20 0. .0 332 4 * 1 JAN 1452 87 0. .0 332 5 * 1 JAN 1706 154 1. .1 332.8 1 JAN 1240 21 0. .0 332 4 * 1 JAN 1454 88 0. .0 332 5 * 1 JAN 1708 155 1. .1 332.8 1 JAN 1242 22 0. .0 332 4 * 1 JAN 1456 89 0. .0 332 5 * 1 jm 1710 156 1. .1 332.8 1 JAN 1244 23 0. .0 332 4 * 1 JAN 1458 90 0. .0 332 5 * 1 JAN 1712 157 1. .1 332.8 1 JAN 1246 24 0. .0 332 4 * 1 JAN 1500 91 0. .0 332 5 * 1 JAN 1714 158 1. .1 332.7 1 JAN 1248 25 0. .0 332 4 * 1 JAN 1502 92 0. .0 332 5 * 1 JAN 1716 159 1. .1 332.7 1 JAN 1250 26 0. .0 332 4 * 1 JAN 1504 93 0. .0 332 5 * 1 JAN 1718 160 1. .1 332.7 1 OAN 1252 27 0. .0 332 4 * 1 JAN 1506 94 0. .0 332 5 * 1 J7*I 1720 161 1. .1 332.7 1 JAN 1254 28 0. .0 332 4 * 1 JAN 1508 95 0. .0 332 5 * 1 JAN 1722 162 1. .1 332.7 1 JAN 1256 29 0. .0 332 4 * 1 JAN 1510 96 0. .0 332 5 * 1 JAN 1724 163 1. .1 332.7 1 JAN 1258 30 0. .0 332 4 * 1 JAN 1512 97 0. .0 332 5 * 1 JAN 1726 164 1. .1 332.7 1 JAN 1300 31 0. .0 332 4 * 1 JAN 1514 98 0. .0 332 5 * 1 JAN 1728 165 1. .1 332.7 1 JAN 1302 32 0. .0 332 4 * 1 JAN 1516 99 0. .0 332 5 * 1 JAN 1730 166 1. .1 332.7 1 JAN 1304 33 0. .0 332 4 * 1 JAN 1518 100 0. .0 332 5 * 1 JAN 1732 167 1. .1 332.7 1 JAN 1306 34 0. .0 332 4 * 1 JAN 1520 101 0. .0 332 5 * 1 JAN 1734 168 1. .1 332.6 1 JAN 1308 35 0. .0 332 4 * 1 JAN 1522 102 0. .0 332 5 * 1 JAN 1736 169 1. .0 332.6 1 JAN 1310 36 0. .0 332 4 * 1 JAN 1524 103 1. .0 332 5 * 1 JAN 1738 170 1. .0 332.6 1 JAN 1312 37 0. .0 332 4 * 1 JAN 1526 104 1. .0 332 5 * 1 JAN 1740 171 1. .0 332.6 1 JAN 1314 38 0. .0 332 4 * 1 JAN 1528 105 1. .0 332 5 * 1 JAN 1742 172 1. .0 332.6 1 JAN 1316 39 0. .0 332. 4 * 1 JAN 1530 106 1. .0 332. 6 * 1 JAN 1744 173 1. .0 332.6 1 JAN 1318 40 0. .0 332 .4 * 1 JAN 1532 107 1. .0 332 6 * 1 JAN 1746 174 1. .0 332.6 1 JAN 1320 41 0. .0 332 .4 * 1 JAN 1534 108 1. .0 332 6 * 1 OAN 1748 175 1. .0 332.6 1 OAN 1322 42 0. .0 332 .4 * 1 JAN 1536 109 1. .0 332 6 * 1 JAN 1750 176 1. .0 332.6 1 JAN 1324 43 0. .0 332 4 * 1 JAN 1538 110 1. .0 332 6 * 1 JAN 1752 177 1. .0 332.6 1 JAN 1326 44 0. .0 332 4 * 1 JAN 1540 111 1. .0 332 6 * 1 JAN 1754 178 1. .0 332.6 1 JAN 1328 45 0. .0 332 4 * 1 JAN 1542 112 1. .0 332 6 * 1 JAN 1756 179 1. .0 332.6 1 JAN 1330 46 0. .0 332 4 * 1 JAN 1544 113 1. .0 332 6 * 1 JAN 1758 180 1. .0 332.6 1 JAN 1332 47 0. .0 332 4 * 1 JAN 1546 114 1. .0 332 6 * 1 JAN 1800 181 1. .0 332.6 1 JAN 1334 48 0. .0 332 4 * 1 JAN 1548 115 1. .1 332 6 * 1 JAN 1802 182 1. .0 332.5 1 JAN 1336 49 0. .0 332 4 * 1 JAN 1550 116 1. .1 332 7 * 1 JAN 1804 183 0. .0 332.5 1 JAN 1338 50 0. .0 332 4 * 1 JAN 1552 117 1. .1 332 7 * 1 OAN 1806 184 0. .0 332.5 1 JAN 1340 51 0. .0 332 4 * 1 JAN 1554 118 1. .1 332 7 * 1 JAN 1808 185 0. .0 332.5 1 JAN 1342 52 0. .0 332 4 * 1 JAN 1556 119 1. .1 332 7 * 1 JAN 1810 186 0. .0 332.5 1 JAN 1344 53 0. .0 332 4 * 1 JAN 1558 120 1. .1 332 8 * 1 JAN 1812 187 0. .0 332.5 1 JAN 1346 54 0. .0 332 4 * 1 JAN 1600 121 1. .1 332 8 * 1 JAN 1814 188 0. .0 332.5 1 JAN 1348 55 0. .0 332 4 * 1 JAN 1602 122 1. .1 332 9 * 1 JAN 1816 189 0. .0 332.5 1 JAN 1350 56 0. .0 332 4 * 1 JAN 1604 123 1. .1 332 9 * 1 JAN 1818 190 0. .0 332.5 1 JAN 1352 57 0. .0 332 4 * 1 JAN 1606 124 2. .1 333 0 * 1 JAN 1820 191 0. .0 332.5 1 JAN 1354 58 0. .0 332 4 * 1 JAN 1608 125 2. .1 333 1 * 1 JAN 1822 192 0. .0 332.5 1 JAN 1356 59 0. .0 332 4 * 1 OAN 1610 126 2. .1 333 1 * 1 JAN 1824 193 0. .0 332.5 1 JAN 1358 60 0. .0 332 4 * 1 JAN 1612 127 2. .1 333 2 * 1 JAN 1826 194 0. .0 332.5 1 JAN 1400 61 0. .0 332 4 * 1 JAN 1614 128 2. .1 333 2 * 1 JAN 1828 195 0. .0 332.4 1 JAN 1402 62 0. .0 332 4 * 1 JAN 1616 129 2. .1 333.2 * 1 JAN 1830 196 0. .0 332.4 1 JAN 1404 63 0. .0 332 4 * 1 JAN 1618 130 2. .1 333.2 * 1 JAN 1832 197 0. .0 332.4 1 JAN 1406 64 0. .0 332 4 * 1 JAN 1620 131 2. .1 333.2 * 1 JAN 1834 198 0. .0 332.4 1 JAN 1408 65 0. .0 332 4 * 1 JAN 1622 132 2. .1 333 2 * 1 JAN 1836 199 0. .0 332.4 1 JAN 1410 66 0. .0 332 5 * 1 JAN 1624 133 2. .1 333 1 * 1 JAN 1838 200 0. .0 332.4 1 JAN 1412 67 0. .0 332 5 * * 1 JAN 1626 134 2. .1 333 1 * * kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk PEAK FLOW (CE3) + 2. + + (AC-FT) 0. TIME (HR) 4.27 PEAK STORAGE TIME (HR) 4.23 (CFS) (INCHES) (AC-ET) 6-HR 1. 1.521 0. 6-HR 0. MAXIMUM AVERAGE FLOW 24-HR 72-HR 1. 1.560 0. 1. 1.560 0. MAXIMUM AVERAGE STORAGE 24-HR 72-HR 0. 6.63-HR 1. 1.560 0. 6.63-HR 0. PEAK STAGE (EEET) 333.20 TIME (HR) 4.27 6-HR 332.60 CGMUIATIVE AREA = MAXIMUM AVERAGE STAGE 24-HR 72-HR 332.58 .00 SQ MI 332.58 6.63-HR 332.58 OPERATICN STATION RUNOFF SUMyiARY FLOW IN CUBIC FEET PER SBCCND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF FLOW PEAK AVERAGE FLOW ECR lyRXIMUM PEKIOD 6-HCUR 24-HOUR 72-HOUR BASIN AREA MAXIMUM STAGE TIME OF MAX STAGE HYDROGRAPH AT ROUTED TO BASIN DETAIN 6. 4.10 4.27 1. 1. 1. 1. .00 .00 333.20 4.27 *** NORMAL END OF HEE-1 *** FILE: LineDdet.WSW ******************** WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 2:54:21 La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis c***************************************************************************************************** ******** station L/Elem t******** 1000.000 9.780 1009.779 5.505 1015.285 3.255 1018.540 2.260 1020.800 1.699 1022.498 1.335 1023.833 1.087 1024 . 920 . 904 1025.824 .759 Invert Elev Ch Slope ********* 321.200 .3575 324.697 .3575 326.665 .3575 327.829 .3575 328.637 .3575 329.244 .3575 329.721 .3575 330.110 .3575 330.433 .3575 Depth (FT) -k-k-k-k-k-k-kr-k .214 .219 .227 .235 .243 .251 .260 .269 .278 Water Elev ********* 321.414 324.916 326.892 328.064 328.880 329.495 329. 981 330.379 330.711 Q (CFS) ********* 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 Vel Vel (FPS) Head SF Ave ******* 1 ******* 17 . 03 I- 16. 42 15. 65 •I- 14 . 92 •I- 14.23 I- 13.57 I- 12. 94 •I- 12.33 •I- 11.76 •I- 4.50 .3264 4 .19 .2899 3.80 .2537 3.46 .2219 3.14 . 1939 2.86 . 1696 2. 60 .1485 2.36 . 1298 2.15 . 1136 Energy Grd.El. HF ********* 325.92 3.19 329.10 1.60 330.70 .83 331.52 .50 332.02 .33 332.35 .23 332.58 .16 332.74 .12 332.86 .09 Super Elev SE Dpth ******* .00 .21 .00 .22 .00 .23 .00 .24 . 00 .24 .00 .25 .00 .26 .00 .27 .00 .28 Critical Depth Froude N -k^-k-k-k-k-k-k . 62 7.74 . 62 7.36 . 62 6.89 . 62 6.46 . 62 6. 05 . 62 5. 66 . 62 5.30 . 62 4 . 96 . 62 4 . 64 Flow Top Width Norm Dp ******** . 82 .21 .83 .21 .84 .21 .85 .21 .86 .21 . 87 .21 . 88 .21 .89 .21 . 90 .21 Height/ Dia.-FT "N" ******* 1. 000 .013 1.000 . 013 1. 000 .013 1.000 . 013 1.000 . 013 1.000 .013 1. 000 .013 1. 000 . 013 1.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 0 0 0 0 0 0 0 FILE: LineDdet.WSW PAGE 2 Date: 7-16-2013 Time: 2:54:21 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis ************************************************************************************************************************** ******** Station L/Elem ********* 1026.583 . 649 1027.232 .560 1027.792 .482 1028.274 .421 1028.695 .365 1029.060 .321 1029.381 .279 1029.660 .245 1029.905 .213 Invert Elev Ch Slope ********* 330.704 .3575 330.936 .3575 331.136 .3575 331.309 .3575 331.459 .3575 331.590 . 3575 331.704 . 3575 331.804 .3575 331.892 .3575 Depth (FT) ******** .288 .298 . 308 .319 .330 .342 .354 .367 .380 Water Elev ********* 330.992 331.234 331.445 331.628 331.789 331.932 332.059 332.171 332.272 Q (CFS) ********* 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 Vel (FPS) •I- Vel Head SF Ave ******* I ******* 11.21 1.95 .0995 1.77 0870 1. 61 0762 1.47 0667 1.33 0585 1.21 0512 1.10 0449 1. 00 0394 . 91 0346 10. 69 10.19 i.72 9.27 -I- .84 -I- , 42 8.03 -I- 7.66 -I- Energy Grd.El. HF ********* 332.94 .06 333.01 .05 333.06 .04 333.09 .03 333.12 .02 333.14 .02 333.16 .01 333.17 .01 333.18 .01 Super Elev SE Dpth ******* .00 .29 .00 .30 .00 .31 .00 .32 .00 . 33 . 00 .34 . 00 .35 .00 .37 .00 .38 Critical Depth Froude N ******** . 62 4.35 . 62 4 . 07 . 62 3.80 . 62 3.56 . 62 3.33 . 62 3.11 . 62 2. 91 . 62 2.72 . 62 2 . 54 Flow Top Width Norm Dp ******** . 91 .21 . 91 .21 . 92 .21 . 93 .21 . 94 .21 . 95 .21 . 96 .21 . 96 .21 . 97 .21 Height/ Dia.-FT "N" ******* 1. 000 . 013 1.000 . 013 1.000 .013 1.000 .013 1.000 .013 1.000 . 013 1. 000 . 013 1.000 .013 1.000 .013 Base Wt or I.D. X-Fall -k -k -k -k -k -k -k . 000 .00 . 000 .00 .000 .00 .000 .00 . 000 . 00 . 000 . 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 No wth Prs/Pip Type Ch •k -k -k -k -k -k 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 .00 PIPE FILE: LineDdet.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis ************k***-k**-k*k*****k***kk*k*kk-kk**kk*k*-kkk**k***k*k-k**-kk*kk*-kk*k-k***-k*k**** PAGE 3 Date: 7-16-2013 Time: 2:54:21 ****************************** ******** Station L/Elem ********* 1030.118 . 187 1030.305 .161 1030.467 .141 1030.608 .117 1030.725 .101 1030.827 .084 1030.911 .071 1030.982 .054 1031.036 .044 Invert Elev Ch Slope ********* 331.968 .3575 332.035 . 3575 332.093 . 3575 332.143 . 3575 332.185 . 3575 332.222 .3575 332.252 .3575 332.277 .3575 332.296 .3575 Depth (FT) ******** ,394 . 408 . 423 . 438 .455 . 472 .490 . 508 , 528 Water Elev ********* 332.362 332.443 332.516 332.581 332.640 332.694 332.742 332.785 332.824 Q (CFS) ********* 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 Vel (FPS) •I- Vel Head SF Ave ******* I ***** 7.30 ;. 96 6. 64 -I- 5.33 •I- 6.03 I- 5.75 -I- 5.49 I- 5.23 -I- 4.99 -I- .83 0303 .75 0266 . 68 0234 . 62 0205 .57 0181 .51 0159 .47 0140 . 42 0123 .39 0109 Energy Grd.El. HF ********* 333.19 .01 333.20 .00 333.20 .00 333.20 .00 333.21 .00 333.21 .00 333.21 .00 333.21 .00 333.21 .00 Super Elev SE Dpth ******* . 00 .39 . 00 . 41 . 00 . 42 . 00 . 44 . 00 .46 . 00 . 47 . 00 .49 . 00 .51 . 00 .53 Critical Depth Froude N ******** . 62 2.37 . 62 2.22 . 62 2.07 . 62 1. 93 . 62 1.80 . 62 1.68 . 62 1.56 . 62 1.45 . 62 1.35 Flow Top Width Norm Dp ******** .21 . 98 .21 . 99 .21 . 99 .21 1. 00 .21 1. 00 .21 1. 00 .21 1. 00 .21 1. 00 .21 Height/ Dia.-FT "N" ******* 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE PAGE 4 Date: 7-16-2013 Time: 2:54:21 FILE: LineDdet.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis k*****kk**k**k**k-k***-k*k*********kk*k*k-kk*k*kk-k*kr********k******k**********-kkk***k-k*k-k*-k***kk*-k*k**** ******** I Invert Station | Elev L/Elem |Ch Slope ********* I ********* I 1031.080 332.312 .029 . 3575 1031.108 332.322 -I- .017 .3575 I 1031.125 332.328 .005 ,3575 1031.130 332.330 WALL ENTRANCE I 1031.130 332.330 Depth (FT) •k-k-k-k-k-k-k-k .548 .570 .593 619 . 981 Water Elev ********* 332.860 332.892 332.921 332.949 333.311 Q (CFS) ********* 2.10 2.10 2.10 2.10 2.10 Vel (FPS) Vel Head SF Ave ******* 1 ******* 4.76 •I- 4.53 -I- 4.32 -I- 4.11 1. 07 -I- .35 . 0096 .32 .0085 .29 . 0075 .26 . 02 Energy Grd.El. HF ********* 333.21 .00 333.21 .00 333.21 . 00 333.21 333.33 Super Elev SE Dpth ******* .00 .55 .00 .57 . 00 .59 .00 .00 Critical Depth Froude N ******** . 62 1.26 . 62 1.17 . 62 1.08 . 62 . 32 Flow Top Width Norm Dp ******** 1.00 .21 . 99 .21 . 98 .21 . 97 2. 00 Height/ Dia.-FT "N" 1.000 . 013 1. 000 .013 1. 000 . 013 1.000 6. 000 Base Wt or I.D. X-Fall •k -k -k -k -k -k -k .000 .00 . 000 .00 .000 . 00 .000 2.000 ZL ZR * * * * * .00 .00 .00 .00 .00 .00 . 00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 0 .0 FILE: LineDdet.WSW Date: 7-16-2013 PAGE 1 Time: 2:54:21 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis ************************************************************************************************************************** -k-k-kkkk-k-i Station L/Elem ********* 1000.000 1.369 1001.369 7.146 1008.515 4 .489 1013.004 3.210 1016.214 2.459 1018.673 1.957 1020.630 1.604 1022.234 1.340 1023.574 1.129 Invert Elev Ch Slope ********* 321.200 .3575 321.690 .3575 324.244 .3575 325.849 .3575 326.997 .3575 327.876 . 3575 328.576 .3575 329.149 .3575 329.629 .3575 Depth (FT) k-kkkk-k-k-k .326 .327 .338 .350 , 363 ,376 ,390 ,404 ,418 Water Elev ********* 321.526 322.017 324.583 326.199 327.360 328.252 328.966 329.553 330.047 Q (CFS) ********* 4.50 4.50 4.50 4.50 4.50 4.50 4 . 50 4 . 50 4.50 Vel (FPS) •I- Vel Head SF Ave ******* I ****** 20.27 •I- 20.14 •I- 19.20 18.31 17.45 I- 16. 64 I- 15.87 I- 15.13 -I- 14 . 42 6.38 3003 6.30 2790 5.72 2443 5.20 2142 4.73 1879 4.30 1649 3. 91 1447 3. 55 1269 3.23 1114 Energy Grd.El. HF c******** 327.90 .41 328.31 1. 99 330.31 1.10 331.40 . 69 332.09 .46 332.55 .32 332.88 .23 333.11 .17 333.28 .13 Super Elev SE Dpth ******* . 00 .33 . 00 .33 . 00 .34 .00 .35 .00 .36 . 00 .38 . 00 .39 . 00 .40 . 00 . 42 Critical Depth Froude N •k-k-kkkkkk .89 7.34 .89 7.27 .89 6.80 .89 6.36 .89 5. 94 .89 5.55 .89 5.19 .89 4 .84 .89 4.52 Flow Top Width Norm Dp ******** . 94 .31 . 94 .31 . 95 . 31 . 95 .31 . 96 .31 . 97 .31 . 98 . 31 . 98 . 31 . 99 . 31 Height/ Dia.-FT "N" -k -k -k -k k -k -k 1.000 . 013 1.000 . 013 1. 000 .013 1.000 .013 1.000 . 013 1.000 .013 1. 000 .013 1. 000 .013 1. 000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 . 00 . 000 . 00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE FILE: LineDdet.WSW PAGE 2 Date: 7-16-2013 Time: 2:54:21 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis ************************************************************************************************************************** ******** Station L/Elem ********* 1024.703 . 967 1025.670 . 832 1026.502 .723 1027.224 . 624 1027.849 . 547 1028.396 . 477 1028.872 .413 1029.285 .363 1029. 648 Invert Elev Ch Slope •k-k-kk-kk-kkk 330.032 .3575 330.378 .3575 330.675 .3575 330.934 .3575 331.157 .3575 331.352 .3575 331.523 . 3575 331.670 .3575 331.800 Depth (FT) •k -k k k k k , 434 ,450 ,467 ,484 ,503 .522 , 542 ,564 ,586 Water Elev ********* 330.466 330.828 331.142 331.418 331.660 331.874 332.065 332.234 332.386 Q (CFS) k-kkk-kk-k-k-k 4 . 50 4.50 4.50 4 . 50 4.50 4.50 4.50 4.50 4.50 .313 .3575 Vel Vel (FPS) Head SF Ave ******* I ******* 13.75 2.94 .0980 13.11 2.67 .0861 12.50 2.43 . 0757 11.92 2.21 . 0666 11.37 2.01 .0587 10.84 1.82 . 0517 10.33 1.66 . 0456 9.85 1.51 . 0403 9.39 1.37 .0357 Energy Grd.El. HF kk-k-k-k-k-k-kk 333.40 .09 333.50 .07 333.57 . 05 333.62 .04 333.67 .03 333.70 . 02 333.72 .02 333.74 .01 333.76 .01 Super Elev SE Dpth k k k k k k k . 00 .43 . 00 .45 .00 . 47 . 00 . 48 . 00 .50 . 00 .52 . 00 .54 .00 . 56 . 00 Critical Depth Froude N ******** .89 4.22 .89 3. 94 .89 3. 67 .89 3.42 .89 3.18 .89 2.96 .89 2.75 .89 2.56 .89 Flow Top Width Norm Dp ******** . 99 .31 1.00 .31 1.00 .31 1.00 .31 1. 00 .31 1.00 . 31 1. 00 .31 . 99 .31 . 99 Height/ Dia.-FT "N" ******* 1.000 . 013 1.000 . 013 1.000 .013 1.000 .013 1.000 . 013 1.000 .013 1. 000 .013 1.000 . 013 1.000 Base Wt or I.D. X-Fall ******* . 000 .00 . 000 .00 . 000 . 00 . 000 . 00 . 000 .00 . 000 . 00 .000 .00 . 000 .00 . 000 ZL ZR * * * * * . 00 .00 .00 .00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 . 00 . 00 . 00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 .59 2.37 .31 .013 .00 .00 PIPE FILE: LineDdet.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis ******************************************************************************************TI PAGE 3 Date: 7-16-2013 Time: 2:54:21 Station L/Elem r******** 1029.960 .271 1030.231 .230 1030.461 .194 1030.656 .161 1030.817 .128 1030.945 .098 1031.043 . 061 1031.105 . 025 1031.130 Invert Elev Ch Slope ********* 331.912 .3575 332.009 .3575 332.091 .3575 332.160 . 3575 332.218 .3575 332.264 . 3575 332.299 . 3575 332.321 . 3575 332.330 Depth (FT) t- ****** * , 610 , 635 , 662 , 691 ,722 .756 .793 . 836 . 887 Water Elev ********* 332.522 332.644 332.753 332.852 332.940 333.020 333.092 333.157 333.217 Q (CFS) kkkkkkkkk 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4 . 50 4.50 Vel Vel (FPS) Head SF Ave ******* j ******* 8.96 1.25 . 0316 8.54 7.76 •I- 7.40 -I- 7.06 6.73 6. 42 1.13 ,0280 8.14 1.03 .0249 . 94 .0222 .85 .0199 .77 , 0179 .70 , 0162 . 64 . 0148 6.11 .58 Energy Grd.El. HF ********* 333.77 .01 333.78 .01 333.78 .00 333.79 .00 333.79 .00 333.79 .00 333.80 .00 333.80 .00 333.80 Super Elev SE Dpth ******* .00 . 61 .00 . 64 .00 . 66 .00 . 69 ,00 .72 ,00 .76 , 00 .79 , 00 .84 , 00 Critical Depth Froude N ******** .89 2.20 .89 2. 03 .89 1.88 .89 1.73 .89 1.58 .89 1.44 .89 1.31 .89 1.16 .89 ************************* Base Wt r**** ******** Flow Top Width Norm Dp ******** . 98 .31 . 96 .31 . 95 .31 . 92 .31 . 90 .31 .86 .31 .81 .31 .74 .31 . 63 Height/ Dia.-FT "N" ******* 1.000 . 013 1.000 . 013 1.000 . 013 1. 000 . 013 1.000 . 013 1.000 . 013 1.000 . 013 1.000 . 013 1.000 or I.D. X-Fall ******* . 000 .00 . 000 .00 . 000 .00 . 000 .00 . 000 .00 . 000 .00 .000 . 00 .000 . 00 .000 ZL ZR k- * * * * . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 .00 .00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 WALL ENTRANCE FILE: LineDdet.WSW *************:! WSPGW- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 2:54:21 La Costa Residential Proposed Conditions - Storm Drain Line D Detention Analysis r********************************************************************************************************* ******** Station L/Elem ********* Invert Elev Depth (FT) kkkkkkkk Water Elev kkkkkkkkk kkkkkkkkk Ch Slope kkkkkkkk 1031.130 332.330 1.936 334.266 4.50 1.16 .02 334.29 Q (CFS) Vel Vel (FPS) Head SF Ave ******* j ******* Energy Grd.El. HF ********* -I-•I-•I-I-•I- Super I Critical I Flow Top|Height/|Base WtI Elev I Depth | Width |Dia.-FT lor I.D. -I- -I- -I- -I- SE DpthIFroude N|Norm Dp | "N" | X-Fall *******]******** I ******** I ******* I ******* 1111 .00 .54 2.00 6.000 2.000 .00 0 .0 1- -1- -1- -1- -1- -I- 1- INo Wth ZL 1Prs/Pip -1 ZR 1 Type Ch ***** [******* APPENDIX C WSPGW ANALYSES LEGEND: PROPOSED STORM DRAIN B STORM DRAIN LINE 10+00.00 WSPGW STATION WSPGW WORK MAP LA COSTA RESIDENTIAL Date: 7-16-2013 Time: FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ************************************************************************************************************************** Station L/Elem ********* 1000.000 15.120 1015.120 13.882 1029.002 8. 921 1037.923 6.416 1044.338 4 . 911 1049.250 3. 920 1053.169 3.195 1056.365 2 . 651 1059.015 2.238 Invert Elev Ch Slope ********* 313.650 . 1115 315.336 . 1115 316.884 .1115 317.879 . 1115 318.594 . 1115 319.142 . 1115 319.579 . 1115 319.935 .1115 320.231 .1115 Depth (FT) kkkkkkkk .521 .531 . 549 .567 . 586 606 626 . 647 , 669 Water Elev ********* 314.171 315.867 317.433 318.446 319.180 319.748 320.205 320.582 320.900 Q (CFS) t*******^ 16.40 16.40 16.40 16.40 16.40 16.40 16.40 16.40 16.40 Vel Vel (FPS) Head SF Ave k k k k k k k | k k k k k k k 17.05 1- 16.53 •1- 15.76 •1- 15.03 •1- 14.33 I- 13.66 -1- 13.03 1- 12.42 1- 11.84 -I- 4.51 .0950 4.24 . 0850 3.86 . 0742 3.51 . 0648 3.19 .0566 2. 90 . 0494 2. 63 .0431 2.39 . 0377 2.18 . 0329 Energy Grd.El. HF kkkkkkkkk 318.68 1.44 320.11 1.18 321.29 . 66 321.95 . 42 322.37 .28 322.65 .19 322.84 .14 322.98 . 10 323.08 . 07 Super Elev SE Dpth ******* . 00 .52 .00 . 53 .00 .55 .00 .57 .00 .59 .00 . 61 .00 . 63 .00 . 65 .00 . 67 Critical Depth Froude N ******** 1.19 5. 03 1.19 4.82 1.19 4.52 1.19 4.23 1.19 3. 97 1.19 3.72 1.19 3.49 1.19 3.27 1.19 3.06 Flow Top Width Norm Dp ******** 2. 69 .51 2.71 .51 2.75 . 51 2.79 .51 2.83 .51 2.87 .51 2. 91 .51 2. 95 .51 2. 99 .51 Height/ Dia.-FT "N" ******* 4.000 . 013 4.000 .013 4 . 000 .013 4.000 . 013 4.000 . 013 4.000 . 013 4.000 . 013 4.000 . 013 4 . 000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 . 00 .000 .00 .000 . 00 .000 . 00 .000 . 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 PAGE 1 1: 1:55 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 0 0 0 0 0 FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ********************************************************************************** PAGE 2 Date: 7-16-2013 Time: 1: 1:55 **************************************** Station L/Elem ********* 1061.253 1.884 1063.137 1.613 1064.750 JUNCT STR 1068.820 16.304 1085.124 10.261 1095.385 5.714 1101.099 3.867 1104.966 2.881 1107.847 2 .253 Invert Elev Ch Slope ********* 320.480 .1115 320.690 . 1115 320.870 . 0811 321.200 .5440 330.070 .5440 335.653 .5440 338.762 .5440 340.865 .5440 342.433 .5440 Depth (FT) kkkkkkkk 691 .715 .739 .301 ,306 .317 .327 ,339 , 350 Water Elev ********* 321.171 321.405 321.609 321.501 330.376 335. 970 339.089 341.204 342.783 Q (CFS) ********* 16.40 16.40 16.40 6.70 6.70 6.70 6.70 6.70 6.70 Vel Vel (FPS) Head SF Ave ******* I ******* 11.29 •1- 10.76 •I- 10.26 -1- •1- 23. 45 -1- 22.36 1. 98 .0287 1.80 .0251 1. 64 .3191 26.56 10.96 .5053 25.79 10.33 . 4536 24.59 9.39 .3964 8.54 .3465 7.76 .3030 21.31 7.05 .2647 •1- Energy Grd.El. HF t******** 323.15 .05 323.20 .04 323.25 1.30 332.46 8.24 340.70 4. 65 345.36 2.27 347.62 1.34 348.96 .87 349.84 . 60 Super Elev SE Dpth ******* . 00 . 69 . 00 .72 . 00 .74 .00 .30 .00 . 31 .00 . 32 .00 .33 . 00 .34 . 00 .35 Critical Depth Froude N ******** 1.19 2.87 1.19 2 . 69 1.19 2.52 1.00 10.21 1.00 9.81 1.00 9.19 1.00 8. 60 1.00 8.06 1.00 7.55 Flow Top Width Norm Dp ******** 3.02 .51 3.07 .51 3.11 1.20 .30 1.21 .30 1.22 .30 1.24 .30 1.25 .30 1.27 .30 Height/ Dia.-FT "N" ******* 4 . 000 . 013 4 . 000 .013 4.000 . 014 1.500 . 013 1.500 . 013 1.500 . 013 1.500 . 013 1.500 . 013 1. 500 .013 Base Wt or I.D. X-Fall ******* . 000 .00 . 000 .00 . 000 . 00 .000 . 00 .000 .00 .000 . 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 . 0 .0 ******* No wth Prs/Pip Type Ch ******* 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE .0 FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1: 1:55 La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ************************************************************************************************************************** ******** Station L/Elem ********* 1110.101 1.825 1111.925 1.515 1113.440 1.278 1114.718 1.090 1115.808 . 941 1116.749 .816 1117.565 .711 1118.276 . 625 1118.902 .549 Invert Elev Ch Slope ********* 343.659 .5440 344.651 .5440 345.475 .5440 346.171 .5440 346.764 .5440 347.276 .5440 347.720 .5440 348.107 .5440 348.447 .5440 Depth (FT) kkkkkkkk .362 .375 ,388 , 401 , 415 ,429 .444 .460 .476 Water Elev ********* 344.021 345.026 345.864 346.572 347.179 347.705 348.164 348.567 348.923 Q (CFS) ********* 6.70 6.70 6.70 6.70 6.70 6.70 6.70 6.70 6.70 Vel Vel (FPS) Head SF Ave ******* I ******* 20. 32 •1- 19.38 -I- 18.48 -1- 17 . 62 -1- 16.80 16.01 -1- 15.27 -1- 14.56 -1- 13.1 6.41 .2316 5.83 .2027 5.30 . 1773 4.82 . 1551 4.38 .1356 3. 98 .1187 3. 62 . 1039 3.29 .0910 2. 99 .0797 Energy Grd.El. HF ********* 350.43 .42 350.86 .31 351.16 .23 351.39 . 17 351.56 .13 351.69 .10 351.78 .07 351.86 .06 351.91 .04 Super Elev SE Dpth ******* .00 .36 . 00 .38 .00 . 39 . 00 .40 .00 . 42 .00 . 43 .00 . 44 . 00 .46 .00 . 48 Critical Depth Froude N ******** 1.00 7.07 1.00 6. 62 1. 00 6.20 1.00 5.80 1.00 5.43 1. 00 5.08 1.00 4.75 1.00 4.45 1. 00 4 .16 Flow Top Width Norm Dp kkkkkkkk 1.28 .30 1.30 .30 1.31 . 30 1.33 .30 1.34 .30 1.36 . 30 1.37 .30 1.38 .30 1.40 .30 Height/ Dia.-FT "N" ******* 1.500 . 013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 . 000 .00 .000 .00 . 000 .00 . 000 .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 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 ,00 PIPE FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1: 1:55 La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ************************************************************************************************************************** ******** Invert Depth 1 Water 1 Q 1 Vel Vel 1 Energy 1 Super Critical Flow Top 1 Height/1 Base Wt INo Wth Station Elev (FT) 1 Elev 1 (CFS) 1 (FPS) Head 1 Grd.El.1 Elev Depth Width Dia.-FT 1 or I.D. ZL 1Prs/Pip L/Elem Ch Slope 1 1 1 SF Ave 1 HF 1 SE Dpth Froude N Norm Dp "N" 1 X -Fall ZR IType Ch ********* ********* ******** 1 ********* 1 ********* 1 ******* 1 ******* 1 kkkkkkkkk1 ******* ******** kkkkkkkk ******* 1 ******* ***** j ******* 1119.451 348.746 .493 349.239 6.70 13.23 2.72 351.96 . 00 1.00 1. 41 1.500 .000 .00 1 .0 .486 .5440 .0698 .03 .49 3.89 30 . 013 .00 .00 PIPE 1119.936 349.010 .510 349.520 6.70 12.62 2.47 351.99 .00 1. 00 1. 42 1.500 . 000 . 00 1 .0 .428 .5440 _ ~|~ ~i~ ~l~ ~l~ ~l .0612 .03 .51 3. 64 30 .013 .00 .00 PIPE 1120.365 349.243 .528 349.771 6.70 12.03 2.25 352.02 .00 1.00 1. 43 1.500 .000 .00 1 .0 .378 .5440 . 0536 .02 .53 3.40 30 .013 .00 . 00 PIPE 1120.743 349.448 .547 349.995 6.70 11.47 2.04 352.04 . 00 1.00 1. 44 1.500 .000 .00 1 . 0 .333 .5440 .0470 .02 .55 3.18 30 . 013 . 00 .00 PIPE 1121.076 349.630 .567 350.197 6.70 10.94 1.86 352.05 .00 1.00 1. 45 1.500 .000 .00 1 .0 .296 .5440 .0412 .01 .57 2.97 30 .013 .00 . 00 PIPE 1121.372 349.791 .587 350.378 6.70 10.43 1.69 352.07 . 00 1.00 1. 46 1.500 .000 .00 1 . 0 .259 .5440 .0362 .01 .59 2.77 30 . 013 . 00 .00 PIPE 1121.631 349.932 .609 350.541 6.70 9.94 1.54 352.08 .00 1.00 1. 47 1.500 . 000 . 00 1 .0 .229 .5440 _ _|_ _|_ ~|~ ~l~ ~ .0318 .01 . 61 2.59 30 .013 .00 . 00 PIPE 1121.861 350.057 .631 350.688 6.70 9.48 1.40 352.08 . 00 1.00 1. 48 1.500 .000 .00 1 . 0 .201 .5440 .0279 .01 . 63 2.42 30 .013 .00 . 00 PIPE 1122.062 350.166 .654 350.820 6.70 9.04 1.27 352.09 . 00 1.00 1. 49 1.500 .000 .00 1 .0 . 174 .5440 _ _l_ ~|~ —|— _ .0245 .00 . 65 2.26 30 . 013 .00 .00 PIPE FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ******************************************************************************************* PAGE 5 Date: 7-16-2013 Time: 1: 1:55 ******************************* ******** Station L/Elem ********* 1122.236 . 153 1122.389 .130 1122.519 .113 1122.632 .092 1122.724 .078 1122.803 .060 1122.863 . 047 1122.910 .033 1122.943 .020 Invert Elev Ch Slope kkkkkkkkk 350.261 .5440 350.344 .5440 350.415 .5440 350.476 .5440 350.526 .5440 350.569 . 5440 350.602 .5440 350.628 .5440 350.646 .5440 Depth (FT) ******** , 679 .704 .731 .758 .788 .818 , 851 .885 . 921 Water Elev ********* 350.940 351.048 351.146 351.234 351.315 351.387 351.453 351.513 351.567 Q (CFS) ********* 6.70 6.70 6.70 6.70 6.70 6.70 6.70 6.70 6.70 Vel Vel (FPS) Head SF Ave *******]******* 8 . 62 •1- .22 -I- 7.47 •1- 7 .12 6.79 I- 6.48 6.17 -I- 5.89 1- 1.15 .0216 1.05 .0190 . 95 .0167 . 87 . 0147 .79 .0130 .72 . 0114 . 65 .0101 .59 .0089 .54 . 0079 Energy Grd.El. HF kkkkkkkkk 352.09 .00 352.10 .00 352.10 .00 352.10 .00 352.10 .00 352.10 .00 352.10 .00 352.10 .00 352.10 .00 Super Elev SE Dpth ******* .00 . 68 . 00 .70 .00 .73 . 00 .76 .00 .79 . 00 . 82 . 00 .85 .00 .89 . 00 . 92 Critical Depth Froude N kkkkkkkk 1.00 2.11 1.00 1.96 1. 00 1.83 1.00 1.70 1. 00 1.58 1.00 1.47 1.00 1. 37 1. 00 1.27 1.00 1.18 Flow Top Width Norm Dp ******** 1.49 . 30 1.50 .30 1.50 .30 1.50 . 30 1.50 .30 1.49 . 30 1.49 .30 1.48 .30 1.46 .30 Height/ Dia.-FT "N" k k k k k k k 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 . 000 . 00 .000 .00 .000 .00 .000 .00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: LineA.WSW PAGE 6 Date: 7-16-2013 Time: 1: 1:55 *********** Station L/Elem ********* 1122.964 . 006 1122.970 JUNCT STR 1128.970 3.416 1132.386 7.704 1140.090 1.589 1141.679 59.571 1201.250 31.430 1232.680 53.970 1286.650 37 . 920 ********: Invert Elev Ch Slope ********* 350.657 .5440 350.660 .0550 350.990 . 0101 351.024 .0101 351.102 .0100 351.118 . 0100 351.715 . 0100 352.030 . 0192 353.066 .0192 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate r****************************************************************************************************** ******** Depth (FT) ******** . 959 1. 001 .880 , 942 . 992 1. 000 1.311 1.483 1.273 Water Elev ********* 351.616 351.661 351.870 351.967 352.094 352.118 353.026 353.513 354.339 Q (CFS) ********* 6.70 6.70 4.40 4.40 4 . 40 4.40 4.40 4.40 4.40 Vel Vel (FPS) Head SF Ave t******[******* 5. 61 •1- 5.35 •I- 6.01 1- 5.73 •1- 5. 61 5. 60 •1- 5. 60 -I- 5. 60 -1- 5. 60 -I- .49 .0070 . 44 .56 .0135 .51 .0137 .49 . 0141 .49 .0146 .49 . 0153 .49 .0153 .49 . 0153 Energy Grd.El. HF kkkkkkkkk 352.11 .00 352.11 352.43 .05 352.48 .11 352.58 .02 352.61 .87 353.51 .48 354.00 .82 354.83 .58 Super Elev SE Dpth . 00 . 96 .15 1.15 . 00 .88 .00 . 94 .00 .99 . 00 1.00 .00 1.31 .00 1.48 .00 1.27 Critical Depth Froude N ******** 1. 00 1.09 1.00 1.00 . 88 1.00 .88 .79 .88 .46 . 88 .00 . 88 . 00 .00 .00 Flow Top Width Norm Dp ******** 1.44 .30 1.41 . 65 1.00 .47 1.00 .17 1.00 .00 1. 00 .00 1.00 .00 .74 . 00 .74 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .014 1. 000 .013 1.000 . 013 1.000 . 013 1.000 . 013 1. 000 .013 1.000 .013 1. 000 .013 Base Wt or I.D. X-Fall ******* .000 . 00 .000 . 00 . 000 .00 .000 . 00 .000 . 00 .000 .00 . 000 .00 .000 .00 . 000 ZL ZR * * * * * .00 . 00 . 00 .00 .00 .00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 No wth Prs/Pip Type Ch ******* 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 ,00 .00 PIPE Date: 7-16-2013 FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ********************************************************************************************j,i.^.j^.n,i^^jjij.ji.***********j Station L/Elem ********* 1324.570 17.890 1342.460 14.230 1356.690 11.909 1368.599 HYDRAULIC 1368.599 11.028 1379.628 39.207 1418 . 835 24 . 771 1443.606 12.922 1456.528 9.459 Invert Elev Ch Slope ********* 353.794 .0192 354.137 . 0192 354.410 .0191 354.637 JUMP 354.637 . 0191 354.847 .0191 355.594 .0191 356.066 .0191 356.313 . 0191 Depth (FT) kkkkkkkk 1.123 1.119 1. 063 1.000 .738 ,738 .725 . 694 . 664 Water Elev ********* 354.917 355.256 355.473 355.637 355.375 355.585 356.319 356.760 356. 977 Q (CFS) kkkkkkkkk 4.40 4.40 4.40 4.40 4 .40 4.40 4.40 4.40 4.40 Vel Vel (FPS) Head SF Ave ******* I ******* 5. 60 •1- 5. 60 •1- 5. 60 •1- 5. 60 7 . 08 I- 7 . 08 •I- 7.21 7.56 7. 93 •1- .49 .0153 .49 .0153 .49 . 0153 .49 .78 .0191 .78 .0195 . 81 .0211 .89 . 0236 . 98 . 0265 Energy Grd.El. HF ********* 355.40 .27 355.74 .22 355.96 .18 356.12 356.15 .21 356.36 .76 357.13 .52 357.65 .31 357.95 .25 Super Elev SE Dpth ******* .00 .00 .00 1.12 .00 1.06 . 00 . 00 .74 .00 .74 . 00 .73 . 00 . 69 . 00 .66 Critical Depth Froude N ******** . 00 .00 ,00 1.48 1.48 1.54 1. 68 1.82 Flow Top Width Norm Dp ******** .00 .74 . 00 .74 . 00 .74 . 00 74 88 74 89 74 92 74 94 74 Height/ Dia.-FT "N" k k k k k k k 1.000 .013 1. 000 .013 1. 000 .013 1. 000 1. 000 .013 1. 000 .013 1. 000 .013 1.000 .013 1.000 . 013 Base Wt or I.D. X-Fall k k k k k k k .000 . 00 .000 . 00 .000 .00 . 000 . 000 .00 . 000 .00 .000 .00 . 000 .00 . 000 .00 PAGE 7 Time: 1: 1:55 ***** ******** I No Wth ZL 1Prs/Pip ZR iType Ch ***** I******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: LineA.WSW ********** Station L/Elem ********* 1465.986 7.598 1473.584 6.401 1479.985 5.599 1485.584 5.050 1490.634 4.584 1495.218 4 .202 1499.420 .039 1499.458 1.349 1500.808 1.134 ********** Invert Elev Ch Slope ********* 356.493 .0191 356.638 . 0191 356.760 . 0191 356.866 . 0191 356.963 . 0191 357.050 . 0191 357.130 .1767 357.137 .1767 357.375 . 1767 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ************************************************************* PAGE i Date: 7-16-2013 Time: 1: 1:55 ***************************************** Depth (FT) kkkkkkkk . 637 . 612 . 588 .565 .544 .524 .505 .505 ,525 Water Elev ********* 357.130 357.250 357 .348 357.431 357.507 357.574 357.635 357.642 357.900 Q (CFS) kkkkkkkkk 4.40 4 . 40 4.40 4.40 4.40 4 . 40 4 . 40 4 . 40 4.40 Vel Vel (FPS) Head SF Ave ******* j ******* 8.32 1.07 .0299 8.73 1.18 .0338 9.15 1.30 . 0382 9.60 1.43 .0432 10.07 1.57 .0490 10.56 1.73 .0556 11.07 1.90 .0683 11.04 1.89 . 0639 10.53 1.72 -I- .0564 Energy Grd.El. HF ********* 358.20 .23 358.43 .22 358.65 .21 358.86 .22 359.08 .22 359.31 .23 359.54 .00 359.53 .09 359.62 .06 Super Elev SE Dpth ******* . 00 . 64 . 00 . 61 .00 .59 . 00 . 57 . 00 .54 . 00 .52 . 00 .50 .00 .51 .00 .53 Critical Depth Froude N ******** 1.98 2.14 2.31 2.49 2.68 3.10 3.08 2.87 Flow Top Width Norm Dp ******** . 96 .74 . 97 .74 . 98 .74 . 99 .74 1. 00 .74 1.00 .74 1.00 .39 1.00 .39 1.00 .39 Height/ Dia.-FT "N" k k k k k k k 1.000 .013 1.000 . 013 1. 000 . 013 1.000 .013 1.000 .013 1.000 .013 1.000 .014 1. 000 . 014 1.000 .014 Base Wt or I.D. X-Fall ******* .000 . 00 . 000 .00 .000 .00 . 000 . 00 . 000 .00 . 000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate ******k*k-k*-k*k*k-k**-k****kkkk**kkk*k*****-k-kk*k*****-k*k*k*k**kk*kk-k-k-k*-k-k*-kk*kk*krk-k*-k^ PAGE 9 Date: 7-16-2013 Time: 1: 1:55 Station L/Elem ********* 1501.942 . 947 1502.889 . 801 1503.690 . 679 1504.369 .576 1504.945 .475 1505.420 23.260 1528.680 83.780 1612.460 44.351 1656.810 16.092 Invert Elev Ch Slope ********* 357.576 . 1767 357.743 .1767 357.884 . 1767 358.004 .1767 358.106 . 1767 358.190 . 0248 358.768 . 0247 360.840 . 0247 361.937 . 0247 Depth (FT) kkkkkkkk .545 ,567 , 590 , 614 . 639 , 667 , 667 . 667 . 687 Water Elev ********^ 358.121 358.310 358.474 358.618 358.745 358.857 359.435 361.508 362.624 Q (CFS) ********* 4 .40 4.40 4 .40 4.40 4 . 40 4 .40 4.40 4 .40 4.40 Vel Vel (FPS) Head SF Ave r****** I ******* 10. 04 •I- 9.57 1- 9.12 •I- 8.70 8.30 1- 7.91 •1- 7. 90 •I- 7 . 90 7.64 •1- 1.56 . 0498 1.42 .0440 1.29 .0389 1.18 .0345 1.07 .0306 . 97 .0248 . 97 .0247 . 97 . 0238 . 91 .0215 Energy Grd.El. HF ********* 359.68 .05 359.73 .04 359.77 .03 359.79 .02 359.81 .01 359.83 .58 360.40 2 . 07 362.48 1.05 363.53 .35 Super Elev SE Dpth ******* .00 .55 . 00 .57 . 00 .59 .00 . 61 . 00 . 64 .06 .73 .00 . 67 . 00 . 67 . 00 . 69 kkkkkkkkkkkkkkkk Critical ^kkkkkkkkkkkkkkkkkkkkk Depth Froude N kkkkkkkk 2. 67 2.48 2.30 2.13 1. 97 1.81 1.81 1. 81 1.71 Flow Top Width Norm Dp ******** 1. 00 .39 . 99 .39 . 98 .39 . 97 .39 . 96 .39 . 94 . 67 . 94 . 67 . 94 . 67 . 93 .67 Height/ Dia.-FT "N" ******* 1. 000 . 014 1.000 .014 1.000 . 014 1. 000 .014 1.000 .014 1.000 .013 1. 000 . 013 1.000 .013 1. 000 . 013 Base Wt or I.D. X-Fall ******* .000 .00 . 000 . 00 .000 .00 . 000 .00 . 000 .00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate **********************************************************************************^ PAGE 10 Date: 7-16-2013 Time: 1: 1:55 ************************** Station L/Elem ********* 1672. 902 7.485 1680.387 4.320 1584.707 2.189 1686.896 .754 1687.650 JUNCT STR 1693.650 42.525 1736.175 6.483 1742.658 .086 1742.744 HYDRAULIC Invert Elev Ch Slope ********* 362.335 .0247 362.520 .0247 362.627 .0247 362.681 .0247 362.700 .0283 362.870 .0168 363.586 .0168 363.695 .0168 363.697 JUMP Depth (FT) ******** .718 .752 .788 , 830 . 880 1. 453 1.000 . 907 , 853 Water Elev ********* 363.053 363.272 363.415 363.511 363.580 364.323 364.586 364.602 364.550 Q (CFS) kkkkkkkkk 4.40 4.40 4.40 4.40 4.40 2.80 2.80 2.80 2. 80 Vel Vel (FPS) Head SF Ave ******* I ******* 7.28 .82 . 0193 6.94 .75 .0173 6.62 .68 .0157 6.31 .62 .0143 6.01 .56 .0115 3.57 .20 .0061 3.57 .20 .0057 3.74 .22 .0056 3.92 .24 Energy Grd.El. HF ********* 363.88 .14 364.02 .07 364.10 .03 364.13 .01 364.14 .07 364.52 .26 364.78 .04 364.82 .00 364.79 Super Elev SE Dpth k k k k k k k . 00 .72 . 00 .75 . 00 .79 .00 . 83 . 00 .88 .00 1.45 . 00 1.00 . 00 . 91 .00 Critical Depth Froude N ******** 1.57 .88 1.43 .88 1.29 .88 1.15 .88 1. 00 .72 .00 .72 .00 .72 .58 .72 Flow Top Width Norm Dp ******** . 90 . 67 .86 . 67 .82 . 67 .75 . 67 . 65 . 00 .56 .00 .56 .58 .56 .71 Height/ Dia.-FT "N" ******* 1.000 . 013 1. 000 .013 1.000 .013 1.000 .013 1.000 . 014 1.000 . 013 1.000 .013 1.000 .013 1.000 ************* Base Wt1 or I.D. 1 ZL X-Fall ******* . 000 . 00 . 000 . 00 . 000 .00 .000 .00 . 000 . 00 . 000 .00 . 000 .00 . 000 .00 .000 ZR * * * * * .00 .00 .00 .00 .00 . 00 .00 .00 . 00 .00 .00 .00 .00 .00 . 00 .00 .00 kkkkkkkk No Wth Prs/Pip Type Ch k k k k k k k 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate i*****************************************************************************************"* PAGE 11 Date: 7-16-2013 Time: 1: 1:55 r****************************** * Station L/Elem ********* 1742.744 67.606 1810.350 17.109 1827.459 25.531 1852.990 32.516 1885.505 32.215 1917.720 9.707 1927.427 4.555 1931.982 2.376 1934.357 1.281 Invert Elev Ch Slope ********* 363.697 .0168 364.835 .0168 365.123 . 0168 365.553 . 0168 366.101 . 0168 366.643 .0168 366.807 .0168 366.884 .0168 366.924 .0168 Depth (FT) ******** .562 ,562 ,562 .561 ,561 .582 . 605 . 630 , 657 Water Elev ********* 364.258 365.397 365.685 366.115 366.662 367.226 367.412 367.514 367.581 Q 1 Vel Vel (CFS) 1 (FPS) Head I SF Ave ********* I ******* I ******* 1 2.80 6.17 1 2.80 1 2.80 •1- 2.80 2.80 2.80 2.80 2.80 •1- •1- 6.17 •1- 6.17 •1- 6.17 6.17 •I- 5. 90 -I- 5. 63 5.36 5.12 •1- .59 .0168 .59 . 0168 .59 . 0168 .59 . 0169 .59 . 0159 .54 . 0142 .49 . 0125 . 45 .0111 .41 .0099 Energy Grd.El. HF ********* 364.85 1.14 365.99 .29 366.28 .43 366.71 .55 367.25 .51 367.77 .14 367.90 .06 367.96 .03 367.99 .01 Super Elev SE Dpth ******* .00 .56 .01 .57 .01 .57 .00 .56 .00 .56 .00 .58 .00 . 61 . 00 . 63 . 00 . 66 Critical Depth Froude N kkkkkkkk .72 1. 61 .72 1. 61 .72 1. 61 .72 1. 61 .72 1. 61 .72 1. 50 .72 1.39 .72 1.29 .72 1.19 Flow Top Width Norm Dp kkkkkkkk . 99 .56 . 99 .56 . 99 .56 . 99 .56 . 99 .56 . 99 .56 . 98 .56 . 97 .56 . 95 .56 Height/ Dia.-FT "N" ******* 1.000 .013 1. 000 .013 1.000 .013 1.000 .013 1.000 .013 1. 000 .013 1. 000 .013 1.000 .013 1.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: LineA.WSW ******************** WSPGW- CIVILDESIGN Version 14.06 PAGE 12 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1: 1:55 La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate t***************************************************************************************************** ******** Station L/Elem ********* 1935. 639 .281 1935.920 . 930 1936.850 1.164 1938.014 HYDRAULIC 1938.014 1. 613 1939.627 2.293 1941.920 11.148 1953.068 14.765 1967.833 4.137 Invert Elev Ch Slope ********* 366.945 . 0168 366.950 .0067 366.956 .0067 366.964 JUMP 366.964 .0067 366.975 .0067 366.990 .0120 367.124 . 0120 367.302 .0120 Depth (FT) ******** . 685 . 717 .750 .750 654 . 654 , 628 630 657 Water Elev ********* 367.630 367.667 367.706 367.714 367.618 367.629 367.618 367.754 367.959 Q (CFS) ********* 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 Vel Vel (FPS) Head SF Ave ******* I ******* 4.1 4 . 64 •1- 4 . 43 •1- 4 . 43 5.14 •1- 5.14 •1- 5.39 •1- 5.36 5.12 •I- .37 ,0088 .33 . 0091 .30 .0086 .30 .41 .0123 . 41 . 0131 .45 .0119 . 45 . 0111 . 41 . 0099 Energy Grd.El. HF kkkkkkkkk 368.00 .00 368.00 .01 368.01 .01 368.02 368.03 .02 368.04 .03 368.07 .13 368.20 .16 368.37 .04 Super Elev SE Dpth ******* .00 . 69 . 00 .72 .00 .75 . 00 .00 . 65 .00 . 65 .00 . 63 . 00 . 63 .00 . 66 Critical Depth Froude N ******** .72 1.09 .72 1.00 .72 . 91 .72 .72 1.20 .72 1.20 .72 1.30 .72 1.29 .72 1.19 Flow Top Width Norm Dp ******** . 93 .56 . 90 .86 .87 .86 . 87 , 95 ,86 . 95 .86 . 97 . 63 . 97 . 63 . 95 . 63 Height/ Dia.-FT "N" ******* 1.000 . 013 1. 000 .014 1.000 . 014 1. 000 1.000 . 014 1.000 .014 1.000 . 013 1. 000 .013 1.000 . 013 Base Wt or I.D. X-Fall ******* . 000 . 00 .000 .00 . 000 . 00 .000 .000 .00 .000 .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 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE FILE: LineA.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 13 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1: 1:55 La Costa Residential Proposed Conditions - Storm Drain Line A 100-Year Flow Rate •>'*************-k*-k**kk***kk**kk**kkr*-kk**k**kk**k-k*k:k:k******-kki.**k*k*k.-k*k****kk* k******k I Invert 1 Depth 1 Water | Q 1 Vel Vel 1 Energy 1 Super 1 Critical 1 Flow Top 1 Height/1 Base Wt1 |No Wth Station I Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPS) Head 1 Grd.El. 1 Elev | Depth | Width |Dia.-FT 1 or I.D. 1 ZL |Prs/Pip -I- -1- -1- -1- -1- -I- -I- -I- -I- -1- -I- -1- -1- -1 L/Elem ICh Slope 11 1 1 SF Ave! HF 1SE Dpth1Froude N1 Norm Dp 1 "N" 1 X-Fall1 ZR IType Ch *********\*********]********l****kk***\k*kkkk**k^k*kk*-k*^****k*-k\k**k***k*i*-k***i,k^**-k*kk**^^ ^ kkk* kkk I I I I I I I I 1 1 I I 1 1971.970^ 367.352 .685 368.037 2.80 4.88 .37 368.41 .00 .72 .93 1.000 .000 .00 1 .0 .700 .0120 .0088 .01 .69 1.09 .63 .013 ' .Oo' .00 'PIPE I I I I I I I I I I 1 1 1 1972.670 367.360 .717 368.077 2.80 4.64 .33 368.41 .00 .72 .90 1 000 000 00 1 0 -I- -I- -I- -I- -1- -I- -1- -1- -1- -1- -1- -I- -1- 1- WALL ENTRANCE I I I I I I I I 1 1 I 1 1 1972.670 367.360 1.249 368.609 2.80 .56 .00 368.61 .00 .25 4.00 8.000 4.000 .00 0 .0 FILE: LineB.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-15-2013 Time:10:15:42 La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate ************************************************************************************************************************** ******** Station L/Elem ********* 1000.000 15.010 1015.010 4.500 1019.510 2.300 1021.810 HYDRAULIC 1021.810 10.320 1032.129 7.326 1039.455 4.548 1044.004 3.231 1047.235 2.475 Invert Elev Ch Slope ********* 329.000 .0113 329.170 .0289 329.300 .4715 330.384 JUMP 330.384 . 4715 335.250 .4715 338.705 .4715 340.849 . 4715 342.373 .4715 Depth (FT) kkkkkkkk 4.200 4.077 3. 973 2.895 .295 .303 ,313 ,323 .335 Water Elev ********* 333.200 333.247 333.272 333.279 330.679 335.553 339.018 341.172 342.708 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel (FPS) Vel Head SF Ave ******* I ******* 3.34 •I- 3.34 •1- 3.34 •1- 3.34 •1- 24 . 04 23.11 •I- 22.04 -1- 21.01 20.03 . 17 . 0032 . 17 . 0037 . 17 . 0032 . 17 8 . 97 .4181 8.30 .3700 7.54 .3230 6.86 .2824 6.23 .2470 Energy Grd.El. HF kkkkkkkkk 333.37 .05 333.42 .02 333.45 .01 333.45 339.65 4.31 343.85 2.71 346.56 1.47 348.03 . 91 348.94 . 61 Super Elev SE Dpth ******* .00 4.20 .00 4.08 .00 3.97 .00 .00 .29 .00 .30 . 00 .31 .00 .32 .00 .34 Critical Depth Froude N ******** . 94 .00 . 94 .00 . 94 . 00 . 94 . 94 9.34 . 94 8.85 . 94 8.29 . 94 7.76 . 94 7 .27 Flow Top Width Norm Dp ******** .00 .77 .00 . 62 .00 .29 . 00 1.19 .29 1.20 .29 1.22 .29 1.23 .29 1.25 .29 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 . 014 1.500 . 013 1.500 1.500 . 013 1. 500 . 013 1.500 .013 1.500 .013 1.500 . 013 Base Wt or I.D. X-Fall ******* .000 . 00 . 000 . 00 .000 . 00 . 000 .000 .00 . 000 . 00 .000 .00 .000 .00 .000 .00 ZL ZR { k k k k . 00 .00 . 00 .00 . 00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE FILE: LineB.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate •l'**-k******k**k*kk*kk*kk**kk*kkk*k**kk*kk*kk**k*k-k*k*-kk-k*-k-k-kkkkkkk*k*kk**kk*-k**-k-kkk********k Date: 7-15-2013 PAGE 2 Time:10:15:42 ******************************* ******TI Station L/Elem ********* 1049.710 1. 968 1051.677 1.614 1053.291 1.347 1054. 638 1.143 1055.781 . 979 1056.759 .847 1057.606 .736 1058.342 . 645 1058.987 .563 Invert Elev Ch Slope ********* 343.540 .4715 344.468 .4715 345.229 .4715 345.864 . 4715 346.403 . 4715 346.864 .4715 347.264 . 4715 347 . 610 . 4715 347.914 .4715 Depth (FT) kkkkkkkk . 346 ,358 .370 . 383 .396 , 410 . 424 .439 , 454 Water Elev ********* 343.886 344.826 345.599 346.247 346.799 347.274 347 . 348.050 348.368 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel (FPS) •1- Vel Head SF Ave ^ k-k k-k-k I ******* 19.10 5.67 -I- .2159 5.15 .1887 4. 68 . 1651 4.26 .1444 3.87 . 1263 3.52 . 1105 3.20 .0967 2.91 , 0847 2.64 .0741 18.21 -1- 17.37 16.56 -1- 15.79 15.05 -1- 14.35 -1- 13.68 13. 05 1- Energy Grd.El. HF ********* 349.55 .42 349.98 .30 350.28 .22 350.50 .17 350.67 .12 350.79 .09 350.89 .07 350.96 .05 351.01 .04 Super Elev SE Dpth ******* . 00 .35 .00 .36 . 00 .37 . 00 .38 . 00 .40 . 00 .41 .00 . 42 . 00 .44 .00 . 45 Critical Depth Froude N ******** . 94 6.81 . 94 6.38 . 94 5. 97 . 94 5.59 . 94 5.23 . 94 4. 90 . 94 4.58 . 94 4.29 . 94 4.01 Flow Top Width Norm Dp ******** 1.26 .29 1.28 .29 1.29 .29 1.31 .29 1.32 .29 1.34 .29 1.35 .29 1. 37 .29 1.38 .29 Height/ Dia.-FT "N" ******* 1.500 . 013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 . 013 Base Wt or I.D. X-Fall ******* . 000 .00 .000 .00 . 000 .00 .000 . 00 . 000 . 00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE FILE: LineB.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate *******************************************************************************************, PAGE 3 Date: 7-15-2013 Time:10:15:42 ****************************** ******** Station L/Elem ********* 1059.550 84.390 1143.940 31.400 1175.340 53.860 1229.200 43.200 1272.400 17.890 1290.290 9.575 1299.865 7.192 1307.057 5.054 1312.112 3.794 Invert Elev Ch Slope ********* 348.180 . 0692 354.022 .0692 356.196 .0692 359. 924 . 0692 362.915 .0692 364.153 .0692 364.816 .0692 365.314 .0692 365.664 .0692 Depth (FT) ******** . 471 .471 , 471 , 471 , 481 ,495 ,510 .528 .547 Water Elev ********* 348.651 354.493 356.667 360.395 363.396 364.648 365.326 365.842 366.211 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave t******I ******* 12.44 1- 12.44 12.44 -1- 12.42 •I- 12.06 11.59 -1- 11.12 1- 10. 60 -I- 10.11 -1- 2.40 .0693 2.40 .0693 2.40 .0691 2.40 . 0662 2.26 .0602 2.08 . 0537 1.92 .0475 1.74 ,0416 1.59 . 0365 Energy Grd.El. HF kkkkkkkkk 351.05 5.84 356.90 2.17 359.07 3.72 362.79 2.86 365.65 1.08 366.73 .51 367.24 .34 367.59 .21 367.80 .14 Super Elev SE Dpth ******* . 00 .47 .00 . 47 .00 . 47 . 00 .47 .25 .73 .00 .50 .00 .51 .00 .53 .00 .55 Critical Depth Froude N ******** . 94 3.76 . 94 3.76 . 94 3.76 . 94 3.75 . 94 3.59 . 94 3.40 . 94 3.21 . 94 3.00 . 94 2.80 Flow Top Width Norm Dp ******** 1.39 . 47 1.39 .47 1.39 .47 1.39 . 47 1.40 .47 1.41 . 47 1.42 .47 1.43 .47 1.44 .47 Height/ Dia.-FT "N" ******* 1.500 . 013 1.500 . 013 1.500 .013 1. 500 . 013 1.500 . 013 1.500 .013 1.500 . 013 1.500 . 013 1.500 . 013 Base Wt or I.D. X-Fall ******* . 000 . 00 .000 . 00 .000 .00 . 000 .00 .000 . 00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE FILE: LineB.WSW Date: 7-15-2013 r***************** WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate 'k-k-k-kkkk-kkkkk-kkkkkk-kkkk-kk-kkkkk-kkkkk-kkkk-kkkkkkk-kkk-kkk-k-k-kkk-kkkk-k-k-kkk-k-kkkkkk-k-kk-k-kkk-k-kk-kkkk-kk-kkkkkkk. Station L/Elem ********* 1315.905 2.984 1318.889 2.361 1321.251 1. 929 1323.180 1.219 1324.399 1.255 1325.654 1.029 1326.682 . 824 1327.506 . 674 1328.180 75.891 Invert Elev Ch Slope ********* 365.926 . 0692 366.133 . 0692 366.296 . 0692 366.430 .0760 366.523 . 0760 366.618 . 0760 366.696 . 0760 366.759 . 0760 366.810 . 0124 Depth (FT) r ****** * , 567 ,587 , 609 , 631 . 650 . 674 , 699 .726 .754 Water Elev ********* 366.493 366.720 366.906 367.061 367.173 367.292 367.395 367.485 367.564 Q (CFS) kkkkkkkkk 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave ****** I ******* 9. 63 •1- ,19 8.76 •1- ,35 8.03 -1- 7. 66 7.30 -1- 6.96 -1- 6. 64 •I- 1.44 .0320 1.31 .0281 1.19 .0247 1.08 . 0254 1. 00 .0226 . 91 . 0198 .83 .0175 .75 , 0154 . 68 ,0124 Energy Grd.El. HF ********* 367.93 .10 368.03 .07 368.10 .05 368.14 .03 368.17 .03 368.20 .02 368.22 .01 368.24 .01 368.25 . 94 Super Elev SE Dpth ******* .00 .57 .00 .59 . 00 . 61 .00 . 63 . 00 . 65 .00 . 67 . 00 .70 .00 .73 . 00 .75 Critical Depth Froude N ******** . 94 2.62 . 94 2.44 . 94 2.28 . 94 2.13 . 94 2.01 . 94 1. 88 . 94 1.75 . 94 1.63 . 94 1.52 Flow Top Width Norm Dp ******** 1.45 .47 1.46 . 47 1.47 . 47 1.48 .48 1.49 .48 1.49 .48 1.50 . 48 1.50 .48 1.50 . 75 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 . 013 1.500 .013 1.500 .014 1.500 .014 1.500 .014 1.500 . 014 1.500 .014 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 . 000 . 00 .000 . 00 . 000 .00 .000 . 00 . 000 .00 .000 .00 .000 . 00 .000 .00 PAGE 4 Time:10:15:42 ***** ******** INo Wth ZL 1Prs/Pip ZR I Type Ch ***** j******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: LineB.WSW ********************* WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate *******************************************************************************j,j,^j. PAGE 5 Date: 7-15-2013 Time:10:15:42 t************** ******^ Station L/Elem ********* 1404.071 46.319 1450.390 7.768 1458.158 17.979 1476.137 7 .787 1483.924 3.890 1487.814 1.836 1489.649 .431 1490.080 WALL 1490.080 Invert Elev Ch Slope ********* 367.752 . 0124 368.327 . 0124 368.424 . 0124 368.647 .0124 368.744 . 0124 368.792 .0124 368.815 . 0124 368.820 ENTRANCE 368.820 Depth (FT) kkkkkkkk ,754 ,765 ,770 ,800 .831 .864 ,899 . 938 1.516 Water Elev ********* 368.506 369.092 369.194 369.447 369.575 369.656 369.714 369.758 370.336 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave ******* I ******* 6. 64 •1- 6. 51 •1- 6.45 -1- 6.15 -I- 5.1 5.59 -I- 5.33 -1- 5. 08 . 97 . 68 .0121 . 66 . 0116 . 65 . 0108 .59 .0095 .53 . 0084 .49 ,0074 .44 , 0066 . 40 .01 Energy Grd.El. HF ********* 369.19 .56 369.75 .09 369.84 .19 370.03 .07 370.11 .03 370.14 .01 370.16 .00 370.16 370.35 Super Elev SE Dpth ******* . 00 .75 .08 . 84 .08 .85 . 07 .87 .06 .89 . 06 . 92 .05 . 95 , 05 ,00 Critical Depth Froude N kkkkkkkk . 94 1.52 . 94 1.48 . 94 1.46 . 94 1.35 . 94 1.26 . 94 1.17 . 94 1.08 . 94 .41 Flow Top Width Norm Dp ******** 1.50 .75 1.50 .75 1.50 .75 1.50 .75 1.49 .75 1.48 .75 1.47 .75 1.45 4.00 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 5.000 Base Wt or I.D. X-Fall ******* .000 . 00 . 000 .00 .000 .00 .000 . 00 . 000 . 00 .000 .00 . 000 . 00 .000 4.000 ZL ZR * * * * * .00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 FILE: LineC.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line C PAGE 1 Date: 7-16-2013 Time: 1:13:45 100-Year Flow Rate **************************************************************^ f************** Station L/Elem ********* 1000.000 41.359 1041.359 HYDRAULIC 1041.359 40.281 1081.640 2.795 1084.435 31.555 1115.990 4.433 1120.423 9.130 1129.553 5.239 1134.792 3.514 Invert Elev Ch Slope kkkkkkkkk 360.030 .0438 361.843 JUMP 361.843 .0438 363.609 . 0438 363.732 . 0438 365.115 .0438 365.309 . 0438 365.710 .0438 365.939 . 0438 Depth (FT) ******** 2.690 1.000 .381 .381 ,381 ,392 .396 ,410 .425 Water Elev ********* 362.720 362.843 362.224 363.990 364.113 365.507 365.705 366.120 366.364 Q (CFS) t-******** 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 Vel Vel (FPS) Head SF Ave k k k k k k k [ k k 2. 93 1- 2.93 •1- 8.36 -1- i.36 8.36 1- 8.05 •1- 7. 94 •I- 7.57 -1- 7.22 1- .13 , 0042 . 13 1.09 , 0438 1.09 .0438 1.09 . 0416 1.01 .0387 . 98 .0356 .89 .0313 .81 .0275 Energy Grd.El. HF ********* 362.85 .17 362.98 363.31 1.77 365.08 .12 365.20 1.31 366.51 .17 366.68 .33 367.01 .16 367.17 .10 Super Elev SE Dpth k k k k k k k .00 2. 69 . 00 . 00 .38 .00 .38 . 00 .38 . 08 . 47 .08 .47 . 07 . 48 .06 .49 ************************* Critical r************* ******** Depth Froude N kkkkkkkk . 65 . 00 . 65 . 65 2.77 . 65 2.77 . 65 2.77 . 65 2 . 62 . 65 2.57 . 65 2.40 . 65 2.24 Flow Top Width Norm Dp ******** .00 .38 . 00 , 97 ,38 , 97 ,38 , 97 .38 . 98 .38 . 98 .38 . 98 .38 . 99 .38 Height/ Dia.-FT "N" k k k k k k k 1. 000 .013 1.000 1. 000 .013 1.000 .013 1. 000 .013 1.000 .013 1.000 .013 1. 000 .013 1.000 .013 Base Wt or I.D. X-Fall ******* . 000 .00 .000 , 000 . 00 . 000 .00 . 000 .00 .000 . 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 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 . 0 PIPE FILE: LineC.WSW kkkkkkkkkkkkkkkkkkkk WSPGW- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1:13:45 La Costa Residential Proposed Conditions - Storm Drain Line C 100-Year Flow Rate ****************************************************************************************************** ******** Station L/Elem kkkkkkkkk 1138.306 2.581 1140.886 1.934 1142.821 1.479 1144.300 1.139 1145.439 .874 1146.313 .660 1146.973 .483 1147.456 .334 1147.790 .205 Invert Elev Ch Slope ********* 366.093 . 0438 366.206 .0438 366.291 . 0438 366.356 .0438 366.406 .0438 366.444 .0438 366.473 . 0438 366.494 .0438 366.509 .0438 Depth (FT) kkkkkkkk . 441 ,457 , 474 .492 .511 ,531 ,552 ,574 ,597 Water Elev kkkkkkkkk 366.534 366.664 366.765 366.848 366.917 366.975 367.025 367.068 367.106 Q (CFS) kkkkkkkkk 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 Vel Vel (FPS) Head SF Ave ****** I ******* 6. 88 -1- 6.56 •I- 6.26 5.96 •1- 5.69 •1- 5.42 5.17 •I- 4. 93 -1- 4.70 •1- .74 .0241 . 67 . 0212 . 61 .0187 .55 .0164 .50 . 0145 .46 . 0128 . 41 .0113 .38 .0100 .34 . 0088 Energy Grd.El. HF ********* 367.27 .06 367.33 .04 367.37 .03 367.40 .02 367.42 .01 367.43 .01 367 . 44 .01 367.45 .00 367.45 .00 Super Elev SE Dpth k k k k k k k ,06 .50 ,05 .51 , 05 .52 ,04 . 54 .04 .55 . 04 .57 .03 .59 .03 . 60 .03 .62 Critical Depth Froude N ******** . 65 2.09 . 65 1.95 . 65 1.82 . 55 1. 69 . 65 1.58 . 65 1.47 . 65 1.36 . 65 1.25 . 65 1.17 Flow Top Width Norm Dp ******** . 99 .38 1.00 .38 1.00 .38 1.00 .38 1.00 .38 1.00 .38 . 99 .38 . 99 .38 . 98 .38 Height/ Dia.-FT "N" ******* 1.000 . 013 1.000 .013 1.000 . 013 1.000 . 013 1. 000 .013 1. 000 .013 1.000 . 013 1.000 . 013 1. 000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 . 000 . 00 .000 .00 .000 .00 .000 .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 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 .00 PIPE FILE: LineC.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 7-16-2013 Time: 1:13:45 La Costa Residential Proposed Conditions - Storm Drain Line C 100-Year Flow Rate ************************************************************************************************************************** ******** 1 Invert I Depth 1 Water 1 Q 1 Vel Vel 1 Energy 1 Super 1 Critical 1 Flow Top 1 Height/1 Base Wt1 INo Wth Station 1 Elev | (FT) 1 Elev 1 (CFS) 1 (FPS) Head 1 Grd.El.1 Elev 1 Depth 1 Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope i 1 1 1 SF Ave 1 HF 1SE Dpth1Froude NlNorm Dp | "N" 1 X-Fall1 ZR IType Ch ********* I *********[******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** j ******** I ******* I ******* I ***** j ******* I I I I 1 1 1 1 I 1 1 1 I 1147.995 366.518 .621 367.139 2.30 4.48 .31 367.45 .02 .55 .97 1.000 .000 .00 1 .0 .045 .0438 .0078 .00 .55 1.09 .38 .013 .00 .00 PIPE I I I I I I 1 1 1 1 ! 1 I 1148.040 365.520 .649 367.169 2.30 4.26 .28 367.45 .02 .65 .95 1.000 .000 .00 1 .0 WALL ENTRANCE I ! 1 I 1 11111111 1148.040 366.520 1.045 357.565 2.30 1.10 .02 367.58 .00 .35 2.00 5.000 2.000 .00 0 .0 FILE: LineD.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D 100-Year Flow Rate **********************************************************************************j PAGE 1 Date: 7-15-2013 Time: 2:39:15 *************************************** Station L/Elem kkkkkkkkk 1000.000 11.058 1011.058 5. 051 1016.110 3. 033 1019.143 2.132 1021.275 1.501 1022.876 1.274 1024.150 1.035 1025.185 .8 62 1026.047 .729 Invert Elev Ch Slope ********* 321.200 .3575 325.154 .3575 325.960 .3575 328.044 .3575 328.806 .3575 329.379 .3575 329.835 .3575 330.204 .3575 330.513 . 3575 Depth (FT) kkkkkkkk ,209 ,215 .222 .230 .237 .246 .254 .253 .272 Water Elev ********* 321.409 325.369 327.182 328.274 329.044 329.625 330.089 330.458 330.785 Q (CFS) ********* 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2. 00 2.00 Vel Vel (FPS) Head SF Ave r****** 1 ******* 16.75 -1- 15.11 15.35 •I- 14. 65 •1- 13.97 13.32 •1- 12.70 •1- 12.11 11.54 •1- 4.36 .3235 4.03 .2854 3.66 .2503 3.33 .2187 3.03 .1912 2.75 . 1674 2.50 .1463 2.28 .1280 2.07 . 1119 Energy Grd.El. HF ********* 325.77 3.58 329.40 1.45 330.85 .76 331.61 .47 332.07 .31 332.38 .21 332.59 .15 332.74 .11 332.85 .08 Super Elev SE Dpth ******* . 00 .21 .00 .22 .00 .22 .00 .23 .00 .24 . 00 .25 .00 .25 . 00 .25 . 00 .27 Critical Depth Froude N kkkkkkkk . 60 7.71 . 50 7 .31 . 60 6.84 . 60 6.41 . 60 5. 00 . 60 5. 52 . 60 5.26 . 60 4. 93 . 60 4 . 51 Flow Top Width Norm Dp ******** .81 .21 .82 .21 .83 .21 . 84 .21 .85 .21 .85 .21 .87 .21 . 88 .21 .89 .21 Height/ Dia.-FT "N" ******* 1.000 .013 1. 000 . 013 1.000 .013 1.000 . 013 1.000 .013 1. 000 . 013 1.000 .013 1.000 . 013 1. 000 . 013 Base Wt or I.D. X-Fall ******* .000 . 00 .000 .00 .000 . 00 .000 .00 .000 . 00 . 000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE FILE: LineD.WSW t******** Station L/Elem t******** 1026.776 . 620 1027.396 .535 1027.931 .451 1028.392 .403 1028.795 .353 1029.148 .307 1029.454 .266 1029.721 .238 1029.958 .203 ********* Invert Elev Ch Slope ********* 330.773 .3575 330.995 .3575 331.186 .3575 331.351 .3575 331.495 .3575 331.621 .3575 331.731 .3575 331.826 .3575 331.911 .3575 WSPGW- CIVILDESIGN Version 14.05 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D 100-Year Flow Rate r**************************************************************li PAGE 2 Date: 7-16-2013 Time: 2:39:15 ************************:^ Depth (FT) ******** .281 .291 ,301 ,312 .323 .334 .346 .359 .371 Water Elev ********* 331.054 331.286 331.487 331.663 331.818 331.955 332.077 332.185 332.282 Q (CFS) ********* 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Vel Vel (FPS) Head SF Ave ******* I ******* 11.00 -I- 1.88 .0979 10.49 1.71 . 0857 10.00 1.55 .0751 9.54 1.41 . 0658 9.09 1.28 . 0575 8.67 1.17 .0505 8.27 1.06 .0443 7.88 .96 . 0388 -1- 7 . 52 ,0340 Energy Grd.El. HF ********* 332.93 .06 333.00 .05 333.04 .03 333.08 .03 333.10 .02 333.12 .02 333.14 .01 333.15 .01 333.16 .01 Super Elev SE Dpth ******* . 00 .28 .00 .29 . 00 .30 . 00 .31 .00 .32 . 00 .33 . 00 .35 .00 .36 . 00 .37 Critical Depth Froude N ******** . 50 4.31 . 60 4 . 04 . 50 3.78 . 60 3.53 . 50 3.31 . 60 3.09 . 60 2.89 . 60 2.70 . 60 2.52 Flow Top Width Norm Dp ******** . 90 .21 . 91 .21 . 92 .21 . 93 .21 . 94 .21 . 94 .21 . 95 .21 . 95 .21 . 97 .21 Height/ Dia.-FT "N" ******* 1.000 .013 1. 000 .013 1.000 . 013 1.000 .013 1. 000 .013 1. 000 . 013 1.000 .013 1.000 .013 1.000 .013 ******** Base Wt or I.D. X-Fall ******* .000 .00 . 000 .00 .000 . 00 .000 .00 . 000 .00 .000 . 00 .000 .00 . 000 .00 .000 .00 r*** ******** ZL ZR r * * * * .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 . 00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE FILE: LineD.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D 100-Year Flow Rate **********************************************************************************! PAGE 3 Date: 7-16-2013 Time: 2:39:15 Station L/Elem ********* 1030.152 . 179 1030.340 . 157 1030.497 . 131 1030.528 . 117 1030.745 .096 1030.841 .082 1030.923 .067 1030.989 . 053 1031.042 Invert Elev Ch Slope kkkkkkkkk 331.984 .3575 332.048 . 3575 332.104 .3575 332.151 .3575 332.192 . 3575 332.227 .3575 332.256 .3575 332.280 .3575 332.299 Depth (FT) kkkkkkkk ,385 ,399 ,413 ,429 ,444 ,461 ,478 ,496 ,515 Water Elev k-******** 332.369 332.447 332.517 332.580 332.635 332.688 332.734 332.776 332.814 Q (CFS) kkkkkkkk-i 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Vel Vel (FPS) Head SF Ave ******* I ******* 7.17 -1- 6. 83 •1- 6.52 -1- 5.21 •1- 5. 92 •1- 5. 65 -1- 5.38 •1- 5.13 4.89 .040 .3575 .80 , 0299 .73 , 0262 . 66 , 0230 . 60 , 0202 .54 ,0178 .50 ,0156 . 45 ,0137 . 41 , 0121 .37 , 0107 Energy Grd.El. HF kkkkkkkkk 333.17 .01 333.17 .00 333.18 .00 333.18 .00 333.18 .00 333.18 .00 333.18 .00 333.19 .00 333.19 .00 Super Elev SE Dpth k k k k k k k . 00 .39 . 00 .40 . 00 .41 . 00 .43 . 00 . 44 .00 .46 .00 .48 .00 .50 .00 .52 ******** Critical Depth Froude N ******** . 60 2.36 . 60 2.20 . 50 2.06 . 60 1. 92 . 50 1.79 . 60 1.67 . 60 1.55 . 60 1.45 . 60 1.35 ******** Flow Top Width Norm Dp ******** . 97 .21 . 98 .21 . 98 .21 . 99 .21 . 99 .21 1.00 .21 1.00 .21 1.00 .21 1.00 .21 t******************* Height/ Dia.-FT "N" ******* 1.000 .013 1.000 .013 1.000 .013 1.000 .013 1.000 . 013 1.000 . 013 1.000 .013 1. 000 .013 1. 000 .013 Base Wt or I.D. X-Fall ******* .000 . 00 .000 .00 .000 . 00 .000 . 00 . 000 .00 . 000 .00 .000 .00 .000 .00 .000 .00 ZL ZR t- * * * .00 .00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 ******** No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: LineD.WSW WSPGW- CIVILDESIGN Version 14.05 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line D 100-Year Flow Rate **********************************************************************************j.*j,j^j,ji..j.j,^ Date: 7-16-2013 PAGE 4 Time: 2:39:15 t-****************************** 1 Invert Station 1 Elev L/Elem ICh Slope ********* I ********* 1 1031.082 332.313 .028 .3575 I 1031.110 332.323 .014 .3575 1031.124 332.328 .006 .3575 1 1031.130 332.330 WALL ENTRANCE 1 1031.130 332.330 Depth (FT) kkkkkkkk ,535 ,555 .579 . 603 , 950 Water Elev ********* 332.848 332.879 332.907 332.933 333.280 Q (CFS) ********* 2.00 2.00 2.00 2.00 2.00 Vel Vel (FPS) Head SF Ave ******* I ******* 4 . 57 1- 4.45 1- 4.24 •I- 4.04 I- 1.05 -I- .34 , 0094 .31 , 0083 .28 ,0073 .25 .02 Energy Grd.El. HF ********* 333.19 .00 333.19 .00 333.19 .00 333.19 333.30 Super Elev SE Dpth ******* ,00 .54 ,00 . 55 ,00 .58 , 00 ,00 Critical Depth Froude N ******** . 50 1.25 . 60 1.17 . 60 1.08 . 60 .31 Flow Top Width Norm Dp ******** 1.00 .21 . 99 .21 . 99 .21 . 98 2.00 Height/ Dia.-FT "N" ******* 1.000 . 013 1.000 . 013 1.000 .013 1. 000 5. 000 Base Wt or I.D. X-Fall ******* . 000 . 00 .000 . 00 .000 .00 . 000 2.000 ZL ZR t * * * . 00 . 00 . 00 .00 .00 .00 .00 .00 ******* No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 APPENDIX D HYDRAULIC ANALYSES Worksheet for Minimum Capacity of 12" HDPE Pipe Project Description Friction Method Solve For Input Data Manning Formula Full Flow Capacity Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft Discharge 2.52 ft^ Results Discharge 2.52 ftVs Normal Depth 1.00 ft Flow Area 0.79 ft= Wetted Perimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width 0.00 ft Critical Depth 0.68 ft Percent Full 100.0 % Critical Slope 0.00770 ft/ft Velocity 3.21 ft/s Velocity Head 0.16 ft Specific Energy 1.16 ft Froude Number 0.00 Maximum Discharge 2.71 ft% Discharge Full 2.52 ft'/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headless 0.00 ft Average End Depth Over Rise 0.00 % 5/26/2013 10:17:55 PM Bentley Systems, Inc. Haestad Methods ScffltHtteiOeWafWIaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Figure 2-5 GRATED INLET ANALYSIS 4 3 (0 Q. a D-15 Operating as Orifice (A =2.4 ft^) Grate Inlets Operating as Orifice D-15 Flow from All Direc ions Grate Inlets Operating as Weir Curb (Pe=3.1 ft) (Pg=4.6 ft) I s "5. = 5 6 7 8 910 20 30 40 50 Grate Inlet Capacity {ftls) Figure 2-5 Capacity of Grate Inlets in Sump Locations San Diego County Drainage Design Manual {July 2005} Page 2-15 Worksheet for Proposed Type F Catch Basin Project Description Solve For Discharge Input Data Headwater Elevation 100.65 ft Crest Elevation 100.00 ft Weir Coefficient 3.00 US Crest Length 3.00 ft Results Discharge 4.67 ft7s Headwater Height Above Crest 0.65 ft Flow Area 1.94 ft^ Velocity 2.41 ft/s Wetted Perimeter 4.29 ft Top Width 3.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 6/5/2008 12:34:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 2009 GREENBOOK SUPPLEMENT Add the following new siabsection: 200-1.7 Selection of Riprap and Filter Blanket Material. TABLE 200-1.7 Per City of Carlsbad, riprap thickness sliall be 3 times ricl< diameter. Velocity (1) Rock Class (2) Rip-Rap Thickness "T" Filter Blanket Upper Layer(s) (3) Filter Blanket Lower Layer (7) Velocity (1) Rock Class (2) Rip-Rap Thickness "T" Option 1 (4A) Option 1 (4B) Option 2 (5) Option 3 (6) Filter Blanket Lower Layer (7) 6-7 ft/sec (2 m/sec) No. 3 Backing 0.6 ft (0.18 m) 3/16" (4.8 mm) — C2 D.G. — 7-8 ft/sec (2.3 m/sec) No. 2 Backing 1.0ft (0.30 m) 1/4" (6.4 mm) — B3 D.G. — 8 - 9.5 ft/sec (2.7 m/sec) Facing 1.4ft (0.43 m) 3/8" (9.5 mm) — — D.G. — 9.5-11 ft/sec (3.1 m/sec) Light 2.0 ft (0.61 m) 1/2" (12.7 mm) — — 3/4"-1-1/2" (28.6 mm) P.iVI.B. — 11-13 ft/sec (3.7 m/sec) %Ton (227 kg) 2.7 ft (0.82 m) 3/4" (19.1 mm) — — 3/4"-1-1/2" (28.6 mm) P.M.B. SAND 13-15 ft/sec (4.3 m/sec) Vi Ton (454 kg) 3.4 ft (1.04 m) 1" (25.4 mm) — — 3/4"-1-1/2" (28.6 mm) P.M.B. SAND 15-17 ft/sec {A.9 m/sec) 1 Ton (907 kg) 4.3 ft (1.31 m) — 1-1/2" (38.1 mm) — TYPEB SAND 17-20 ft/sec (5.6 m/sec) 2 Ton (1,814 kq) 5.4 ft (1.65 m) — 2" (50.8 mm) — TYPEB SAND Table 200-1.7 Notes: See Section 200-1.6. See also TABLE 200-1.6 (A) Practical use of this table is limited to situations where Rip-Rap Thickness "T" is less than inside diameter of the culvert outletting to the energy dissipater. (1) Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater. (2) If desired rip rap and filter blanket class is not available, use next larger class. Light Rock Class = 200 lb. (90 kg) Facing Rock Class = 75 lb. (35 kg) No. 2 Backing Rock Class = 5 lb. (2 kg) No. 3 Backing Rock Class = 1 lb. (0.5 kg) (3) Filter blanket thickness = 1 foot (0.3048 Meter) or "T", whichever is less. (4A) Option 1 shall meet the requirements of Table 200-1.2(A) of the Standard Specifications for Public Works Construction. (4B) Option 1 shall meet the requirements of Table 200-1.4(B) of the Standard Specifications for Public Works Construction. (5) Option 2 shall meet the asphalt concrete requirements of Table 400-4.3(C) of the Standard Specifications for Public Works Construction. (6) D.G. = Disintegrated Granite per Table 200-2.7.2(A) of the Standard Specifications for Public Works Construcfion [0.04" to 0.39" (1mm to 10mm)]. P.M.B. = Processed Miscellaneous Base per Subsection 200-2.5 of the Standard Specifications for Public Works Construcfion. TYPE B = Type B bedding material shall conform to the requirements for Y2' crushed rock or No. 4 concrete aggregate in Subsection 200-1 ("Rock Products"), Table 200-1.2 (A) or 200-1.4(B), of the Standard Specifications for Public Works Construction. FILE: LineBrr.WSW kkkkk-kk-kk-k-k-kk-k-kk-kk-kk WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing ^•k-k-kkk^kkkk-kkk-k-kkkk-kk-k-kk-k-kk-k-kkk-kkk-kkk-kk-kk-k-k-k-k-k-k-kk-k-kkk-kkk-kkkk-kkk-k-kk-kk-k-k-k-k PAGE 1 Date: 7-15-2013 Time:10:17:57 kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Station L/Elem kkkkkkkkk 1000.000 .107 1000.107 2.763 1002.870 2.641 1005.512 2 .532 1008.043 2.424 1010.468 2.317 1012.785 2.225 1015.010 .834 1015.844 1.875 Invert Elev Ch Slope kkkkkkkkk 329.000 . 0113 329.001 . 0113 329.033 .0113 329.062 . 0113 329.091 .0113 329.119 .0113 329.145 . 0113 329.170 . 0289 329.194 .0289 Depth (FT) kkkkkkkk .392 , 391 .378 .365 ,353 342 .330 .320 .315 Water Elev kkkkkkkkk 329.392 329.392 329.411 329.428 329.444 329.461 329.475 329.490 329.509 Q (CFS) kkkkkkkkk 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave k k k k k k | k k k k k k k 16.05 4.00 .1414 16.07 4.01 . 1517 16.85 4.41 . 1734 17.68 4.85 .1983 18.54 5.34 .2269 19.45 5.87 -I- .2596 20.39 6.46 -I- .2970 21.39 7.10 . 3792 21.85 7.41 .4185 Energy Grd.El. HF kkkkkkkk-^ 333.39 .02 333.40 .42 333.82 .46 334.28 .50 334.78 .55 335.33 . 60 335. 93 . 66 336.59 .32 336.92 .78 Super Elev SE Dpth k k k k k k k . 00 . 39 . 00 .39 .00 .38 . 00 .37 . 00 . 35 . 00 . 34 .00 .33 .00 .32 .00 .32 Critical Depth Froude N kkkkkkkk . 94 5.36 . 94 5.36 . 94 5.73 . 94 6.12 . 94 6.53 . 94 6. 98 . 94 7.45 . 94 7 . 96 . 94 8.19 Flow Top Width Norm Dp kkkkkkkk 1.32 .77 1.32 .77 1.30 .77 1.29 .77 1.27 .77 1.26 .77 1.24 .77 1.23 . 62 1.22 . 62 Height/ Dia.-FT "N" * * + :Jr + * * 1.500 . 013 1.500 .013 1.500 . 013 1. 500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .014 1.500 .014 Base Wt or I.D. X-Fall k k k k k k k . 000 .00 .000 . 00 . 000 .00 .000 . 00 .000 . 00 . 000 . 00 .000 .00 .000 .00 . 000 .00 ZL ZR ^kk kk .00 . 00 .00 .00 . 00 . 00 .00 .00 . 00 .00 . 00 .00 .00 . 00 .00 .00 .00 .00 No wth Prs/Pip Type Ch kkkkkkk 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 . 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 PIPE FILE: LineBrr.WSW kkkkkkkkk station L/Elem kkkkkkkkk 1017 .719 1.791 1019.510 12.619 1032.129 7.326 1039.455 4.548 1044.004 3.231 1047.235 2.475 1049.710 1. 968 1051.677 1. 614 1053.291 1.347 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing Date: 7-15-2013 PAGE 2 Time:10:17:57 rkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk:) rkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Invert Elev Ch Slope kkkkkkkkk 329.248 .0289 329.300 . 4715 335.250 .4715 338.705 .4715 340.849 . 4715 342.373 . 4715 343.540 . 4715 344.468 .4715 345.229 .4715 Depth (FT) kkkkkkkk .304 .295 .303 .313 .323 .335 ,346 .358 .370 Water Elev kkkkkkkkk 329.552 329.595 335.553 339.018 341.172 342.708 343.886 344.826 345.599 Q (CFS) kkkkkkkkk 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave k k k k k k | kkkkkkk 22.92 8.16 . 4790 24.04 8.97 . 4181 23.11 8.30 . 3700 22.04 7.54 .3230 21.01 6.86 .2824 20.03 6.23 .2470 19.10 5.67 -I- .2159 18.21 5.15 -I- .1887 17.37 4.68 -I- .1651 Energy Grd.El. HF kkkkkkkkk 337.71 .86 338.57 5.28 343.85 2.71 346.56 1.47 348.03 . 91 348.94 . 61 349.55 .42 349.98 .30 350.28 .22 Super Elev SE Dpth kkkkkkk .00 .30 .00 .29 .00 .30 . 00 .31 .00 .32 .00 .34 .00 .35 .00 .36 .00 .37 Critical Depth Froude N kkkkkkkk . 94 8.74 . 94 9.34 . 94 8 . 85 . 94 8.29 . 94 7.76 . 94 7 .27 . 94 6.81 . 94 6.38 . 94 5. 97 Flow Top Width Norm Dp kkkkkkkk 1.21 . 62 1.19 .29 1.20 .29 1.22 .29 1.23 .29 1.25 .29 1.26 .29 1.28 .29 1.29 .29 Height/ Dia.-FT "N" ****** * 1.500 .014 1.500 . 013 1.500 . 013 1.500 . 013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall kkkkkkk .000 .00 .000 .00 .000 . 00 .000 . 00 .000 . 00 .000 .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 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: LineBrr.WSW Date: 7-15-2013 PAGE 3 Time:10:17:57 i^kkkkkkkkkkkkkkkkkkk-i WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing ^kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Station L/Elem kkkkkkkkk 1054.638 1.143 1055.781 . 979 1056.759 .847 1057.606 .736 1058.342 . 645 1058.987 .563 1059.550 84.390 1143.940 31.400 1175.340 53.860 Invert Elev Ch Slope ********* 345.864 . 4715 346.403 . 4715 346.864 .4715 347.264 .4715 347.610 . 4715 347.914 . 4715 348.180 .0692 354.022 . 0692 356.196 .0692 Depth (FT) kkkkkkkk . 383 . 396 ,410 , 424 .439 .454 .471 . 471 .471 Water Elev kkkkkkkkk 346.247 346.799 347.274 347.688 348.050 348.368 348.651 354.493 356.667 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel (FPS) •I- Vel Head SF Ave r****** I ****** 16.56 •I- 15.79 -I- 15.05 -I- 14.35 -I- 13.68 -I- 13.05 -I- 12 . 44 -I- 12. 44 -I- 12.44 •I- 4.26 . 1444 3. 87 . 1263 3. 52 . 1105 3.20 . 0967 2. 91 .0847 2. 64 .0741 2.40 .0693 2.40 .0693 2.40 .0691 Energy Grd.El. HF (kkkkkkkk 350.50 .17 350.67 .12 350.79 .09 350.89 .07 350.96 .05 351.01 .04 351.05 5.84 356.90 2.17 359.07 3.72 Super Elev SE Dpth ******* . 00 .38 .00 .40 .00 .41 . 00 .42 .00 .44 .00 . 45 .00 . 47 .00 . 47 .00 . 47 Critical Depth Froude N ******** . 94 5.59 . 94 5.23 . 94 4 . 90 . 94 4.58 . 94 4.29 . 94 4.01 . 94 3.76 . 94 3.76 . 94 3.76 Flow Top Width Norm Dp ******** 1.31 .29 1.32 .29 1.34 .29 1.35 .29 1.37 .29 1.38 .29 1.39 .47 1.39 .47 1.39 .47 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1. 500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 Base Wt or I.D. X-Fall kkkkkkk . 000 .00 . 000 .00 .000 .00 .000 . 00 .000 .00 . 000 .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 INo wth Prs/Pip IType Ch kkkkkkk 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE Date: 7-15-2013 FILE: LineBrr.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk-l Station L/Elem kkkkkkkkk 1229.200 43.200 1272.400 17.890 1290.290 9.575 1299.865 7.192 1307.057 5.054 1312.112 3.794 1315.905 2.984 1318.889 2.361 1321.251 1. 929 Invert Elev Ch Slope ********* 359.924 .0692 362.915 . 0692 364.153 .0692 364.816 .0692 365.314 . 0692 365.664 .0692 365.926 .0692 366.133 .0692 366.296 .0692 Depth (FT) kkkkkkkk .All ,481 .495 . 510 ,528 ,547 ,567 .587 , 609 Water Elev ********* 360.395 363.396 364.648 365.326 365.842 366.211 366.493 366.720 366.906 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5.90 5. 90 5.90 Vel Vel (FPS) Head SF Ave kkkkkkk|kkkkkkk 12.42 •I- 12.06 •I- 11.59 •I- 11.12 •I- 10. 60 •I- 10.11 •I- 9. 63 I- 9.19 I- 8.76 I- 2.40 ,0662 2.26 , 0602 2.08 , 0537 1. 92 , 0475 1.74 ,0416 1.59 ,0365 1.44 ,0320 1.31 ,0281 1.19 ,0247 Energy Grd.El. HF kkkkkkkkk 362.79 2.86 365.65 1.08 366.73 .51 367.24 .34 367.59 .21 367.80 .14 367.93 .10 368.03 .07 368.10 .05 Super Elev SE Dpth kkkkkkk . 00 . 47 .25 .73 .00 .50 .00 .51 . 00 .53 . 00 .55 . 00 .57 . 00 .59 .00 . 61 Critical Depth Froude N ******** . 94 3.75 . 94 3.59 . 94 3.40 . 94 3.21 . 94 3.00 . 94 2.80 . 94 2.62 . 94 2.44 . 94 2.28 Flow Top Width Norm Dp ******** 1.39 .47 1.40 .47 1.41 .47 1.42 . 47 1.43 .47 1.44 . 47 1.45 . 47 1.46 .47 1.47 .47 Height/ Dia.-FT "N" kkkkkkk 1.500 .013 1.500 . 013 1.500 . 013 1.500 . 013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 ******* Base Wt or I.D. X-Fall ******* . 000 .00 . 000 . 00 . 000 .00 . 000 . 00 . 000 .00 . 000 .00 . 000 .00 .000 .00 . 000 .00 PAGE 4 Time:10:17:57 kkkkkk kkkkkkkk INo Wth ZL IPrs/Pip ZR I Type Ch ***** I******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: LineBrr.WSW kkkkkkkkkkkkkkkkkkkkkk-t WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing PAGE 5 Date: 7-15-2013 Time:10:17 : 57 rkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk-i rkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Station L/Elem kkkkkkkkk 1323.180 1.219 1324.399 1.255 1325.654 1.029 1326.682 . 824 1327.506 . 674 1328.180 75.891 1404.071 46.319 1450.390 7.768 1458.158 17. 979 Invert Elev Ch Slope ********* 366.430 . 0760 366.523 . 0760 366.618 . 0760 366.696 . 0760 366.759 .0760 366.810 . 0124 367.752 . 0124 368.327 . 0124 368.424 .0124 Depth (FT) t ****** * 631 650 674 , 699 ,726 ,754 .754 .765 .770 Water Elev ********* 367.061 367.173 367.292 367.395 367.485 367.564 368.506 369.092 369.194 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel (FPS) Vel Head SF Ave kkkkkkk[kkkkkkk 8.35 •I- , 03 -I- 7. 66 •I- 7.30 -I- 6.96 -I- 6. 64 6. 64 6.51 6.45 •I- 1.08 .0254 1.00 .0226 . 91 .0198 . 83 .0175 .75 .0154 . 68 . 0124 . 68 . 0121 . 66 . 0116 . 65 .0108 Energy Grd.El. HF ********* 368.14 .03 368.17 .03 368.20 .02 368.22 . 01 368.24 .01 368.25 . 94 369.19 .56 369.75 .09 369.84 .19 Super Elev SE Dpth ******* . 00 . 63 .00 . 65 . 00 . 67 . 00 .70 .00 .73 .00 .75 . 00 .75 . 08 .84 . 08 .85 Critical Depth Froude N ******** . 94 2.13 . 94 2.01 . 94 1.88 . 94 1.75 . 94 1.63 . 94 1.52 . 94 1.52 . 94 1.48 . 94 1.46 Flow Top Width Norm Dp kkkkkkkk 1.48 . 48 1.49 . 48 1.49 .48 1.50 . 48 1.50 .48 1.50 .75 1.50 .75 1.50 .75 1.50 .75 Height/ Dia.-FT "N" ******* 1.500 .014 1.500 .014 1. 500 .014 1.500 .014 1.500 .014 1.500 . 013 1.500 . 013 1.500 . 013 1.500 . 013 Base Wt or I.D. X-Fall kkkkkkk .000 . 00 .000 . 00 .000 .00 .000 . 00 .000 .00 . 000 .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 .0 No wth Prs/Pip Type Ch ******* 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 .0 .0 ,00 PIPE FILE: LineBrr.WSW PAGE 6 Date: 7-15-2013 Time:10:17:57 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line B 100-Year Flow Rate - Assume free outflow for riprap sizing ^kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk I Invert Station | Elev L/Elem |Ch Slope ********* I ********* I 1476.137 368.647 -I- 7.787 .0124 I 1483.924 368.744 -I- 3.890 .0124 I 1487.814 368.792 1.836 .0124 I 1489.649 368.815 .431 .0124 I 1490.080 368.820 WALL ENTRANCE I 1490.080 368.820 -I- Depth (FT) kkkkkkk-* .800 , 831 .864 .899 , 938 1.516 Water Elev ********* 369.447 369.575 369.656 369.714 369.758 370.336 Q (CFS) ********* 5. 90 5. 90 5. 90 5. 90 5. 90 5. 90 Vel Vel (FPS) Head SF Ave kkkkkkk|******* 6.15 •I- 5.86 .59 0095 . 53 0084 5.59 .49 -I- .0074 .44 , 0066 .40 5.33 -I- 5. 08 •I- ,97 .01 Energy Grd.El. HF ********* 370.03 .07 370.11 .03 370.14 .01 370.16 .00 370.16 370.35 Super Elev SE Dpth ******* .07 .87 . 06 . 89 .06 . 92 .05 . 95 .05 . 00 Critical Depth Froude N ******** . 94 1.35 . 94 1.26 . 94 1.17 . 94 1.08 . 94 .41 Flow Top Width Norm Dp ******** 1.50 .75 1.49 .75 1.48 .75 1.47 .75 1.45 4.00 Height/ Dia.-FT "N" ******* 1.500 . 013 1.500 .013 1.500 . 013 1.500 .013 1.500 5.000 Base Wt or I.D. X-Fall ******* .000 . 00 .000 .00 .000 .00 .000 . 00 .000 4.000 ZL ZR * * * * * ,00 ,00 ,00 , 00 .00 .00 .00 .00 .00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 . 0 PIPE 1 .0 0 . 0 FILE: LineCrr.WSW PAGE 1 Date: 7-16-2013 Time: 1:18: 5 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line C 100-Year Flow Rate - Assume free outflow for riprap sizing r********************************************** kkkkkkkk kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk-t rkkkkkkkkkkk-i Station L/Elem ********* 1000.000 81.640 1081.640 2.795 1084.435 31.555 1115.990 4.433 1120.423 9.130 1129.553 5.239 1134.792 3.514 1138.306 2.581 1140.886 1. 934 Invert Elev Ch Slope ********* 360.030 . 0438 363.609 . 0438 363.732 .0438 365.115 .0438 365.309 . 0438 365.710 .0438 365.939 . 0438 366.093 .0438 366.206 . 0438 Depth (FT) kkkkkkkk . 381 ,381 ,381 ,392 .396 ,410 .425 .441 .457 Water Elev kkkkkkkk-i 360.411 363.990 364.113 365.507 365.705 366.120 366.364 366.534 366.664 Q (CFS) ********* 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 Vel (FPS) Vel Head SF Ave ******* I ******* 8.36 •I- 1.36 •I- 8.36 I- ,05 -I- 7. 94 -I- 7.57 7 .22 •I- 6.f 6.56 1.09 . 0438 1.09 .0438 1.09 .0416 1.01 . 0387 . 98 .0356 .89 .0313 . 81 . 0275 .74 .0241 . 67 . 0212 Energy Grd.El. HF ********* 361.50 3.58 365.08 .12 365.20 1.31 366.51 .17 366.68 .33 367.01 .16 367.17 .10 367.27 .06 367.33 .04 Super Elev SE Dpth kkkkkkk .00 .38 . 00 .38 .00 .38 .08 . 47 .08 .47 .07 . 48 .06 .49 . 06 .50 .05 .51 Critical Depth Froude N ******** . 65 2.77 . 65 2.77 . 65 2.77 . 65 2. 62 . 65 2.57 . 65 2.40 . 65 2.24 . 65 2.09 .65 1. 95 Flow Top Width Norm Dp kkkkkkkk . 97 .38 . 97 .38 . 97 .38 . 98 .38 . 98 .38 . 98 .38 . 99 .38 . 99 .38 1. 00 .38 Height/ Dia.-FT "N" ******* 1.000 .013 1. 000 .013 1.000 .013 1.000 .013 1. 000 .013 1.000 .013 1.000 .013 1. 000 .013 1.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 . 000 .00 .000 .00 .000 .00 .000 .00 .000 .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 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 0 0 0 0 0 ,00 PIPE FILE: LineCrr.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line C 100-Year Flow Rate - Assume free outflow for riprap sizing PAGE 2 Date: 7-16-2013 Time: 1:18: 5 kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk-i rkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Station L/Elem ********* 1142.821 1.479 1144.300 1.139 1145.439 .874 1146.313 . 660 1146.973 . 483 1147.456 .334 1147.790 .205 1147.995 . 045 1148.040 Invert Elev Ch Slope ********* 366.291 .0438 366.356 . 0438 366.406 .0438 366.444 . 0438 366.473 . 0438 366.494 .0438 366.509 .0438 366.518 . 0438 366.520 Depth (FT) ******** .474 ,492 .511 ,531 ,552 .574 .597 , 621 , 649 Water Elev ********* 366.765 366.848 366. 917 366.975 367.025 367.068 367.106 367.139 367.169 Q (CFS) ********* 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 Vel Vel (FPS) Head SF Ave *******[******* 6.26 5.96 •I- 5. 69 •I- 5.42 •I- 5.17 •I- 4. 93 •I- 4.70 4.48 -I- 4.26 . 61 .0187 .55 . 0164 .50 .0145 .46 . 0128 .41 .0113 .38 .0100 .34 .0088 .31 .0078 .28 •I- Energy Grd.El. HF ********* 367.37 .03 367.40 .02 367.42 .01 367.43 .01 367.44 .01 367.45 .00 367.45 .00 367.45 .00 367.45 Super Elev SE Dpth ******* .05 .52 .04 .54 .04 .55 .04 .57 .03 .59 .03 . 60 .03 . 62 .02 . 65 .02 Critical Depth Froude N kkkkkkkk . 65 1. 82 . 65 1.69 . 65 1.58 . 65 1.47 . 65 1.36 . 65 1.26 . 65 1.17 . 65 1.09 . 65 Flow Top Width Norm Dp ******** 1. 00 .38 1.00 .38 1.00 .38 1.00 .38 . 99 .38 . 99 .38 . 98 .38 . 97 .38 . 95 Height/ Dia.-FT "N" kkkkkkk 1.000 . 013 1.000 .013 1.000 . 013 1.000 .013 1. 000 .013 1. 000 .013 1.000 .013 1.000 .013 1.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 . 00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR k k k k k . 00 .00 .00 .00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 . 00 .00 No wth Prs/Pip Type Ch ******* 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 . 0 .0 .0 WALL ENTRANCE PAGE 3 Date: 7-16-2013 Time: 1:18: 5 FILE: LineCrr.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING La Costa Residential Proposed Conditions - Storm Drain Line C 100-Year Flow Rate - Assume free outflow for riprap sizing kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Station L/Elem kkkkkkkkk Invert Elev Ch Slope kkkkkkkk-/. Depth (FT) Water Elev kkkkkkkkk Q (CFS) kkkkkkkkk Vel Vel (FPS) Head SF Ave ******* I ******* Energy Grd.El. HF kkkkkkkkk 1148.040 366.520 1.045 367.565 -I- -I- -I- -I- 2.30 1.10 ,02 367.58 •I-I-•I- Super I Critical I Flow Top|Height/|Base Wt| |No Wth Elev I Depth I Width |Dia.-FT|or I.D.| ZL |Prs/Pip -I- -I- -I- -I- -I- -I SE DpthIFroude N|Norm Dp | "N" | X-Fall| ZR IType Ch ******* I ******** I kkkkkkkk | kkkkkkk | kkkkkkk | ***** | kkkkkkk I I I I I I .00 .35 2.00 5.000 2.000 .00 0 .0 -I- -I- -I- -I- -I- I- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7, Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/16/13 La Costa Town Square Final Engineering Proposed Conditions - max flow along one side of Street B 100-Year Flow Rate ********* Hydrology Study Control Information ********** Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 90.000(Ft.) Highest elevation = 384.800(Ft.) Lowest elevation = 383.900(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8* (1.1-C) *distance(Ft. ) ^^.5)/(% slope^(l/3)] TC = [1.8* (1.1-0.5700)* ( 65.000".5)/( 1.000^(1/3)]= 7.69 Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.159(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 32.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 381.900(Ft.) End of street segment elevation = 374.500(Ft.) Length of street segment = 336.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 1.136(CFS) Depth of flow = 0.227(Ft.), Average velocity = 2.249(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.585(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 2.49 min. TC = 10.18 min. Adding area flow to street Rainfall intensity (I) = 4.663(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.663(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.467 Subarea runoff = 2.020(CFS) for 0.770(Ac.) Total runoff = 2.180(CFS) Total area = 0.820(Ac.) Street flow at end of street = 2.180(CFS) Half street flow at end of street = 2.180(CFS) Depth of flow = 0.270(Ft.), Average velocity = 2.592 (Ft/s) Flow width (from curb towards crown)= 8.773(Ft.) End of computations, total study area = 0.820 (Ac.) LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH PROPOSED STORM DRAIN 3.62 AC DRAINAGE BASIN AREA m RATIONAL METHOD NODE NUMBER = 100' 100 PRIVATE STREET B RATIONAL METHOD WORK MAP —1.5'- -n = .01 5 6 7 8 9 10 Discharge (C.F.S.) 20 30 40 50 EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. For 4" curb at minimum street grade of 1.07%, capacity is 3.3 cfs. SOURCE: San Diego County Department of Special District Ser^^ces Design IVIanual FIGURE Gutter and Roadway Discharge - Velocity Chart