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Home My WebLink AboutLot 9 Drainage (Sept.2006) 1 y 1 /vim 1 1 1 PA-27 AND PA -28 DRAINAGE LINE LV -5 TENTATIVE TRACT MAP 29353 RORIPAUGH RANCH PROJECT HYDROLOGY AND HYDRAULIC STUDY 1 1 1 September 2006 1 Prepared for. 1 Fiesta Development Company 470 E. Harrison Street Corona, CA 92879 1 Prepared by: 1 VA Consulting, Inc. COSSULTING TABLE OF CONTENTS ' 1. INTRODUCTION ....................................................................... ..............................1 2. RATIONAL METHOD ANALYSIS .............................................. ..............................1 ' 3. DESILTING BASIN .................................................................... ..............................2 1 4. STORM WATER CLARIFIER .................................................... ..............................2 5. RESULTS .................................................................................. ..............................2 6. HYDRAULICS ANALYSES ........................................................ ..............................3 7. FIGURES .................................................................................. ..............................4 8. .TECHNICAL APPENDICES ...................................................... ..............................5 1 A. Hydrologic Calculations ............................................................. ..............................5 B. Hydraulic Calculations ............................................................... ..............................6 1 ' 1 1. INTRODUCTION The proposed storm drain line is in Roripaugh Ranch Development project in the City of Temecula, Riverside County, California. The storm drain line lies in PA 27 adjacent to PA 28 of Tentative Tract Map No. 29353. The storm drain line will then be connected to the existing 36" RCP outlet named "LV -5" draining to Long Valley Channel located to the south of and between PA 27 and PA 28. Portions of PA 27 and PA 28 will be draining into the system. PA 27 and PA 28 in Tentative Tract Map No. 29353 are proposed parks and recreation area subdivisions. PA 27 has an area of 19.7 acres while PA 28 has an area of 20.0 acres. Tributary areas for Line LV -5 are shown on the Hydrology Map, Figure No. 2 on this Report. The proposed developed condition for these Studies will include the typical street sections sized to contain the 10 -year runoff within the curbs and the 100 -year flows within the street right -of -way. This report contains the proposed developed condition hydrology study for the subdivisions. 2. RATIONAL METHOD ANALYSIS The Riverside County Flood Control and Water Conservation District Hydrology Manual, published in April 1978, (Hydrology Manual) provided the guidelines and procedures for the 10- and 100 -year Rational Method analyses. The parameters used for the rational method are summarized below: • Hydrologic boundaries were based on street grading plans for the subdivisions as depicted on Figure 2, Hydrology Map in this Report. • The underlying hydrologic soil group is Type C as shown on Plate C -1.53 of the Hydrology Manual. • The rainfall depths used in the rational method analyses were based on those reported on Hydrology Manual Plates D -4.3 and D -4.4 for the 2- year, 1 -hour and 100 -year, 1 -hour storm events, respectively. These values were used to calculate the 1 -hour rainfall intensity. The 10 -year rainfall data was based on values derived from Plate D -4.5, and the slope of the intensity /duration curve was based on the information provided in Plate D -4.6. • The proposed development for tributary areas within PA 27 and PA 28 is sports park. Specific areas like parking areas and soccer fields are noted in the hydrologic calculations per Plate D -5.6; parking areas have imperviousness of 80 to 100% while soccer fields will have imperviousness of 0 to 10 %, considered "commercial' and "natural or agriculture" in development, respectively. The rational method analysis was performed with software developed by CIVILDESIGN Corporation for both the 10- and 100 -year storm events. The software was designed to accept watershed data and perform rational method analyses in accordance with the Hydrology Manual. The software defines X:\ Projects\ 850 _0137\Eng \TechDocs \Reports\LV -5_ hydrology Report.doc 1 subareas and routing paths b means of t g p y upstream and downstream node numbers, node elevations, travel distances, soil group, and type of conveyance. The Hydrology Map (Figure 2) shows the location of all node numbers used in the rational method analysis. 3. DESILTING BASIN A part of the Studies conducted and presented in this Report is the analysis of the proposed desilting basin to be located within PA 28. The basin together with the proposed berm and swales along PA 28's westerly and southerly boundaries will intercept runoff within PA 28 and prevent silt into spilling to the Long Valley Channel and the proposed sports park in PA 27. The basin size was determined using the criteria presented in Section 4, Sediment/ Desilting Basin SC -2 of CALTRANS Storm Water Quality Handbook. The capacity of the basin shown on the plans exceeds that of the minimum required; this resulted from the adjustment made to fit the basin's shape into the shape of the tributary area. The basin is equipped with a 48" diameter riser inlet as primary discharge point and a 15 -foot wide spillway as secondary outlet. For convenience, both the riser pipe and the spillway are designed based on the total of the 100 -yr storm discharges for Node Nos. 129, 135, and 149. The basin calculations are found in the index at the back of this Report. Although PA's 27 and 28 are both to be developed as sports parks, development will not come at the same time; PA 27 will be developed first while the development of PA 28 will come at a later date. This discrepancy in schedule of t development resulted in the need for the desilting basin; the basin will provide the necessary protection from siltation for both PA 27 and the Long Valley Channel. 4. STORM WATER CLARIFIER A storm water clarifier (StormFilter) will be installed downstream from Node No. 150. The clarifier will serve the parking area of the sports park in PA 27 with a tributary area of 1.75 acres. The clarifier will clear the runoff from debris and other pollutants expected from the parking area. The actual size of the clarifier shall be in accordance with the recommendation of the selected manufacturer and conforming to the Best Management Practices of the State of California. 5. RESULTS The results of the Rational Method Hydrology Study are included in the Technical Appendices to this report. Table 5 -1 below summarizes the peak discharges at each of the proposed catch basins. 1 ' X:\ Projects\ 850 _0137\Eng \TechDocs \Reports\L\i5 — hydrology Report.doc 2 Table 5 -1 Rational Method Hydrology Maximum 10 -Year and 100 -Year Storm Drain Flow Rates Downstream Tributary Maximum Maximum Catch Basins Node Area 10 -Year Q 100 -Year Q Number (Ac) (cfs) (cfs) Catch Basin #1 139 1.75 3.34 5.12 6. HYDRAULICS ANALYSES Pipe Hydraulics. The hydraulic conveyance and capacities of the proposed storm drain lines are analyzed using the Water Surface Pressure Gradient (WSPG) Program No. F0515P developed by the Los Angeles County Flood Control District. The software is based on the principle of pressure and momentum of hydraulic flow in dynamic state. The result of the calculations for the pipelines, main and laterals are found in the Technical Appendices found at the end of this Report. The mainline and lateral pipes are designed for 100 -yr storm discharges. For laterals connected to catch basins, the WSPG calculations included a "wall entrance" (WE) card at the upstream end of the pipe to simulate entrance losses as runoff enters the pipe from the catch basin; an entrance loss coefficient of 0.5 is used for this calculation. All reinforced pipes are simulated with a Manning's N -value of 0.013. Catch Basin Interception Rates. The interception capacities of the proposed catch basins are determined using the Federal Highway Administration (FHWA) method Hydraulic Engineering Circular No. 12 (HEC -12). All catch basins are of curb opening type with local depressions. The software used in the calculations and shown on this Report is the Quick HEC -12 (QHEC -12) developed by Haestad Methods in accordance with the HEC -12 Manual. Calculation results are found in the index at the end of this Report. The following are the input data for the QHEC -12 calculations: • Street longitudinal slope • Street cross slope • Width of approach gutter, 2 feet • Cross slope of approach gutter, 0.0833 • Width of local depression, 4 feet • Amount of local depression, 3 inches • Total Discharge • Selected size of catch basin The software QHEC -12 maybe used to analyze the following types of inlets, both in continuous grade (flow -by) and sump conditions: Curb opening type, Grate inlet type, Combination curb inlet and grate inlet, Scupper inlets, Slotted Drains, and Grate inlet in a trapezoidal ditch. X:\ Projects\ 850_ 0137\Eng \TechDocs \Reports\t.V -5_ hydrology Report.doc 3 7. FIGURES Figure 1 — Vicinity Ma 9 Y p Figure 2 — Rational Method Hydrology Map t X:\ Projects\ 850 _0137\Eng \TechDocs \Reports\LV -5_ hydrology Report.doc 4 I I i I PROJECT SITE I I I I I I I I 15 I 9 I I ' I HOT SPRINGS ROAD I I h� � I I I 15 i l sop Y ACCESS I cRAPoS CONTEM I fi I ACCESS ,/ I I 8 I WY OF TBECMA ( m i � I ACCESS gi I I m I I CIO I I I I I I I I I I I � I I I I WcaffY mp I I N.T.S. THOMAS BROTHERS MAP REFERENCE RIVERSIDE COUNTY 2001 EDITION PAGE 929, E -7 I FIGURE 1 I I I RORIPAUGH RANCH DATE V A T VA Consulting, Inc. STORM DRAIN LINE LV -5 09/06 ENGINEERS• PLANNERS• SURVEYORS TRACT NO. 32358 FIGURE i7801 CARTWRIGHT ROAD X949) 474 -i4C0 Tt_ CONSULTING IRVINE CA 92614 ;949) 26 -8 FAX VICINITY i MAP 01 I I X: /PROJECTS /650 - 0116 /ENG /MISC /VICINITY MAP- SD- LV -5 -DGN 8. TECHNICAL APPENDICES A. Hydrologic Calculations ' Hydrologic Soils Group Map • Rainfall Depth VS Return Period • Intensity Duration Curve Calculation Sheet ' • 2 -Year One -Hour Precipitation Chart • 100 -Year One -Hour Precipitation Chart • Slope of Intensity Duration Curve Chart 1 Chart — Impervious Cover for Developed Areas • Rational Method Routing Schematic Diagram • Rational Method Hydrologic Calculations, 10 -Year Storm Event • Rational Method Hydrologic Calculations, 100 -year Storm Event 1 X:\ Projects\ 850 _0137\Eng \TechDocs \Reports\LV -5_ hydrology Report.doc 5 _ r � �f�' ,'.• (VIM - '� .`ate �9 ►``1q , i � g IN IN Ile V W <i; �! 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I ^ �, P, � �i� /L'�l ," P � axC� ial eroun � :` f r y �`�•� �' � _- � - L� � h�, 1 --�_• s,.�� " A '.4. > f�' �• f � _ � � J p _f ./�` _ -Ly^ =V VATI '�Q �i �/l � �' } Tw13b�/ ( � .] � J - y � -� .yam, \N •� : � _ �! � � � � Oasls +�' J 4 1S`- �•�,�t� F (' e '��, At'�.. �� . � � \/ I �j P1, 8Y6'c?`/� ancM1 � - )<.� nch;. 7` t - - U >e�- 5eitlT.g: "'� .>�� •..:) '"\ _1 �., � 1�,�, � ,:��.. 7 -aa � � `,> � \,'•' v rte � �. � . ,-. _ R I ER � _ L — . 55 s RIVERSIDE ` COUNTY FLOOD CONTROL ,r R etio vl `r" Ir z s€o a ?dd 3 x a AND j 6� W" WATER CO NSERVATION DISTRICT a SLOPE ® f � t �� Ili 4 w t� r �� 7 , � R } -�z r . < � �; � � s - ? I - . u \ R �3�• ` d ter- CURVE k. - '4 • tr'a+'� � I ' I � l ., :.- _ r. '�� -• - - - s.. ME \: PLATE D 4.6 .o No ACTUAL IMPERVIOUS COVER Recommended Value ' Land Use (1) Range- Percent For Average Conditions- Percent(2 ' Natural or Agriculture 0 - 10 0 ' Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 ' 20,000 S. F. ( Acre) Lots 30 - 45 40 7,200 - 10,000 Si. Lots 45 - 55 50 Multiple Family Residential: ' Condominiums 45 - 70 65 Apartments 65 - 90 80 1 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: ' 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in ' dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and ' shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. ' 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F D lk W CD IMPERVIOUS COVER ' HYDROLOGY 1\11A NUAL FOR DEVELOPED AREAS PLATE D -5.6 . �2Z► _ l D a /o Z Z z�J 1 CL o m u �� _5�.1 cal b4� , a► � �� QLz4 =L� o '�k 2 J Z � ry L2Z 1� ..►,o t4 v g g �, l ,orb � �� off► Qom Q U Z 03o0 -� < ce o < - K Q _ w U o U v w^ oZ`r Q� - > c r RRLVS.out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/21/06 File:RRLVS.out ' RORIPAUGH RANCH PROJECT LV -5 THROUGH PA 27 AND 28 10 -YR 9/21/06 SWL ' * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file - - - - -- ' Van Dell and Associates, Inc., Irvine, CA - SIN 953 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.500(In.) 100 year, 1 hour precipitation = 1.200(In..) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.788(In /Hr) ' Slope of intensity duration curve = 0.5500 Process from Point /Station 128.000 to Point /Station 129.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 1241.100(Ft.) Bottom (of initial area) elevation = 1231.900(Ft.) Difference in elevation = 9.200(Ft.) ' Slope = 0.01508 s(percent)= 1.51 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.027 min. Rainfall intensity = 2.233(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 1 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.997(CFS) Total initial stream area = 2.540(Ac.) Pervious area fraction = 0.100 Process from Point /Station 129.000 to Point /Station 130.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1226.900(Ft.) Downstream point /station elevation = 1219.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 4.997(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 4.997(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 8.57(In.) ' Critical depth could not be calculated. Page 1 . t ' RRLVS.out Pipe flow velocity = 16.38(Ft /s) Travel time through pipe = 0.05 min. ' Time of concentration (TC) = 9.08 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 140.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1219.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.997(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow = 4.997(CFS) Normal flow depth in pipe = 9.67(In.) ' Flow top width inside pipe = 14.36(In.) Critical Depth = 10.88(In.) Pipe flow velocity = 5.98(Ft /s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 9.86 min. Process from Point /Station 140.000 to Point /Station 140.000 ' * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.540(Ac.) Runoff from this stream = 4.997(CFS) Time of concentration = 9.86 min. Rainfall intensity = 2.128(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + ++ + + + + + + + + + ++ + + + + + ++ Process from Point /Station 133.000 to Point /Station 134.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 645.000(Ft.) Top (of initial area) elevation = 1242.500(Ft.) Bottom (of initial area) elevation = 1231.900(Ft.) Difference in elevation = 10.600(Ft.) Slope = 0.01643 s(percent)= 1.64 ' TC = k(0.710) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 21.475 min. Rainfall intensity = 1.387(In /Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea ' Runoff Coefficient = 0.717 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.266(CFS) Total initial stream area = 2.280(AC.) Pervious area fraction = 1.000 Process from Point /Station 134.000 to Point /Station 135.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 1225.000(Ft.) Downstream point /station elevation = 1221.000(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 1 No. of pipes = 1 Required pipe flow = 2.266(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.266(CFS) Normal flow depth in pipe = 6.02(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.73(In.) Page 2 ' RRLVS.out Pipe flow velocity = 5.75(Ft /s) Travel time through pipe = 0.73 min. ' Time of concentration (TC) = 22.20 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 135.000 ' * * ** SUBAREA FLOW ADDITION * * ** USER INPUT of soil data for subarea Runoff Coefficient = 0.800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 87.43 ' Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 22.20 min. Rainfall intensity = 1.361(In /Hr) for a 10.0 year storm Subarea runoff = 1.677(CFS) for 1.540(Ac.) Total runoff = 3.943(CFS) Total area = 3.820(Ac.) Process from Point /Station 135.000 to Point /Station 140.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1221.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.943.(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.943(CFS) Normal flow depth in pipe = 5.63(In.) Flow top width inside pipe = 8.71(In.) ' Critical depth could not be calculated. Pipe flow velocity = 13.56(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 22.26 min. Process from Point /Station 140.000 to Point /Station 140.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.820(Ac.) Runoff from this stream = 3.943(CFS) Time of concentration = 22.26 min. Rainfall intensity = 1.360(In /Hr) Program is now starting with Main Stream No. 3 Process from Point /Station 138.000 to Point /Station 139.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 1234.000(Ft.) Bottom (of initial area) elevation = 1227.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01148 s(percent)= 1.15 TC = k(0.300) *[(length ^3) 1(elevation change)] ^0.2 ' Initial area time of concentration = 9.535 min. Rainfall intensity = 2.167(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 3 RRLV5.out Initial subarea runoff = 3.339(CFS) Total initial stream area = 1.750(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 139.000 to Point /Station 140.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1222.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.339(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 3.339(CFS) Normal flow depth in pipe = 5.50(In.) Flow top width inside pipe = 8.78(In.) Critical depth could not be calculated. Pipe flow velocity = 11.83(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.63 min. Process from Point /Station 140.000 to Point /Station 140.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.750(Ac.) Runoff from this stream = 3.339(CFS) Time of concentration = 9.63 min. Rainfall intensity = 2.155(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.997 9.86 2.128 2 3.943 22.26 1.360 3 3.339 9.63 2.155 Largest stream flow has longer or shorter time of concentration Qp = 4.997 + sum of Qa Tb /Ta e 3.943 * 0.443 = 1.747 Qb Ia /Ib 3.339 * 0.987 = 3.297 Qp = 10.041 Total of 3 main streams to confluence: Flow rates before confluence point: 4.997 3.943 3.339 Area of streams before confluence: 2.540 3.820 1.750 Results of confluence: Total flow rate = 10.041(CFS) Time of concentration = 9.859 min. - Effective stream area after confluence 8.110(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 150.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1216.000(Ft.) Downstream point /station elevation = 1208.000(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.041(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.041(CFS) Normal flow depth in pipe = 11.33(In.) Page 4 ' RRLVS.out Flow top width inside pipe = 12.89(In.) Critical Depth = 14.21(In.) ' Pipe flow velocity = 10.09(Ft /s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 10.32 min. Process from Point /Station 150.000 to Point /Station 150.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.110(Ac.) Runoff from this stream = 10.041(CFS) Time of concentration = 10.32 min. Rainfall intensity = 2.075(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 147.000 to Point /Station 148.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 440.000(Ft.) ' Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1228.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01591 s(percent)= 1.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.837 min. Rainfall intensity = 2.414(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.536(CFS) Total initial stream area = 2.600(AC.) Pervious area fraction = 0.100 Process from Point /Station 148.000 to Point /Station 149.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 1221.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.536(CFS) Nearest computed pipe diameter = 15.00(In.) ' Calculated individual pipe flow = 5.536(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 14.76(In.) Critical Depth = 11.44(In.) Pipe flow velocity = 7.37(Ft /s) ' Travel time through pipe = 0.66 min. Time of concentration (TC) = 8.49 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 149.000 to Point /Station 149.000 * * ** SUBAREA FLOW ADDITION * * ** Note: User entered runoff coefficient C value = 0.200 Results in the lowest RI Curve number USER INPUT of soil data for subarea Runoff Coefficient = 0.200 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 1.000 Page 5 ' RRLVS.out Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 20.00 ' Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 8.49 min. Rainfall intensity = 2.309(In /Hr) for a 10.0 year storm Subarea runoff = 0.845(CFS) for 1.830(AC.) ' Total runoff = 6.381(CFS) Total area = 4.430(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 149.000 to Point /Station 150.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1216.000(Ft.) Downstream point /station elevation = 1208.000(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.381(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 6.381(CFS) Normal flow depth in pipe = 5.46(In.) Flow top width inside pipe = 8.79(In.) ' Critical depth could not be calculated. Pipe flow velocity = 22.79(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.51 min. Process from Point /Station 150.000 to Point /Station 150.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.430(Ac.) Runoff from this stream = 6.381(CFS) Time of concentration = 8.51 min. Rainfall intensity = 2.307(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 10.041 10.32 2.075 2 6.381 8.51 2.307 Largest stream flow has longer time of concentration Qp = 10.041 + sum of Qb Ia /Ib 6.381 0.899 = 5.739 ' Qp = 15.781 Total of 2 main streams to confluence: Flow rates before confluence point: 10.041 6.381 ' Area of streams before confluence: 8.110 4.430 Results of confluence: Total flow rate = 15.781(CFS) - Time of concentration = 10.322 min. Effective stream area after confluence 12.540(AC.) End of computations, total study area = 12.54 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.479 Area averaged RI index number = 65.9 Page 6 ' 100RRLV5.out Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/21/06 File:100RRLV5.out ------------------- RORIPAUGH RANCH PROJECT, JN 881.0137 ' LV -5 THROUGH PA 27 AND 28 100 -YR 9/21/06 SWL ----------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------- Van Dell and Associates, Inc., Irvine, CA - SIN 953 ------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.500(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In /Hr) ' Slope of intensity duration curve = 0.5500 Process from Point /Station 128.000 to Point /Station 129.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 1241.100(Ft.) Bottom (of initial area) elevation = 1231.900(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.01508 s(percent)= 1.51 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.027 min. Rainfall intensity = 3.401(In /Hr) for a 100.0 year storm COMMERCIAL subarea type e Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.658(CFS) Total initial stream area = 2.540(Ac.) Pervious area fraction = 0.100 e +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.000 to Point /Station 130.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 1226.900(Ft.) Downstream point /station elevation = 1219.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 7.658(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 7.658(CFS) Normal flow depth in pipe = 6.29(In.) Flow top width inside pipe = 11.99(In.) ' Critical depth could not be calculated. Page 1 ' 100RRLV5.out Pipe flow velocity = 18.38(Ft /s) Travel time through pipe = 0.05 min. ' Time of concentration (TC) = 9.07 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 140.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1219.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) ' Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.658(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 7.658(CFS) Normal flow depth in pipe = 11.14(In.) ' Flow top width inside pipe = 17.48(In.) Critical Depth = 12.87(In.) Pipe flow velocity = 6.67(Ft /s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 9.77 min. Process from Point /Station 140.000 to Point /Station 140.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.540(Ac.) ' Runoff from this stream = 7.658(CFS) Time of concentration = 9.77 min. Rainfall intensity = 3.256(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 133.000 to Point /Station 134.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 645.000(Ft.) Top (of initial area) elevation = 1242.500(Ft.) Bottom (of initial area) elevation = 1231.900(Ft.) Difference in elevation = 10.600(Ft.) Slope = 0.01643 s(percent)= 1.64 TC = k(0.710) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 21.475 min. Rainfall intensity = 2.112(In /Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea ' Runoff Coefficient = 0.771 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 e RI index for soil(AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.710(CFS) Total initial stream area = 2.280(Ac.) Pervious area fraction = 1.000 Process from Point /Station 134.000 to Point /Station 135.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1225.000(Ft.) Downstream point /station elevation = 1221.000(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 3.710(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.710(CFS) Normal flow depth in pipe = 8.30(In.) Flow top width inside pipe = 11.09(In.) ' Critical Depth = 9.85(In.) Page 2 e e 100RRLV5.out Pipe flow velocity = 6.41(Ft /s) Travel time through pipe = 0.65 min. e Time of concentration (TC) = 22.13 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 135.000 e * * ** SUBAREA FLOW ADDITION * * ** USER INPUT of soil data for subarea Runoff Coefficient = 0.800 e Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 82.01 e Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 22.13 min. Rainfall intensity = 2.077(In /Hr) for a 100.0 year storm Subarea runoff = 2.559(CFS) for 1.540(Ac.) Total runoff = 6.269(CFS) Total area = 3.820(Ac.) e +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 140.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** e Upstream point /station elevation = 1221.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.269(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 6.269(CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 11.99(In.) e Critical depth could not be calculated. Pipe flow velocity = 15.33(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 22.17 min. e +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 140.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.820(Ac.) Runoff from this stream = 6.269(CFS) e Time of concentration = 22.17 min. Rainfall intensity = 2.075(In /Hr) Program is now starting with Main Stream No. 3 Process from Point /Station 138.000 to Point /Station 139.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 610.000(Ft.) e Top (of initial area) elevation = 1234.000(Ft.) Bottom (of initial area) elevation = 1227.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01148 s(percent)= 1.15 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 9.535 min. Rainfall intensity = 3.300(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 e Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 3 1 . 100RRLV5.out Initial subarea runoff = 5.118(CFS) Total initial stream area = 1.750(Ac.) ' Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 139.000 to Point /Station 140.000 1 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1222.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) ' Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.118(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 5.118(CFS) Normal flow depth in pipe = 5.94(In.) ' Flow top width inside pipe = 12.00(In.) Critical Depth = 11.07(In.) Pipe flow velocity = 13.22(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.62 min. Process from Point /Station 140.000 to Point /Station 140.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.750(Ac.) Runoff from this stream = 5.118(CFS) Time of concentration = 9.62 min. Rainfall intensity = 3.284(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CF S) (min) (In /Hr) 1 7.658 9.77 3.256 ' 2 6.269 22.17 2.075 3 5.118 9.62 3.284 Largest stream flow has longer or shorter time of concentration Qp = 7.658 + sum of Qa Tb /Ta 6.269 * 0.441 = 2.763 Qb Ia /Ib 5.118 * 0.992 = 5.075 Qp = 15.496 Total of 3 main streams to confluence: Flow rates before confluence point: 7.658 6.269 5.118 Area of streams before confluence: 2.540 3.820 1.750 Results of confluence: Total flow rate = 15.496(CFS) Time of concentration = 9.773 min. - Effective stream area after confluence 8.110(Ac.) +++++++++++++++++++++++++++++±+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 150.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1216.000(Ft.) Downstream point /station elevation = 1208.000(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.496(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 15.496(CFS) Normal flow depth in pipe = 13.01(In.) Page 4 ' 100RRLV5.out Flow top width inside pipe = 16.12(In.) Critical Depth = 16.99(In.) ' Pipe flow velocity = 11.32(Ft /s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 10.18 min. Process from Point /Station 150.000 to Point /Station 150.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.110(Ac.) Runoff from this stream = 15.496(CFS) Time of concentration = 10.18 min. Rainfall intensity = 3.183(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 Process from Point /Station 147.000 to Point /Station 148.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1228.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01591 s(percent)= 1.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.837 min. Rainfall intensity = 3.676(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 8.481(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.100 Process from Point /Station 148.000 to Point /Station 149.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1221.000(Ft.) Downstream point /station elevation = 1216.000(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.481(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.481(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 13.63(In.) Pipe flow velocity = 6.91(Ft /s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 8.54 min. 1 Process from Point /Station 149.000 to Point /Station 149.000 * * ** SUBAREA FLOW ADDITION * * ** Note: User entered runoff coefficient C value = 0.200 ' Results in the lowest RI Curve number USER INPUT of soil data for subarea Runoff Coefficient = 0.200 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 1.000 Page 5 100RRLV5.out Decimal fraction soil group D = 0.000 RI index for soil(AMC 21 = 20.00 Pervious area fraction = 0.900; Impervious fraction = 0.100 Time of concentration = 8.54 min. Rainfall intensity = 3.507(In /Hr) for a 100.0 year storm Subarea runoff = 1.284(CFS) for 1.830(Ac.) Total runoff = 9.765(CFS) Total area = 4.430(Ac.) Process from Point /Station 149.000 to Point /Station 150.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1216.000(Ft.) Downstream point /station elevation = 1208.000(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.765(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 9.765(CFS) Normal flow depth in pipe = 5.89(In.) Flow top width inside pipe = 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = 25.46(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.55 min. Process from Point /Station 150.000 to Point /Station 150.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.430(Ac.) Runoff from this stream = 9.765(CFS) Time of concentration = 8.55 min. Rainfall intensity = 3.503(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 15.496 10.18 3.183 2 9.765 8.55 3.503 t Largest stream flow has longer time of concentration Qp = 15.496 + sum of Qb Ia /Ib 9.765 * 0.908 = 8.871 Qp = 24.367 Total of 2 main streams to confluence: Flow rates before confluence point: 15.496 9.765 Area of streams before confluence: 8.110 4.430 Results of confluence: Total flow rate = 24.367(CFS) - Time of concentration = 10.185 min. Effective stream area after confluence 12.540(Ac.) End of computations, total study area = 12.54 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.479 Area averaged RI index number = 65.3 Page 6 B. Hydraulic Calculations • WSPG Pipe Calculations • Catch Basin Interception Capacity Calculations • Desilting Basin Calculations X:\ Projects\ 850 _0137\Eng \Techbocs \Reports\LV -5_ hydrology Report.doc LV5.W5W T1 CITY OF TEMECULA 0 T2 LV -5 SD SYSTEM ' T3 STORM DRAIN IMPROVEMENT PLANS SO 1100.0001201.220 1 1203.300 R 1130.3201205.100 1 .013 .000 .000 0 R 1137.3201205.200 1 .013 .000 .000 0 R 1152.8301205.510 1 .013 .000 .000 0 JX 1157.5001206.630 3 2 .013 23.800 1205.950 70.0 .000 R 1431.4901214.620 3 .013 .000 .000 0 JX 1436.1501214.980 6 4 5.013 6.300 5.1001214.9801214.580 -45.0 45.0 .000 R 1696.3301215.680 12 .013 .025 .000 0 R 1720.3101215.870 12 .013 60.275 .000 0 R 1762.9901216.220 12 .013 .000 .000 0 SH 1762.9901216.220 12 1216.220 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 12 4 1 .000 1.500 .000 .000 .000 .00 Q 7.700 .0 e Page 1 FILE: LVS.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 9 -20 -2006 Time: 3:19:50 CITY OF TEMECULA LV -5 SD SYSTEM STORM DRAIN IMPROVEMENT PLANS Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I I I I I I I I I I I I I 1100.000 1201.220 1.101 1202.321 42.90 18.25 5.17 1207.49 .00 2.13 2.89 3.000 .000 .00 1 .0 I_ 1.658 .1280 .0491 .08 1.10 3.57 .86 .013 .00 .00 PIPE i I I I I I I I I I I I I 1101.658 1201.432 1.112 1202.544 42.90 17.98 5.02 1207.57 .00 2.13 2.90 3.000 .000 .00 1 .0 I_ 5.031 .1280 .0452 .23 1.11 3.49 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1106.689 1202.076 1.152 1203.228 42.90 17.15 4.57 1207.79 .00 2.13 2.92 3.000 .000 .00 1 .0 I_ 4.223 .1280 .0396 .17 1.15 3.26 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1110.911 1202.616 1.194 1203.810 42.90 16.35 4.15 1207.96 .00 2.13 2.94 3.000 .000 .00 1 .0 I_ 3.587 .1280 .0348 .12 1.19 3.05 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1114.499 1203.075 1.237 1204.312 42.90 15.59 3.77 1208.09 .00 2.13 2.95 3.000 .000 .00 1 .0 I_ 3.048 .1280 .0305 .09 1.24 2.85 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1117.547 1203.465 1.283 1204.748 42.90 14.86 3.43 1208.18 .00 2.13 2.97 3.000 .000 .00 1 .0 I_ 2.618 .1280 .0268 .07 1.28 2.66 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1120.166 1203.800 1.330 1205.130 42.90 14.17 3.12 1208.25 .00 2.13 2.98 3.000 .000 .00 1 .0 I_ 2.237 .1280 .0236 .05 1.33 2.48 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 1122.402 1204.087 1.380 1205.467 42.90 13.51 2.83 1208.30 .00 2.13 2.99 3.000 .000 .00 1 .0 I_ 1.928 .1280 .0207 .04 1.38 2.31 .86 .013 .00 .00 PIPE I I I I I I I I i I I I I 1124.330 1204.333 1.431 1205.765 42.90 12.88 2.58 1208.34 .00 2.13 3.00 3.000 .000 .00 1 .0 I_ 1.634 .1280 .0182 .03 1.43 2.15 .86 .013 .00 .00 PIPE FILE: LV5.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 9 -20 -2006 Time: 3:19:50 CITY OF TEMECULA LV -5 SD SYSTEM STORM DRAIN IMPROVEMENT PLANS Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width jDia. -FT1or I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1125.964 1204.542 1.486 1206.029 42.90 12.28 2.34 1208.37 .00 2.13 3.00 3.000 .000 .00 1 .0 1.403 .1280 .0161 .02 1.49 2.01 .86 .013 .00 .00 PIPE 1127.367 1204.722 1.542 1206.264 42.90 11.71 2.13 1208.39 .00 2.13 3.00 3.000 .000 .00 1 .0 1.174 .1280 .0141 .02 1.54 1.87 .86 .013 .00 .00 PIPE 1128.541 1204.872 1.602 1206.474 42.90 11.17 1.94 1208.41 .00 2.13 2.99 3.000 .000 .00 1 .0 .979 .1280 .0125 .01 1.60 1.74 .86 .013 .00 .00 PIPE 1129.519 1204.998 1.665 1206.663 42.90 10.65 1.76 1208.42 .00 2.13 2.98 3.000 .000 .00 1 .0 .801 .1280 .0110 .01 1.67 1.61 .86 .013 .00 .00 PIPE 1130.320 1205.100 1.731 1206.831 42.90 10.15 1.60 1208.43 .00 2.13 2.96 3.000 .000 .00 1 .0 7.000 .0143 .0101 .07 1.73 1.50 1.57 .013 .00 .00 PIPE 1137.320 1205.200 1.756 1206.956 42.90 9.98 1.55 1208.50 .00 2.13 2.96 3.000 .000 .00 1 .0 4.695 .0200 .0095 .04 1.76 1.46 1.42 .013 .00 .00 PIPE 1142.015 1205.294 1.804 1207.098 42.90 9.66 1.45 1208.55 .00 2.13 2.94 3.000 .000 .00 1 .0 5.063 .0200 .0086 .04 1.80 1.38 1.42 .013 .00 .00 PIPE 1147.078 1205.395 1.878 1207.273 42.90 9.21 1.32 1208.59 .00 2.13 2.90 3.000 .000 .00 1 .0 3.294 .0200 .0076 .03 1.88 1.28 1.42 .013 .00 .00 PIPE 1150.373 1205.461 1.957 1207.418 42.90 8.78 1.20 1208.62 .00 2.13 2.86 3.000 .000 .00 1 .0 1.882 .0200 .0068 .01 1.96 1.18 1.42 .013 .00 .00 PIPE FILE: LV5.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 9 -20 -2006 Time: 3:19:50 CITY OF TEMECULA LV -5 SD SYSTEM STORM DRAIN IMPROVEMENT PLANS Invert Depth Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head l Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I I I I I I I I I I I I I 1152.255 1205.499 2.041 1207.540 42.90 8.37 1.09 1208.63 .00 2.13 2.80 3.000 .000 .00 1 .0 -I- -I- -I- -i- -I- -I- -I- -I- -I- -l- -I- -I- -I- 1- .575 .0200 .0060 .00 2.04 1.09 1.42 .013 .00 .00 PIPE I I I I I I I I I I I I I 1152.830 1205.510 2.133 1207.643 42.90 7.98 .99 1208.63 .00 2.13 2.72 3.000 .000 .00 1 .0 I_ JUNCT STR .2398 2.13 1.00 .013 .00 .00 PIPE • I I I I I I I I I I I I I 1157.500 1206.630 .993 1207.623 19.10 12.26 2.33 1209.96 .00 1.57 2.00 2.000 .000 .00 1 .0 I_ 18.335 .0292 .0292 .53 .99 2.45 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1175.835 1207.165 .993 1208.158 19.10 12.26 2.33 1210.49 .00 1.57 2.00 2.000 .000 .00 1 .0 I_ 99.518 .0292 .0289 2.88 .99 2.45 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1275.353 1210.067 .998 1211.065 19.10 12.19 2.31 1213.37 .00 1.57 2.00 2.000 .000 .00 1 .0 i_ 78.398 .0292 .0270 2.11 1.00 2.43 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1353.751 1212.353 1.036 1213.389 19.10 11.62 2.10 1215.49 .00 1.57 2.00 2.000 .000 .00 1 .0 I_ 27.916 .0292 .0238 .66 1.04 2.26 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1381.667 1213.167 1.076 1214.243 19.10 11.08 1.91 1216.15 .00 1.57 1.99 2.000 .000 .00 1 .0 I_ 16.009 .0292 .0210 .34 1.08 2.10 .99 .013 .00 .00 PIPE 1397.676 1213.634 1.118 1214.752 19.10 10.56 1.73 1216.48 .00 1.57 1.99 2.000 .000 .00 1 .0 l_ 10.564 .0292 .0185 .20 1.12 1.95 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1408.240 1213.942 1.163 1215.105 19.10 10.07 1.58 1216.68 .00 1.57 1.97 2.000 .000 .00 1 .0 I_ 7.519 .0292 .0164 .12 1.16 1.81 .99 .013 .00 .00 PIPE FILE: LV5.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 9 -20 -2006 Time: 3:19:50 CITY OF TEMECULA LV -5 SD SYSTEM STORM DRAIN IMPROVEMENT PLANS Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wti ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.) ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1415.759 1214.161 1.210 1215.371 19.10 9.60 1.43 1216.80 .00 1.57 1.96 2.000 .000 .00 1 .0 5.465 .0292 .0145 .08 1.21 1.68 .99 .013 .00 .00 PIPE 1421.224 1214.321 1.260 1215.581 19.10 9.16 1.30 1216.88 .00 1.57 1.93 2.000 .000 .00 1 .0 4.006 .0292 .0129 .05 1.26 1.55 .99 .013 .00 .00 PIPE 1425.231 1214.438 1.313 1215.751 19.10 8.73 1.18 1216.93 .00 1.57 1.90 2.000 .000 .00 1 .0 2.851 .0292 .0114 .03 1.31 1.43 .99 .013 .00 .00 PIPE 1428.082 1214.521 1.370 1215.891 19.10 8.32 1.08 1216.97 .00 1.57 1.86 2.000 .000 .00 1 .0 1.938 .0292 .0102 .02 1.37 1.32 .99 .013 .00 .00 PIPE 1430.021 1214.577 1.431 1216.008 19.10 7.94 .98 1216.99 .00 1.57 1.80 2.000 .000 .00 1 .0 1.092 .0292 .0091 .01 1.43 1.21 .99 .013 .00 .00 PIPE 1431.113 1214.609 1.498 1216.107 19.10 7.57 .89 1217.00 .00 1.57 1.73 2.000 .000 .00 1 .0 .377 .0292 .0082 .00 1.50 1.11 .99 .013 .00 .00 PIPE 1431.490 1214.620 1.572 1216.192 19.10 7.21 .81 1217.00 .00 1.57 1.64 2.000 .000 .00 1 .0 JUNCT STR .0772 .0066 .03 1.57 1.00 .013 .00 .00 PIPE 1436.150 1214.980 2.402 1217.382 7.70 4.36 .29 1217.68 .00 1.08 .00 1.500 .000 .00 1 .0 260.180 .0027 .0054 1.40 .00 .00 1.50 .013 .00 .00 PIPE 1696.330 1215.680 3.101 1218.781 7.70 4.36 .29 1219.08 .00 1.08 .00 1.500 .000 .00 1 .0 23.980 .0079 .0054 .13 .00 .00 1.04 .013 .00 .00 PIPE FILE: LVS.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 9 -20 -2006 Time: 3:19:50 CITY OF TEMECULA LV -5 SD SYSTEM STORM DRAIN IMPROVEMENT PLANS Invert Depth Water ( Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem lCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1720.310 1215.870 3.088 1218.958 7.70 4.36 .29 1219.25 .00 1.08 .00 1.500 .000 .00 1 .0 42.680 .0082 .0054 .23 3.09 .00 1.02 .013 .00 .00 PIPE 1762.990 1216.220 2.967 1219.188 7.70 4.36 .29 1219.48 .00 1.08 .00 1.500 .000 .00 1 .0 DATE: 5/ 3/2005 TIME: 14:46 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.00 4.00 0.00 CD 24 4 2.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL 1 HEADING LINE NO 2 IS - 100 -YR STORM ANALYSIS JN 850.0137 HEADING LINE NO 3 IS - FILENAME: LAT1 BY: E M RUIZ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 103.70 1203.18 24 1203.98 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 161.87 1216.00 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 161.87 1216.00 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 161.87 1216.00 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC LAT 1.DOC Page 1 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL 1 100 -YR STORM ANALYSIS JN 850.0137 FILENAME: LAT1 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 103.70 1203.18 0.698 1203.878 23.8 24.39 9.234 1213.112 0.00 1.730 2.00 0.00 0.00 0 0.00 9.39 0.22039 .154217 1.45 0.640 0.00 113.09 1205.25 0.716 1205.965 23.8 23.52 8.588 1214.553 0.00 1.730 2.00 0.00 0.00 0 0.00 9.10 0.22039 .137467 1.25 0.640 0.00 122.19 1207.26 0.742 1207.998 23.8 22.43 7.813 1215.811 0.00 1.730 2.00 0.00 0.00 0 0.00 6.85 0.22039 .120537 0.83 0.640 0.00 129.04 1208.77 0.768 1209.534 23.8 21.38 7.100 1216.634 0.00 1.730 2.00 0.00 0.00 0 0.00 5.39 0.22039 .105713 0.57 0.640 0.00 134.43 1209.95 0.796 1210.748 23.8 20.39 6.458 1217.206 0.00 1.730 2.00 0.00 0.00 0 0.00 4.37 0.22039 .092786 0.41 0.640 0.00 138.80 1210.92 0.825 1211.741 23.8 19.44 5.871 1217.612 0.00 1.730 2.00 0.00 0.00 0 0.00 3.62 0.22039 .081493 0.30 0.640 0.00 142.42 1211.71 0.856 1212.569 23.8 18.54 5.335 1217.904 0.00 1.730 2.00 0.00 0.00 0 0.00 3.05 0.22039 .071592 0.22 0.640 0.00 145.47 1212.39 0.887 1213.273 23.8 17.67 4.848 1218.121 0.00 1.730 2.00 0.00 0.00 0 0.00 2.59 0.22039 .062900 0.16 0.640 0.00 148.06 1212.96 0.920 1213.877 23.8 16.86 4.412 1218.289 0.00 1.730 2.00 0.00 0.00 0 0.00 2.22 0.22039 .055322 0.12 0.640 0.00 150.28 1213.44 0.955 1214.400 23.8 16.07 4.010 1218.410 0.00 1.730 2.00 0.00 0.00 0 0.00 1.91 0.22039 .048685 0.09 0.640 0.00 152.19 1213.87 0.991 1214.858 23.8 15.32 3.642 1218.500 0.00 1.730 2.00 0.00 0.00 0 0.00 1.65 0.22039 .042865 0.07 0.640 0.00 LAT LDOC Page 2 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL 1 100 -YR STORM ANALYSIS JN 850.0137 FILENAME: LAT1 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 153.84 1214.23 1.029 1215.260 23.8 14.61 3.315 1218.575 0.00 1.730 2.00 0.00 0.00 0 0.00 1.43 0.22039 .037777 0.05 0.640 0.00 155.27 1214.55 1.069 1215.615 23.8 13.93 3.012 1218.627 0.00 1.730 2.00 0.00 0.00 0 0.00 1.24 0.22039 .033322 0.04 0.640 0.00 156.51 1214.82 1.111 1215.930 23.8 13.28 2.739 1218.669 0.00 1.730 2.00 0.00 0.00 0 0.00 1.07 0.22039 .029419 0.03 0.640 0.00 157.58 1215.06 1.155 1216.210 23.8 12.66 2.489 1218.699 0.00 1.730 2.00 0.00 0.00 0 0.00 0.93 0.22039 .025996 0.02 0.640 0.00 158.51 1215.26 1.201 1216.461 23.8 12.07 2.262 1218.723 0.00 1.730 2.00 0.00 0.00 0 0.00 0.79 0.22039 .023008 0.02 0.640 0.00 159.30 1215.43 1.251 1216.685 23.8 11.51 2.057 1218.742 0.00 1.730 2.00 0.00 0.00 0 0.00 0.68 0.22039 .020399 0.01 0.640 0.00 159.98 1215.58 1.303 1216.885 23.8 10.97 1.870 1218.755 0.00 1.730 2.00 0.00 0.00 0 0.00 0.56 0.22039 .018116 0.01 0.640 0.00 160.54 1215.71 1.359 1217.066 23.8 10.46 1.699 1218.765 0.00 1.730 2.00 0.00 0.00 0 0.00 0.46 0.22039 .016135 0.01 0.640 0.00 161.00 1215.81 1.420 1217.228 23.8 9.97 1.545 1218.773 0.00 1.730 2.00 0.00 0.00 0 0.00 0.36 0.22039 .014416 0.01 0.640 0.00 161.36 1215.89 1.485 1217.373 23.8 9.51 1.405 1218.778 0.00 1.730 2.00 0.00 0.00 0 0.00 0.27 0.22039 .012932 0.00 0.640 0.00 161.63 1215.95 1.557 1217.505 23.8 9.07 1.277 1218.782 0.00 1.730 2.00 0.00 0.00 0 0.00 0.18 0.22039 .011669 0.00 0.640 0.00 LAT 1.DOC Page 3 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL 1 100 -YR STORM ANALYSIS JN 850.0137 FILENAME: LAT1 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 161.81 1215.99 1.636 1217.623 23.8 8.65 1.161 1218.784 0.00 1.730 2.00 0.00 0.00 0 0.00 0.06 0.22039 .010630 0.00 0.640 0.00 161.87 1216.00 1.730 1217.730 23.8 8.24 1.055 1218.785 0.00 1.730 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 161.87 1216.00 3.593 1219.593 23.8 1.66 0.043 1219.636 0.00 1.032 6.00 4.00 0.00 0 0.00 LAT 1.DOC Page 4 of 4 DATE: 5/ 3/2005 TIME: 17: 7 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 24 4 2.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - RORIPAUGH RANCH PROJECT, SD LINE LV -5 HEADING LINE NO 2 IS - LATERAL NO. 2, 100 -YR STORM ANALYSIS HEADING LINE NO 3 IS - FILENAME: LAT2 BY: E M RUIZ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.12 1213.98 24 1216.56 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 112.42 1215.17 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 132.30 1217.47 24 0.013 0.00 50.63 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 145.52 1219.00 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 145.52 1219.00 24 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LAT2.DOC Page 1 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL NO. 2, 100 -YR STORM ANALYSIS FILENAME: LAT2 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 102.12 1213.98 2.580 1216.560 6.3 2.01 0.062 1216.622 0.00 0.889 2.00 0.00 0.00 0 0.00 5.05 0.11553 .000768 0.00 0.390 0.00 107.17 1214.56 2.000 1216.564 6.3 2.01 0.062 1216.626 0.00 0.889 2.00 0.00 0.00 0 0.00 1.56 0.11553 .000719 0.00 0.390 0.00 108.73 1214.74 1.814 1216.558 6.3 2.10 0.069 1216.627 0.00 0.889 2.00 0.00 0.00 0 0.00 0.70 0.11553 .000693 0.00 0.390 0.00 109.43 1214.82 1.738 1216.562 6.3 2.17 0.073 1216.635 0.00 0.889 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 109.43 1214.82 0.412 1215.236 6.3 13.49 2.826 1218.062 0.00 0.889 2.00 0.00 0.00 0 0.00 2.99 0.11553 .089584 0.27 0.390 0.00 112.42 1215.17 0.412 1215.582 6.3 13.49 2.826 1218.408 0.00 0.889 2.00 0.00 0.00 0 0.00 1.88 0.11569 .087999 0.17 0.390 0.00 114.30 1215.39 0.415 1215.802 6.3 13.35 2.766 1218.568 0.00 0.889 2.00 0.00 0.00 0 0.00 6.85 0.11569 .081100 0.56 0.390 0.00 121.15 1216.18 0.429 1216.609 6.3 12.73 2.515 1219.124 0.00 0.889 2.00 0.00 0.00 0 0.00 4.76 0.11569 .070898 0.34 0.390 0.00 125.91 1216.73 0.444 1217.175 6.3 12.12 2.279 1219.454 0.00 0.889 2.00 0.00 0.00 0 0.00 3.59 0.11569 .061989 0.22 0.390 0.00 129.50 1217.14 0.459 1217.604 6.3 11.56 2.075 1219.679 0.00 0.889 2.00 0.00 0.00 0 0.00 2.80 0.11569 .054203 0.15 0.390 0.00 132.30 1217.47 0.475 1217.945 6.3 11.01 1.884 1219.829 0.00 0.889 2.00 0.00 0.00 0 0.00 2.22 0.11573 .047431 0.11 0.390 0.00 LAT2.DOC Page 2 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL NO. 2, 100 -YR STORM ANALYSIS FILENAME: LAT2 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 134.52 1217.73 0.491 1218.218 6.3 10.52 1.718 1219.936 0.00 0.889 2.00 0.00 0.00 0 0.00 1.88 0.11573 .041502 0.08 0.390 0.00 136.40 1217.94 0.508 1218.452 6.3 10.02 1.558 1220.010 0.00 0.889 2.00 0.00 0.00 0 0.00 1.57 0.11573 .036291 0.06 0.390 0.00 137.97 1218.13 0.525 1218.651 6.3 9.56 1.419 1220.070 0.00 0.889 2.00 0.00 0.00 0 0.00 1.32 0.11573 .031732 0.04 0.390 0.00 139.29 1218.28 0.543 1218.822 6.3 9.12 1.291 1220.113 0.00 0.889 2.00 0.00 0.00 0 0.00 1.11 0.11573 .027764 0.03 0.390 0.00 140.40 1218.41 0.562 1218.970 6.3 8.69 1.173 1220.143 0.00 0.889 2.00 0.00 0.00 0 0.00 0.95 0.11573 .024307 0.02 0.390 0.00 141.35 1218.52 0.582 1219.099 6.3 8.29 1.067 1220.166 0.00 0.889 2.00 0.00 0.00 0 0.00 0.81 0.11573 .021278 0.02 0.390 0.00 142.16 1218.61 0.602 1219.214 6.3 7.89 0.968 1220.182 0.00 0.889 2.00 0.00 0.00 0 0.00 0.70 0.11573 .018624 0.01 0.390 0.00 142.86 1218.69 0.623 1219.315 6.3 7.53 0.880 1220.195 0.00 0.889 2.00 0.00 0.00 0 0.00 0.58 0.11573 .016309 0.01 0.390 0.00 143.44 1218.76 0.645 1219.404 6.3 7.18 0.801 1220.205 0.00 0.889 2.00 0.00 0.00 0 0.00 0.49 0.11573 .014288 0.01 0.390 0.00 143.93 1218.82 0.668 1219.484 6.3 6.85 0.728 1220.212 0.00 0.889 2.00 0.00 0.00 0 0.00 0.41 0.11573 .012522 0.01 0.390 0.00 144.34 1218.86 0.692 1219.555 6.3 6.53 0.662 1220.217 0.00 0.889 2.00 0.00 0.00 0 0.00 0.34 0.11573 .010972 0.00 0.390 0.00 LATIDOC Page 3 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LINE LV -5 LATERAL NO. 2, 100 -YR STORM ANALYSIS FILENAME: LAT2 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH. ZR 144.68 1218.90 0.716 1219.619 6.3 6.23 0.602 1220.221 0.00 0.889 2.00 0.00 0.00 0 0.00 0.27 0.11573 .009617 0.00 0.390 0.00 144.95 1218.93 0.742 1219.676 6.3 5.93 0.546 1220.222 0.00 0.889 2.00 0.00 0.00 0 0.00 0.22 0.11573 .008437 0.00 0.390 0.00 145.17 1218.96 0.769 1219.728 6.3 5.66 0.498 1220.226 0.00 0.889 2.00 0.00 0.00 0 0.00 0.15 0.11573 .007404 0.00 0.390 0.00 145.32 1218.98 0.797 1219.774 6.3 5.39 0.452 1220.226 0.00 0.889 2.00 0.00 0.00 0 0.00 0.11 0.11573 .006498 0.00 0.390 0.00 145.43 1218.99 0.826 1219.816 6.3 5.14 0.411 1220.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.07 0.11573 .005704 0.00 0.390 0.00 145.50 1219.00 0.856 1219.854 6.3 4.90 0.373 1220.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.02 0.11573 .005002 0.00 0.390 0.00 145.52 1219.00 0.889 1219.889 6.3 4.67 0.339 1220.228 0.00 0.889 2.00 0.00 0.00 0 0.00 LATIDOC Page 4 of 4 DATE: 5/ 3/2005 TIME: 17:17 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 3.50 0.00 CD 18 4 1.50 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - RORIPAUGH RANCH PROJECT, SD LAV -5 HEADING LINE NO 2 IS - LATERAL NO. 3, 100 -YR STORM ANALYSIS HEADING LINE NO 3 IS - FILENAME: LAT3 BY: E M RUIZ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.12 1214.48 18 1216.56 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 109.43 1214.96 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 124.89 1215.98 18 0.013 0.00 39.37 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 170.81 1219.00 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 170.81 1219.00 1 0.500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 170.81 1219.00 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LAT3.DOC Page I of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LAV -5 LATERAL NO. 3, 100 -YR STORM ANALYSIS FILENAME: LAT3 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 102.12 1214.48 2.080 1216.560 5.1 2.89 0.129 1216.689 0.00 0.869 1.50 0.00 0.00 0 0.00 7.31 0.06566 .002357 0.02 0.440 0.00 109.43 1214.96 1.617 1216.577 5.1 2.89 0.129 1216.706 0.00 0.869 1.50 0.00 0.00 0 0.00 0.85 0.06598 .002357 0.00 0.440 0.00 110.28 1215.02 1.570 1216.586 5.1 2.89 0.129 1216.715 0.00 0.869 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 110.28 1215.02 0.449 1215.465 5.1 11.46 2.040 1217.505 0.00 0.869 1.50 0.00 0.00 0 0.00 14.61 0.06598 .059986 0.88 0.440 0.00 124.89 1215.98 0.457 1216.437 5.1 11.21 1.951 1218.388 0.00 0.869 1.50 0.00 0.00 0 0.00 11.26 0.06577 .055285 0.62 0.440 0.00 136.15 1216.72 0.468 1217.189 5.1 10.83 1.821 1219.010 0.00 0.869 1.50 0.00 0.00 0 0.00 9.07 0.06577 .049313 0.45 0.440 0.00 145.22 1217.32 0.484 1217.801 5.1 10.32 1.655 1219.456 0.00 0.869 1.50 0.00 0.00 0 0.00 5.86 0.06577 .043206 0.25 0.440 0.00 151.08 1217.70 0.502 1218.205 5.1 9.83 1.499 1219.704 0.00 0.869 1.50 0.00 0.00 0 0.00 4.29 0.06577 .037863 0.16 0.440 0.00 155.37 1217.98 0.519 1218.503 5.1 9.37 1.365 1219.868 0.00 0.869 1.50 0.00 0.00 0 0.00 3.22 0.06577 .033174 0.11 0.440 0.00 158.59 1218.20 0.538 1218.734 5.1 8.95 1.243 1219.977 0.00 0.869 1.50 0.00 0.00 0 0.00 2.56 0.06577 .029088 0.07 0.440 0.00 161.15 1218.37 0.557 1218.922 5.1 8.53 1.129 1220.051 0.00 0.869 1.50 0.00 0.00 0 0.00 2.05 0.06577 .025504 0.05 0.440 0.00 LAT3.DOC Page 2 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING RORIPAUGH RANCH PROJECT, SD LAV -5 LATERAL NO. 3, 100 -YR STORM ANALYSIS FILENAME: LAT3 BY: E M RUIZ STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 163.20 1218.50 0.577 1219.077 5.1 8.13 1.027 1220.104 0.00 0.869 1.50 0.00 0.00 0 0.00 1.67 0.06577 .022375 0.04 0.440 0.00 164.87 1218.61 0.598 1219.207 5.1 7.75 0.933 1220.140 0.00 0.869 1.50 0.00 0.00 0 0.00 1.36 0.06577 .019641 0.03 0.440 0.00 166.23 1218.70 0.620 1219.319 5.1 7.39 0.848 1220.167 0.00 0.869 1.50 0.00 0.00 0 0.00 1.11 0.06577 .017251 0.02 0.440 0.00 167.34 1218.77 0.643 1219.415 5.1 7.04 0.771 1220.186 0.00 0.869 1.50 0.00 0.00 0 0.00 0.93 0.06577 .015149 0.01 0.440 0.00 168.27 1218.83 0.666 1219.499 5.1 6.72 0.701 1220.200 0.00 0.869 1.50 0.00 0.00 0 0.00 0.74 0.06577 .013310 0.01 0.440 0.00 169.01 1218.88 0.691 1219.573 5.1 6.41 0.637 1220.210 0.00 0.869 1.50 0.00 0.00 0 0.00 0.59 0.06577 .011706 0.01 0.440 0.00 169.60 1218.92 0.717 1219.637 5.1 6.11 0.579 1220.216 0.00 0.869 1.50 0.00 0.00 0 0.00 0.46 0.06577 .010299 0.00 0.440 0.00 170.06 1218.95 0.744 1219.695 5.1 5.82 0.526 1220.221 0.00 0.869 1.50 0.00 0.00 0 0.00 0.34 0.06577 .009070 0.00 0.440 0.00 170.40 1218.97 0.773 1219.746 5.1 5.55 0.478 1220.224 0.00 0.869 1.50 0.00 0.00 0 0.00 0.23 0.06577 .007996 0.00 0.440 0.00 170.63 1218.99 0.803 1219.791 5.1 5.30 0.436 1220.227 0.00 0.869 1.50 0.00 0.00 0 0.00 0.15 0.06577 .007051 0.00 0.440 0.00 170.78 1219.00 0.834 1219.832 5.1 5.04 0.395 1220.227 0.00 0.869 1.50 0.00 0.00 0 0.00 0.03 0.06577 .006216 0.00 0.440 0.00 170.81 1219.00 0.869 1219.869 5.1 4.81 0.359 1220.228 0.00 0.869 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 170.81 1219.00 1.370 1220.370 5.1 1.06 0.018 1220.388 0.00 0.404 7.00 3.50 0.00 0 0.00 LAT3.DOC Page 3 of 3 t ROJECT 850.0137 HEC12 Version: V70112.2 User S IN: 77010105 Run Date: 05 -05 -2005 �}0. SST C p� FLET NUMBER 139 LENGTH 7.0 STATION ---- - - - - -- TOTAL PEAK DISCHARGE = 5 (cfs) (c > UTTER SLOPE = 0.0200 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .020 (ft. /ft.) IS 10.69 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 14.20 H = 0.830 DEPTH OF WATER = 0.29./ SPREAD = 14.53 1 ---------- - --------- ....... ------ ---------- ------------ - --- ------ - ----- - _L__ - _ _ _ _ - _ _. _____ -__ _ -_ _ _ _ ___ _ _ _:_ I t _ _ _ _ ___ _ - - --------- __ _ _ _ __ L. f I +� - - F- - _ - - - - ------- - -- - -------- VVJ ( 1 C�t - --------- - _ _ -_ ____ 1 r QA- G 1 ---- -._._. _- ._.-- ___.- _.___.._____- _._.._ L Z - le 3 oC: - - -- ------ ------ - - -_ -- a y y�5 - 1 I 1 _ 1 � I - - -- 1 1 c __- 1 - - - -- - - - -_- - -- - ff - - - - - - -- 1 - - - - -- - _ - - - - - - -- - - -- 1 - -- - r - - - - - -- - - - -- - -- - - - - -- r 1 r � r � _ ---------- ----------- 71 1 _ _- r -r- _ ___ __ _ _ _ _ _ __ _ _ _ _ __ ___ _ _ __ _ _ --------- - -- --- -------- -- -------- ___ __ _ _ _ _ _- __ _ _ _ __ _ _ _ _ _ __. ---------- - - t . I.... .. . ... AT N G M .. ........ ... . iIfti ... ..... .. i .. .. ..... . ppy .. s., ;. , V . t "} J r f 3 i Y . t .. � t k i r 1 , i 7 . � :. t I. .! t i. i ... :. ,.,. 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