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HomeMy WebLinkAboutCT 06-27; Muroya; Drainage Study; 2011-07-14DRAINAGE REPORT FOR CARLSBAD TRACT NO. 06-27 MUROYA July 14, 2011 No. 46548 o 6/30/13 Wayne W. Chang, MS, PE 46548 Chang Civil Engineering ° Hydrology ° Hydraulics ° Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 o LU X O TABLE OF CONTENTS Introduction 1 Hydrologic Analyses 2 Hydraulic Analyses 4 Conclusion 6 APPENDICES A. 100-Year Rational Method Analyses and Supporting Data B. 100-Year Detention Analyses C. 100-Year Hydraulic Analyses for Storm Drains and Ditches D. Curb Inlet, Spillway, and Riprap Sizing MAP POCKET Existing Condition Rational Method Work Map Proposed Condition Rational Method Work Map WSPGW Work Map INTRODUCTION The Carlsbad Tract No 06-27, Muroya, project is a proposed residential subdivision that will consist of 37 detached single-family residences along with associated driveways, sidewalks, landscaping, drainage facilities, and outdoor recreation areas. The development will be constructed within a 20.27 acre parcel along the west side of Black Rail Road at Songbird Avenue. Approximately 9.8 acres of the site will become an open space preserve. A tentative map was approved for the project, and the final engineering design is currently being prepared by Pangaea Land Consultants, Inc. ROAD~~> •"" '• PROJECT CITY OF ENCINITAS CITY OF SAN MARCOS VICINITY MAP NO SCALE Vicinity Map Under pre-project conditions, the site is mostly pervious and covered with vegetation. The northeasterly portion of the site historically supported agricultural uses. The remainder of the site contains undisturbed natural terrain. The site slopes towards the west and southwest. Storm runoff from the northerly portion of the site is collected by an existing storm drain system just beyond the northwest corner of the site along Nightshade Road. Runoff from the remainder of the site flows into an existing storm drain system near the southwesterly corner of the site. There is some minimal run-on from off-site areas to the north. The existing storm drains convey the runoff generally towards the south where it ultimately enters Batiquitos Lagoon. Under post-project conditions, two underground storm drain systems will convey runoff through the site and discharge towards the receiving storm drain systems at the northwest and southwest. A proposed detention basin at the northwest corner of the site will ensure that the peak 100-year runoff from the site will not be increased. The runoff exiting the site will continue to be captured by the existing storm drain systems and conveyed southerly towards Batiquitos Lagoon. Off-site storm drain improvements will be constructed in Black Rail Road. A curb inlet will be installed along the west side of Black Rail Road immediately north of the site entrance opposite Songbird Avenue. A storm drain will connect the proposed curb inlet to an existing storm drain in Black Rail Road approximately 250 feet to the south. In addition, an existing curb inlet is located on the west side of Black Rail Readjust south of the site. This inlet will be reconstructed due to the proposed curb, gutter, and sidewalk improvements along the street. The flow to this inlet will be slightly reduced due to the proposed inlet to the north that reduces the tributary area. The reconstructed inlet will have the same opening size as the existing inlet. This report contains hydrologic and hydraulic analyses for the final engineering design. The analyses include pre- and post-project (existing and proposed condition) 100-year hydrologic analyses, hydraulic analyses of the pipes and associated structures, and engineering analyses for the proposed detention basin. HYDROLOGIC ANALYSES Hydrologic analyses were performed to determine the 100-year flow rates under pre- and post- project 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 2.7 and 4.5 inches, respectively. • Drainage areas: The drainage basins were delineated from the base topography and grading plans by Pangaea Land Consultants, Inc. A small portion of the drainage area at the northwest corner of the study area was delineated from the topography on an as-built grading plan (C.T. No. 98-18, Drawing No. 387-1A). A site investigation was performed to verify the delineations. See the Rational Method Work Map exhibits in the map pocket for the basin boundaries, rational method node numbers, and basin areas. The overall existing condition drainage basin boundary was set equal to the overall proposed condition boundary to allow a comparison of results. • 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 37 detached residential units on just over 7 acres so the Medium Density Residential (7.3 DU/A or less) category was used for the proposed development. • 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 to the north (tributary to the detention basin and existing storm drain in Nightshade Road) and south as well as the small area in Black Rail Road that is tributary to a proposed curb inlet near the site entrance. Drainage Basin North South Black Rail Road Existing Condition Area, ac 2.82 12.90 0.31 Proposed Condition Area, ac 5.52 10.22 0.28 Existing Condition 100- Year Flow Rate, cfs 4.8 16.8 1.8 Proposed Condition 100-Year Flow Rate, cfs 4.5 16.0 1.7 Table 1. Summary of 100-Year Rational Method Results The results indicate that the project will not increase the 100-year flow rates. The on-site flow rate within the north drainage basin will increase over existing conditions, but the detention basin reduces the flow rate leaving the site below existing levels. Even though the impervious area increases, the flow to the south drainage basin does not increase since the tentative map (and, therefore, final engineering) reduces the tributary area of the south drainage basin. The flow rate in Black Rail Road does not increase because the tributary area is slightly reduced by development. A detention basin is proposed at the northwest corner of the site to mitigate the project's 100- year flow increase. In order to perform the detention analysis, the proposed condition rational method results at the detention basin were 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 runoff coefficient were input to the program. The generated hydrograph was then entered into HEC-1 along with the stage-storage and stage-outflow characteristics of the detention basin. The stage- storage relationship for the proposed detention basin was based on the basin grading and determined by the PondPack program. A stage-outflow was calculated using the weir flow analysis in Bentley System's FlowMaster program. The outflow will consist of a Type F catch basin with a modified opening. The flowline of the opening will be set above the hydromodification storage elevation. The weir analyses were performed assuming that the opening will be a 0.9-foot wide weir. The HEC-1 results based on this input is included in Appendix B and shows that the 100-year flow rate will be reduced from 12.1 cfs to 3.3 cfs with a ponded elevation of 323.5 feet. Therefore, the detention basin will attenuate the proposed condition 100-year runoff to slightly below the existing level, which is 3.5 cfs at this location (Existing Condition Rational Method Node 14). Hydrologic analyses were obtained for the flows in Black Rail Road from the 2008 Hydrology Calculations for Seascape (Tentative Map No. CT 05-18) report by CIVCOM & Associats. The 100-year flow rate results from the report were used for the hydraulic analysis of the Black Rail Road storm drain system described in the next section. The Post-Development Condition work map from the report is included in Appendix A. The 100-year flow rates from the CIVCOM report have been added to the map. HYDRAULIC ANALYSES WSPGW analyses (see Appendix C) were performed for the proposed major storm drain lines and laterals. The WSPGW analyses were based on the 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 the map pocket identifies the storm drain lines and stationing. For the off-site storm drain in Black Rail Road, the WSGPW stationing starts at the existing cleanout near the intersection of Black Rail Road and Avena Court (Sheet 4 on as-built Drawing No. 335-5 and Station 15+04.38 on the WSPGW Work Map), extends over 764 feet north along the existing 1 8- and 24-inch RCP storm drain to the junction with the proposed 18-inch RCP storm drain, and then continues to the upstream end of the system at the proposed curb inlet. The proposed 1 8-inch RCP lateral to this system is also analyzed based on the stationing of the lateral. The results indicate that the existing Black Rail Road storm drain system downstream of WSPGW Station 17+50.50 is under open channel flow. The existing Black Rail Road storm drain system upstream of this station as well as the lower portion of the proposed system (to WSPGW Station 24+00.03) is under pressure flow. This is due to a deficiency in the existing pipe between WSPGW Station 17+54.50 and 19+45.23. The entire proposed Black Rail Road system shall be specified with water-tight joints. On-site Storm Drain Lines A and A-l are under minimal pressure flow (0.4 feet maximum over top of pipe). The County of San Diego's Drainage Design Manual (Section\ 3.2.7) specifies water-tight joints if the hydraulic grade line exceeds the top of pipe by more than J 5 feet. Therefore, water-tight joints are h^f required for*Lines A and A- 1 . * The project proposes smaller private storm drains in Private Street A and Private Drives B and C. These will range from 10- to 12-inch PVC pipes. Normal depth analyses were performed for the pipes based on the 1 00-year flow rates. The analyses are included in Appendix C and are labeled according to the Rational Method Node number at each end of the storm drain. The analyses show that the pipes have capacity for the 1 00-year flows. Normal depth analyses were performed for the proposed concrete ditches (Standard Drawing D- 75). The analyses are included in Appendix C and are labeled according to the Rational Method Node number at each end of the storm drain. The analyses show that the ditches have capacity for the 100-year flows. Curb inlet and catch basin sizing have been determined from the 100-year rational method results and are included in Appendix D. For the proposed Type B curb inlets in a sump, the capacity was based the weir equation, which yields a capacity of 1.1 cfs per lineal foot of opening when water is ponded to the top of the opening. For the curb inlet on grade in Black Rail Road, the capacity was determined using the longitudinal street grades and the depth of flow approaching the catch basin. Riprap is proposed at the outlet of the storm drains and ditches. The rock sizing should be based on the outlet velocities from the WSPGW results and the 2009 Regional Supplement to "Greenbook 2006" included in Appendix D. The maximum flow velocity and recommended rock classification for the riprap pads at the end of each storm drain and ditch are listed in Table 2. The City of Carlsbad requires the riprap thickness to be three times the equivalent rock diameter. The diameter of facing class rock is 1 foot so the thickness is 3 feet. Since the outlet for the north basin will discharge onto the emergency spillway, grouted riprap is recommended at this outlet rather than a larger rock size. The riprap pad dimensions shall be based on San Diego Regional Standard Drawing D-40. The outlet from the North Basin will contain a D-41 Concrete Energy Dissipater. The standard drawing provides for facing class riprap at the outlet. Location Entry to North Basin Outlet from North Basin (D-41 Concrete Dissipater) Entry to South Basin Outlet from South Basin D-75 Ditches Flow Velocity, fps 5.7 2.0 5.2 5.2 4.1 to 5.0 Riprap Size Facing (3.0' thick) Facing (3.0' thick) Facing (3.0' thick) Facing (3.0' thick) Facing (3.0 'thick) Filter Blanket 3/8" gravel (!' thick) 3/8" gravel (!' thick) 3/8" gravel (!' thick) 3/8" gravel (!' thick) 3/8" gravel (!' thick) Table 2. Riprap Sizing The detention basin will have an emergency spillway. Normal depth analyses were performed for the spillway using the full 100-year flow rate (12.1 cfs) at the detention basin. The analyses assumed a concrete-lined trapezoidal cross-section with a 4-foot bottom width, 2:1 side slopes, and 2 percent longitudinal slope at the top of the basin as well as a grouted riprap trapezoidal cross-section with a 2-foot bottom width, 2:1 side slopes, and 2:1 longitudinal slope below the top. Analyses were performed for the spillway segment near the top of the basin as well as along the 2:1 slope. The results show that the maximum normal depth will be 0.39 feet and the maximum velocity is 11.4 feet per second. At least 6 inches of freeboard is provided along the spillway. Grouted facing class riprap is recommend since the spillway will be on a 2:1 slope. The bioretention basin at the southerly end of the site will contain an identical emergency spillway. The 100-year flow rate at this basin is 6.3 cfs, which is less than the 12.1 cfs at the detention basin. Consequently, the spillway will be appropriate for the lower flows. CONCLUSION Hydrologic and hydraulic analyses have been performed for final engineering of the Muroya single-family residential project. The analyses were based on grading and improvement plans by Pangaea Land Consultants, Inc. and demonstrate the capacities of the proposed drainage system analyzed herein. The hydrologic 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 proposed detention basin will meet the City of Carlsbad's requirement to attenuate the 100-year flow rate to the pre-project level. An analysis of the downstream receiving storm drain systems is as follows. Table 1 shows that the proposed condition 100-year flow to the existing 24-inch RCP within Nightshade Road is 4.5 cfs. This includes the off-site area that is tributary to the pipe. On the other hand, the as-built drawings (Sheet 30 of Drawing No. 322-2A) show that the pipe was designed for a 100-year flow rate of 19.3 cfs. Table 1 shows that the proposed condition 100-year flow to the existing 36-inch RCP at the southwesterly portion of the site is 16 cfs. On the other hand, the as-built drawings (Sheet 10 of Drawing No. 322-2A) show that the pipe was designed for a 100-year flow rate of 69.4 cfs. Table 1 shows that the 100-year proposed condition flow rate into Black Rail Road will be marginally decreased. Therefore, the project will provide a minimal benefit to the runoff conveyed along Black Rail Road and its storm drain system. APPENDIX A APPENDIX A 100-YEAR RATIONAL METHOD ANALYSES AND SUPPORTING DATA 10,0 9.0 8.0 7.0 6.0 5.0 40 3.0 20 aO "sg fro ^0.9 £0.8 |0.7 0.6 0.5 04 0.3 0.2 0.1 xjX/XMXJV x Xs s K X X . - — I — Sw | ^ ^X£i x N ^> s, s s S S s N Sv O N^l ^x^^^^x1 x SLs XX ss, \ »* x s p!I ^S > ^x > V *S, V, V, s N N, s V •s, - N, s v •s s X, IN ! >s V V > N S 1 S > *» 55Li """" vXxtx : :;:lf;; 1;;;^111XXjN,, >.|'S:xT'i |;\ CtE {:;;:!: v>x ^ ::.,J....ks5«i II <s\ITT , I > ::::::::::: :r:::r::r * — A i l 1 = 7.- 1 = Im P6= 6-j;;|" • D = DI T EQUATION 14 P6 D'0-645 ensity (in/hr) Hour Precipitation (in) iration (min) sl'^t'ii, s^^vXX : X^^xXXSnS^H^ |t;;:|: k is!'! '''*. ! ''^j i i 1'"'> ^x 4 1 '.'.'.'.< ; v i I S s S S. ^ ^ N "X! KV 1 1 i -i t ;;; S^s s S s s s s. s s> s < ^ s ^s s, ^ S ^s ^N ^* > vi X s ' s s ^ S S, s ^ 1s s s S N S S S i IJ, Tji l *v XL s s L PN V\N:W *"\"h i ^3!si""'i IE 1! »(_ i 5 6 7 8 9 10 15 20 30 40 50 1 2 3 4 Minutes Hours Duration i io•1 1"•!''•> % ^•iS' 5.5$.K .™*I:*.! .45I>. 4.0 J ^ '' 2.5" - - ' 1 1 - .- -!i.,....!! -10 5 6 Directk 1)Fror fort Cou in th 2) Adju the app 3) Plot 4) Dra\ 5) This bein Applies a) Sele b)P6 = c) AdJL d)tx = ms for Application: n precipitation maps determine 6 hr and 24 hr amounts ie selected frequency. These maps are included in the nty Hydrology Manual (10, 50, and 100 yr maps included e Design and Procedure Manual). st 6 hr precipitation (if necessary) so that it is within ange of 45% to 65% of the 24 hr precipitation (not icaple to Desert), 6 hr precipitation on the right side of the chart v a line through the point parallel to the plotted lines. line is the intensity-duration curve for the location g analyzed. tlon Form: cted frequency 1 00 year • 2.7 in..p,d= 4.5 .£$-= 60 %<2) 24sted P6(2) = 2.7 jn. min. in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1 965. P6 Duration 5 7 10 15 20 25 30 40 50 60 90 120 150 180 240 300 360 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 I I I I I I I I I I I 2.63 3.95 5.27 6.59 7,90 922 1054 11.86 1317 1449 15.81 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 1.68 2,53 3,37 4.21 5.05 5 90 6.74 7.58 8.42 9.27 10.11 1.30 1.95259 3.24 3894.54 519 5.84 6.49 7.13 7.78 1.08 162 2 15 2.69 323 3.77 431 485 5.39 5.93 6.46 093 1.40 187 233 2 80 3 27 3.73 4.20 4.67 5.13 560 083 1.24 1 66 2.07 249 290 332 3.73 4.15 456 4.98 069 1.03 1-38 172 207 241 2.76 310 3.45 379 413 0.60 0.90 1.19 1.49 1.792.09 2.39 2.69 2.98 3.28 3.58 053 080 106 1.33 159186 2 12 2 39 2.65 2 92 3 18 0.41 0.61 082 1.02 123 143 163 184 2.04 2.25 2.45 0.34 0.51 0.68 085 1.02 1.19 1.36 1.53 170 187 204 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 0.26 0.39 0.52 0.65 0.78 0.91 1 04 1,18 1.31 144 1.57 0.22 0.33 043 0.54 0.650.76 087 0.98 1.08 1.19 1.30 0.19 0.28 0.38 0.47 0,560.66 0.75 0-85 0.94 1.03 1.13 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 3-1 I I I County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Bonn Hot**** (Inchw) P6 = 2.7" SanGIS 303 Mite* I t B I II I I 1 • 3TW County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-24 Houn taopkjviri (Inchon) P24=4.5" DPW cr,¥CSanGIS 303 Mile* Soil Map—San Diego County Area, California 33° 6' 39" 472920 472980 473040 473100 473160 33° 6' 39" I Soil Type D Soil Type D Soil Type D IN A 472920 472980 473040 Map Scale: 1:2,510 if printed on Asfee (8.5" x 11") sheet. 0 20 40 80 120 0 50 100 200 300 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 473160 473220 33° 6' 22" 12/16/2010 Page 1 of 3 Soil Map-San Diego County Area, California MAP Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features \>i Blowout fi?l Borrow Pit ^ Clay Spot • Closed Depression X Gravel Pit Gravelly Spot © Landfill t\ Lava Flow Jj. Marsh or swamp $f Mine or Quarry @ Miscellaneous Water rii Perennial Water v Rock Outcrop -|- Saline Spot Sandy Spot .=- Severely Eroded Spot 0 Sinkhole *) Slide or Slip 0 Sodic Spot 3. Spoil Area Q Stony Spot use Natural Resources "* * Conservation Service LEGEND fy Very Stony Spot f Wet Spot A Other Special Line Features "._ Gully Short Steep Slope s. - Other Political Features 9 Cities Water Features Oceans Streams and Canals Transportation -M-4- Rails P*^" Interstate Highways s-^s US Routes Major Roads >V- Local Roads Web Soil Survey National Cooperative Soil MAP INFORMATION Map Scale: 1:2,510 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1 :24,000. 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 1 1 N 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. 12/16/2010 Survey Page 2 of 3 Soil Map-San Diego County Area, California Map Unit Legend Map Unit Symbol CfB etc CsD LvF3 San Diego County Area, California (CA638) Map Unit Name Chesterton fine sandy loam, 2 to 5 percent slopes Chesterton fine sandy loam, 5 to 9 percent slopes Corralitos loamy sand, 9 to 15 percent slopes Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded Totals for Area of Interest Acres in AOI 17.1 3.5 0.4 12.3 Percent of AOI 51 .3% 10.5% 1 .2% 37.0% 33.3 100.0% Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/16/2010 Page 3 of 3 TENTATIVE MAP TRACT NO. CT 05-18 BLACK RAIL ROAD CITY OF CARLSBAD BLACK RAIL ROAD 1.2.3.CFS / 11.3 CFS (FROM CT 04-01 PLANS GRAPHIC SCAJ..E r- 8D!POST DEVELOPMENT CONDITION CIVCOM a ASSOCIATESS8SO 0&©rlln Orlva, Su?t« 350Son OI*go. Co(l*ornlo 92181(8581 658-94OO Fax: <B58) 65S-9420 FROM CIVCOM AND ASSOCIATES' 2008 REPORT, "HYDROLOGY CALCULATIONS FOR SEASCAPE (TENTATIVE MAP NO. CT 05-18)" EXHIBIT 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: 05/24/11 Muroya Existing Conditions 100-Year Storm Event ********* 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) = 2.700 24 hour precipitation (inches) = 4.500 P6/P24 = 60.0% San Diego hydrology manual 'C' values used 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 = 413.000(Ft.) Highest elevation = 357.000(Ft.) Lowest elevation = 334.000(Ft.) Elevation difference = 23.000(Ft.) Slope = 5.569 % Top of Initial Area Slope adjusted by User to 13.500 % Bottom of Initial Area Slope adjusted by User to 3.700 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.50 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.67 minutes TC = [1.8* (1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)* ( 100.000A.5)/ ( 13.500A (1/3) ]= 5.67 The initial area total distance of 413.00 (Ft.) entered leaves a remaining distance of 313.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.32 minutes for a distance of 313.00 (Ft.) and a slope of 3.70 % with an elevation difference of 11.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 2.320 Minutes Tt=[(11.9*0.0593A3)/ ( 11.58) ]A.385= 2.32 Total initial area Ti = 5.67 minutes from Figure 3-3 formula plus 2.32 minutes from the Figure 3-4 formula = 7.99 minutes Rainfall intensity (I) = 5.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.951(CFS) Total initial stream area = 1.060(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 334.000(Ft.) Downstream point elevation = 309.200(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2.770(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.770(CFS) Depth of flow = 0.370(Ft.), Average velocity = 5.064(Ft/s) Channel flow top width = 2.958(Ft.) Flow Velocity = 5.06(Ft/s) Travel time = 0.79 min. Time of concentration = 8.78 min. Critical depth = 0.496(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.948(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 Rainfall intensity = 4.948(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.714 Subarea runoff = 1.582(CFS) for 0.980(Ac.) Total runoff = 3.533(CFS) Total area = Depth of flow = 0.405(Ft.), Average velocity = Critical depth = 0.547(Ft.) 2.040(Ac.) 5.382(Ft/s) Process from Point/Station 14.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 16.000 4.208(CFS) Upstream point elevation = 309. 200 (Ft.) Downstream point elevation = 306. 000 (Ft.) Channel length thru subarea = 46. 000 (Ft.) Channel base width = 2. 000 (Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.016 Maximum depth of channel = 2. 000 (Ft.) Flow(q) thru subarea = 4.208(CFS) Depth of flow = 0.213(Ft.), Average velocity = 7.466(Ft/s) Channel flow top width = 3. 281 (Ft.) Flow Velocity = 7. 47 (Ft/s) Travel time = 0.10 min. Time of concentration = 8.88 min. Critical depth = 0.414 (Ft.) Adding area flow to channel Rainfall intensity (I) = 4.911(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 = 4.911(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.987 Subarea runoff = 1.314(CFS) for 0.780 (Ac.) Total runoff = 4.847(CFS) Total area = 2.820(Ac.) Depth of flow = 0.231 (Ft.), Average velocity = 7.799(Ft/s) Critical depth = 0.449 (Ft.) 100.0 year storm 100.0 year storm Process from Point/Station 14.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 16.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.820(Ac.) Runoff from this stream = 4.847(CFS) Time of concentration = 8.88 min. Rainfall intensity = 4.911(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 20.000 to Point/Station **** INITIAL AREA EVALUATION **** 22.000 = 268.000(Ft.) 7.052 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 Highest elevation = 354.900(Ft.) Lowest elevation = 336.000(Ft.) Elevation difference = 18.900(Ft.) Slope = INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.05 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.04 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/ (% slope" (1/3)] TC = [1.8* (1.1-0.3500)*( 100.000A.5)/ ( 7.052A (1/3) ]= 7.04 The initial area total distance of 268.00 (Ft.) entered leaves a remaining distance of 168.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.12 minutes for a distance of 168.00 (Ft.) and a slope of 7.05 % with an elevation difference of 11.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.121 Minutes Tt=[(11.9*0.0318A3)/ ( 11.85) ]A.385= 1.12 Total initial area Ti = 7.04 minutes from Figure 3-3 formula plus 1.12 minutes from the Figure 3-4 formula = 8.16 minutes Rainfall intensity (I) = 5.187(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.434(CFS) Total initial stream area = 0.790(Ac.) Process from Point/Station 22.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 24.000 Upstream point elevation = 336.000(Ft.) Downstream point elevation = 326.600(Ft.) Channel length thru subarea = 251.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z1 of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 3.247(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.247(CFS) Depth of flow = 0.181(Ft.), Average velocity = 2.080(Ft/s) Channel flow top width = 12.242(Ft.) Flow Velocity = 2.08(Ft/s) Travel time = 2.01 min. Time of concentration = 10.17 min. Critical depth = 0.184(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.500(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 Rainfall intensity = 4.500(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 1.113 Subarea runoff = 3.574(CFS) for 2.390(Ac.) Total runoff = 5.008(CFS) Total area = 3.180(Ac.) Depth of flow = 0.225(Ft.), Average velocity = 2.345(Ft/s) Critical depth = 0.230(Ft.) Process from Point/Station 24.000 to Point/Station 25.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.600(Ft.) Downstream point elevation = 244.000(Ft.) Channel length thru subarea = 664.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 6.529(CFS) Manning's 'N1 = 0.050 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 6.529(CFS) Depth of flow = 0.186(Ft.), Average velocity = 3.261(Ft/s) Channel flow top width = 11.491(Ft.) 100.0 year storm Flow Velocity = 3.26(Ft/s) Travel time = 3.39 min. Time of concentration = 13.56 min. Critical depth = 0.230(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.737(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 = 3.737(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.139 Subarea runoff = 2.984(CFS) for 2.930(Ac.) Total runoff = 7.992(CFS) Total area = Depth of flow = 0.210(Ft.), Average velocity = Critical depth = 0.262(Ft.) 6.110(Ac.) 3.512(Ft/s) Process from Point/Station 24.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 25.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.110(Ac.) Runoff from this stream = 7.992(CFS) Time of concentration = 13.56 min. Rainfall intensity = 3.737(In/Hr) Process from Point/Station 30.000 to Point/Station **** INITIAL AREA EVALUATION **** 32.000 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 192.000(Ft.) Highest elevation = 343.600(Ft.) Lowest elevation = 331.800(Ft.) Elevation difference = 11.800(Ft.) Slope = 6.146 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.15 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.37 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope"(1/3)] TC = [1.8*(1.1-0.3500)* ( 100.000A.5)/( 6.146"(1/3)]= 7.37 The initial area total distance of 192.00 (Ft.) entered leaves a remaining distance of 92.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 92.00 (Ft.) and a slope of 6.15 % with an elevation difference of 5.65(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.743 Minutes Tt=[ (11.9*0.0174A3)/ ( 5.65)]A.385= 0.74 Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus 0.74 minutes from the Figure 3-4 formula = 8.11 minutes Rainfall intensity (I) = 5.206(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.474(CFS) Total initial stream area = 0.260(Ac.) Process from Point/Station 32.000 to Point/Station 34.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =331.800(FtJ Downstream point elevation = 330.100(Ft.) Channel length thru subarea = 127.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 1.254(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.254(CFS) Depth of flow = 0.171 (Ft.), Average velocity = 1.139(Ft/s) Channel flow top width = 9.853(Ft.) Flow Velocity = 1.14(Ft/s) Travel time = 1.86 min. Time of concentration = 9.97 min. Critical depth = 0.131(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.558(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 Rainfall intensity = 4.558(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.430 Subarea runoff = 1.488(CFS) for 0.970(Ac.) Total runoff = 1.962(CFS) Total area = 1.230(Ac.) Depth of flow = 0.212(Ft.), Average velocity = 1.282(Ft/s) Critical depth = 0.166 (Ft.) Process from Point/Station 34.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 25.000 3.000(Ft.) 656(CFS) 3.656(CFS) 2.733(Ft/s) Upstream point elevation = 330.100(Ft.) Downstream point elevation = 244.000(Ft.) Channel length thru subarea = 610.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N1 = 0.050 Maximum depth of channel = Flow(q) thru subarea = 3. Depth of flow = 0.127(Ft.), Average velocity = Channel flow top width = 11.019(Ft.) Flow Velocity = 2.73(Ft/s) Travel time = 3.72 min. Time of concentration = 13.69 min. Critical depth = 0.158(Ft.) Adding area flow to channel Rainfall intensity (I) = 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 Rainfall intensity = 3.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 1.418 Subarea runoff = 3.303(CFS) for 2.820(Ac.) Total runoff = 5.265(CFS) Total area = 4.050(Ac.) Depth of flow = 0.158(Ft.), Average velocity = 3.133 (Ft/s) Critical depth = 0.199(Ft.) 3.715 (In/Hr) for a 0.000 0.000 0.000 = 1.000 100.0 year storm Process from Point/Station 34.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 25.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.050(Ac.) Runoff from this stream = 5.265(CFS) Time of concentration = 13.69 min. Rainfall intensity = 3.715(In/Hr) Process from Point/Station 40.000 to Point/Station 42.000 **** 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 = 132.000(Ft.) Highest elevation = 338.000(Ft.) Lowest elevation = 323.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 11.364 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.36 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.00 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/ (% slopeA(l/3)] TC = [1.8*(1.1-0.3500)* ( 100.000A.5)/( 11.364A (1/3) ]= 6.00 The initial area total distance of 132.00 (Ft.) entered leaves a remaining distance of 32.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.26 minutes for a distance of 32.00 (Ft.) and a slope of 11.36 % with an elevation difference of 3.64(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.260 Minutes Tt=[ (11.9*0.0061A3)/ ( 3.64)]A.385= 0.26 Total initial area Ti = 6.00 minutes from Figure 3-3 formula plus 0.26 minutes from the Figure 3-4 formula = 6.26 minutes Rainfall intensity (I) = 6.151(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.528(CFS) Total initial stream area = 0.710(Ac.) Process from Point/Station 42.000 to Point/Station 25.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =323.000(Ft.) Downstream point elevation = 244.000(Ft.) Channel length thru subarea = 539.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 3.137(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 3.137(CFS) Depth of flow = 0.171(Ft.), Average velocity = 3.232(Ft/s) Channel flow top width = 6.366(Ft.) Flow Velocity = 3.23(Ft/s) Travel time = 2.78 min. Time of concentration = 9.04 min. Critical depth = 0.217(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.854(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 Rainfall intensity = 4.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.959 Subarea runoff = 3.126(CFS) for 2.030(Ac.) Total runoff = 4.655(CFS) Total area = 2.740(Ac.) Depth of flow = 0.215(Ft.), Average velocity = 3.703(Ft/s) Critical depth = 0.277(Ft.) Process from Point/Station 42.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 2.740(Ac.) Runoff from this stream = 4.655(CFS) Time of concentration = 9.04 min. Rainfall intensity = 4.854(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.992 13.56 3.737 2 5.265 13.69 3.715 3 4.655 9.04 4.854 10 Qmax(1) = 1.000 * 1.000 * 7.992) + 1.000 * 0.991 * 5.265) + 0.770 * 1.000 * 4.655) + = 16.792 Qmax (2) = 0.994 * 1.000 * 7.992) + 1.000 * 1.000 * 5.265) + 0.765 * 1.000 * 4.655) + = 16.772 Qmax(3) = 1.000 * 0.667 * 7.992) + 1.000 * 0.661 * 5.265) + 1.000 * 1.000 * 4.655) + = 13.461 Total of 3 streams to confluence: Flow rates before confluence point: 7.992 5.265 4.655 Maximum flow rates at confluence using above data: 16.792 16.772 13.461 Area of streams before confluence: 6.110 4.050 2.740 Results of confluence: Total flow rate = 16.792(CFS) Time of concentration = 13.565 min. Effective stream area after confluence = 12.900(Ac. Process from Point/Station 25.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.900(Ac.) Runoff from this stream = 16.792(CFS) Time of concentration = 13.56 min. Rainfall intensity = 3.737(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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 80.000(Ft.) 11 Highest elevation = 361.000(Ft.) Lowest elevation = 359.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.50 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.73 minutes TC = [1.8* (1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8700) *( 80.000A.5)/( 2.500A (1/3) ]= 2.73 Calculated TC of 2.728 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.186(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 52.000 to Point/Station SUBAREA FLOW ADDITION **** 54.000 Top of street segment elevation = 359.000 (Ft.) End of street segment elevation = 346.000(Ft.) Length of street segment = 417.000(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 = 12.000(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 = 11.000(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 = Depth of flow = 0.207(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.607(Ft.) Flow velocity = 2.50(Ft/s) 0.965(CFS) 2.502(Ft/s) Travel time = 2.78 min. TC = 5.51 min. Adding area flow to street Rainfall intensity (I) = 6.685(In/Hr) 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 [INDUSTRIAL area type for a 100.0 year storm 12 (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.685(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.270 Subarea runoff = 1.617(CFS) for 0.280(Ac.) Total runoff = 1.803(CFS) Total area = 0.310(Ac.) Street flow at end of street = 1.803(CFS) Half street flow at end of street = 1.803(CFS) Depth of flow = 0.245(Ft.), Average velocity = 2.846(Ft/s) Flow width (from curb towards crown)= 7.499(Ft.) Process from Point/Station 52.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 54.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.310(Ac.) Runoff from this stream = 1.803(CFS) Time of concentration = 5.51 min. Rainfall intensity = 6.685(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 4 16 1 = 1. 1. 0. .847 .792 .803 000 * 000 * 735 * 8 13 5 1. 0. 1. .88 .56 .51 000 * 655 * 000 * 4 16 1 4 3 6 .847) .792) .803) Qmax(2) = 0.761 * 1.000 * 0.559 * Qmax(3) = 1 1 000 000 1.000 1.000 * 1.000 * 1.000 * 0.620 * 0.406 * 1.000 * 4.911 3.737 6.685 4.847) + 16.792) + 1.803) + 4.847) + 16.792) + 1.803) + 17.166 21.488 11.624 Total of 3 main streams to confluence: Flow rates before confluence point: 4.847 16.792 1.803 Maximum flow rates at confluence using above data: 17.166 21.488 11.624 Area of streams before confluence: 13 2.820 12.900 0.310 Results of confluence: Total flow rate = 21.488(CFS) Time of concentration = 13.565 min. Effective stream area after confluence = 16.030(Ac.) End of computations, total study area = 16.030 (Ac.) 14 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: 05/25/11 Muroya Proposed Conditions 100-Year Storm Event ********* 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) = 2.700 24 hour precipitation(inches) = 4.500 P6/P24 = 60.0% San Diego hydrology manual 'C1 values used 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 = 42.000(Ft.) Highest elevation = 357.000(Ft.) Lowest elevation = 340.000(Ft.) Elevation difference = 17.000(Ft.) Slope = 40.476 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 40.48 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.78 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5) /(% slope"(l/3)] TC = [1.8* (1.1-0.5700)*( 100.000A.5)/ ( 40.476"(1/3)]= 2.78 Calculated TC of 2.779 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.203(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 340.000(Ft.) Downstream point elevation = 339.700(Ft.) Channel length thru subarea = 25.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z1 of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.243(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.243(CFS) Depth of flow = 0.076(Ft.), Average velocity = 0.662(Ft/s) Channel flow top width = 8.634(Ft.) Flow Velocity = 0.66(Ft/s) Travel time = 0.63 min. Time of concentration = 3.41 min. Critical depth = 0.059(Ft.) Adding area flow to channel Calculated TC of 3.408 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.040 Subarea runoff = O.OSl(CFS) for 0.020(Ac.) Total runoff = 0.284(CFS) Total area = 0.070(Ac.) Depth of flow = 0.081(Ft.), Average velocity = 0.688(Ft/s) Critical depth = 0.063(Ft.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 16.000 to Point/Station 14.000 Calculated TC of 3.408 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 3.41 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.125 Subarea runoff = 0.608(CFS) for 0.150(Ac.) Total runoff = 0.892(CFS) Total area = 0.220(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION 18.000 to Point/Station 14.000 Calculated TC of 3.408 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 3.41 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.314 Subarea runoff = 1.338(CFS) for 0.330(Ac.) Total runoff = 2.230(CFS) Total area = 0.550(Ac.) Process from Point/Station 14.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 20.000 Upstream point/station elevation = 337. 000 (Ft.) Downstream point/station elevation = Pipe length = 123.00 (Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter Calculated individual pipe flow = Normal flow depth in pipe = 6.74 (In.) Flow top width inside pipe = 7.81 (In.) Critical Depth = 8.02(In.) Pipe flow velocity = 6.29(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 3.73 min. 334.300(Ft.) 0.0220 Manning's N = 0.013 2.230(CFS) 9.00 (In.) 2.230(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 22.000 to Point/Station 20.000 Calculated TC of 3.734 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 3.73 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.462 Subarea runoff = 1.054(CFS) for 0.260(Ac.) Total runoff = 3.284(CFS) Total area = 0.810(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 24.000 to Point/Station 20.000 Calculated TC of 3.734 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 3.73 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.513 Subarea runoff = 0.365(CFS) for 0.090(Ac.) Total runoff = 3.649(CFS) Total area = 0.900(Ac.) Process from Point/Station 20.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 334.300(Ft.) Downstream point/station elevation = 329.200(Ft.) Pipe length = 187.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = 0.0273 Manning's N = 0.013 3.649(CFS) 12.00 (In.) 3.649(CFS) Normal flow depth in pipe = 6.84 (In.) Flow top width inside pipe = 11. 88 (In.) Critical Depth = 9.78(In.) Pipe flow velocity = 7.89(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 4.13 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 28.000 to Point/Station 26.000 Calculated TC of 4.129 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) =7.114(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 = 4.13 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.804 Subarea runoff = 2.068(CFS) for 0.510(Ac.) Total runoff = 5.717(CFS) Total area = 1.410(Ac.) Process from Point/Station 26.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 32.000 Upstream point/station elevation = 329.200(Ft.) Downstream point/station elevation = 323.800(Ft. Pipe length = 248.00(Ft.) Slope = 0.0218 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 8. 37 (In.) Flow top width inside pipe = 14.90 (In.) Critical Depth = 11. 61 (In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 4.64 min. Manning's N = 0.013 5.717(CFS) 15.00 (In.) 5.717 (CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 34.000 to Point/Station 32.000 Calculated TC of 4.638 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 4.64 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.883 Subarea runoff = 0.568(CFS) for 0.140(Ac.) Total runoff = 6.285(CFS) Total area = 1.550(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 36.000 to Point/Station 32.000 Calculated TC of 4.638 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 4.64 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.986 Subarea runoff = 0.730(CFS) for 0.180(Ac.) Total runoff = 7.015(CFS) Total area = 1.730(Ac.) Process from Point/Station 32.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.470(Ft.) Downstream point/station elevation = 323.150(Ft.) Pipe length = 31.66(Ft.) Slope = 0.0101 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Manning's N = 0.013 7.015(CFS) 18.00 (In.) 7.015(CFS) 10.72(In.) 17.67(In.) Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 12.30(In.) Pipe flow velocity = 6.39(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.72 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 40.000 to Point/Station 38.000 Calculated TC of 4.721 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(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 = 4.72 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.094 Subarea runoff = 0.770(CFS) for 0.190(Ac.) Total runoff = 7.785(CFS) Total area = 1.920(Ac.) Process from Point/Station 40.000 **** CONFLUENCE OF MAIN STREAMS **** to Point/Station 38.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.920(Ac.) Runoff from this stream = 7.785(CFS) Time of concentration = 4.72 min. Rainfall intensity = 7.114(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 42.000 to Point/Station **** INITIAL AREA EVALUATION **** 44.000 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = 0.000 0.000 0.000 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 Highest elevation = 340.000 (Ft.) Lowest elevation = 338.100(Ft.) Elevation difference = 1.900(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.90 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8* (1.1-C)*distance(Ft.)A.5)/(% TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.900A(1/3) ]= 6.89 = 100.000(Ft.) Slope = 1.900 6.89 minutes slope" (1/3)] 1.900A(l/3)]= The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 20.00 (Ft.) and a slope of 1.90 % with an elevation difference of 0.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.361 Minutes Tt=[(11.9*0.0038A3)/ ( 0.38)]A.385= 0.36 Total initial area Ti = 6.89 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 7.25 minutes Rainfall intensity (I) = 5.598(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.021(CFS) Total initial stream area = 0.320(Ac.) Process from Point/Station 44.000 to Point/Station 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 338.100(Ft.) End of street segment elevation = 334.700(Ft.) Length of street segment = 171.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 6.000 (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 = 1.577(CFS) Depth of flow = 0.251(Ft.), Average velocity = 2.318(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.804(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 1.23 min. TC = 8.48 min. Adding area flow to street Rainfall intensity (I) = 5.060(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 = 5.060(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.410 Subarea runoff = 1.056(CFS) for 0.400(Ac.) Total runoff = 2.077(CFS) Total area = 0.720(Ac.) Street flow at end of street = 2.077(CFS) Half street flow at end of street = 2.077(CFS) Depth of flow = 0.271(Ft.), Average velocity = 2.464(Ft/s) Flow width (from curb towards crown)= 8.783(Ft.) Process from Point/Station 44.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.720(Ac.) Runoff from this stream = 2.077(CFS) Time of concentration = 8.48 min. Rainfall intensity = 5.060(In/Hr) Process from Point/Station 48.000 to Point/Station 50.000 **** 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 = 348.800(Ft.) Lowest elevation = 343.500(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.30 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.47 minutes TC = [1.8* (1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)* ( 100.000^.5)/( 5.300A(1/3)]= 5.47 Rainfall intensity (I) = 6.712(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.268(CFS) Total initial stream area = 0.070(Ac.) Process from Point/Station 50.000 to Point/Station 46.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 343.500(Ft.) End of street segment elevation = 334.700(Ft.) Length of street segment = 150.000(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 = 12.000(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 = 11.000(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 10 0.629(CFS) 3.052(Ft/s) 100.0 year storm 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 = Depth of flow = 0.168(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 3.673(Ft.) Flow velocity = 3.05(Ft/s) Travel time = 0.82 min. TC = 6.29 min. Adding area flow to street Rainfall intensity (I) = 6.134(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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 6.134(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.177 Subarea runoff = 0.816(CFS) for 0.240(Ac.) Total runoff = 1.084(CFS) Total area = 0.310(Ac.) Street flow at end of street = 1.084(CFS) Half street flow at end of street = 1.084(CFS) Depth of flow = 0.196 (Ft.), Average velocity = 3.307(Ft/s) Flow width (from curb towards crown)= 5.064(Ft.) Process from Point/Station 50.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 46.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.310(Ac.) Runoff from this stream = 1.084(CFS) Time of concentration = 6.29 min. Rainfall intensity = 6.134(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 2.077 1.084 = 1.000 * 0.825 * 8.48 6.29 1.000 * 1.000 * 5.0< 6.1: 2.077) + 1.084) + Qmax(2) = 1.000 * 1.000 * 0.742 * 1.000 * 2.077) + 1.084) + 2.971 2.625 11 Total of 2 streams to confluence: Flow rates before confluence point: 2.077 1.084 Maximum flow rates at confluence using above data: 2.971 2.625 Area of streams before confluence: 0.720 0.310 Results of confluence: Total flow rate = 2.971(CFS) Time of concentration = 8.479 min. Effective stream area after confluence = 1.030(Ac.) Process from Point/Station 46.000 to Point/Station 38.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 334.700 (Ft.) End of street segment elevation = 324.800 (Ft.) Length of street segment = 290.000(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 = 12.000 (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 = 11.000(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 = 4.650(CFS) Depth of flow = 0.314(Ft.), Average velocity = 3.653(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.963(Ft.) Flow velocity = 3.65(Ft/s) Travel time = 1.32 min. TC = 9.80 min. Adding area flow to street Rainfall intensity (I) = 4.608(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 = 4.608(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 12 (Q=KCIA) is C = 0.570 CA = 1.357 Subarea runoff = 3.28KCFS) for 1.350(Ac.) Total runoff = 6.251(CFS) Total area = 2.380(Ac.) Street flow at end of street = 6.251(CFS) Half street flow at end of street = 6.251(CFS) Depth of flow = 0.342(Ft.), Average velocity = 3.916(Ft/s) Flow width (from curb towards crown)= 12.350(Ft.) Process from Point/Station 46.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 38.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 6.251(CFS) Time of concentration = 9.80 min. Rainfall intensity = 4.608(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 7.785 2 6.251 Qmax ( 1 ) = 1.000 * 1.000 * 4.72 9.80 1.000 * 0.482 * 7.1: 4.61 7.785) + 6.251) + Qmax(2) = 0.648 * 1.000 * 1.000 * 1.000 * 7.785) + 6.251) + 10.796 11.294 Total of 2 main streams to confluence: Flow rates before confluence point: 7.785 6.251 Maximum flow rates at confluence using above data: 10.796 11.294 Area of streams before confluence: 1.920 2.380 Results of confluence: Total flow rate = 11.294 (CFS) Time of concentration = 9.803 min. Effective stream area after confluence 4.300(Ac.) Process from Point/Station 38.000 to Point/Station **** PiPEFLOW TRAVEL TIME (Program estimated size) **** 52.000 13 Upstream point/station elevation = 321.810(Ft.) Downstream point/station elevation = 321.080(Ft.) Pipe length = 146.65(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.294(CFS) Nearest computed pipe diameter = 24.00 (In.) Calculated individual pipe flow = 11.294(CFS) Normal flow depth in pipe = 14.91(In.) Flow top width inside pipe = 23.29(In.) Critical Depth = 14.46(In.) Pipe flow velocity = 5.51(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 10.25 min. Process from Point/Station 38.000 to Point/Station 52.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 11.294(CFS) Time of concentration = 10.25 min. Rainfall intensity = 4.478(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 54.000 to Point/Station 56.000 **** 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 = 95.000(Ft.) Highest elevation = 356.500(Ft.) Lowest elevation = 346.500(Ft.) Elevation difference = 10.000(Ft.) Slope = 10.526 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.53 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.35 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope"(1/3)] TC = [1.8* (1.1-0.5700)* ( 100.000A.5)/( 10.526A (1/3) ] = 4.35 14 Calculated TC of 4.353 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = O.OSl(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 56.000 to Point/Station 58.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 346.500(Ft.) Downstream point elevation = 325.000(Ft.) Channel length thru subarea = 429.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.243(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.243(CFS) Depth of flow = 0.094(Ft.), Average velocity = 3.772(Ft/s) Channel flow top width = 0.875 (Ft.) Flow Velocity = 3.77(Ft/s) Travel time = 1.90 min. Time of concentration = 6.25 min. Critical depth = 0.156(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.161(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 = 6.161(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.057 Subarea runoff = 0.270(CFS) for 0.080(Ac.) Total runoff = 0.351(CFS) Total area = 0.100(Ac.) Depth of flow = 0.115(Ft.), Average velocity = 4.204(Ft/s) Critical depth = 0.191(Ft.) Process from Point/Station 56.000 to Point/Station 58.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: 15 In Main Stream number: 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.351(CFS) Time of concentration = 6.25 min. Rainfall intensity = 6.161(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.294 0.351 Qmax(1) = 1.000 * 0.727 * Qmax(2) = 1.000 * 1.000 * 10.25 6.25 1.000 * 1.000 * 0.610 * 1.000 * 4.478 6.161 11.294) + 0.351) + = 11.294) + 0.351) + = 11.550 7.239 Total of 2 main streams to confluence: Flow rates before confluence point: 11.294 0.351 Maximum flow rates at confluence using above data: 11.550 7.239 Area of streams before confluence: 4.300 0.100 Results of confluence: Total flow rate = 11.550 (CFS) Time of concentration = 10.246 min. Effective stream area after confluence =4.400(Ac, Process from Point/Station **** SUBAREA FLOW ADDITION **** 58.000 to Point/Station 60.000 Rainfall intensity (I) = 4.478(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 = 10.25 min. Rainfall intensity = 4.478 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 2.702 16 Subarea runoff = 0.550(CFS) for 0.340(Ac.) Total runoff = 12.100(CFS) Total area = 4.740(Ac.) Process from Point/Station 60.000 to Point/Station 60.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 (I) = 4.477(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 10.25 min. Rain intensity = 4.48(In/Hr) Total area = 4.740(Ac.) Total runoff = 3.300(CFS) Process from Point/Station 60.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.000 (Ft.) Downstream point/station elevation = 308.050(Ft.) Pipe length = 46.89(Ft.) Slope = 0.1909 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.300(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 3.300(CFS) Normal flow depth in pipe = 4.27 (In.) Flow top width inside pipe = 8.99 (In.) Critical depth could not be calculated. Pipe flow velocity = 15.98(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.30 min. Process from Point/Station 62.000 to Point/Station 64.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 308.500(Ft.) Downstream point elevation = 307.000(Ft.) Channel length thru subarea = 16.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Manning's 'N' = 0.016 Maximum depth of channel = 2.000(Ft.) 17 Flow(q) thru subarea = 3.300(CFS) Depth of flow = 0.171(Ft.), Average velocity = 7.657(Ft/s] Channel flow top width = 3.028 (Ft.) Flow Velocity = 7.66(Ft/s) Travel time = 0.03 min. Time of concentration = 10.33 min. Critical depth = 0.363(Ft.) Process from Point/Station 62.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.740(Ac.) Runoff from this stream = 3.300(CFS) Time of concentration = 10.33 min. Rainfall intensity = 4.454(In/Hr) Process from Point/Station 66.000 to Point/Station 64.000 **** 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 = 724.000(Ft.) Highest elevation = 356.000 (Ft.) Lowest elevation = 306.000(Ft.) Elevation difference = 50.000(Ft.) Slope = 6.906 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.91 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.09 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 6.910A(1/3)]= 7.09 The initial area total distance of 724.00 (Ft.) entered leaves a remaining distance of 624.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.10 minutes for a distance of 624.00 (Ft.) and a slope of 6.91 % with an elevation difference of 43.12(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 3.102 Minutes Tt=[ (11.9*0.1182A3)/( 43.12)]A.385= 3.10 18 Total initial area Ti = 7.09 minutes from Figure 3-3 formula plus 3.10 minutes from the Figure 3-4 formula = 10.19 minutes Rainfall intensity (I) = 4.494(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.227(CFS) Total initial stream area = 0.780(Ac.) Process from Point/Station 66.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.780(Ac.) Runoff from this stream = 1.227(CFS) Time of concentration = 10.19 min. Rainfall intensity = 4.494(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 4.454 4.494 3.300) + 1.227) + = 4.516 Qmax(2) = 1.000 * 0.986 * 3.300) + 1.000 * 1.000 * 1.227) + = 4.481 Total of 2 streams to confluence: Flow rates before confluence point: 3.300 1.227 Maximum flow rates at confluence using above data: 4.516 4.481 Area of streams before confluence: 4.740 0.780 Results of confluence: Total flow rate = 4.516 (CFS) Time of concentration = 10.334 min. Effective stream area after confluence = 5.520(Ac.) Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.520(Ac.) 19 1 2 Qmax(l) 3.300 1.227 = 1.000 * 0.991 * 10.33 10.19 1.000 1.000 Runoff from this stream = 4.516(CFS) Time of concentration = 10.33 min. Rainfall intensity = 4.454(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 70.000 to Point/Station **** INITIAL AREA EVALUATION **** 72.000 65.000(Ft.) 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 Highest elevation = 337.100(Ft.) Lowest elevation = 336.450(Ft.) Elevation difference = 0.650(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.)A.5)/(% slope" (1/3)] TC = [1.8* (1.1-0.5700)*{ 65.000".5)/( 1.000A (1/3) ]= 7.69 Rainfall intensity (I) = 5.388(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.246(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 73.000 to Point/Station 72.000 Rainfall intensity (I) = 5.388(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 = 7.69 min. Rainfall intensity = 5.388(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 20 (Q=KCIA) is C = 0.570 CA = 0.234 Subarea runoff = 1.014(CFS) for 0.330(Ac.) Total runoff = 1.259(CFS) Total area = 0.410(Ac.) Process from Point/Station 72.000 to Point/Station 74.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 334.000(Ft.) Downstream point/station elevation = 331.100(Ft.) Pipe length = 69.00(Ft.) Slope = 0.0420 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.259(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 1.259(CFS) Normal flow depth in pipe = 3.80 (In.) Flow top width inside pipe = 8.89 (In.) Critical Depth = 6.20 (In.) Pipe flow velocity = 7.11(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 7.85 min. Process from Point/Station 72.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.410(Ac.) Runoff from this stream = 1.259(CFS) Time of concentration = 7.85 min. Rainfall intensity = 5.317(In/Hr) Process from Point/Station 76.000 to Point/Station 78.000 **** 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 = 65.000(Ft.) Highest elevation = 336.800(Ft.) Lowest elevation = 336.150(Ft.) Elevation difference = 0.650(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) 21 for the top area slope value of 1.00 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = in a development type of 7.69 minutes TC = [1.8* (1.1-C)*distance(Ft.)A.5)/(% slope" (1/3)] TC = [1.8* (1.1-0.5700)*( 65.000".5)/( 1.000A (1/3)]= 7.69 Rainfall intensity (I) = 5.388(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.092(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 79.000 to Point/Station 78.000 Rainfall intensity (I) = 5.388(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 = 7.69 min. Rainfall intensity = 5.388(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.068 Subarea runoff = 0.276(CFS) for 0.090(Ac.) Total runoff = 0.369(CFS) Total area = 0.120(Ac.) Process from Point/Station 78.000 to Point/Station 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 334.000 (Ft.) Downstream point/station elevation = 331.100(Ft.) Pipe length = No. of pipes = 1 38.00 (Ft.) Slope = 0, Required pipe flow = 0763 Manning's N = 0.013 0.369(CFS) Nearest computed pipe diameter = 6.00 (In.) Calculated individual pipe flow = 0.369(CFS) Normal flow depth in pipe = 1.99 (In.) Flow top width inside pipe = 5.65 (In.) Critical Depth = 3.70 (In.) Pipe flow velocity = 6.47(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.79 min. 22 Process from Point/Station 78.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 74.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.120(Ac.) Runoff from this stream = 0.369(CFS) Time of concentration = 7.79 min. Rainfall intensity = 5.345(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1; 1.259 0.369 1.000 * 0.995 * Qmax(2) = 1.000 * 1.000 * 7.85 7.79 1.000 * 1.000 * 0.992 * 1.000 * 5.317 5.345 1.259) + 0.369) + = 1.259) + 0.369) + = 1.626 1.618 Total of 2 streams to confluence: Flow rates before confluence point: 1.259 0.369 Maximum flow rates at confluence using above data: 1.626 1.618 Area of streams before confluence: 0.410 0.120 Results of confluence: Total flow rate = 1.626(CFS) Time of concentration = 7.853 min. Effective stream area after confluence = 0.530(Ac.) Process from Point/Station 74.000 to Point/Station 80.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 318.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = 331.100 (Ft.) 326.620(Ft.) 0.0141 Manning's N = 0.013 1.626(CFS) 9.00(In.) 1.626(CFS) Normal flow depth in pipe = 6.25(In.) Flow top width inside pipe = 8.29(In.) Critical Depth = 7.04(In.) Pipe flow velocity = 4.97(Ft/s) Travel time through pipe = 1.07 min. Time of concentration (TC) = 8.92 min. 23 Process from Point/Station 74.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.626(CFS) Time of concentration = 8.92 min. Rainfall intensity = 4.897(In/Hr) Process from Point/Station 81.000 to Point/Station 82.000 **** 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 = 346.400(Ft.) Lowest elevation = 341.700(Ft.) Elevation difference = 4.700(Ft.) Slope = 4.700 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.70 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.70 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope" (1/3)] TC = [1.8* (1.1-0.5700)*( 100.000A.5)/ ( 4.700^(1/3)]= 5.70 Rainfall intensity (I) = 6.541(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.224(CFS) Total initial stream area = 0.060(Ac.) Process from Point/Station 82.000 to Point/Station 83.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 341.700(Ft.) End of street segment elevation = 329.900 (Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) 24 Distance from crown to crossfall grade break = 6.000(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 = 1.115(CFS) Depth of flow = 0.217 (Ft.), Average velocity = 2.517(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6. 097 (Ft.) Flow velocity = 2.52(Ft/s) Travel time = 2.65 min. TC = 8.34 min. Adding area flow to street Rainfall intensity (I) = 5.113(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 = 5.113 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.405 Subarea runoff = 1.846(CFS) for 0.650(Ac.) Total runoff = 2.069(CFS) Total area = 0.710(Ac.) Street flow at end of street = 2.069(CFS) Half street flow at end of street = 2.069(CFS) Depth of flow = 0.256(Ft.), Average velocity = 2.870(Ft/s) Flow width (from curb towards crown)= 8.060(Ft.) Process from Point/Station 83.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.050(Ft.) Downstream point/station elevation = 325.950(Ft.) Pipe length = 9.68(Ft.) Slope = 0.0103 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.069(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.069(CFS) Normal flow depth in pipe = 6.50(In.) Flow top width inside pipe = 11.96 (In.) Critical Depth = 7.37 (In.) Pipe flow velocity = 4.76(Ft/s) 25 Travel time through pipe = Time of concentration (TC) = 0.03 min. 8.38 min. Process from Point/Station 83.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 80.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.710(Ac.) Runoff from this stream = 2.069(CFS) Time of concentration = 8.38 min. Rainfall intensity = 5.100(In/Hr) Process from Point/Station 84.000 to Point/Station **** INITIAL AREA EVALUATION **** 85.000 95.000(Ft.) 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 = Highest elevation = 336.800(Ft.) Lowest elevation = 335.200 (Ft.) Elevation difference = 1.600(Ft.) Slope = 1.684 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.68 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.17 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)* ( 80.000A.5)/( 1.684A (1/3)]= 7.17 The initial area total distance of 95.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.30 minutes for a distance of 15.00 (Ft.) and a slope of 1.68 % with an elevation difference of 0.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.303 Minutes Tt=[(11.9*0.0028A3)/ ( 0.25)]A.385= 0.30 Total initial area Ti = 7.17 minutes from Figure 3-3 formula plus 0.30 minutes from the Figure 3-4 formula = 7.47 minutes Rainfall intensity (I) = 5.489(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.250(CFS) 26 Total initial stream area = 0.080(Ac.) Process from Point/Station 85.000 to Point/Station 86.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 335.200 (Ft.) End of street segment elevation = 329.900(Ft.) Length of street segment = 294.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 6.000(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 = 1.314(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.144(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.359(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 2.29 min. TC = 9.76 min. Adding area flow to street Rainfall intensity (I) = 4.621(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 = 4.621(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.530 Subarea runoff = 2.199(CFS) for 0.850(Ac.) Total runoff = 2.450(CFS) Total area = 0.930(Ac.) Street flow at end of street = 2.450(CFS) Half street flow at end of street = 2.450(CFS) Depth of flow = 0.287(Ft.), Average velocity = 2.464(Ft/s) Flow width (from curb towards crown)= 9.607 (Ft.) Process from Point/Station 86.000 to Point/Station 80.000 27 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 326.060(Ft.) Downstream point/station elevation = 325.950 (Ft.) Pipe length = 10.83(Ft.) Slope = 0.0102 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 7.28(In.) Flow top width inside pipe = 11.72(In.) Critical Depth = 8.04(In.) Pipe flow velocity = 4.92(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.80 min. Manning's N = 0.013 2.450(CFS) 12.00 (In.) 2.450 (CFS) Process from Point/Station 86.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 80.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.930(Ac.) Runoff from this stream = 2.450(CFS) Time of concentration = 9.80 min. Rainfall intensity = 4.610(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax (I) = 1.626 2.069 2.450 1.000 * 0.960 * 1.000 * Qmax(2) = 1.000 * 1.000 * 1.000 * Qmax(3) = 0.941 * 0.904 * 1.000 * 8.92 8.38 9.80 1.000 * 1.000 * 0. 911 * 0.939 * 1.000 * 0.855 * 1.000 * 1.000 * 1.000 * 4.897 5.100 4.610 1.626) + 2.069) + 2.450) + = 1.626) + 2.069) + 2.450) + = 1.626) + 2.069) + 2.450) + = 5.843 5.691 5.851 Total of 3 streams to confluence: Flow rates before confluence point: 1.626 2.069 2.450 Maximum flow rates at confluence using above data: 5.843 5.691 5.851 28 Area of streams before confluence: 0.530 0.710 0.930 Results of confluence: Total flow rate = 5.85KCFS) Time of concentration = 9.797 min. Effective stream area after confluence =2.170(Ac.) Process from Point/Station 80.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 87.000 Upstream point/station elevation = 325.610(Ft.) Downstream point/station elevation = 325.157(Ft.) Pipe length = 90.69 (Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 12. 05 (In.) Flow top width inside pipe = 16.94 (In.) Critical Depth = 11.21 (In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 10.12 min. 0.0050 Manning's N = 0.013 5.851(CFS) 18.00 (In.) 5.851(CFS) Process from Point/Station 80.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 87.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.170(Ac.) Runoff from this stream = 5.851 (CFS) Time of concentration = 10.12 min. Rainfall intensity = 4.514(In/Hr) Process from Point/Station i **** INITIAL AREA EVALUATION **** .000 to Point/Station 89.000 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 = Highest elevation = 339.000(Ft.) Lowest elevation = 338.200(Ft.) 80.000 (Ft.) 29 Elevation difference = 0.800(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.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 65.000A.5)/( 1. 000A (1/3)] = 7.69 The initial area total distance of 80.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.37 minutes for a distance of 15.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.15(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.370 Minutes Tt=[ (11.9*0.0028A3)/ ( 0.15)]A.385= 0.37 Total initial area Ti = 7.69 minutes from Figure 3-3 formula plus 0.37 minutes from the Figure 3-4 formula = 8.06 minutes Rainfall intensity (I) = 5.228(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.149(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 90.000 to Point/Station 89.000 Rainfall intensity (I) = 5.228(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 = 8.06 min. Rainfall intensity = 5.228(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.103 Subarea runoff = 0.387(CFS) for 0.130(Ac.) Total runoff = 0.536(CFS) Total area = 0.180(Ac.) Process from Point/Station 89.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 91.000 Upstream point/station elevation = 336.000(Ft.) Downstream point/station elevation = 331.000(Ft.) 30 Pipe length = 99.00(Ft.) Slope = 0.0505 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.536(CFS) Nearest computed pipe diameter = 6.00 (In.) Calculated individual pipe flow = 0.536(CFS) Normal flow depth in pipe = 2.73 (In.) Flow top width inside pipe = 5.98 (In.) Critical Depth = 4.48 (In.) Pipe flow velocity = 6.16(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 8.33 min. Process from Point/Station 91.000 to Point/Station 87.000 **** piPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 331.000(Ft.) Downstream point/station elevation = 325.660(Ft.) Pipe length = 152.00 (Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = 0.0351 Manning's N = 0.013 0.536(CFS) 6.00 (In.) 0.536(CFS) Normal flow depth in pipe = 3.04(In.) Flow top width inside pipe = 6.00 (In.) Critical Depth = 4.48 (In.) Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 8.80 min. Process from Point/Station 91.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 87.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.180(Ac.) Runoff from this stream = 0.536(CFS) Time of concentration = 8.80 min. Rainfall intensity = 4.940(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 5.851 2 0.536 Qmax(l) = 1.000 * 0.914 * Qmax(2) = 1.000 * 10.12 8.80 1.000 1.000 0. 4.514 4.940 5.851) + 0.536) + = 5.851) + i.341 31 1.000 1.000 0.536) + =5.623 Total of 2 streams to confluence: Flow rates before confluence point: 5.851 0.536 Maximum flow rates at confluence using above data: 6.341 5.623 Area of streams before confluence: 2.170 0.180 Results of confluence: Total flow rate = 6.341(CFS) Time of concentration = 10.122 min. Effective stream area after confluence = 2.350(Ac. Process from Point/Station 87.000 to Point/Station 92.000 **** piPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 325. 157 (Ft.) Downstream point/station elevation = 325. 000 (Ft.) Pipe length = 31.86(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 12. 87 (In.) Flow top width inside pipe = 16. 25 (In.) Critical Depth = 11. 69 (In.) Pipe flow velocity = 4.69(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.23 min. 0.0049 Manning's N = 0.013 = 6.341(CFS) 18. 00 (In.) 6.341(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION 92.000 to Point/Station 92.000 Rainfall intensity (I) =4.482(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 The area added to the existing stream causes a a lower flow rate of Q = 6.284(CFS) therefore the upstream flow rate of Q = Time of concentration = 10.23 min. Rainfall intensity = 4.482(In/Hr) for a 6.34KCFS) is being used 100.0 year storm Effective runoff coefficient used for total area 32 (Q=KCIA) is C = 0.570 CA = 1.402 Subarea runoff = O.OOO(CFS) for 0.110(Ac.) Total runoff = 6.341(CFS) Total area = 2.460(Ac.) Process from Point/Station 92.000 to Point/Station 93.000 **** piPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 321.000(Ft.) Downstream point/station elevation = 320.850(Ft.) Pipe length = 30.15 (Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = 0.0050 Manning's N = 0.013 6.34KCFS) 18.00 (In.) 6.341 (CFS) 12. 82 (In.) 16. 30 (In.) Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 11. 69 (In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.34 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 94.000 to Point/Station 93.000 Rainfall intensity (I) = 4.452(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 The area added to the existing stream causes a a lower flow rate of Q = 6.289(CFS) therefore the upstream flow rate of Q = Time of concentration = 10.34 min. Rainfall intensity = 4.452(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.567 CA = 1.413 Subarea runoff = 0.000(CFS) for 0.030(Ac. 100.0 year storm 6.341 (CFS) is being used 100.0 year storm Total runoff =6.341(CFS) Total area =2.490(Ac.) Process from Point/Station 93.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 95.000 Upstream point elevation = 320.500 (Ft.) 33 9.858 (CFS) Downstream point elevation = 244.000(Ft.) Channel length thru subarea = 557.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z1 of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.050 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 9.858 (CFS) Depth of flow = 0.231(Ft.), Average velocity = 3.912(Ft/s) Channel flow top width = 11.845(Ft.) Flow Velocity = 3.91(Ft/s) Travel time = 2.37 min. Time of concentration = 12.71 min. Critical depth = 0.297(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.896(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 = 3.896(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.416 CA = 3.415 Subarea runoff = 6.965(CFS) for 5.720(Ac.) Total runoff = 13.305(CFS) Total area = 8.210(Ac.) Depth of flow = 0.275 (Ft.), Average velocity = 4.358(Ft/s) Critical depth = 0.359 (Ft.) 100.0 year storm Process from Point/Station 93.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 95.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.210(Ac.) Runoff from this stream = 13.305 (CFS) Time of concentration = 12.71 min. Rainfall intensity = 3.896(In/Hr) Process from Point/Station 96.000 to Point/Station **** INITIAL AREA EVALUATION **** 97.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 34 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 = 133.000(Ft.) Highest elevation = 336.000 (Ft.) Lowest elevation = 325.000(Ft.) Elevation difference = 11.000 (Ft.) Slope = 8.271 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.27 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope" (1/3)] TC = [1.8*(1.1-0.3500)*( 100.000".5)/ ( 8.271^(1/3)]= 6.68 The initial area total distance of 133.00 (Ft.) entered leaves a remaining distance of 33.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.30 minutes for a distance of 33.00 (Ft.) and a slope of 8.27 % with an elevation difference of 2.73(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.301 Minutes Tt=[(11.9*0.0063*3)/( 2.73)]A.385= 0.30 Total initial area Ti = 6.68 minutes from Figure 3-3 formula plus 0.30 minutes from the Figure 3-4 formula = 6.98 minutes Rainfall intensity (I) = 5.738(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.121(CFS) Total initial stream area = 0.060(Ac.) Process from Point/Station 98.000 to Point/Station 97.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) =5.738(In/Hrjfor a100.0 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 = 6.98 min. Rainfall intensity = 5.738(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.035 Subarea runoff = O.OSO(CFS) for 0.040(Ac.) Total runoff = 0.201(CFS) Total area = 0.100(Ac.) 35 Process from Point/Station 97.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 95.000 1.694(CFS) 3.000(Ft.) ,694(CFS) 2.616(Ft/s] Upstream point elevation = 325.000(Ft.) Downstream point elevation = 244.000 (Ft.) Channel length thru subarea = 540.000 (Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.050 Maximum depth of channel = Flow(q) thru subarea = Depth of flow = 0.118 (Ft.), Average velocity = Channel flow top width = 5.946(Ft.) Flow Velocity = 2.62(Ft/s) Travel time = 3.44 min. Time of concentration = 10.42 min. Critical depth = 0.146(Ft.) Adding area flow to channel Rainfall intensity (I) = 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 Rainfall intensity = 4.431(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.704 Subarea runoff = 2.916(CFS) for 1.910(Ac.) Total runoff = 3.117(CFS) Total area = Depth of flow = 0.169 (Ft.), Average velocity = Critical depth = 0.215(Ft.) 4.431 (In/Hr) for a = 0.000 = 0.000 = 0.000 = 1.000 100.0 year storm 2.010(Ac.) 3.250(Ft/s) Process from Point/Station 97.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 95.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 3.117(CFS) 10.42 min. 4.431(In/Hr) Time of concentration = Rainfall intensity = Summary of stream data: 36 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.305 2 3.117 Qmax(l) = 1.000 * 0.879 * 12.71 10.42 1.000 * 1.000 * 3.8 4.4: 13.305) + 3.117) +16.046 Qmax(2) = 1.000 * 0.819 * 13.305) + 1.000 * 1.000 * 3.117) + = 14.018 Total of 2 streams to confluence: Flow rates before confluence point: 13.305 3.117 Maximum flow rates at confluence using above data: 16.046 14.018 Area of streams before confluence: 8.210 2.010 Results of confluence: Total flow rate = 16.046(CFS) Time of concentration = 12.714 min. Effective stream area after confluence = 10.220(Ac.) Process from Point/Station 95.000 to Point/Station 95.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.220(Ac.) Runoff from this stream = 16.046(CFS) Time of concentration = 12.71 min. Rainfall intensity = 3.896 (In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 100.000 to Point/Station 102.000 **** 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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 80.000(Ft.) 37 Highest elevation = 361.000 (Ft.) Lowest elevation = 359.000 (Ft.) Elevation difference = 2.000(Ft.) Slope = 2.500 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) 2.50 in a development type of 2.73 minutes slope" (1/3)] 2.500" (1/3)] =2.73 for the top area slope value of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% TC = [1.8* (1.1-0.8700)* ( 80.000A.5)/( Calculated TC of 2.728 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.186(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 102.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 104.000 Top of street segment elevation = 359.000 (Ft.) End of street segment elevation = 349.000(Ft.) Length of street segment = 339.000(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 = 12.000(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 = 11.000(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 = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.206 (Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.569 (Ft.) Flow velocity = 2.43(Ft/s) Travel time = 2.33 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 [INDUSTRIAL area type 0.0180 0.0180 0.926(CFS) 2.427(Ft/s) TC =5.06 min. 7.063 (In/Hr) = 0.000 = 0.000 = 0.000 = 1.000 for a 100.0 year storm 38 (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 7.063(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.244 Subarea runoff = 1.535(CFS) for 0.250(Ac.) Total runoff = 1.721(CFS) Total area = 0.280(Ac.) Street flow at end of street = 1.721(CFS) Half street flow at end of street = 1.721(CFS) Depth of flow = 0.244(Ft.), Average velocity = 2.757(Ft/s) Flow width (from curb towards crown)= 7.436(Ft.) Process from Point/Station 102.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 104.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.721(CFS) Time of concentration = 5.06 min. Rainfall intensity = 7.063(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 4.516 16.046 1.721 Qmax(l) = 1 1 Qmax(2) = Qmax(3) = 000 000 0.631 * 0.875 * 1.000 * 0.552 * 1.000 1.000 1.000 10.33 12.71 5.06 0.489 * 0.398 * 1.000 * 4.454 3.896 7.063 1.000 0.813 1.000 1.000 1.000 1.000 * * * * * * 4 16 1 4 16 1 .516) .046) .721) .516) .046) .721) 4.516) + 16.046) + 1.721) + 18.643 20.946 10.311 Total of 3 main streams to confluence: Flow rates before confluence point: 4.516 16.046 1.721 Maximum flow rates at confluence using above data: 18.643 20.946 10.311 Area of streams before confluence: 39 5.520 10.220 0.280 Results of confluence: Total flow rate = 20.946(CFS) Time of concentration = 12.714 min. Effective stream area after confluence = 16.020(Ac.) End of computations, total study area = 20.760 (Ac. 40 APPENDIX B APPENDIX B 100-YEAR DETENTION ANALYSES STAGE-STORAGE Vol ults Table Graph 1 2 3 4 Data Table Elevation (ft) 321.00 322.00 323.00 324.00 Planimeter (ft1) 0.0 0.0 0.0 0.0 Area (acres) 0.125 0.144 0.165 0.186 Al-fA2+sqr (A1*A2) (acres) 0.000 0.403 0.464 0.526 Volume (ac-ft) 0.000 0.134 0.155 0.175 Volume (Total) (ac-ft) 0.000 i 0.134: 0.289: 0.464! Volumes from Bentley PondPack (surface area at each elevation obtained from grading plans - see exhibit on next page) 4' WIDE X T DEEP SPILLW. SYMBOL ELEVATION, FT 321 322 323 324 AREA, AC 0.125 0.144 0.165 0.186 GRAPHIC SCALE 0 20 40 NOTE: 1 'NCH ' 4° THIS EXHIBIT PROVIDES THE SURFACE AREA FOR EACH ELEVATION CONTOUR IN THE DETENTION BASIN. THIS DATA WAS USED TO ESTABLISH THE STAGE-STORAGE RELATIONSHIP FOR THE BASIN (SEE PONDPACK RESULTS). NORTHERLY DETENTION BASIN Project Description Solve For Input Data Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient Crest Length Number Of Contractions Results Discharge Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width Worksheet for Stage-Outflow El. 322' Discharge 322.00 ft 321.90 ft 317.00 ft 3.00 US 0.90 ft 0.08 ft3/s 0.10 ft -4.90 ft 0.09 ft2 0.93 ft/s 1.10 ft 0.90 ft 5/25/2011 7:56:30 PM Bentley Systems, Inc. Haestad Methods SdMttfe£EM»Master V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Worksheet for Stage-Outflow El. 323* Project Description Solve For Input Data Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient Crest Length Number Of Contractions Results Discharge Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width Discharge 323.00 ft 321.90 ft 317.00 ft 3.00 US 0.90 ft 2.35 ft3/s 1.10 ft -4.90 ft 0.99 ft2 2.38 ft/s 3.10 ft 0.90 ft 5/25/2011 7:56:54 PM Bentley Systems, Inc. Haestad Methods SoB<tntte£EhlwMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Worksheet for Stage-Outflow_EL_3241 Project Description Solve For Input Data Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient Crest Length Number Of Contractions Results Discharge Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width Discharge 324.00 ft 321.90 ft 317.00 ft 3.00 US 0.90 ft 4.38 ft3/s 2.10 ft -4.90 ft 1.89 ft2 2.32 ft/s 5.10 ft 0.90 ft 5/25/2011 7:57:10 PM Bentley Systems, Inc. Haestad Methods SoBdirite£EhtarMaster 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 1 * FLOOD HYDROGRAPH PACKAGE (HEC-1) * JUN 1998 * VERSION 4.1 * RUN DATE 23MAY11 TIME 12:49:00 U.S. ARMY CDRPS OF ENGINEERS HYDRQLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 X X XXXXXXX XXXXX X XXX X XXX X XXXXXXX XXXX X XXX X xxx x X X XX X XXXXX X X X X X XXXXXXX XXXXX xxx THIS PROGRAM REPLACES ATI, PREVIOUS VERSIONS OF HEC-1 KNCWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -KTIMP- AND -KTIOR- HAVE CHANGED FRCM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS-.WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 1 8 9 10 *DIAGRAM FREE *** 1 ID MUROYA PROJECT 2 ID NORTH BASIN DETENTION ANALYSIS 3 ID 100-YEAR STOFM EVENT 4 IT 2 01JAN90 1200 200 5 KK BASIN 6 KM RATIONAL METHOD HYDROGRAPH 1 KM 6 HOUR RAINFALL IS 2.7 INCHES 8 KM RATIONAL METHOD WEIGHTED AVERAGE RUNOFF COEFFICIENT IS 0.57 9 KM RATIONAL METHOD TIME OF CONCENTRATION IS 10.25 MINUTES 10 KM RATIONAL METHOD AREA IS 4.74 ACRES 11 BA .0074 12 IN 13 QI 14 QI 15 QI 16 QI 17 QI 18 KK DETAIN 19 20 21 22 23 10 01JAN90 0 0.6 1.2 0.7 0 0.4 0.6 1.5 0.7 0 1155 0.4 0.6 1.7 0.6 0 0.5 0.7 2.4 0.6 0 0.5 0.7 3.7 0.5 0 0.5 0.8 12.1 0.5 0 0.5 0.8 2 0.5 0 0.5 0.9 1.3 0 0 0.5 1 1 0 0.6 1.1 0.9 0 RS SV SQ SE ZZ •^ 0 0 321 STOR 0.134 .08 322 _^ 0.289 2.35 323 0.464 4.38 324 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< ) RETURN OF DIVERTED OR PUMPED FLOW 5 BASIN V V 18 DETAIN (***) RUNOFF ALSO COMPUTED AT THIS LOCATION FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 RUN DATE 23MAY11 TIME 12:49:00 U.S. ARMY CORPS OF ENGINEERS HYDROIOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 MUROYA PROJECT NORTH BASIN DETENTION ANALYSIS 100-YEAR STORM EVENT IT HYDRCGRAPH TIME DATA NMIN 2 IDATE 1JAN90 ITIME 1200 NQ 200 NDDATE 1JAN90 NDTIME 1838 ICENT 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDRCGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 6.63 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT 5 KK BASIN RATIONAL METHOD HYDROGRAPH 6 HOUR RAINFALL IS 2.7 INCHES RATIONAL METHOD WEIGHTED AVERAGE RUNOFF COEFFICIENT IS 0.57 RATIONAL METHOD TIME OF CONCENTRATION IS 10.25 MINUTES RATIONAL METHOD AREA IS 4.74 ACRES 12 IN TIME DATA FOR INPUT TIME SERIES JXMIN 10 TIME INTERVAL IN MINUTES JXDATE 10AN90 STARTING DATE JXTTME 1155 STARTING TIME SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA HYDROGRAPH AT STATION BASIN DA M3S1 HFMN 1 JAN 1200 1 JAN 1202 1 JAN 1204 1 JAN 1206 1 JAN 1208 1 JAN 1210 1 JAN 1212 1 JHN 1214 1 JAN 1216 1 JHN 1218 1 JHN 1220 1 JHN 1222 1 JAN 1224 1 JAN 1226 1 JAN 1228 1 JAN 1230 1 JAN 1232 1 JHN 1234 1 JHN 1236 1 JAN 1238 1 JAN 1240 1 JHN 1242 1 JAN 1244 1 JAN 1246 1 JAN 1248 1 JAN 1250 1 JAN 1252 1 JAN 1254 1 JAN 1256 1 JAN 1258 1 JAN 1300 1 JAN 1302 1 JAN 1304 1 JAN 1306 1 JAN 1308 1 JAN 1310 1 JAN 1312 1 JAN 1314 1 JHN 1316 1 JHN 1318 1 JAN 1320 1 JAN 1322 1 JAN 1324 1 JAN 1326 1 JHN 1328 1 JHN 1330 1 JHN 1332 1 JHN 1334 1 JHN 1336 1 JAN 1338 PEAK FLCW + (CFS) + 11. ORD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 TIME (HR) 4.07 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DA MX HRMN 1 JAN 1340 1 JAN 1342 1 JAN 1344 1 JAN 1346 1 JAN 1348 1 JHN 1350 1 JAN 1352 1 JAN 1354 1 JAN 1356 1 JAN 1358 1 JAN 1400 1 JAN 1402 1 JAN 1404 1 JAN 1406 1 JAN 1408 1 JAN 1410 1 JAN 1412 1 JAN 1414 1 JHN 1416 1 JHN 1418 1 JAN 1420 1 JAN 1422 1 JAN 1424 1 JAN 1426 1 JAN 1428 1 JAN 1430 1 JAN 1432 1 JAN 1434 1 JAN 1436 1 JAN 1438 1 JAN 1440 1 JAN 1442 1 JAN 1444 1 JAN 1446 1 JHN 1448 1 JHN 1450 1 JAN 1452 1 JAN 1454 1 JAN 1456 1 JAN 1458 1 JHN 1500 1 JHN 1502 1 JAN 1504 1 JAN 1506 1 JAN 1508 1 JAN 1510 1 JMSI 1512 1 JHN 1514 1 JAN 1516 1 JAN 1518 ORD 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 FLOW 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1 . 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DH MON HRMN 1 JAN 1520 1 JAN 1522 1 JAN 1524 1 JAN 1526 1 JAN 1528 1 JAN 1530 1 JAN 1532 1 JAN 1534 1 JAN 1536 1 JHN 1538 1 JHN 1540 1 JHN 1542 1 JAN 1544 1 JAN 1546 1 JHN 1548 1 JHN 1550 1 JHN 1552 1 JHN 1554 1 JAN 1556 1 JAN 1558 1 JAN 1600 1 JAN 1602 1 JAN 1604 1 JHN 1606 1 JHN 1608 1 JHN 1610 1 JAN 1612 1 JAN 1614 1 JAN 1616 1 JAN 1618 1 JAN 1620 1 JAN 1622 1 JAN 1624 1 JAN 1626 1 JAN 1628 1 JAN 1630 1 JHN 1632 1 JHN 1634 1 JHN 1636 1 JHN 1638 1 JHN 1640 1 JAN 1642 1 JAN 1644 1 JAN 1646 I JAN 1648 1 JHN 1650 1 JHN 1652 1 JAN 1654 1 JAN 1656 1 JAN 1658 ORD 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 FLOW * 1. * 1. * 1. * 2. * 2. * 2. * 2. * 2 . * 2. * 2. * 2. * 2. * 2. * 3. * 3. * 3. * 3. * 4. * 5. * 6. * 8. * 10. * 11. * 11. * 9. * 7. * 5. * 3. * 2. * 2. * 2. * 2. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * DA MM HFMN 1 JAN 1700 1 JAN 1702 1 JHN 1704 1 JAN 1706 1 JAN 1708 1 JAN 1710 1 JAN 1712 1 JAN 1714 1 JAN 1716 1 JAN 1718 1 JAN 1720 1 JAN 1722 1 JHN 1724 1 JHN 1726 1 JHN 1728 1 JHN 1730 1 JAN 1732 1 JHN 1734 1 JHN 1736 1 JHN 1738 1 JHN 1740 1 JAN 1742 1 JAN 1744 1 JAN 1746 1 JAN 1748 1 JAN 1750 1 JAN 1752 1 JHN 1754 1 JAN 1756 1 JHN 1758 1 JAN 1800 1 JAN 1802 1 JAN 1804 1 JAN 1806 1 JAN 1808 1 JAN 1810 1 JHN 1812 1 JAN 1814 1 JHN 1816 1 JAN 1818 1 JAN 1820 1 JAN 1822 1 JAN 1824 1 JAN 1826 1 JAN 1828 1 JAN 1830 1 JAN 1832 1 JAN 1834 1 JAN 1836 1 JHN 1838 ORD 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 FLCW 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. I. I. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXMM AVERAGE FLOW (CFS) (ITCHES) (AC-FT) 6-HR 1. 1.535 1. 24-HR 1. 1.537 1. 72-HR 1. 1.537 1. 6.63-HR 1. 1.537 1. CUMULATIVE AREA =.01 SQ MI 18 KK DETAIN HYDRQ3RAPH ROUTING DATA 19 RS 20 SV 21 SQ 22 SE STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE DISCHARGE FT STATION 1 STOR -1.00 .00 .0 0. 321.00 NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION WORKING R AND D COEFFICIENT .1 .3 .5 0. 2. 4. 322.00 323.00 324.00 HYDROGRAPH AT STATION DETAIN DA MON HRMN 1 JAN 1200 1 JAN 1202 1 OAN 1204 1 JAN 1206 1 OAN 1208 1 JAN 1210 1 JAN 1212 1 JAN 1214 1 JAN 1216 1 JAN 1218 1 JAN 1220 1 JAN 1222 I JAN 1224 1 JAN 1226 1 JAN 1228 1 JAN 1230 1 JAN 1232 1 JAN 1234 1 JAN 1236 1 JAN 1238 1 JAN 1240 1 JAN 1242 1 JAN 1244 1 JAN 1246 1 JAN 1248 1 JAN 1250 1 JAN 1252 1 JAN 1254 1 JAN 1256 1 JAN 1258 1 JAN 1300 1 JAN 1302 1 JAN 1304 1 JAN 1306 1 JAN 1308 1 JAN 1310 1 JAN 1312 1 JAN 1314 1 JAN 1316 ORD OUTFLOW STORAGE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 STAGE 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.1 322.2 * DA UN HRMN ORD OUTFLOW STORAGE * * * * * * * * * * * * * * Tt * * * * * * * * * * * * * * * * * * * * * * * * 1 JAN 1414 68 1 JAN 1416 69 1 JAN 1418 70 1 JAN 1420 71 1 JAN 1422 72 1 JAN 1424 73 1 JAN 1426 74 1 JAN 1428 75 1 JAN 1430 76 1 JAN 1432 77 1 JAN 1434 78 1 JAN 1436 79 1 JAN 1438 80 1 JAN 1440 81 1 JAN 1442 82 1 JAN 1444 83 1 JAN 1446 84 1 JAN 1448 85 1 JAN 1450 86 1 JAN 1452 87 1 JAN 1454 88 1 JAN 1456 89 1 JAN 1458 90 1 JAN 1500 91 1 JAN 1502 92 1 JAN 1504 93 1 JAN 1506 94 1 JAN 1508 95 1 JAN 1510 96 1 JAN 1512 97 1 JAN 1514 98 1 JAN 1516 99 1 JAN 1518 100 1 JAN 1520 101 1 JAN 1522 102 1 JAN 1524 103 1 JAN 1526 104 1 JAN 1528 105 1 JAN 1530 106 1. 1. 1. 1 . 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. ]_ 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. I. 1. 1. 1. 1. 1. 1. 1. .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 STAGE * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.2 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.3 * 322.4 * 322.4 * 322.4 * 322.4 * 322.4 * 322.4 * 322.4 * DA MON HRMN ORD OUTFLOW STORAGE 1 JAN 1628 135 1 JAN 1630 136 1 JAN 1632 137 1 JAN 1634 138 1 JAN 1636 139 1 JAN 1638 140 1 JAN 1640 141 1 JAN 1642 142 1 JAN 1644 143 1 JAN 1646 144 1 JAN 1648 145 1 JAN 1650 146 1 JAN 1652 147 1 JAN 1654 148 1 JAN 1656 149 1 JAN 1658 150 1 JAN 1700 151 1 JAN 1702 152 1 JAN 1704 153 1 JAN 1706 154 1 JAN 1708 155 1 JAN 1710 156 1 JAN 1712 157 1 JAN 1714 158 1 JAN 1716 159 1 JAN 1718 160 1 JAN 1720 161 1 JAN 1722 162 1 JAN 1724 163 1 JAN 1726 164 1 JAN 1728 165 1 JAN 1730 166 1 JAN 1732 167 1 JAN 1734 168 1 JAN 1736 169 1 JAN 1738 170 1 JAN 1740 171 1 JAN 1742 172 1 JAN 1744 173 3. 3. 3. 3. 3. 3. 3. 3. 3. 2 . 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 STAGE 323.3 323.3 323.3 323.2 323.2 323.2 323.1 323.1 323.1 323.1 323.0 323.0 323.0 323.0 322.9 322.9 322.9 322.9 322.8 322.8 322.8 322.8 322.7 322.7 322.7 322.7 322.7 322.7 322.6 322.6 322.6 322.6 322.6 322.6 322.5 322.5 322.5 322.5 322.5 1 JAN 1318 1 JAN 1320 1 JAN 1322 1 JAN 1324 1 JAN 1326 1 JAN 1328 1 JAN 1330 1 JAN 1332 1 JAN 1334 1 JAN 1336 1 JAN 1338 1 JAN 1340 1 JAN 1342 1 JAN 1344 1 JAN 1346 1 JAN 1348 1 JAN 1350 1 JAN 1352 1 JAN 1354 1 JAN 1356 1 JAN 1358 1 JAN 1400 1 JAN 1402 1 JAN 1404 1 JAN 1406 1 JAN 1408 1 JAN 1410 I JAN 1412 PEAK FIDW (CFS) 3. 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 TIME (HR) 4.23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 1, 1. 1. 1. 1. 1. 1. 1. 1. 1. (CFS) (INCHES) (AC-FI) .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 6-HR 1. 1.457 1. * 1 JAN 1532 107 * 1 JAN 1534 108 * 1 JAN 1536 109 * 1 JAN 1538 110 * 1 JAN 1540 111 * 1 JAN 1542 112 * 1 JAN 1544 113 * 1 JAN 1546 114 * 1 JAN 1548 115 * 1 JAN 1550 116 * 1 JAN 1552 117 * 1 JAN 1554 118 * 1 JAN 1556 119 * 1 JAN 1558 120 * 1 JAN 1600 121 * 1 JAN 1602 122 * 1 JAN 1604 123 * 1 JAN 1606 124 * 1 JAN 1608 125 * 1 JAN 1610 126 * 1 JAN 1612 127 * 1 JAN 1614 128 * 1 JAN 1616 129 * 1 JAN 1618 130 * 1 JAN 1620 131 * 1 JAN 1622 132 * 1 JAN 1624 133 * 1 JAN 1626 134 MAXIMM AVERAGE FLOW 24-HR 72-HR 1. 1. 1.491 1.491 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 2. 2. 2. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .3 .3 .3 .3 .3 .3 .4 .4 .4 .4 .4 .4 .4 .4 .3 6.63-HR 1. 1.491 1. 322.4 * 322.4 * 322.4 * 322.5 * 322.5 * 322.5 * 322.5 * 322.5 * 322.5 * 322.6 * 322.6 * 322.6 * 322.7 * 322.8 * 322.8 * 323.0 * 323.1 * 323.2 * 323.3 * 323.4 * 323.5 * 323.5 * 323.5 * 323.4 * 323.4 * 323.4 * 323.4 * 323.3 * 1 JAN 1746 174 1 JAN 1748 175 1 JAN 1750 176 1 JAN 1752 177 1 JAN 1754 178 1 JAN 1756 179 1 JAN 1758 180 1 JAN 1800 181 1 JAN 1802 182 1 JAN 1804 183 1 JAN 1806 184 1 JAN 1808 185 1 JAN 1810 186 1 JAN 1812 187 1 JAN 1814 188 1 JAN 1816 189 1 JAN 1818 190 1 JAN 1820 191 1 JAN 1822 192 1 JAN 1824 193 1 JAN 1826 194 1 JAN 1828 195 1 JAN 1830 196 1 JAN 1832 197 1 JAN 1834 198 1 JAN 1836 199 1 JAN 1838 200 1. 1. 1. 1. 1. 1. 1. ^1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 322.5 322.5 322.5 322.4 322.4 322.4 322.4 322.4 322.4 322.4 322.4 322.3 322.3 322.3 322.3 322.3 322.3 322.3 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 322.2 PEAK STORAGE TIME + (AC-FT) (HR) 0. 4.23 PEAK STAGE TIME + (FEET) (HR) 323.47 4.23 6-HR 0. 6-HR 322.48 CUMULATIVE AREA = MAXIMM AVERAGE STORAGE 24-HR 72-HR MAXMJM AVERAGE STAGE 24-HR 72-HR 322.44 322.44 .01 SQ MI 6.63-HR 0. 6.63-HR 322.44 OPERATION STATION HYDROGRAPH AT ROTTED TO BASIN DETAIN RUNOFF SUXMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF FLOW PEAK 11. 4.07 3.3 4.23 AVERAGE FLOW FOR MAXIMUM PERIOD 6-HOUR 24-HOUR 72-HOUR 1. 1. 1. I. 1. BASIN AREA .01 .01 MAXBWM STAGE TIME OF MAX STAGE 323.47 4.23 *** NORMAL END OF HEC-1 *** APPENDIX C APPENDIX C 100-YEAR HYDRAULIC ANALYSES FOR STORM DRAINS AND DITCHES I i i i i i FILE: LineA-Alrr.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A and A-l 100-Year Flow Rate PAGE 1 Date: 5-23-2011 Time: 4:46: 4 I Invert | Depth | Water Station | Elev | (FT) | Elev -1- -1- -1- -|- L/Elem | Ch Slope | 1000. 8. 1008. 9. 1018. 10. 1029. 64. 1093. 2. 1095. 18. 1114. 28. 1142. 1. 1144. JUNCT 1 000 ~ 1 ~" 559 1 559 1I 581 1 140 _ 1 972 1 112 1 ~ 408 1 520 -1- 403 1 923 i— 1 — 367 1 290 — 1 —1 597 1 887 ~ I ~~ 623 i 510 -1- STR I 321.080 1.206 322.286 .0050 1 1 321.123 1.239 322.362 -1- -1- -I- .0050 1 1 1 321.171 1.239 322.410 - 1 - - I - - - .0050 1 321.226 1.240 322.466 .0050 1 1 321.548 1.240 322.788 -1- -1- - - .0050 1 1 1 321.560 1.240 322.800 - I - - - - - .0050 1 1 321.652 1.240 322.892 .0049 1 1 1 321.792 1.249 323.041 .0049 i i ii i i 321.800 1.249 323.049 -1- -1- -1- .0325 Q 1 Vel Vel (CFS) | (FPS) Head 1 SF Ave | 1 11.30 5.71 .51 .0052 1 1 11.30 5.53 .47 _ I _ _ | _ _ _ .0050 | 11.30 5.53 .47 |I .0050 1 11.30 5.52 .47 .0050 1 11.30 5.52 .47 -1- -1- -1- .0050 1 1 11.30 5.52 .47 - | - - - - - .0050 1 11.30 5.52 .47 .0049 1 11.30 5.47 .47 — j — _ | ~ _ _ .0049 i i1 1 11.30 5.47 .47 -1- -1- -1- .0054 Energy | Super | Critical | Flow Top | Height/ | Base Wt I Grd.El.l Elev Depth | Width |Dia.-FT|or I.D.I HF | SE Dpth Froude N|Norm Dp "N" X-Fall | 1 322.79 .04 1 322.84 -1- .05 1 322.88 — 1 — .05 1 322.94 _ i .32 1 323.26 - | - .01 1 323.27 -1- .09 1 323.37 1 __ .14 1 323.51 ~~ I ~ .01 323.51 -1- .05 .02 — 1 — 1.22 1 .02 - - 1.25 .00 - - 1.24 .00 1.24 1 .01 -1- 1.25 .01 - - 1.25 .00 - 1 - 1.24 1 .00 1I 1.25 .26 - - 1.51 * ""* ""* 1 * 1 1.21 1.00 1 1.21 -1- .95 1 1.21 -1- .95 1 1.21 .95 1 1.21 -1- .95 1 1.21 -1- .95 1 1.21 .95 1 1.21 — 1 — .93 1 1.21 -1- .93 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 96 24 94 24 94 24 94 24 94 24 94 24 94 25- 94 25 94 2.000 .013 2.000_ _ _ _ .013 1 1 2.000 -1- -1- .013 1 2.000 .013 2.000_ _ _ _ .013 1 2.000 _ _ _ | _ .013 1 2.000 .013 | 2.000 .013 1 1 2.000 -1- -1- .014 | .000 .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 ~ 1 - .00 1 .000 -1- .00 1 .000 11 .00 1 .000 - 1 - .00 1 .000 .00 .000 — 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth 1 Prs/Pip -1 1 Type Ch 1 1 - PIPEI 1i _ PIPE 1 1 1- PIPE 1 1 1 - PIPE ! 1 I - PIPE j 1 1- PIPE 1 1 1 - PIPE 1 1 PIPE 1 1 I - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: LineA-Alrr.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A and A-l 100-Year Flow Rate PAGE 2 Date: 5-23-2011 Time: 4:46: 4 Station L/Elem 1154.660 - 5.033 1159.693 19.718 1179.411 - .648 1180.059 - HYDRAULIC 1180.059 - 7.861 1187.920 - .396 1188.316 .934 1189.250 .766 1190.016 - .622 Invert | Depth | Water | Q | Vel Vel I Elev | (FT) | Elev | (CFS) | (FPS) Head | Ch Slope | | SF Ave| 1 1 322.130 1.528 323.658 1- -1- -1- -1- .0099 1 1 li i i 322.180 1.500 323.680 l - — i - - i - — i -I 1 1 1 .0099 1 1 1 322.376 1.360 323.736 1- -1- -1- -I- .0099 ! 1 I 1 322.382 1.360 323.742 1- -1- -1- - - JUMP 1 1 1 322.382 .763 323.145 1- -1- -1- -1- .0099 l illi ii i 322.460 .735 323.195 1- -1- -1- -1- .0850 l ill111 322.494 .745 323.239 | — j _ j _ _ — .0850 III! 322.573 .774 323.347 — — | — _ j _ _ j _ .0850 1 1 1 322.638 .804 323.442 -1- -1- -1- .0850 1 7.00 3.96 .24 - - -1- -I- .0044 I1 7.00 3.96 .24 _ i _ _ _ i _ .0041 1 | 7.00 4.15 .27 -1- - - -|- .0039 1 1 7.00 4.16 .27 -1- 1 7.00 7.75 .93__ __ _ _l .0179 11 7.00 8.13 1.03_ __ _ __ i .0215i i1 1 7.00 7.98 .99 — 1 _ — _ — I — .0198 1 1 7.00 7.61 .90 - - - - - 1 - .0174 1 7.00 7.26 .82 - - - - -I- .0154 Energy | Super Grd.El. I Elev -1- HF | SE Dpth 1 323.90 -1- .02 i1 323.92 — 1 — .08 | 324.00 - 1 - .00 1 324.01 -1- 1 324.08 -1- .14 i1 324.22 -1- .01 324.23 - I - .02 1 324.25 — i —I .01 1 324.26 -1- .01 .00 - 1.53 .00 1.50 .00 1.36 .00 .00 — .76 .00 - .74 .00 .75 .00_ .77 .00 - .80 Critical | Flow Top I Height/ 1 Base Wt I Depth | Width |Dia.-FT|or I.D.I _|_ _|_ _|_ _|_ Froude NINorm Dp | "N" X-Falll 1.02 - .00 1.02 .00 1.02 - .53 1.02 - 1.02 - 1.76 1.02 - 1.89 1.02 1.84 1.02 ~ - 1.71 1.02 - 1.59 ,»,*,, .00 - .90 .00 - .90 .87 - .90 .87 - 1.50 - .90 1.50 .51 1.50 .51 1.50 .51 1.50 - .51 I 1 1.500 _|- _ _ .013 1.500 .013 | | 1.500 -1- -1- .013 1 1 1.500 -1- -1- 1 1 1.500 -1- - - .013 1 1.500 -1- - - .014 1.500 — 1 — 1 .014 1 I 1.500_ I ___ 1 __ .014 1 1 1.500 -1- -1- .014 ***** | *i 1 .000 -1- .00 1 .000 .00 1 .000 _ 1 _ .00 1 .000 -1- 1 .000 -1- .00 1 .000 -1- .00 1 .000 .00 1 .000 .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth I Prs/Pip 1 1 Type Ch 1***** 1 1 1- PIPE 1 1 I - PIPE | 1 | - PIPE | 1 | _ 1 1 1- PIPE I 1 |- PIPE 1 PIPE | 1 1 - PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: LineA-Alrr.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A and A-l 100-Year Flow Rate Date: 5-23-2011 PAGE 3 Time: 4:46: 4 Station L/Elem Invert 1 Depth I Water Q | Ve Elev | (FT) I Elev | (CFS) I (FP. -1- -1- - - -1- Ch Slope 1 1 1 1 ill iIII 1 1190.638 322.691 .835 323.526 7.00 6 -_ I _ _ | _ __ _ | _ .484 .0850 1 1 1 1191.122 322.732 .868 323.600 7.00 6 -_ 1 _ _ | _ _ | _ - | - .348 .0850 1 1 1 1 1191.470 322.762 .904 323.666 7.00 6 __ - I - - 1 - - 1 - - 1 - .253 .0850 1 1 1 1191.723 322.783 .941 323.724 7.00 6 --1- -1- - - -1- .156 .0850 1 1 1 1 1191.879 322.797 .980 323.777 7.00 5 -_ 1 _ _ | _ _ | _ - | _ .041 .0850 III! 1191.920 322.800 1.024 323.824 7.00 5 L Vel Energy | Super | Critical | Flow Top 3) Head I Grd.El.l Elev | Depth | Width -1- - - -1- -1- -I- SF Avel HF | SE Dpth | Froude N|Norm Dp *** | ******* ********* | ******* | ******** i i1 I 92 .74 324.27 .00 1.02 -1- - - -I- -1- .0136 .01 .84 1.48 1 1 60 .68 324.28 .00 1.02 _ 1 _ __ _ | _ _ | _ .0120 .00 .87 1.37 1 1 29 .61 324.28 .00 1.02 -1- -- -I- -|- .0106 .00 .90 1.27 1 1 00 .56 324.28 .00 1.02 _ 1 _ __ _ | _ _ | _ .0094 .00 .94 1.18 1 1 72 .51 324.28 .00 1.02 -1- -1- -1- -!- .0083 .00 .98 1.09 1 1 1 45 .46 324.28 .00 1.02 11 1.49 1- .51 1 1.48 1- .51 1 1.47 1- .51 1 1.45 1 - .51 1 1.43 1 - .51 | 1.40 1- Height/ Dia.-FT "N" 1.500 - .014 1.500 - .014 1.500 - .014 1.500 - .014 1.500 - .014 1.500 - Base Wt or I.D. X-Fall .000 - .00 .000 - .00 .000_ _ .00 .000 - .00 .000 - .00 .000 ZL ZR .00 - .00 .00 - .00 .00_ .00 .00 - .00 .00 - .00 .00 |No Wth 1 Prs/Pip 1 Type Ch 1i1 1 | - PIPE 1 1 1- PIPE 1 1 1- PIPE | 1 1- PIPE 1 1 1- PIPE 1 1 1- .0 .0 .0 .0 .0 .0 FILE: Basinout.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A - Outlet from Detention Basin 100-Year Flow Rate Date: 7-19-2011 PAGE 1 Time:10:35:55 I Invert I Depth | Water | Q Vel Vel | Station | Elev | (FT) | Elev | (CFS) (FPS) Head I -|- -|- -|- -|- _ _ _|_ _|_ L/Elem |Ch Slope III SF Ave I 1000. 1. 1001. 1. 1003. 10. 1013. 6. 1020. 4. 1024. 2 . 1027. 2. 1029. 1. 1030. 1. 1 000 _ 11 252 Ii 252 -1- 748 | 000 - 1- 243 1 243 _ | 871 1 114 -1- 110 1 225 -1- 882 1 107 - | - 166 1 272 -1- 711 1 984 388 i i i 1 1 1 306.800 .272 307.072 _ | — ~ | ~ ~~ 1 "~ .0133 i i ii i i 306.817 .266 307.083 -1- -1- -1- .0133 1 1 1 306.840 .258 307.098 -1- -1- -I- .2522 1 1 1 309.423 .263 309.686 ~ 1 ~ ~ 1 ~~ ~~ I ~ .2522 1 1 1 311.3155 .272 311.428 -1- -1- -1- .2522 1 1 1 312.192 .282 312.474 -1- -1- -1- .2522 1 1 1 312.919 .291 313.210 _ 1 _ _ | _ _ | _ .2522 1 1 1 313.465 .301 313.766 -|_ _|- _|_ .2522 1 1 1 313.896 .311 314.207 ~~ 1 ~~ — j — — | — .2522 1 3.30 15.07 3.53 - I - — i - - i1 1 1 .1995i i1 1 3.30 15.54 3.75 _ - _|- _|_ .2233i i1 I 3.30 16.30 4.13 -1- -1- -1- .2273 1 1 3.30 15.76 3.86 — i — — i i1 1 1 .2024 1 1 3.30 15.03 3.51 - 1 - - 1 - - I - .1770 1 1 3.30 14.33 3.19 -1- -1- -1- .1548 1 1 3.30 13.66 2.90 -1- -1- -1- .1351 1 3.30 13.02 2.63 - | _ _ | _ _ | _ .1181 1 1 3.30 12.42 2.39 — 1 — — | — — j — .1032 Energy Super | Critical | Flow Top | Height/ | Base Wt Grd.El. Elev I Depth 1 Width |Dia.-FT|or I.D.| -1- -1- - - -1- -I- -|- HF | SE DpthlFroude N I Norm Dp | "N" X-Fall| 310.60 .25 310.83 - _ .39 iI 311.23 - - 2.33 313.54 1.39 314.93 - - .73 315.66 - | - .45 1 316.11 l~ 1 ~~ .29 1 316.40 -1- .20 1 316.60 i~ 1 ~ .14 " ' * * * 1 "* 1 .00 l __ .27 1 .00 -1- .27 i1 .00 -1- .26 1 .00 1 .26 1 .00 11 .27 1 .00 -1- .28 1 .00 - 1 - .29 | .00 -1- .30 1 .00 11 .31 .69 6.10 .69 _ _ 6.36 1 .69 -1- 6.79 1 .69 i- 1 - 6.48 .69 - _ 6.08 .69 -1- 5.70 1 .69 _ _ 5.33 .69 _ | _ 5.00 1 .69 1 4.68 1.16 .53 1.15 .53 1.13 .25 1.14 .25 1.16 .25 1 .17 .25 1.19 .25 1.20 .25 1.22 .25 1 1.500 .013 1 1 1.500 _ | _ _ | _ .013 1 1 1.500 _|_ _ _ .013 1 1 1.500 .013 I 1.500 -1- -1- .013 1 I 1.500 -1- -1- .013 1 1 1.500 _ i _ - 1 - .013 1 | 1.500 -1- -1- .013 1 1 1.500 .013 .000 .00 .000_ __ .00 1 .000 - 1 - .00 1 .000 .00 .000_ _ .00 .000 - 1- .00 1 .000 - 1 - .00 .000 _ 1 _ .00 1 .000 .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth 1 Prs/Pip 1 1 Type Ch 1 PIPE 1_ PIPE 1_ PIPE 1 PIPE i 1_ PIPE 1_ PIPE 1 _ PIPE | 1 | - PIPE 1 PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i j I i i i I i FILE: Basinout.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A - Outlet from Detention Basin 100-Year Flow Rate Date: 7-19-2011 PAGE 2 Time:10:35:55 1 Invert | Depth | Water | Q Vel Vel | Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | - - -1- -1- -1- - - -1- -|- L/Elem Ch Slope III SF Ave | 1032. 1. 1033. 1034. 1035. 1036. 1036. 1037. 1037. 1038. . 1 371 -1- 154 526 -1- 975 1 501 — 1 —1 827 1 328 - - 712 040 -1- 613 1 653 -1- 533 1 186 461 647 404 051 - - 354 1 1 1 314.246 .322 314.568 -1- -1- -1- .2522 1 1 1 314.537 .333 314.870 -1- -1- -1- .2522 1 1 1 314.783 .344 315.127 .2522 | | | 314.992 .356 315.348 -1- -1- -1- .2522 i i i1 1 1 315.171 .368 315.539 -1- -1- -1- .2522 1 1 1 315.326 .381 315.707 -1- -1- -1- .2522 1 1 1 315.460 .394 315.854 — | _ _ | _ _ | _ .2522 1 1 1 315.577 .408 315.985 _ | — _ | — _ | _ .2522 1 1 1 315.678 .422 316.101 -1- -1- -1- .2522 1 3.30 11.84 2.18 - - -1- -1- .0903 1 3.30 11.29 1.98 _ _ _|_ _|_ .0789 1 3.30 10.76 1.80 _ __ i _ _ I __ .0689 1 1 3.30 10.26 1.64 -1- -1- -1- .0603 i1 3.30 9.79 1.49 -1- -1- -1- .0527 I 3.30 9.33 1.35 - - -1- -1- .0461 1 3.30 8.90 1.23 - - _ | - _ | _ .0404 1 3.30 8.48 1.12 _ _ - 1 - — I - .0353 1 3.30 8.09 1.02_ __ _ l __ i _ .0309 Energy | Super | Critical | Flow Top | Height/ | Base Wt Grd.El.l Elev Depth | Width |Dia.-FT|or I.D. _|_ -|_ _|- _ _ HF SE Dpth Froude N|Norm Dp | "N" | X-Fall 316.75 - - .10 1 316.85 -1- .08 1 316.93 i- 1 - .06 1 316.98 -1- .04 i1 317.03 -1- .03 317.06 - - .02 317.08 i1 .02 1 317.10__ i1 .01 1 317 .12 -1- .01 .00 - - .32 1 .00 - 1 - .33 1 .00 ~ 1 ~ .34 1 .00 -1- .36 i1 .00 -1- .37 .00 -1- .38 .00 .39 .00 i1 .41 .00 -1- .42 1 .69 -1- 4.39 1 .69 -1 - 4.11 | .69 3.85 | .69 - 1 - 3.60 i1 .69 -1- 3.37 1 .69 -1- 3.16 1 .69 i- 1 - 2.96 1 .69 i1 2.77 | .69 - | - 2.59 1.23 .25 1.25 .25 1.26 .25 1.28 .25 1.29 .25 1.31 .25 1.32 .25 1.34 .25 1.35 .25 ,* | ^VCX^X | „* 1 1 1.500 -1- -1- .013 1 1 1.500 _ I _ _ | _ .013 1 1 1.500 .013 1 I 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 1 1 1.500 .013 1 1 1.500 i i .013 1 1 1.500 -1- -1- .013 .000_ _ .00 .000 - 1 - .00 .000 .00 .000 -1- .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 - 1 - .00 1 .000 .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth I Prs/Pip 1 IType Ch I 1 1 1- PIPE 1 1 | - PIPE 1 1 1 - PIPE i 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1 - PIPE | 1 PIPE | 1 | _ PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 t i t FILE: Basinout.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A - Outlet from Detention Basin 100-Year Flow Rate PAGE 3 Date: 7-19-2011 Time:10:35:55 Invert | Depth | Water I Q | Vel Vel I Station Elev | (FT) | Elev | (CFS) | (FPS) Head I - - -1- -1- -1- -1- -I- -|- L/Elem | Ch Slope I | SF Ave I 1038 1038 1038 1039 1039 1039 1039 1039 1039 .405 - - .302 .707 - - .264 .971 .231 .201 .197 1 .398 .167 1 .565 - - .143 .708 - - .114 .822 .096 .918 - - .075 - •• •• - i - - - 1 315.768 .436 316.204 - - -|- -|- .2522 315.844 .452 316.296 -1- -1- -1- .2522 i i ii i i 315.910 .468 316.378 — I - - 1 ~ - 1 - .2522 1 1 1 315.968 .484 316.453 _ | _ — I - - I - .2522 1 1 316.018 .501 316.519 — | _ _ _ ~ | ~ .2522 1 316.060 .519 316.579 -1- -1- -1- .2522 1 1 1 316.096 .537 316.633 -1- -1- -1- .2522 1 1 316.125 .557 316.682 ~ 1 ~~ ~ 1 ~~ ~~ I ~ .2522 1 1 316.149 .577 316.726 -1- -1- -1- .2522 1 1 3.30 7.71 .92 - I - - - - | - .0270 1 i1 1 3.30 7.35 .84 - 1 - - 1 - - 1 - .0237 3.30 7,01 .76 i i i1 - 1 - 1 - .0207 1 1 3.30 6.68 .69 i i i1 I - - 1 - .0182 1 1 3.30 6.37 .63 — 1 — — 1 — — 1 —1 1 1 .0159 1 1 3.30 6.08 .57 -1- - - -1- .0139 1 1 3.30 5.79 .52 -1- -1- -1- .0122 1 1 3.30 5.52 .47 - I - — I - - i -I I 1 .0107 1 | 3.30 5.27 .43 -1- -1- -1- .0094 Energy | Super | Critical I Flow Top | Height/ I Base Wt | Grd.El.l Elev Depth | Width |Dia.-FT|or I.D.| HF SE DpthlFroude N|Norm Dp | "N" I X-Fall I 317.13 -1- .01 317.14 -1- .01 1] 317.14 — I — .00 1 317.15 .00 1 317.15 .00 317.15 - - .00 317.15 - - .00 1 317.16 .00 1 317.16 -1- .00 .00 -1- .44 1 .00 -1- .45 i1 .00 .47 1 .00 .48 .00 .50 .00 -1- .52 1 .00 -1- .54 1 .00_ i1 .56 1 .00 -1- .58 .69 - - 2.42 .69 -1- 2.27 .69 2.12 1 .69 - 1 - 1.99 1 .69 1.86 1 .69 - - 1.74 .69 - - 1.62 .69 1.52 1 .69 -1- 1.42 1.36 .25 1.38 .25 1.39 .25 1.40 .25 1.41 .25 1.43 .25 1.44 .25 1.45 .25 1.46 .25 '* 1 >""""""< | ** 1 1 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 1 1 1.500 .013 1 1 1.500 .013 1 1 1.500 _ I __ I .013 | | 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 1 1 1.500 _ 1 _ 1 .013 1 1 1.500 -1- -1- .013 I 1 .000 -1- .00 1 .000 -1- .00 1 .000 .00 1 .000 .00 1 .000 .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 .00 1 .000 - 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth Prs/Pip IType Ch 1 1- PIPE 1 1- PIPE I 1 PIPE 1 PIPE 1 PIPE 1_ PIPE 1 - PIPE 1 PIPE 1__ PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i t FILE: Basinout.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line A - Outlet from Detention Basin 100-Year Flow Rate PAGE 4 Date: 7-19-2011 Time:10:35:55 Station L/Elem 1039.992 - .060 1040.052 .038 1040.090 .022 1040.113 .007 1040.120 - Invert | Depth | Water Elev | (FT) Elev -1- Ch Slope | 1 316.168 .598 316.766 -1- .2522 1 316.183 .619 316.802 .2522 i1 316.193 .642 316.835 _ _ 1 _ _ __ .2522 i1 316.198 .666 316.864 .2522 1 316.200 .692 316.892 -1- - - Q Vel Vel (CFS) (FPS) Head SF Ave Energy | Super Critical I Flow Top | Height/ | Base Wt Grd.El.l Elev Depth | Width |Dia.-FT|or I.D. HF |SE Dpth Froude NINorm Dp | "N" | X-Fall 1 III 3.30 5.02 .39 317.16 .00 .69 1.47 1.500 .000 -1-_ 1 _ __ _ | _ _ | _ _ | _ .0083 .00 .60 1.32 .25 .013 .00 1 III 3.30 4.79 .36 317.16 .00 .69 1.48 1.500 .000 .0072 .00 .62 1.24 .25 .013 .00 1 1 III1 1 111 3.30 4.56 .32 317.16 .00 .69 1.48 1.500 .000_ i _ _ i _ _ _ i _ _ __ i _ i _ i _ _ .0064 .00 .64 1.15 .25 .013 .00 3.30 4.35 .29 II i II 317.16 .00 .69 1.49 1.500 .000 11 1 II .0056 .00 .67 1.08 .25 .013 .00 1 1 1 1 1 3.30 4.14 .27 317.16 .00 .69 1.50 1.500 .000 - - - | -_ I _ _ | _ _ | _ _ | _ _ | _ ZL ZR .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 - WALL ENTRANCE 1040.120 - 1 1 316.200 1.003 317.203 -1- -1- 1 1 1 1 1 3.30 1.65 .04 317.25 .00 .44 2.00 4.000 2.000 - - - | --|- -- - | - -|- - | - .00-0 .0 - i t i i I i I 1 i i I i i i FILE: LineB-Bl.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line B and B-l 100-Year Flow Rate Date: 5-23-2011 PAGE 1 Time: 2:36:45 1 Invert Depth 1 Water | Q | Vel Vel | Station I Elev (FT) | Elev | (CFS) | (FPS) Head I -1- - - -1- -t- -1- -1- -1- L/Elem |Ch Slope 1 I | SF Ave I 1000 2 1002 27 1030 1030 JUNCT 1032 22 1054 22 1077 26 1103 17 1121 1 i - 1 .000 __ 1 _1 .491 1 .491 ~~ 1 ~~ .738 it .230 ~ \ ~ .630 1 .860 -1- STR 1 .860 - 1 ~ .063 I .923 .148 1 .072 — 1 — .526 1 .598 -1- .692 | .290 -1- .260 1 1 325.050 .970 326.020 .0050 1 1 325.062 1.011 326.074 .0050 i iI 1 325.201 1.056 326.257 .0050 1 ! I 325.204 1.057 326.261 -1- -1- -1- .0050 1 1 1 325.214 1.207 326.421 i i i1 1 1 .0050 1 1 1 325.325 1.149 326.474 — | — — [ — _ j _ .0050 1 1 325.435 1.097 326.533 _ _ _ | _ _ | _ .0050 1 1 325.568 1.049 326.617 - - -1- -1- .0050 1 1 325.657 1.029 326.686 - - -1- -I- .0024 l--»--»-l»"»"»"»l» 1 1 6.30 5.21 .42 i i i1 — 1 _ — | — .0060 1 1 6.30 4.97 .38__ 1 _ 1 _ _ 1 .0054 i i1 1 6.30 4.74 .35 .0050 1 1 6.30 4.74 .35 -1- -1- -1- .0042 1 1 5.90 3.87 .23 1 _ _ 1 _ _ 1 _ .0034 1 1 5.90 4.06 .26 .0038 1 1 5.90 4.26 .28 -1- -1- -1- .0043 | | 5.90 4.47 .31 -1- -1- -1- .0046 | | 5.90 4.57 ,32_ 1 _ 1 _ 1 _ .0047 Energy Super Critical I Flow Top | Height/ I Base Wt Grd.El. Elev Depth | Width |Dia.-FT|or I.D. HF SE Dpth|Froude N|Norm Dp I "N" X-Fall 326.44 .01 1 326.46 _ I .15 i1 326.61 .00 I 326.61 -1- .01 1 326.65 .08 1 326.73 .08 326.81 - - .11 326.93 - - .08 327.01 - - .01 .01 .98 .01 1.02 .00 1.06 .00 - - 1.06 .00 __ I 1.21 1 .00 i1 1.15 1 .00 - - 1.10 .00 - - 1.05 .00 - - 1.03 1 .97 1.00 1 .97 .92 i1 .97 .85 1 .97 -1- .85 1 .94 .60 1 .94 i1 .67 1 .94 -1- .74 1 .94 - 1 - .80 1 .94 - 1 - .84 1.43 1.06 1.41 1.06 1.37 1.06 1.37 1.19 1.01 1.27 1.01 1.33 1.01 1.38 1.01 1.39 1.50 "1"^"" ** 1 1.500 _ i __ .013 1 1.500 .013i1 1.500 .013 I 1.500 _ I _ _ _ .013 1 1.500 .013 | 1.500 _ 1 _. __ .013 1 1.500 -1- - - .013 1 1.500 -1- - - .013 1 1.500 _ I _ _ _ .013 .000 .00 .000 .00 .000 .00 .000 - - .00 .000 .00 .000 .00 .000 - - .00 .000 - - .00 .000 - 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth 1 Prs/Pip 1 Type Ch 1 PIPE 1 PIPE 1 PIPE 1 - PIPE 1 PIPE 1 PIPE 1 - PIPE 1 - PIPE 1 - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: LineB-Bl.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line B and B-l 100-Year Flow Rate PAGE 2 Date: 5-23-2011 Time: 2:36:45 Station L/Elem 1122.550 - JUNCT STR 1126.550 - 3.658 1130.208 - 3.207 1133.415 3.068 1136.483 - .897 1137.380 - Invert Depth | Water Q | Vel Vel I Energy | Super I Critical | Flow Top I Height/ | Base Wt | | No Wth Elev (FT) | Elev (CFS) | (FPS) Head 1 Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D.I ZL |Prs/Pip Ch Slope I I | SF Ave HF | SE Dpth Froude N|Norm Dp | "N" X-Fall | ZR 1 Type Ch III II 325.660 1.038 326.698 5.90 4.52 .32 327.02 .35 -1- - - -1- -1- - - -1- .0825 .0033 .01 1.38 III 1 325.990 .973 326.963 2.50 2.06 .07 327.03 .00 - - -|- - - -|- -|- -|- -|- - - .0102 .0011 .00 .97 III 1 326.027 .933 326.960 2.50 2.16 .07 327.03 .00 -1- -1- - - -1- -1- -1- -1- - - .0102 .0012 .00 .93 1 1 1 326.060 .897 326.957 2.50 2.27 .08 327.04 .00 .0102 .0014 .00 .90 1 1 1 326.091 .862 326.953 2.50 2.38 .09 327.04 .00 -1- -1- - - -1- -1- -1- -1- - - .0102 .0015 .00 .86 1 1 II 326.100 .852 326,952 2.50 2.41 .09 327.04 .00 _|_ _|- _|- -|- _|- _|_ _|_ _|_ II II 94 1.38 1.500 .000 .00 1 .0 -1- -1- - - -1- |- 82 .014 .00 .00 PIPE II II 60 1.43 1.500 .000 .00 1 .0 -1- -1- - - -1- 1- .39 .50 .013 .00 .00 PIPE II II 60 1.45 1.500 .000 .00 1 .0 -1- -1- - - -1- I- .43 .50 .013 .00 .00 PIPE II II 60 1.47 1.500 .000 .00 1 .0 .46 .50 .013 .00 .00 PIPE II II 60 1.48 1.500 .000 .00 1 .0 - 1 - - 1 - - 1 - - 1 - 1 - .50 .50 .013 .00 .00 PIPE II II 60 1.49 1.500 .000 .00 1 .0 -1- - 1 - - 1 - -I- I - WALL ENTRANCE 1137.380 - II 1 II 326.100 1.003 327.103 2.50 .62 .01 327.11 .00 _ _ _|_ _|- _|- _|- _|_ _|_ _|_ 1 1 1 1 1 23 4.00 4.000 4.000 .00 0 .0 -1- -1- -1- -1- I- t I FILE: LineB2.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. 06-27, Muroya Storm Drain Line B2 100-Year Storm Event PAGE 1 Date: 5-23-2011 Time: 2:39:16 Station L/Elem 1000.000 - 3.573 1003.573 - 3.359 1006.931 - 2.749 1009.680 - I Invert | Depth Water I Elev 1 (FT) Elev | 1- -1- -1- -1- | Ch Slope | | !*********!******** ********* ** I I 1 1 325.990 .970 326.960 I _ _ | _ _ | _ _ | _ .0103 I ! 1 1 326.027 .931 326.958 1- -1- -1- - - .0103 1 1 1 326.062 .894 326.956 1- -1- -1- -1- .0103i i1 1 326.090 .864 326.954 1- -1- -1- -1- Q | Vel Vel | (CFS) | (FPS) Head | _|_ _ _ _|_ 1 SF Ave |*******!******* *******|* 1 I 2.10 1.74 .05 _|_ _ _ _|_ .0008 1 1 2.10 1.82 .05 _l_ - _ _|_ .0009 1 1 2.10 1.91 .06 _l_ - _ -|_ .0010i i1 I 2.10 1.99 .06 -1- - - -I- Energy Grd.El. HF 327.01 - .00 327.01 .00 327.01 - .00 327.02 - Super | Elev | SE Dpthl ******* | .00 -1 .97 1 .00 -1 .93 1 .00 -I .89 i1 .00 -1 Critical | Flow Top Depth | Width _l_ Froude N|Norm Dp .55 - .33 .55 - .36 .55 - .39 .55 - 1 «""--«»- 1 1.43 1- .45 | 1.46 1- .45 1 1.47 1- .45 1 1.48 1- Height/ | Base Wt | Dia.-FTIor I.D.I -1- -1- "N" 1 X-Falll 1 1 1.500 -1- .013 1 1.500 -1- .013 1 1.500 -1- .013 i1 1.500 -1- 1 1 000 - 1 - .00 1 000 - 1 - .00 1 000 -1- .00 1 000 -1- ZL ZR .00 .00 .00 .00 .00 .00 .00 I No Wth 1 Prs/Pip 1 1 Type Ch 1 1 1 | - PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- .0 .0 .0 .0 WALL ENTRANCE 1009.680 1 1 326.090 .970 327.060 1 1 2.10 .54 .00 327.06 1 .00 -1 .20 | 4.00 1- | 4.000 4. -1- 1 000 -1- .00 | 0 1- .0 FILE: LineBout.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Storm Drain Line B - Outlet from Basin 100-Year Flow Rate PAGE 1 Date: 5-23-2011 Time: 2:42:46 Station L/Elem 1000.000 - 2.404 1002.404 - 26.673 1029.077 - 1.073 1030.150 - Invert Elev - Ch Slope Depth (FT) 320.850 .970 Water Elev Q | Vel Vel (CFS) | (FPS) Head I SF Ave 1 321.820 6.30 5.21 .42 -1- -1- .0050 i1 320.862 1.011 -- .0050 320.995 1.056 - .0050 321.000 1.057 -- - I - - - .0060i i1 1 321.873 6.30 4.97 .38 -- | - - - .0054 1 322.051 6.30 4.74 .35 -- I - - - .0050i1 322.057 6.30 4.73 .35 -_ 1 _ - | _ Energy Si Grd.El. I HF SE 322.24 -1- .01 i1 322.26 - - .14 322.40 - - .01 322.40_ _ iper | Critical I Flow Top | Height/ 1 Base Wt 1 Ulev I Depth I Width |Dia.-FT|or I.D.I ZL DpthlFroude N|Norm Dp | "N" 1 X-Fall I ZR ***** ******** | ******** | ******* | ******* | ***** 1 111 .00 .97 1.43 1.500 .000 .00 -1- -1- -1- -1- -1- .97 1.00 1.06 .013 .00 .00 1 1 III .00 .97 1.41 1.500 .000 .00 - - -1- -1- -1- -1- 1.01 .92 1.06 .013 .00 .00 1 1 1 1 .00 .97 1.37 1.500 .000 .00 -1- -1- -1- -1- -1- 1.06 .85 1.06 .013 .00 .00 1 1 III .00 .97 1.37 1.500 .000 .00 _ _ _|_ -|- _|_ _|_ No Wth Prs/Pip Type Ch 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - WALL ENTRANCE 1030.150 - 321.000 1.488 1 322.488 6.30 2.12 .07 -1- -1-- I - - - 322.56 -1- 1 I 1 1 .00 .68 2.00 4.000 2.000 .00 _|_ _|- -|- -|- _|_ 0 .0 - I i t i FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE I Date: 7-19-2011 Time:10:22:32 Invert | Depth | Water Q | Vel Vel | Station Elev | (FT) | Elev (CFS) I (FPS) Head | L/Elem | Ch Slope | | I SF Ave | 1504 65 1569 25 1595 4 1599 35 1634 45 1679 21 1701 13 1714 9 1724 7 .380 - - .004 .384 - - .616 1 .000 -1- .000 1 .000 - - .253 .253 - - .421 .674 - - .561 1 .235 - 1 - .589 1 .824 -1- .509 1 .333 -1- .042 1 1 319.330 .836 320.166 -1- -!- - - .0548 1 1 322.895 .865 323.760 _|_ -|- _ _ .0548 1 1 324.300 .898 325.198 -1- -1- -1- .0825 i i iI 1 1 324.630 .917 325.547 -I- -1- - - .0396 1 1 326.026 .926 326.952 _|_ -|- _ _ .0396 1 1 327.825 .961 328.786 -1- -1- -1- .0396 1 1 I 328.679 .998 329.677 -1- -1- -1- .0396 1 1 1 329.217 1.036 330.253 -1- -1- -1- .0396 1 1 1 329.594 1.076 330.670 _|_ _|_ _|_ .0396 ...... |....... !.„.„. ,.|. 1 1 19.10 15.35 3.66 -1- -1- -1- .0503 1 1 19.10 14.66 3.34 -1- -1- -1- .0443 1 1 19.10 13.97 3.03 -1- -1- -1- .0463 i i1 1 19.10 13.59 2.87 -1- -1- -1- .0377 1 I 19.10 13.41 2.79 -1- -1- -1- .0348 1 1 19.10 12.78 2.54 -1- -1- -1- .0306 I | 19.10 12.19 2.31 -1- -1- -1- .0270 1 1 19.10 11.62 2.10 _,_ _|_ _|_ .0238 1 i 19.10 11.08 1.91 -1- -1- -1- .0210 Energy | Super | Critical | Flow Top 1 Height/ 1 Base Wt 1 Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D.I -1- -1- -1- -1- -1- -1- HF |SE DpthlFroude N|Norm Dp | "N" | X-Fall I I 1 323.82 -1- 3.27 1 327.10 -1- 1.13 1 328.23 -1- .19 i1 328.42 -1- 1.33 1 329.74 -1- 1.58 1 331.32 1 _ I .66 I 331.98 -1- .37 1 332.35 -1- .23 1 332.58 -1- .15 1 1 .00 -1- .84 1 .00 -1- .87 1 .00 -1- .90 i1 .00 -1- .92 I .00 -1- .93 1 .00 -1- .96 | .00 -1- 1.00 1 .00 -1- 1.04 1 .00 -1- 1.08 1.57 - 3.41 1.57 3.19 1.57 2.97 1.57 _ 2.85 1.57 - 2.80 1.57 2.60 1.57 2.43 1.57 - 2.26 1.57 - 2.10 1.97 - .83 1.98 .83 1.99 .77 1 .99 - .91 1.99 - .91 2.00 .91 2.00 - .91 2.00 - .91 1.99 - .91 " 1 * " "** 1 »" 1 1 2.000 -1- -1- .013 I 1 2.000 -1- -1- .013 1 1 2.000 -1- -1- .014 i i1 1 2.000 -1- -1- .013 1 1 2.000 -!- -1- .013 1 1 2.000 -1- -1- .013 1 1 2.000 -1- -1- .013 1 1 2.000 -1- -1- .013 1 1 2.000 -1- -1- .013 1 1 .000 -1- .00 1 .000 -1- .00 1 .000 - 1 - .00 1 .000 -1- .00 1 .000 - 1 - .00 1 .000 - 1 - .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 - 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth I Prs/Pip -1 IType Ch | ***** 1 1 | - PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE | 1i1 PIPE 1 1 | - PIPE | 1 | - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 2 Date: 7-19-2011 Time:10:22:32 I Invert I Depth | Water | Station Elev | (FT) Elev | L/Elem |Ch Slope | I 1731 5 1736 4 1740 3 1744 2 1746 1 1748 1 1749 1750 1750 JUNCT .375 - - .334 .709 .140 .849 .193 .042 .443 .484 -1- .795 1 .279 -1- .251 .530 .718 .248 - - .252 .500 - - STR 1 1 329.873 1.118 330.991 -1- - - -I- .0396 i i i1 1 1 330.084 1.163 331.247 - i - - i - - i —1 1 1 .0396 1 1 1 330.248 1.210 331.458 .0396 1 1 11 1 1 330.374 1.260 331.634 .0396 i i ii i i 330.471 1.313 331.784 -1- - - -I- .0396 1 1 330.542 1.370 331.912 -1- - - -1- .0396 1 11 1 330.592 1.431 332.023 i i i1 1 1 .0396 1 1 1 330.620 1.498 332.118 -1- -1- -1- .0396 1 1 1 330.630 1.572 332.202 -1- -1- -1- .0000 Q I Vel Vel (CFS) | (FPS) Head _|_ 1 SF Ave 1 19.10 10.56 1.73 _|_ .0185i1 19.10 10.07 1.58 .0164 | 19.10 9.60 1.43 .0145 19.10 9.16 1.30_ 1 _ _ _ .0129 i1 19.10 8.73 1.18 - | - - | - - - .0114 1 19.10 8.32 1.08 -|_ -|- _ _ .0102 1 19.10 7.94 .981 __ I _ _ _ .0091 1 19.10 7.57 .89 -1- -1- -1- .0082 1 1 19.10 7.21 .81 -1- -1- -1- .0124 Energy Super | Critical I Flow Top | Height/ I Base Wt Grd.El. Elev | Depth I Width Dia.-FT or I.D. HF |SE DpthlFroude N I Norm Dp "N" X-Fall 332.72 - - .10 332.82 .07 332.89 .05 332.94 .03 332.97 - - .02 332.99 - - .01 333.00 .01 1 333.01 -1- .00 1 333.01 -1- .05 .00 - 1.12 .00 1.16 .00 1.21 .00 1.26 .00 - 1.31 .00 1.37 .00 1.43 .00_ 1.50 .00 1.57 *"^"* 1 *i 1 1.57 -1- 1.95 i1 1.57 i- 1 - 1.81 1 1.57 i- 1 - 1.68 i1 1.57 i_ I _ 1.55 i1 1.57 - 1 - 1.43 1.57 - 1 - 1.32 i1 1.57 _ i __ 1.21 1 1.57 -1- 1.11 1 1.57 _|_ 1.00 1.99 .91 1.97 .91 1.96 .91 1.93 .91 1.90 .91 1.86 .91 1.80 .91 1.73 .91 1.64 2.000_ _ _ _ .013i1 2.000__ 1 _ _ .013 1 2.000 .013 1 2.000 .013i1 2.000 -1- - - .013 1 2.000 _|_ _ _ .013 1 1 2.000 .013 1 2.000 - - -I- .013 1 1 2.000 -1- -1- .014 .000 - - .00 .000 .00 .000 .00 .000 .00 .000 - - .00 .000 - - .00 .000 .00 1 .000 - - .00 1 .000 - 1 - .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth Prs/Pip 1 Type Ch 1 - PIPE 1 1 i 1 PIPE 1 1 PIPE 1 1 - PIPE 1 1 1- PIPE 1 1 | - PIPE 1 1 1 - PIPE 1 - PIPE 1 - PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 3 Date: 7-19-2011 Time:10:22:32 1 Invert Depth | Water Q | Vel Vel Station | Elev (FT) | Elev (CFS) I (FPS) Head L/Elem | Ch Slope | I SF Ave | 1754 190 1945 JUNCT 1949 319 2268 4 2273 40 2313 JUNCT 2317 82 2400 4 2404 2 1 1 .500 -1- .730 i1 .230 -1- STR iI .560 -1- .350 1 .910 -1- .330 | .240 - 1 — ,690 | .930 -1- STR | .930 - 1 - .097 I .027 - 1 - .917 i1 .944 - 1 - .804 330.630 2.245 332.875 - - -1- -I- .0056 i1 331.700 3.791 335.491 _|_ .4619 i1 333.700 2.089 335.789 - - -1- -!- .0065 1 1 335.790 3.694 339.484 _ _ _|- _|_ .2748 1 1 336.980 2.594 339.574— _ _ ! _ _ _ .0052 1 1 337.190 2.855 340.045 - I - - | - - - .0825 1 1 337.520 3.794 341.314 -1- -1- - - .0282 1 1 339.835 1.500 341.335 -1- -1- .0282 i i1 I 339.974 1.360 341.334 -1- -1- - - .0282 ...... l-...,». | »„»„*»„ 1 12.30 6.96 .75 - 1 - - 1 - - 1 - .0137i1 12.30 6.96 .75 -1- -1- -!- .0147i1 11.30 6.39 .63 -1- -1- - - .0116 1 1 11.30 6.39 .63 _|_ _|_ _ _ .0134 1 1 11.30 6.39 .63 .0116 1 1 11.30 6.39 .63 _|_ -|- _ _ .0069 1 1 1.70 .96 .01 -1- -1- - - .0003 1 1.70 .96 .01 _|_ _|_ _ _ .0002i1 1.70 1.01 .02 -1- -1- - - .0002 Energy | Super Critical I Flow Top | Height/ I Base Wt Grd.El.l Elev Depth | Width | Dia . -FT | or I.D. -1- - - -1- -1- -1- - - HF | SE DpthlFroude N|Norm Dp | "N" 1 X-Fall 1 1 333.63 -1- 2.62 1I 336.24 _ i _ .06 i1 336.42 -1- 3.70 1 340.12 -1- .06 1 340.21 i1 .47 1 340.68 -1- .03 1 341.33 - 1 - .02 1 341.35 - 1 - .00 i1 341.35 - 1 - .00 .00 -1- 2.25 .00 -1- 3.79 .00 -1- 2.09 1 .00 - - 3.69 1 .00 2.59 1 .00 - - 2.86 1 .00 - - 3.79 1 .00 - - 1.50 .00 - - 1.36 1 " 1 1.33 -1- .00 i1 1.33 -1- .00 i1 1.28 -1- .00 | 1.28 -1- .00 | 1.28 i1 .00 | 1.28 -1- .00 1 .49 - 1 - .00 | .49 - 1 - .00 .49 - 1 - .13 .00 1.50 .00 .00 1.50 .00 .48 .00 1.50 .00 .00 .31 .00 .31 .87 .31 * * \ ***•***•* *» 1 1.500 -1- -1- .013i i1 1 1.500 -1- -1- .014i1 1.500 -1- -1- .013 | 1.500 -1- -1- .014 1 1 1.500 I _ .013 1 1 1.500 _ 1 _ _ _ .014 1 1 1.500 - | - - - .013 | 1.500 - | - - - .013 1.500 - | - - - .013 .000 - - .00 .000 - - .00 11 .000 - - .00 1 .000 - - .00 1 .000 — 1 — .00 1 .000 _ 1 .00 I .000 -1- .00 1 .000 -1- .00 11 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth IPrs/Pip 1 I Type Ch I ***** 1 1 | - PIPE 1 1 | - PIPE 1 ]_ 1- PIPE | 1 1- PIPE | 1 PIPE | 1 1- PIPE | 1 1- PIPE 1 1 1- PIPE 1 1 11 PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 4 Date: 7-19-2011 Time:10:22:32 Invert Depth | Water | Q Vel Vel Station Elev | (FT) | Elev I (CFS) (FPS) Head L/Elem Ch Slope | | SF Ave 2407 2 2410 2 2412 1 2413 1 2415 1 2417 1 2418 1 2419 1 2420 1 .748 -1- .335 1 .083 -1- .009 .093 - 1 ~~ .825 1 .917 - - .640 i1 .558 -1- .491 .049 .412 .461 -!- .296 .757 ___ I .180 .937 -1- .134 1 1 1 340.053 1.280 341.333 _ | — ~ | ~ "~ | ~~ .0282 i i i1 1 1 340.119 1.213 341.332 -1- -1- -1- .0282 | | 340.175 1.155 341.330 ,0282 | | 340.227 1.102 341.329 - - -I- -I- .0282 il l 340.273 1.054 341.327 - - -I- -1- .0282 1 1 340.315 1.010 341.325 - - - 1 - - 1 - .0282 1 I 340.355 .968 341.323 - 1 - - 1 - - 1 - .0282 i i1 ! 340.392 .929 341.321 -1- -1- -1- .0282 1 I 1 340.425 .893 341.318 _ _ _,_ _|_ .0282 1 1 1.70 1.06 .02 -1- -1- -1- .0003 i1 1.70 1.11 .02 _|_ _|_ - - .0003 1 1.70 1.16 .02 .0003 1 I 1.70 1.22 .02 - - -1- -I- .0003 i1 1.70 1.28 .03 - - -1- -I- .0004 1.70 1.34 .03 i i1 1 .0004 1 1.70 1.41 .03 - - -1- - - .0005 1.70 1.48 .03 - - - | - - - .0006 1 1.70 1.55 .04 - - -1- - - .0006 Energy | Super | Critical Flow Top Height/ I Base Wt | Grd.El.l Elev | Depth Width Dia.-FT|or I.D.I HF | SE Dpth Froude N | Norm Dp "N" | X-Fall | 1 341.35 -1- .00 i1 341.35 -1- .00 1 341.35 i1 - .00 1 341.35 1I .00 i1 341.35 -1- .00 1 341.35 _ 1 .00 | 341.35 -1- .00 i1 341.35 - 1 - .00 1 341.36 i1 .00 1 .00 - - 1.28 .00 -1- 1.21 .00 1.16 .00 - - 1.10 .00 - - 1.05 .00 1.01 .00 -1- .97 .00 - - .93 1 .00 - - .89 .49 -1- .15 i1 .49 -1- .17 1 .49 i- 1 - .19 1 .49 -1- .21 i1 .49 -1- .23 .49 — t — .25 .49 - - .27 .49 - - .29 .49 - - .32 1.06 .31 1.18 .31 1.26 .31 1.32 .31 1.37 .31 1.41 .31 1.44 .31 1.46 .31 1.47 .31 1 1 1.500 -1- -1- .013i i1 1 1.500 -1- -1- .013 1 1 1.500 i i .013 I 1 1.500 i l- | - — | - .013i ii i 1.500 -1- -1- .013 1 1.500 — 1 — — 1 — .013 1 1 1.500 - - -1- .013 i i1 1 1.500 - - -I- .013 1 1.500 -1- -1- .013 * T, * K *r | * ^ 1 .000 -1- .00 1 .000 -1- .00 1 .000 .00 1 .000 - 1 - .00 11 .000 - 1 - .00 1 .000 .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth Prs/Pip 1 Type Ch 1 - PIPE 1 - PIPE 1 PIPE 1 - PIPE 1 - PIPE 1 1 1 ~ PIPE 1 1 - PIPE 1 1 1- PIPE 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 5 Date: 7-19-2011 Time:10:22:32 Station L/Elem 2422 1 2423 2424 2424 2425 2426 .071 .015 .086 - .967 053 - .918 .971 - 830 801 258 059 - HYDRAULIC 2426 92 2518 25 2544 9 059 - 434 493 - 887 380 - 553 I Invert | Depth | Water Q | Vel Vel Elev | (FT) | Elev (CFS) I (FPS) Head |Ch Slope | I | SF Avel 1 1 1 340.457 .858 341.315 i i i1 1 1 - - .0282 1 1 1 340.485 .826 341.312 1- -1- -1- - - .0282 i i i1 1 1 340.513 .795 341.308 1- -1- -1- -1- .0282 1 1 1 340.539 .765 341.304 - 1 - - 1 - - 1 - .0282 1 1 1 340.562 .737 341.299 _ - I - - t - - 1 - ,0282 1 1 340.569 .710 341.279 - | - - | - - | - JUMP i i i1 1 1 340.569 .315 340.884 1- -1- -!- - - .0282 1 1 1 343.176 .315 343.491 -1- -1- - - .0282 1 1 343.906 .319 344.225 _|_ _|_ _ _ .0282 »I.X»..X|. *««,..> 1 1.70 1.62 .04_ | _ _ _ __ _ .0007 1 1 1.70 1.70 .05 - | - - - - - .0008i >1 1 1.70 1.79 .05 -1- -1- -!- .0009 1 1.70 1.87 .05 -1- -1- -1- .0010 1 1 1.70 1.97 .06 .0012 | 1.70 2.06 .07 -1- -1- -1- i1 1.70 6.32 .62_ 1 __ _ ___ .0282 1 1.70 6.32 .62 -1- - - - - .0274 1 1.70 6.18 .59 _|_ .0256 Energy Super I Critical | Flow Top | Height/ | Base Wt Grd.El. Elev I Depth | Width |Dia.-FT or I.D. HF SE DpthlFroude N|Norm Dp | "N" X-Fall 341.36 .00 341.36 - - .00 341.36 - - .00 341.36 - - .00 341.36 .00 341.35 - - 341.50 -1- 2.61 344.11 - - .71 1 344.82 - - .24 1 .00 — 1 — .86 | .00 -1- .83 1 .00 -1- .80 1 .00 - I - .77 1 .00 - 1 ~ .74 | .00 -1- 1 .00 - 1 - .31 1 .00 -1- .31 | .06 -1- .38 1 .49 .34 1 .49 -1- .37 i1 .49 -1- .40 1 .49 -1- .42 1 .49 i1 .46 | .49 -1- 1 .49 - | - 2.37 | .49 - 1 - 2.37 | .49 - 1 - 2.30 1.48 .31 1.49 .31 1.50 .31 1.50 .31 1.50 .31 1.50 1.22 .31 1.22 .31 1.23 .31 1.500 .013 1 ! 1.500 _ 1 _ _ _ .013i i1 1 1.500 -1- -1- .013 | 1.500 -1- -1- .013 | 1.500 _ 1 _ _ — .013 1 1 1.500 _ | _ _ _ 1 1 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 1 1 1.500 -1- -1- .013 .000 .00 .000 - - .00 11 .000 - - .00 .000 1_ 1 _ .00 .000 — 1 — .00 1 .000 -1- 1 .000 -1- .00 1 .000 -1- .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth 1 Prs/Pip 1 Type Ch 1 1 PIPE | 1 | - PIPE 1 | - PIPE | 1 | - PIPE | 1 i1 - PIPE | 1 | - I 1 1- PIPE 1 1 1 — PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 6 Date: 7-19-2011 Time:10:22:32 Invert | Depth Water | Q | Vel Vel I Station Elev | (FT) | Elev | (CFS) (FPS) Head 1 L/Elem Ch Slope I I | | SF Ave | 2553 7 2561 4 2566 2 2569 1 2571 1 2572 1 2573 2574 2575 .933 - - .820 .753 .411 .164 - - .859 .022 - - .988 .010 - - .558 .568 .082 .650 -1- .887 1 .537 -1- .586 .124 -1- .437 1 1 1 1 344.175 .325 344.501 -1- - - -1- .0282 1 1 344.396 .336 344.732 _ 1 _ _ _ _ 1 _ .0282 1 1 344.520 .347 344.867 -1- - - -1- .0282 1 1 344.601 .359 344.960 -1- - - -1- .0282 1 1 344.657 .372 345.029 -1- - - -1- .0282 1 1 344.701 .384 345.085 .0282 1 1 1 344.731 .398 345.130 -1- -1- -1- .0282 1 1 344.757 .411 345.168 -1- -1- -1- .0282 1 1 1 344.773 .426 345.199 - 1 - - 1 - - 1 - .0282 »>K»K»»|K..XX»K>|K 1 ! 1.70 6.02 .56 -1- -I- -1- .0231 1 1.70 5.74 .51 __ 1 __ | _ 1 _ .0202 1 1 1.70 5.47 .46 -1- -1- -1- .0176 1 1 1.70 5.22 .42 - - -1- -1- .0154 1 1 1.70 4.97 .38 -1- -1- -1- .0135 1 1 1.70 4.74 .35 i i i1 1 1 .0118 | 1.70 4.52 .32 - - - | - - | - .0103 1 1 1.70 4.31 .29 - - -1- -1- .0090 | 1.70 4.11 .26 - - -!- -|- .0079 Energy | Super I Critical | Flow Top I Height/ Base Wt | Grd.El.l Elev | Depth | Width IDia.-FT or I.D.I -1- -1- -1- -1- - - -1- HF |SE DpthlFroude N|Norm Dp | "N" | X-Fall | 1 345.06 -1- .18 ! 345.24 .09 1 345.33 -1- .05 1 345.38 - I — .03 1 345.41 -1- .02 1 345.43 i1 .01 1 345.45 -1- .01 1 345.46 -1- .01 | 345.46 -1- .00 | .06 - 1 - .38 1 .05 _ 1 .39 | .05 - 1 - .39 1 .04 -1- .40 | .04 - I - .41 1 .04 1 .42 | .03 - 1 - .43 | .03 -1- .44 | .03 - 1 - .45 * \ | .49 -1- 2.22 1 .49 i- 1 - 2.08 | .49 -1- 1.95 1 .49 -1- 1.82 | .49 - 1 - 1.71 1 .49 __ 1 _ 1 . 60 | .49 - | - 1.50 | .49 - 1 - 1.40 | .49 - 1 - 1.31 1.24 .31 1.25 .31 1.27 .31 1.28 .31 1.30 .31 1.31 .31 1.32 .31 1.34 .31 1.35 .31 *» 1 *">"""* **' ! 1 1.500 -1- -1- .013 1 1.500 .013 1 I 1.500 -1- -1- .013 1 1.500 -I- -1- .013 1 1 1.500 -t- - - .013 1 1.500 _ 1 _ | .013 1 1 1.500 - 1 - - - .013 1 1.500 -1- -1- .013 1 1 1.500 _ | — — j — .013 1 1 .000 -1- .00 1 .000 .00 1 .000 -1- .00 1 .000 -!- .00 1 .000 1~ 1 ~ .00 1 .000 .00 1 .000 -1- .00 1 .000 -1- .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch 1 - PIPE 1 I - PIPE 1 - PIPE 1 I- PIPE 1 1 - PIPE 1 i1 - PIPE 1 1 - PIPE 1 1- PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 i i FILE: BlackRail.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. No. 06-27, Muroya Black Rail Road Storm Drain 100-Year Flow Rate PAGE 7 Date: 7-19-2011 Time:10:22:32 I Invert I Depth Station | Elev | (FT) L/Elem | Ch Slope I ********* | ********* | ******** 1 1 2575.560 344.785 .441 .314 .0282 1 1 2575.874 344.794 .456 -1- -1- .168 .0282 1 1 2576.042 344.799 .472 — 1 — — 1 — — .038 .0282 1 1 2576.080 344.800 .490 -1 - -1- WALL ENTRANCE 1 1 2576.080 344.800 .739 -1- -1- Water | Q | Vel Vel Elev (CFS) (FPS) Head 1 | SF Ave 1 1 345.226 1.70 3.92 ,24 .0069 1 1 345.250 1.70 3.74 .22 -1- - - -I- .0061 1 1 345.271 1.70 3.56 .20 .0053 1 345.290 1.70 3.39 .18 -1- -1- -1- 1 1 345.539 1.70 .57 .01 -1- -1- Energy I Super | Critical 1 Flow Top | Height/ | Base Wt Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D. HF |SE DpthlFroude N|Norm Dp | "N" | X-Fall II 1 II 1 1 1 1 1 345.47 .03 .49 1.37 1.500 .000 _ I _ _ | _ _ | _ - I - - 1 - .00 .47 1.23 .31 .013 .00 1 1 I 1 1 345.47 .02 .49 1.38 1.500 .000 -1- -1- -1- -1- -|- .00 .48 1.15 .31 .013 .00 1 1 1 1 1 345.47 .02 .49 1.39 1.500 .000 _ _ i | i _ 1 _ _(_ _ .00 .49 1.07 .31 .013 .00 1 1 1 1 1 345.47 .02 .49 1.41 1.500 .000 -1- -1- -1- -1- -I- 1 1 1 1 1 345.54 .00 .18 4.00 4.000 4.000 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: BlkRlLat.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING C.T. 06-27, Muroya Black Rail Road Lateral Storm Drain 100-Year Storm Event PAGE 1 Date: 7-19-2011 Time:10:34: 1 I Invert Station I Elev -I- L/Elem ICh Slope Depth | Water | Q (FT) | Elev | (CFS) -I- -I- I I Vel (FPS) Vel I Head I -I- SF Ave| Energy I Super |Critical|Flow Top|Height/|Base Wt| I No Wth Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D.I ZL |Prs/Pip HF |SE DpthlFroude N|Norm Dp | "N"X-Falll ZR I Type Ch I I 1002.000 337.520 -I- -! 23.280 .0052 I I 1025.280 337.640 -I- -I JUNCT STR .6575 1029.280 340.270 -I- -I rl ': I '' I '••v- 3.794 341.314 -I- I 9.60 9.60 5.43 5.43 .46 341.77 -I- .0084 .19 I I I I I .00 1.20 .00 1.500 .000 -I- -I- -I- -I- -I 3.79 .00 1.50 .013 .00 1 I I I I I I .46 341.97 .00 1.20 .00 1.500 .000 -I- -I- -I- -I- -I- -I- -I .0043 .02 3.87 .00 .013 .00 WARNING - Junction Analysis - Change in Channel Type WARNING - Junction Analysis - Large Lateral Flow(s) III I I I I I I I 1.790 342.060 4.70 1.31 .03 342.09 .00 .56 2.00 .500 2.000 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 0 .0 Note: Large Lateral Flow warning because lateral flow (4.9 cfs) from curb inlet is larger than main line flow (4.7 cfs) Worksheet for Circular Pipe Node 20-26 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth 0.013 0.04000 0.83 3.60 0.58 0.40 1.64 0.25 0.76 0.79 69.6 0.02387 8.96 1.25 1.82 2.18 4.66 4.34 0.02758 Supercritical 0.00 0.00 0 0.00 0.00 0.00 69.59 Infinity ft/ft ft ft3/s ft ft2 ft ft ft ft % ft/ft ft/s ft ft ft3/s ft3/s ft/ft ft ft ft ft % % ft/s 5/25/2011 7:58:58 PM Bentley Systems, Inc. Haestad Methods SoBdnUe^EhtwMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 2 Worksheet for Circular Pipe Node 26-32 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.013 0.02220 1.00 5.70 0.92 0.76 2.58 0.29 0.54 0.95 92.2 0.02215 7.53 0.88 1.80 1.12 5.71 5.31 0.02560 0.00 0.00 0 0.00 0.00 0.00 92.23 Infinity ft/ft ft ft3/s ft ft2 ft ft ft ft % ft/ft ft/s ft ft ft3/s ft3/s ft/ft ft ft ft ft % % ft/s 5/25/2011 7:59:09 PM Bentley Systems, Inc. Haestad Methods SoHaMteggMeiMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 2 Worksheet for Circular Pipe Node 74-80 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth 0.013 0.01900 0.83 1.60 0.43 0.28 1.34 0.21 0.83 0.57 52.1 0.00826 5.62 0.49 0.92 1.69 3.21 2.99 0.00545 Supercritical 0.00 0.00 0 0.00 0.00 0.00 52.08 Infinity ft/ft ft ft3/s ft ft2 ft ft ft ft % ft/ft ft/s ft ft ft3/s ft3/s ft/ft ft ft ft ft % % ft/s 5/25/2011 7:59:19 PM Bentley Systems, Inc. Haestad Methods SdBilntte£EhlwMaster V8i (SEL ECTsories 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 2 Worksheet for Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Constructed Depth Constructed Top Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps Ditch Node 56-58 0.016 0.05000 1.00 3.00 0.40 0.13 0.10 1.14 0.09 1.10 0.21 0.00877 4.05 0.26 0.39 2.39 0.00 0.00 0 ft/ft ft ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.13 ft 0.21 ft 0.05000 ft/ft 0.00877 ft/ft 5/25/2011 7.57:58 PM Bentley Systems, Inc. Haestad Methods SoHdnlte£EhtoiMaster 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 1 Worksheet for Ditch Node 94-93 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Constructed Depth Constructed Top Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Supercritical _. ._ , . _. ,GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.016 0.11000 1.00 2.00 0.10 0.07 0.03 0.56 0.05 0.54 0.13 0.01093 3.92 0.24 0.31 3.17 0.00 0.00 0 0.00 0.00 Infinity Infinity 0.07 0.13 0.11000 0.01093 ft/ft ft ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft ft ft ft/s ft/s ft ft ft/ft ft/ft 5/25/2011 7:58:11 PM Bentley Systems, Inc. Haestad Methods SoB<lnlte£EhlaiMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Worksheet for Ditch Node 94-98 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Constructed Depth Constructed Top Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Manning Formula Normal Depth 0.016 0.22000 1.00 2.00 0.10 0.06 0.02 0.51 0.04 0.49 0.13 0.01143 5.02 0.39 0.45 4.39 Supercritical 0.00 0.00 0 0.00 0.00 Infinity Infinity 0.06 0.13 0.22000 0.01143 ft/ft ft ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft ft ft ft/s ft/s ft ft ft/ft ft/ft 5/25/2011 7:58:25 PM Bentley Systems, Inc. Haestad Methods Scfidntte£ElilaiMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Worksheet for Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Constructed Depth Constructed Top Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Ditch Node 96-97 0.016 0.08270 1.00 2.00 0.10 0.08 0.03 0.58 0.05 0.55 0.13 0.01073 3.55 0.20 0.27 2.78 0.00 0.00 0 0.00 0.00 Infinity Infinity 0.08 0.13 0.08270 0.01073 ft/ft ft ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft ft ft ft/s ft/s ft ft ft/ft ft/ft 5/25/2011 7:58:44 PM Bentley Systems, Inc. Haestad Methods SoBdntte£EMuMaster V8I (SELECTseries 1) [08.11.01.03] 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Worksheet for Rectangular Outflow Weir - South Basin Project Description Solve For Headwater Elevation Input Data Discharge 6.30 ft3/s Crest Elevation 326.00 ft Tailwater Elevation 320.00 ft Weir Coefficient 3.00 US Crest Length 3.00 ft Number Of Contractions 2 Results Headwater Elevation 326.82 ft Headwater Height Above Crest 0.82 ft Tailwater Height Above Crest -6.00 ft Flow Area 2.46 ft2 Velocity 2.57 ft/s Wetted Perimeter 4.64 ft Top Width 3.00 ft Bentley Systems, Inc. Haestad Methods SdhMfeyCEMnfMaster V8i (SELECTseries 1) [08.11.01.03] 5/25/2011 8:54:48 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 APPENDIX D APPENDIX D CURB INLET, SPILLWAY, AND RIPRAP SIZING CURB OPENING SIZING Catch Basins on Grade: Q = 0.7L(a+y)A(3/2) Equation for catch basins on grade from County of SD where Q=100-yearflow, cfs L=clear opening length, ft a=depth of depression of flow line at inlet, ft y=depth of flow in approach gutter, ft Note: Depth, y, is obtained from Gutter and Roadway Discharge - Velocity Chart Rational Method Node Q100, cfs y, ft a, ft Min. Opening, ft L, ft 97 (Black Rail Road, Sta 25+70.51) 1.7 0.23 0.33 5.8 7 Catch Basins in Sump: Rational Method Node Q100, cfs Weir Length, ft Minimum L, ft 38 (Street A, Cul-de sac) 6.3 5.7 6 83 (Drive C, Sta 13+96.50 Lt.) 2.1 1.9 5 86 (Drive C, Sta 13+96.50 Rt.) 2.5 2.3 5 Capacity of catch basin in sump from weir equation = 1.1 cfs per foot when ponded to top of opening L is the length to be shown on plans for a Type B Curb Inlet 0.4 5 6 7 8 9 10 Discharge (C.F.S.) 30 40 50 EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. For Q=1.7 cfs and slope=3.5%, Depth=0.23' SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge - Velocity Chart 3-6 2009 GREENBOOK SUPPLEMENT Add the following new subsection: 200-1.7 Selection of Riprap and Filter Blanket Material. TABLE 200-1.7 Per City of Carlsbad, riprap thickness shall be 3 times rick diameter. Velocity (1) 6-7 ft/sec (2 m/sec) 7-8 ft/sec (2.3 m/sec}_ 8 - 9.5 ft/sec (2.7 m/sec) 9.5 -11 ft/sec (3.1 m/sec) 11 -13 ft/sec (3.7 m/sec) 13-1 5 ft/sec (4.3 m/sec) 15 -17 ft/sec (4.9 m/sec) 17 -20 ft/sec (5.6 m/sec) Rock Class (2) No. 3 Backing No. 2 Backing Facing Light 1/4Ton (227 kg) 1/2 Ton (454 kg) 1Ton (907 kg) 2 Ton (1,814kg) Rip-Rap Thickness "T" 0.6ft (0.18m) 1.0ft (0.30m) 1.4ft (0.43 m) 2.0 ft (0.61 m) 2.7ft (0.82 m) 3.4ft (1.04m) 4.3ft (1.31 m) 5.4ft (1.65m) Filter Blanket Upper Layer(s) (3) Option 1 (4A) 3/16" (4.8 mm) 1/4" (6.4 mm) 3/8" (9.5 mm) 1/2" (12.7mm) 3/4" (19.1 mm) 1" (25.4 mm) — — Option 1 (4B) — — — — — — 1-1/2" (38.1 mm) 2" (50.8 mm) Option 2 (5) C2 B3 — — — — — — Option 3 (6) D.G. D.G. D.G. 3/4"- 1-1/2" (28.6 mm) P.M.B. 3/4"- 1-1/2" (28.6 mm) P.M.B. 3/4"- 1-1/2" (28.6 mm) P.M.B. TYPEB TYPEB Filter Blanket Lower Layer (7) — — — — SAND SAND SAND 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 Ib. (90 kg) Facing Rock Class = 75 Ib. (35 kg) No. 2 Backing Rock Class = 5 Ib. (2 kg) No. 3 Backing Rock Class = 1 Ib. (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(8) 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 Construction [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 Construction. TYPE B = Type B bedding material shall conform to the requirements for 1/2" crushed rock or No. 4 concrete aggregate in Subsection 200-1 ("Rock Products"), Table 200-1.2 (A) or 200-1.4(6), of the Standard Specifications for Public Works Construction. Worksheet for Spillway at Top - North Basin Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope 0.015 0.02000 2.00 2.00 4.00 12.10 0.39 1.84 5.72 0.32 5.54 0.59 0.00443 6.57 0.67 1.06 2.01 0.00 0.00 0 0.00 0.00 Infinity Infinity 0.39 0.59 0.02000 ft/ft ft/ft (H:V) ft/ft (H:V) ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft ft ft ft/s ft/s ft ft ft/ft 5/25/2011 7:57:24 PM Bentley Systems, Inc. Haestad Methods SoB4Mte£EhiwMaster V8i (SELECTserles 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Spillway on Slope - North Basin Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope 0.040 0.50000 2.00 2.00 2.00 12.10 0.38 1.06 3.72 0.29 3.53 0.80 0.03119 11.40 2.02 2.40 3.67 0.00 0.00 0 0.00 0.00 Infinity Infinity 0.38 0.80 0.50000 ft/ft ft/ft (H:V) ft/ft (H:V) ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft ft ft ft ft ft/s ft/s ft ft ft/ft 5/25/2011 7:57:44 PM Bentley Systems, Inc. Haestad Methods SoBdnlte£EhlafMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 2