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32742 (2)
31 � 91, �llll III VIII IIIIIII I __.� Zh�Z�C (*%(bW F7 Lvr_ Grp HYDROLOGY REPORT ON 15 fxzio�&D AMENDED TRACT NO. 32742 LOCATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE CALIFORNIA MAY 49 2009 �o QROFESSIpNq� D. No.55B0 2/31/10 sTgTF Cl p CAS PREPARED FOR: ROBERT E. RIPPE P.O. Box 1396 La Quinta, CA 92247 Phone: (760) 702 -0684 MAY - 6 2009 CITY OF LA QUINTA PREPARED BY: HACKER ENGINEERING 77 -530 Enfield Ln, Bldg. E -1 Palm Desert, CA 92211 Phone: (760) 360 -6900 W.O. 051107 wniu, P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 78 -495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 TRANSMITTAL MEMO TO: Project Planner &J,9 PUBLIC WORKS DEPARTMENT (760) 777 -7075 FAX (760) 777 -7155 SUBJECT: PCN 08251 Amended Tract Map 32742 - Rough Grading Plan and Hydrology Report - Four Seasons - Proposed Access from Brown Deer Park (PGA West - Greg Norman Course) DATE: May 18, 2009 INSTRUCTIONS TO APPLICANT: 1) Please provide a written response to each comment on the following pages or in green line on the redlined plans. 2) Please revise originals and reprint Plans and /or Calculations as necessary for corrections. 3) Please return all red - marked Plans, Back -Up Documents, Specifications, Calculations or Reports with the resubmittal. 4) Please assure that each sheet of the resubmitted Plans and the title, cover or signature sheet of the Documents, Specifications, Calculations or Reports include the preparer's name and telephone number and are wet - signed and stamped by the licensed preparer as prescribed by California Business and Professions Code Section 5536 (Architects) and Section 6735 (Civil Engineers). Resubmittals will not be accepted with signatures missing. 5) Please return this list, your written responses, and all documents listed above with your resubmittal. REQUESTED PUBLIC WORKS CORRECTIONS (2nd Round Check to Planning): 1. Sheet 2 of Rough Grading Plan: Please show the drainage condition in the quitclaimed BOR easement. Please call out the flow direction, swale elevations and contours or equal as redlined. Please define the historical flow route and confirm that storm flows were routed to the south. Second request item. 2. Hydrology Report, Drainage Study Map & Sheet 2 of Rough Grading Plan: Please modify the proposed design to provide retention basin percolation in less than 72 hours per Public Works Engineering Bulletin 06 -16. The proposed design. provides for basin percolation by utilization of 2 Maxwell Plus drywell systems. The total required flood volume is estimated by Hacker Engineering to equal 104,722 cubic feet. This flood volume results in a 145 hour time requirement to percolate the deep basin configuration for the Amended Map site design, using an assumed 0.1 cfs injection rate per drywell. A 72 hour percolation time infiltrates only 51,840 cubic feet of storm water. Additionally, the drywell spacing is excessively close (90 ft) as compared to the standard City specification of 200 ft spacing. The City Engineer requires long term injection testing for approval of higher drywell injection rates for basin percolation and verification of available permeable sand zones. Please refer to page 3 of Engineering Bulletin 06 -16 for additional information. Second request item. Sincerely, Timothy R. Jonasson, P.E. Public Works Director/ City Engineer HYDROLOGY REPORT AMENDED TRACT NO. 32742 ' SITE DESCRIPTION AND PURPOSE OF STUDY ' The property herein described is located in the portion of the northeast `/4 of the southeast '/4 of Section 15, Township 6 South, Range 7 East, San Bernardino Meridian, in the City of La Quinta, Riverside County, California. The 13.71 acres site is currently vacant and is bordered on the north and west by vacant land, on the south by Brown Deer Park and on the east by Monroe Street. ' The purpose of this drainage study is to determine the onsite and offsite runoff, to size the storage system, street capacity and determine the appropriate mitigation measures. DRAINAGE DESIGN The existing drainage site conditions naturally drains southeasterly towards the southeast corner of the Tract. As designed, lots will have as drainage pattern, draining to the streets and the streets will convey ' . the runoff southeasterly to a retention basin located at the southeast corner of the Tract. A high point at the Project Entry and adjacent to Brown Deer Park was set to block the offsite runoff at that street to enter in the subject Tract. A cross - gutter was added at Brown Deer Park to better address the runoff ' along that road, keeping the historical path. Please refer to the attached Drainage Study Map in the Exhibit 1. The onsite street design divides the total area into two drainage areas: Area "A" which produces a 100year peak flow of 23.68 cfs, and Area "B" produces 11.91 cfs. Area "A" was analyzed to determine if catch basins would be required at the narrowed (traffic calming) street section. The entire 100year ' peak flow from Area "A" at the traffic calming street section does not exceed the curb height (see street flow calculations). Therefore, catch basins will not be necessary at the traffic calming street section. The total combined runoff of 31.44 cfs will be conveyed within the curbs of the interior streets to a low point and captured by catch basins next to the retention basin then conveyed through an 18 -inch pipe to a distribution box at the bottom of Retention basin.. Two Maxwell Plus System were sized to ensure proper disposal of runoff and nuisance water flows. A catch basin located at Monroe Street (southeast corner of the Tract) will capture the offsite drainage runoff and convey it to the same distribution box at the onsite retention basin. This catch basin was sized using the rational 100yr storm event, however, the standard 4' catch basin size, exceed the capacity of the flood pattern. To size the retention basin, three storm events were analyzed to determine the proper retention basin volume. The 100yr -3h event will produce the largest flood volume requirement and that was used for the retention basin storage capacity. Within the area available for storm water retention purpose and a depth of 9.5 feet, with a foot of freeboard, the retention basin capacity is 108,346 cubic feet. In this gated community, the retention basin have a five feet wide level bench located one foot above the 100 -year water surface level around the entire perimeter of the basin, the 5.5 feet below the edge of the basin, a 8 foot wide level terraced bench around the entire perimeter of the basin, then 5 feet below this bench the bottom of the basin is located. Please refer to table located in the Exhibit 1 on the Drainage Study Map and Rough Grading plans for details. In case of the storm event exceed 100 -year, an emergency safety outlet located at the southeast corner of ' the retention basin (bottom of wall 5" x 13" rectangular opening) is provided. Please refer to the Grading plans for details. METHODOLOGY AND REFERENCES Methods used to calculate runoff are as prescribed by the Riverside County Flood Control District Hydrology Manual. The Rational Hydrology Method was used to calculate peak runoff and The Unit Hydrograph Analysis Method was used to calculate flood volume from the 100 -year storm event for retention basin sizing. CONCLUSION The drainage report contained herein has been designed in accordance with applicable state and local ordinances. Therefore, if developed as planned, the drainage from this site will not adversely affect persons or property onsite or downstream. RATIONAL HYDROLOGY STUDY AREAS "A" & "B" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 2.097(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.780 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.867(CFS) Total initial stream area = 0.530(Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 ' Rational Hydrology Study Date: File:051107rat10.out ------------------------------------------------------ ------------------ AMENDED TRACT No. 32742 ' 10YR PEAK FLOW ONSITE RUNOFF ' ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - SIN 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. ' 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) ' 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 2.097(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.780 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.867(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment = 695.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.372(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.267(Ft.) Flow velocity = 1.85(Ft /s) Travel time = 6.27 min. TC = 23.00 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.762 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 = 0.600; Impervious fraction Rainfall intensity = 1.744(In /Hr) for a 10.0 Subarea runoff = 8.384(CFS) for 6.310(Ac.) Total runoff = 9.251(CFS) Total area = Street flow at end of street = 9.251(CFS) Half street flow at end of street = 4.626(CFS) 000 (Ft 6.029(CFS) 848(Ft /s) = 0.400 year storm 6.840(Ac.) Depth of flow = 0.419(Ft.), Average velocity = 2.046(Ft /s) Flow width (from curb towards crown)= 14.607(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) ' Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v /hz) = 0.020 1 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.413(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.411(Ft.) Flow velocity = 2.11(Ft /s) Travel time = 3.02 min. TC = 26.02 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 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 11.713(CFS) 2.108(Ft /s) Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.623(In /Hr) for a 10.0 year storm Subarea runoff = 4.458(CFS) for 3.640(Ac.) Total runoff = 13.710(CFS) Total area = 10.480(Ac.) Street flow at end of street = 13.710(CFS) Half street flow at end of street = 6.855(CFS) Depth of flow = 0.434(Ft.), Average velocity = 2.191(Ft /s) Flow width (from curb towards crown)= 17.446(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 10.480(Ac.) Runoff from this stream = 13.710(CFS) Time of concentration = 26.02 min. Rainfall intensity = 1.623(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 28.000 to Point /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) ' Top (of initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 ' TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 2.890(In /Hr) for a 10.0 year storm ' SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.807 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.887(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) ' Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) ' Distance from crown to crossfall grade break = 18.000(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 (2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) ' Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.468(CFS) Depth of flow = 0.305(Ft.), Average velocity = 1.723(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.008(Ft.) Flow velocity = 1.72(Ft /s) Travel time = 2.56 min. TC = 12.19 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.796 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 = 0.600; Impervious fraction Rainfall intensity = 2.520(In /Hr) for a 10.0 Subarea runoff = 6.161(CFS) for 3.070(Ac.) Total runoff = 7.047(CFS) Total area = Street flow at end of street = 7.047(CFS) Half street flow at end of street = 3.524(CFS) = 0.400 year storm 3.450(Ac.) Depth of flow = 0.349(Ft.), Average velocity = 1.922(Ft /s) Flow width (from curb towards crown)= 13.222(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE'OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.450(Ac.) Runoff from this stream = 7.047(CFS) Time of concentration = 12.19 min. Rainfall intensity = 2.520(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.710 26.02 1.623 2 7.047 12.19 2.520 Largest stream flow has longer time of concentration Qp = 13.710 + sum of Qb Ia /Ib 7.047 * 0.644 = 4.540 Qp = 18.250 Total of 2 streams to confluence: Flow rates before confluence point: 13.710 7.047 Area of streams before confluence: 10.480 3.450 Results of confluence: Total flow rate = 18.250(CFS) Time of concentration = 26.020 min. Effective stream area after confluence = 13.930(Ac.) End of computations, total study area = 13.930 (Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 04/09/09 File:051107RAT.out ------------------------------------------------------------------------ AMENDED TRACT NO.32742 100YR PEAK FLOW ONSITE RUNOFF ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves For the ( Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1) 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In /Hr) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 3.356(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.818 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.455(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment = 695.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.429(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.142(Ft.) Flow velocity = 2.09(Ft /s) Travel time = 5.54 min. TC = 22.27 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.806 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 = 0.600; Impervious fraction Rainfall intensity = 2.843(In /Hr) for a 100.0 Subarea runoff = 14.459(CFS) for 6.310(Ac.) Total runoff = 15.914(CFS) Total area = Street flow at end of street = 15.914(CFS) Half street flow at end of street = 7.957(CFS) 000 (Ft 10.118(CFS) 091(Ft /s) = 0.400 year storm 6.840(Ac.) Depth of flow = 0.489(Ft.), Average velocity = 2.334(Ft/s) Flow width (from curb towards crown)= 18.117(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2) 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) ' Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.149(CFS) ' Depth of flow = 0.489(Ft.), Average velocity 2.420(Ft /s) Note: depth of flow exceeds top of street crown. ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity 2.42(Ft /s) Travel time = 2.63 min. TC = 24.90 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.801 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.665(In /Hr) for a 100.0 year storm Subarea runoff = 7.768(CFS) for 3.640(Ac.) ' Total runoff = 23.682(CFS) Total area = 10.480(Ac.) Street flow at end of street = 23.682(CFS) Half street flow at end of street = 11.841(CFS) Depth of flow = 0.513(Ft.), Average velocity = 2.550(Ft /s) ' Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.64(Ft.) ' Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 10.480(Ac.) Runoff from this stream = 23.682(CFS) Time of concentration = 24.90 min. ' Rainfall intensity =. 2.665(In /Hr) � I � I � I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 4.624(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.838 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.473(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.355(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.496(Ft.) Flow velocity = 1.95(Ft /s) Travel time = 2.27 min. TC = 11.90 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.831 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 = 0.600; Impervious fraction Rainfall intensity = 4.090(In /Hr) for a 100.0 Subarea runoff = 10.434(CFS) for 3.070(Ac.) Total runoff = 11.907(CFS) Total area = Street flow at end of street = 11.907(CFS) Half street flow at end of street = 5.953(CFS) 7.421(CFS) 946 (Ft /s) = 0.400 year storm 3.450(Ac.) Depth of flow = 0.410(Ft.), Average velocity = 2.184(Ft /s) Flow width (from curb towards crown)= 16.251(Ft.) ++++ 1* ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.450(Ac.) Runoff from this stream = 11.907(CFS) Time of concentration = 11.90 min. Rainfall intensity = 4.090(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 23.682 24.90 2.665 2 11.907 11.90 4.090 Largest stream flow has longer time of concentration Qp = 23.682 + sum of Qb Ia /Ib 11.907 0.652 = 7.757 Qp = 31.440 Total of 2 streams to confluence: Flow rates before confluence point: 23.682 11.907 Area of streams before confluence: 10.480 3.450 Results of confluence: Total flow rate = 31.440(CFS) Time of concentration = 24.901 min. Effective stream area after confluence = 13.930(Ac.) End of computations, total study area = 13.930 (Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 04/09/09 File:051107monroel0offs.out ------------------------------------------------------------------------ AMENDED TRACT No.32742 MONROE STREET - OFFSITE DRAINAGE 10YRyr STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1) 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In /Hr) Storm event year = 10.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.833 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 = 0.600; Impervious fraction = 0.400 Ll ' Initial subarea runoff = 0.246(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.). Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32. Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.152(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity = 1.16(Ft /s) Travel time = 8.60 min. TC = 13.60 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.791 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) = 69.00 000 (Ft 0.320(CFS) 159(Ft /s) Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.365(In /Hr) for a 10.0 year storm Subarea runoff = 1.122(CFS) for 0.600(Ac.) ' Total runoff = 1.369(CFS) Total area = 0.670(Ac.) Street flow at end of street = 1.369(CFS) Half street flow at end of street = 0.684(CFS) Depth of flow = 0.255(Ft.), Average velocity = 1.275(Ft /s) ' Flow width (from curb towards crown)= 6.404(Ft.) End of computations, total study area = 0.670 (Ac.) � I � I � I � I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 04/09/09 File:051107monroe.out ------------------------------------------------------------------------ AMENDED TRACT No. 32742 MONROE STREET - OFFSITE DRAINAGE 100yr STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In /Hr) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.856 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 = 0.600; Impervious fraction = 0.400 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.527(CFS) Depth of flow = 0.237(Ft.), Average velocity = 1.215(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.538(Ft.) Flow velocity = 1.22(Ft /s) Travel time = 8.20 min. TC = 13.20 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.827 Decimal fraction soil grbup 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 = 0.600; Impervious fraction Rainfall intensity = 3.850(In /Hr) for a 100.0 Subarea runoff = 1.911(CFS) for 0.600(Ac.) Total runoff = 2.316(CFS) Total area = Street flow at end of street = 2.316(CFS) Half street flow at end of street = 2.316(CFS) Depth of flow = 0.352(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 11.252(Ft.) = 0.400 year storm 0.670(Ac.) 663(Ft /s) End of computations, total study area = 0.670 (Ac.) Initial subarea runoff = 0.405(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) ' Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.527(CFS) Depth of flow = 0.237(Ft.), Average velocity = 1.215(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.538(Ft.) Flow velocity = 1.22(Ft /s) Travel time = 8.20 min. TC = 13.20 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.827 Decimal fraction soil grbup 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 = 0.600; Impervious fraction Rainfall intensity = 3.850(In /Hr) for a 100.0 Subarea runoff = 1.911(CFS) for 0.600(Ac.) Total runoff = 2.316(CFS) Total area = Street flow at end of street = 2.316(CFS) Half street flow at end of street = 2.316(CFS) Depth of flow = 0.352(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 11.252(Ft.) = 0.400 year storm 0.670(Ac.) 663(Ft /s) End of computations, total study area = 0.670 (Ac.) UNIT HYDROGRAPH ANALYSIS RETENTION BASIN SIZE P AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES - ONSITE 13.93 INFILTRATION DATE UNIT TIME - MINUTES 5 SOIL GROUP C 4/7/09 CALC'D STORM FREQUENCY -YEARS 100 COVER Resid. STORM DURATION -HOURS 3 NUMB RI 69 L.S.. TOTAL ADJUSTED STORM RAIN - INCHES 2.60 Fp 0.37 W.O. CONSTANT LOSS RATE - INCHES /HOUR 0.20 LAND USE 02A .2A C 051107 CLIENT LOW LOSS RATE - PERCENT 90 Ai 0.50 Bob Rippe F 0.204 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME MAX LOW PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF 1 1.3 0.406 0.20 - 0.20 2.82 844.6 845 2 1.3 0.406 0.20 - 0.20 2.82 844.6 1,689 3 1.1 0.343 0.20 - 0.14 1.95 583.8 2,273 4 1.5 0.468 0.20 - 0.26 3.68 1105.3 3,378 5 1.5 0.468 0.20 - 0.26 3.68 1105.3 4,484 6 1.8 0.562 0.20 - 0.36 4.99 1496.5 5,980 7 1.5 0.468 0.20 - 0.26 3.68 1105.3 7,085 8 1.8 0.562 0.20 - 0.36 4.99 1496.5 8,582 9 1.8 0.562 0.20 - 0.36 4.99 1496.5 10,078 10 1.5 0.468 0.20 - 0.26 3.68 1105.3 11,184 11 1.6 0.499 0.20 - 0.30 4.12 1235.7 12,420 12 1.8 0.562 0.20 - 0.36 4.99 1496.5 13,916 13 2.2 0.686 0.20 - 0.48 6.73 2018.0 15,934 14 2.2 0.686 0.20 - 0.48 6.73 2018.0 17,952 15 2.2 0.686 0.20 - 0.48 6.73 2018.0 19,970 16 2.0 0.624 0.20 - 0.42 5.86 1757.3 21,727 17 2.6 0.811 0.20 - 0.61 8.47 2539.6 24,267 18 2.7 0.842 0.20 - 0.64 8.90 2670.0 26,937 19 2.4 0.749 0.20 - 0.55 7.60 2278.8 29,216 20 2.7 0.842 0.20 - 0.64 8.90 2670.0 31,886 21 3.3 1.030 0.20 - 0.83 11.51 3452.3 35,338 22 3.1 0.967 0.20 - 0.76 10.64 3191.5 38,530 23 2.9 0.905 0.20 - 0.70 9.77 2930.7 41,460 24 3.0 0.936 0.20 - 0.73 10.20 3061.1 44,521 25 3.1 0.967 0.20 - 0.76 10.64 3191.5 47,713 26 4.2 1.310 0.20 - 1.11 15.42 4625.7 52,339 27 5.0 1.560 0.20 - 1.36 18.90 5668.8 58,007 28 3.5 1.092 0.20 - 0.89 12.38 3713.0 61,720 29 6.8 2.122 0.20 - 1.92 26.72 8015.7 69,736 30 7.3 2.278 0.20 - 2.07 28.89 8667.7 78,404 31 8.2 2.558 0.20 - 2.35 32.80 9841.1 88,245 32 5.9 1.841 0.20 - 1.64 22.81 6842.3 95,087 33 2.0 0.624 0.20 - 0.42 5.86 1757.3 96,845 34 1.8 0.562 0.20 - 0.36 4.99 1496.5 98,341 M1 S 96ti I 66't I 90£'0 I Li'0 I OZ'O I Z99'0 8'1 I S£ 1 1 AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT. HYDROGRAPH -SHORTCUT METHOD DRAINAGE AREA ACRES - ONSITE 13.93 INFILTRATION DATE _ UNIT TIME - MINUTES 10 SOIL GROUP C 4/7/09 CALC'D STORM FREQUENCY -YEARS 100 COVER Resid. RI STORM DURATION -HOURS 6 NUMBER 69 L.S. W.O. TOTAL ADJUSTED STORM RAIN - INCHES 3.1 Fp 0.37 CONSTANT LOSS RATE - INCHES /HOUR 0.20 LAND USE SFR -0.2 AC 051107 CLIENT LOW LOSS RATE - PERCENT 90 Ai 0.50 Bob Rippe F 0.204 UNIT STORM LOSS RATE TIME PATTERN RAIN IN /HR EFFECTIVE FLOW VOLUME VOLUME MAX LOW PERIOD PERCENT IN /HR RAIN IN/HR CFS CF TOTAL CF 1 0.5 0.093 0.20 0.08 0.01 0.13 77.7 78 2 0.6 0.112 0.20 0.10 0.01 0.16 93.3 171 3 0.6 0.112 0.20 0.10 0.01 0.16 93.3 264 4 0.6 0.112 0.20 0.10 0.01 0.16 93.3 358 5 0.6 0.112 0.20 0.10 0.01 0.16 93.3 451 6 0.7 0.130 0.20 0.12 0.01 0.18 108.8 560 7 0.7 0.130 0.20 0.12 0.01 0.18 108.8 668 8 0.7 0.130 0.20 0.12 0.01 0.18 108.8 777 9 0.7 0.130 0.20 0.12 0.01 0.18 108.8 886 10 0.7 0.130 0.20 0.12 0.01 0.18 108.8 995 11 0.7 0.130 0.20 0.12 0.01 0.18 108.8 1,104 12 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,228 13 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,352 14 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,477 15 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,601 16 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,726 17 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,850 18 0.8 0.149 0.20 0.13 0.01 0.21 124.4 1,974 19 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,099 20 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,223 21 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,347 22 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,472 23 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,596 24 0.9 0.167 0.20 0.15 0.02 0.23 139.9 2,736 25 0.8 0.149 0.20 0.13 0.01 0.21 124.4 2,860 26 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,000 27 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,140 28 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,280 29 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,420 30 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,560 31 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,700 32 0.9 0.167 0.20 0.15 0.02 0.23 139.9 3,840 33 1.0 0.186 0.20 0.17 0.02 0.26 155.5 3,995 34 1.0 0.186 0.20 0.17 0.02 0.26 155.5 4,151 35 1.0 0.186 0.20 0.17 0.02 0.26 155.5 4,306 36 1.0 0.186 0.20 0.17 0.02 0.26 155.5 4,462 37 1.0 0.186 0.20 0.17 0.02 0.26 155.5 4,617 38 1.1 0.205 0.20 - 0.00 0.02 9.2 4,626 39 1.1 0.205 0.20 - 0.00 0.02 9.2 4,636 40 1.1 0.205 0.20 - 0.00 0.02 9.2 4,645 41 1.2 0.223 0.20 - 0.02 0.27 164.7 4,809 42 1.3 0.242 0.20 - 0.04 0.53 320.1 5,129 43 1.4 0.260 0.20 - 0.06 0.79 475.6 5,605 44 1.4 0.260 0.20 - 0.06 0.79 475.6 6,081 45 1.5 0.279 0.20 - 0.08 1.05 631.0 6,712 46 1.5 0.279 0.20 - 0.08 1.05 631.0 7,343 47 1.6 0.298 0.20 - 0.09 1.31 786.5 8,129 48 1.6 0.298 0.20 - 0.09 1.31 786.5 8,916 49 1.7 0.316 0.20 - 0.11 1.57 941.9 9,858 50 1.8 0.335 0.20 - 0.13 1.83 1097.4 10,955 51 1.9 0.353 0.20 - 0.15 2.09 1252.9 12,208 52 2.0 0.372 0.20 - 0.17 2.35 1408.3 13,616 53 2.1 0.391 0.20 - 0.19 2.61 1563.8 15,180 54 2.1 0.391 0.20 - 0.19 2.61 1563.8 16,744 55 2.2 0.409 0.20 - 0.21 2.87 1719.2 18,463 56 2.3 0.428 0.20 - 0.22 3.12 1874.7 20,338 57 2.4 0.446 0.20 - 0.24 3.38 2030.2 22,368 58 2.4 0.446 0.20 - 0.24 3.38 2030.2 24,398 59 2.5 0.465 0.20 - 0.26 3.64 2185.6 26,584 60 2.6 0.484 0.20 - 0.28 3.90 2341.1 28,925 61 3.1 0.577 0.20 - 0.37 5.20 3118.4 32,043 62 3.6 0.670 0.20 - 0.47 6.49 3895.7 35,939 63 3.9 0.725 0.20 - 0.52 7.27 4362.0 40,301 64 4.2 0.781 0.20 - 0.58 8.05 4828.4 45,129 65 4.7 0.874 0.20 - 0.67 9.34 5605.7 50,735 66 5.6 1.042 0.20 - 0.84 11.67 7004.8 57,740 67 4.9 0.911 0.20 - 0.71 9.86 5916.6 63,656 68 0.9 0.167 0.20 0.15 0.02 0.23 139.9 63,796 69 0.6 0.112 0.20 0.10 0.01 0.16 93.3 63,890 70 0.5 0.093 0.20 0.08 0.01 0.13 77.7 63,967 71 0.3 0.056 0.20 0.05 0.01 0.08 46.6 64,014 72 0.2 0.037 0.20 0.03 0.00 0.05 31.1 64,045 �1 u AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES - ONSITE 13.93 INFILTRATION DATE SOIL GROUP C 4/7/09 UNIT TIME - MINUTES 15 CALC'D STORM FREQUENCY -YEARS 100 COVER Resid. RI STORM DURATION -HOURS 24 NUMBER 69 L.S. W.O. TOTAL ADJUSTED STORM RAIN - INCHES 4 Fp 0.37 CONSTANT LOSS RATE - INCHES /HOUR 0.2035 LAND USE SFR -0.2 AC 051107 CLIENT LOW LOSS RATE - PERCENT 50 Ai 0.50 Bob Rippe F 0.204 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME MAX LOW PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF 1 0.2 0.032 0.36 0.02 0.02 0.22 200.6 201 2 0.3 0.048 0.36 0.02 0.02 0.33 300.9 501 3 0.3 0.048 0.35 0.02 0.02 0.33 300.9 802 4 0.4 0.064 0.35 0.03 0.03 0.45 401.2 1,204 5 0.3 0.048 0.34 0.02 0.02 0.33 300.9 1,504 6 0.3 0.048 0.34 0.02 0.02 0.33 300.9 1,805 7 0.3 0.048 0.33 0.02 0.02 0.33 300.9 2,106 8 0.4 0.064 0.33 0.03 0.03 0.45 401.2 2,507 9 0.4 0.064 0.33 0.03 0.03 0.45 401.2 2,909 10 0.4 0.064 0.32 0.03 0.03 0.45 401.2 3,310 11 0.5 0.080 0.32 0.04 0.04 0.56 501.5 3,811 12 0.5 0.080 0.31 0.04 0.04 0.56 501.5 4,313 13 0.5 0.080 0.31 0.04 0.04 0.56 501.5 4,814 14 0.5 0.080 0.31 0.04 0.04 0.56 501.5 5,316 15 0.5 0.080 0.30 0.04 0.04 0.56 501.5 5,817 16 0.6 0.096 0.30 0.05 0.05 0.67 601.8 6,419 17 0.6 0.096 0.30 0.05 0.05 0.67 601.8 7,021 18 0.7 0.112 0.29 0.06 0.06 0.78 702.1 7,723 19 0.7 0.112 0.29 0.06 0.06 0.78 702.1 8,425 20 0.8 0.128 0.28 0.06 0.06 0.89 802.4 9,227 21 0.6 0.096 0.28 0.05 0.05 0.67 601.8 9,829 22 0.7 0.112 0.28 0.06 0.06 0.78 702.1 10,531 23 0.8 0.128 0.27 0.06 0.06 0.89 802.4 11,333 24 0.8 0.128 0.27 0.06 0.06 0.89 802.4 12,136 25 0.9 0.144 0.27 0.07 0.07 1.00 902.7 13,038 26 0.9 0.144 0.26 0.07 0.07 1.00 902.7 13,941 27 1.0 0.160 0.26 0.08 0.08 1.11 1003.0 14,944 28 1.0 0.160 0.26 0.08 0.08 1.11 1003.0 15,947 29 1.0 0.160 0.25 0.08 0.08 1.11 1003.0 16,950 30 1.1 0.176 0.25 0.09 0.09 1.23 1103.3 18,053 31 1.2 0.192 0.25 0.10 0.10 1.34 1203.6 19,257 32 1.3 0.208 0.24 0.10 0.10 1.45 1303.8 20,561 33 1.5 0.240 0.24 - 0.00 0.02 17.5 20,578 34 1.5 0.240 0.24 - 0.00 0.07 59.2 20,637 35 1.6 0.256 0.23 - 0.02 0.33 301.2 20,939 36 1.7 0.272 0.23 - 0.04 0.60 542.7 21,481 37 1.9 0.304 0.23 - 0.08 1.09 984.5 22,466 38 2.0 0.320 0.22 - 0.10 1.36 1225.3 23,691 39 2.1 0.336 0.22 - 0.12 1.63 1465.7 25,157 40 2.2 0.352 0.22 - 0.14 1.90 1705.8 26,863 41 1.5 0.240 0.21 - 0.03 0.38 340.7 27,203 42 1.5 0.240 0.21 - 0.03 0.42 379.4 27,583 43 2.0 0.320 0.21 - 0.11 1.58 1420.7 29,004 44 2.0 0.320 0.20 - 0.12 1.62 1458.6 30,462 45 1.9 0.304 0.20 - 0.10 1.44 1295.5 31,758 46 1.9 0.304 0.20 - 0.11 1.48 1332.7 33,090 47 1.7 0.272 0.19 - 0.08 1.08 968.2 34,059 48 1.8 0.288 0.19 - 0.10 1.34 1205.1 35,264 49 2.5 0.400 0.19 - 0.21 2.94 2645.2 37,909 50 2.6 0.416 0.19 - 0.23 3.20 2881.2 40,790 51 2.8 0.448 0.18 - 0.26 3.69 3317.5 44,108 52 2.9 0.464 0.18 - 0.28 3.95 3552.7 47,660 53 3.4 0.544 0.18 - 0.37 5.10 4589.9 52,250 54 3.4 0.544 0.18 - 0.37 5.14 4623.7 56,874 55 2.3 0.368 0.17 - 0.20 2.72 2450.6 59,325 56 2.3 0.368 0.17 - 0.20 2.76 2483.5 61,808 57 2.7 0.432 0.17 - 0.26 3.69 3318.4 65,127 58 2.6 0.416 0.16 - 0.25 3.50 3149.8 68,276 59 2.6 0.416 0.16 - 0.25 3.53 3181.4 71,458 60 2.5 0.400 0.16 - 0.24 3.35 3011.9 74,470 61 2.4 0.384 0.16 - 0.23 3.16 2841.9 77,312 62 2.3 0.368 0.15 - 0.21 2.97 2671.5 79,983 63 1.9 0.304 0.15 - 0.15 2.11 1898.9 81,882 64 1.9 0.304 0.15 - 0.15 2.14 1928.1 83,810 65 0.4 0.064 0.15 0.03 0.03 0.45 401.2 84,211 66 0.4 0.064 0.15 0.03 0.03 0.45 401.2 84,612 67 0.3 0.048 0.14 0.02 0.02 0.33 300.9 84,913 68 0.3 0.048 0.14 0.02 0.02 0.33 300.9 85,214 69 0.5 0.080 0.14 0.04 0.04 0.56 501.5 85,716 70 0.5 0.080 0.14 0.04 0.04 0.56 501.5 86,217 71 0.5 0.080 0.14 0.04 0.04 0.56 501.5 86,719 72 0.4 0.064 0.13 0.03 0.03 0.45 401.2 87,120 73 0.4 0.064 0.13 0.03 0.03 0.45 401.2 87,521 74 0.4 0.064 0.13 0.03 0.03 0.45 401.2 87,922 75 0.3 0.048 0.13 0.02 0.02 0.33 300.9 88,223 76 0.2 0.032 0.13 0.02 0.02 0.22 200.6 88,424 77 0.3 0.048 0.12 0.02 0.02 0.33 300.9 88,725 78 0.4 0.064 0.12 0.03 0.03 0.45 401.2 89,126 79 0.3 0.048 0.12 0.02 0.02 0.33 300.9 89,427 80 0.2 0.032 0.12 0.02 0.02 0.22 200.6 89,627 81 0.3 0.048 0.12 0.02 0.02 0.33 300.9 89,928 82 0.3 0.048 0.12 0.02 0.02 0.33 300.9 90,229 83 0.3 0.048 0.11 0.02 0.02 0.33 300.9 90,530 84 0.2 0.032 0.11 0.02 0.02 0.22 200.6 90,730 85 0.3 0.048 0.11 0.02 0.02 0.33 300.9 91,031 86 0.2 0.032 0.11 0.02 0.02 0.22 200.6 91,232 87 0.3 0.048 0.11 0.02 0.02 0.33 300.9 91,533 88 0.2 0.032 0.11 0.02 0.02 0.22 200.6 91,733 89 0.3 0.048 0.11 0.02 0.02 0.33 300.9 92,034 90 0.2 0.032 0.11 0.02 0.02 0.22 200.6 92,235 91 0.2 0.032 0.10 0.02 0.02 0.22 200.6 92,435 92 0.2 0.032 0.10 0.02 0.02 0.22 200.6 92,636 93 0.2 0.032 0.10 0.02 0.02 0.22 200.6 92,837 94 0.2 0.032 0.10 0.02 0.02 0.22 200.6 93,037 95 0.2 0.032 0.10 0.02 0.02 0.22 200.6 93,238 96 0.2 0.032 0.10 0.02 0.02 0.22 200.6 93.438 AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT:HYDROGRAPH . SHORTCUT METHOD DRAINAGE AREA -ACRES - OFFSITE, > > :..< 0.67 INFILTRATION DATE SOIL UNIT TIME - MINUTES 5 GROUP C 4/7/09 STORM FREQUENCY -YEARS 100 COVER Resid. CALC'D STORM DURATION -HOURS 3 69 L.S.. NUMBERI TOTAL ADJUSTED STORM RAIN - INCHES 2.60 Fp 0.37 W.O. CONSTANT LOSS RATE - INCHES /HOUR 0.20 LAND SFR- 051107 USE 0.2AC CLIENT LOW LOSS RATE- PERCENT 90 Ai 0.50 F 0.204 Bob Rippe UNIT SRAIN PATTERN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME TIME MAX LOW PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF 1 1.3 0.406 0.20 - 0.20 0.14 40.6 41 2 1.3 0.406 0.20 - 0.20 0.14 40.6 81 3 1.1 0.343 0.20 - 0.14 0.09 28.1 109 4 1.5 0.468 0.20 - 0.26 0.18 53.2 162 5 1.5 0.468 0.20 - 0.26 0.18 53.2 216 6 1.8 0.562 0.20 - 0.36 0.24 72.0 288 7 1.5 0.468 0.20 - 0.26 0.18 53.2 341 8 1.8 0.562 0.20 - 0.36 0.24 72.0 413 9 1.8 0.562 0.20 - 0.36 0.24 72.0 485 10 1.5 0.468 0.20 - 0.26 0.18 53.2 538 11 1.6 0.499 0.20 - 0.30 0.20 59.4 597 12 1.8 0.562 0.20 - 0.36 0.24 72.0 669 13 2.2 0.686 0.20 - 0.48 0.32 97.1 766 14 2.2 0.686 0.20 - 0.48 0.32 97.1 863 15 2.2 0.686 0.20 - 0.48 0.32 97.1 961 16 2.0 0.624 0.20 - 0.42 0.28 84.5 1,045 17 2.6 0.811 0.20 - 0.61 0.41 122.1 1,167 18 2.7 0.842 0.20 - 0.64 0.43 128.4 1,296 19 2.4 0.749 0.20 - 0.55 0.37 109.6 1,405 20 2.7 0.842 0.20 - 0.64 0.43 128.4 1,534 21 3.3 1.030 0.20 - 0.83 0.55 166.0 1,700 22 3.1 0.967 0.20 - 0.76 0.51 153.5 1,853 23 2.9 0.905 0.20 - 0.70 0.47 141.0 1,994 24 3.0 0.936 0.20 - 0.73 0.49 147.2 2,141 25 3.1 0.967 0.20 - 0.76 0.51 153.5 2,295 26 4.2 1.310 0.20 - 1.11 0.74 222.5 2,517 27 5.0 1.560 0.20 - 1.36 0.91 272.7 2,790 28 3.5 1.092 0.20 - 0.89 0.60 178.6 2,969 29 6.8 2.122 0.20 - 1.92 1.29 385.5 3,354 30 7.3 2.278 0.20 - 2.07 1.39 416.9 3,771 31 8.2 2.558 0.20 - 2.35 1.58 473.3 4,244 32 5.9 1.841 0.20 - 1.64 1.10 329.1 4,573 33 2.0 0.624 0.20 - 0.42 0.28 84.5 4,658 34 1.8 0.562 0.20 - 0.36 0.24 72.0 4,730 35 1.8 0.562 0.20 - 0.36 0.24 72.0 4,802 36 0.6 0.187 0.20 0.17 0.02 0.01 3.8 4,806 CJ� AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES - OFFSITE 0.67 INFILTRATION - DATE SOIL GROUP C 4/7/09 UNIT TIME- MINUTES 10 CALC'D STORM FREQUENCY -YEARS 100 COVER Resid. RI STORM DURATION -HOURS 6 NUMBER 69 L.S. W.O. TOTAL ADJUSTED STORM RAIN- INCHES 3.1 Fp 0.37 CONSTANT LOSS RATE - INCHES /HOUR 0.20 LAND USE SFR -0.2 AC 051107 CLIENT LOW LOSS RATE- PERCENT 90 Ai 0.50 Bob F 0.204 Rippe UNIT ' STORM TIME PATTERN RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME TOTAL PERIOD PERCENT IN /HR MAX LOW RAIN IN /HR CFS CF CF 1 0.5 0.093 0.20 0.08 0.01 0.01 3.7 4 2 0.6 0.112 0.20 0.10 0.01 0.01 4.5 8 3 0.6 0.112 0.20 0.10 0.01 0.01 4.5 13 4 0.6 0.112 0.20 0.10 0.01 0.01 4.5 17 5 0.6 0.112 0.20 0.10 0.01 0.01 4.5 22 6 0.7 0.130 0.20 0.12 0.01 0.01 5.2 27 7 0.7 0.130 0.20 0.12 0.01 0.01 5.2 32 8 0.7 0.130 0.20 0.12 0.01 0.01 5.2 37 9 0.7 0.130 0.20 0.12 0.01 0.01 5.2 43 10 0.7 0.130 0.20 0.12 0.01 0.01 5.2 48 11 0.7 0.130 0.20 0.12 0.01 0.01 5.2 53 12 0.8 0.149 0.20 0.13 0.01 0.01 6.0 59 13 0.8 0.149 0.20 0.13 0.01 0.01 6.0 65 14 0.8 0.149 0.20 0.13 0.01 0.01 6.0 71 15 0.8 0.149 0.20 0.13 0.01 0.01 6.0 77 16 0.8 0.149 0.20 0.13 0.01 0.01 6.0 83 17 0.8 0.149 0.20 0.13 0.01 0.01 6.0 89 18 0.8 0.149 0.20 0.13 0.01 0.01 6.0 95 19 0.8 0.149 0.20 0.13 0.01 0.01 6.0 101 20 0.8 0.149 0.20 0.13 0.01 0.01 6.0 107 21 0.8 0.149 0.20 0.13 0.01 0.01 6.0 113 22 0.8 0.149 0.20 0.13 0.01 0.01 6.0 119 23 0.8 0.149 0.20 0.13 0.01 0.01 6.0 125 24 0.9 0.167 0.20 0.15 0.02 0.01 6.7 132 25 0.8 0.149 0.20 0.13 0.01 0.01 6.0 138 26 0.9 0.167 0.20 0.15 0.02 0.01 6.7 144 27 0.9 0.167 0.20 0.15 0.02 0.01 6.7 151 28 0.9 0.167 0.20 0.15 0.02 0.01 6.7 158 29 0.9 0.167 0.20 0.15 0.02 0.01 6.7 164 30 0.9 0.167 0.20 0.15 0.02 0.01 6.7 171 31 0.9 0.167 0.20 0.15 0.02 0.01 6.7 178 32 0.9 0.167 0.20 0.15 0.02 0.01 6.7 185 33 1.0 0.186 0.20 0.17 0.02 0.01 7.5 192 34 1.0 0.186 0.20 0.17 0.02 0.01 7.5 200 35 1.0 0.186 0.20 0.17 0.02 0.01 7.5 207 36 1.0 0.186 0.20 0.17 0.02 0.01 7.5 215 37 1.0 0.186 0.20 0.17 0.02 0.01 7.5 222 38 1.1 0.205 0.20 - 0.00 0.00 0.4 223 39 1.1 0.205 0.20 - 0.00 0.00 0.4 223 40 1.1 0.205 0.20 - 0.00 0.00 0.4 223 41 1.2 0.223 0.20 - 0.02 0.01 7.9 231 42 1.3 0.242 0.20 - 0.04 0.03 15.4 247 43 1.4 0.260 0.20 - 0.06 0.04 22.9 270 44 1.4 0.260 0.20 - 0.06 0.04 22.9 292 45 1.5 0.279 0.20 - 0.08 0.05 30.4 323 46 1.5 0.279 0.20 - 0.08 0.05 30.4 353 47 1.6 0.298 0.20 - 0.09 0.06 37.8 391 48 1.6 0.298 0.20 - 0.09 0.06 37.8 429 49 1.7 0.316 0.20 - 0.11 0.08 45.3 474 50 1.8 0.335 0.20 - 0.13 0.09 52.8 527 51 1.9 0.353 0.20 - 0.15 0.10 60.3 587 52 2.0 0.372 0.20 - 0.17 0.11 67.7 655 53 2.1 0.391 0.20 - 0.19 0.13 75.2 730 54 2.1 0.391 0.20 - 0.19 0.13 75.2 805 55 2.2 0.409 0.20 - 0.21 0.14 82.7 888 56 2.3 0.428 0.20 - 0.22 0.15 90.2 978 57 2.4 0.446 0.20 - 0.24 0.16 97.6 1,076 58 2.4 0.446 0.20 - 0.24 0.16 97.6 1,173 59 2.5 0.465 0.20 - 0.26 0.18 105.1 1,279 60 2.6 0.484 0.20 - 0.28 0.19 112.6 1,391 61 3.1 0.577 0.20 - 0.37 0.25 150.0 1,541 62 3.6 0.670 0.20 - 0.47 0.31 187.4 1,729 63 3.9 0.725 0.20 - 0.52 0.35 209.8 1,938 64 4.2 0.781 0.20 - 0.58 0.39 232.2 2,171 65 4.7 0.874 0.20 - 0.67 0.45 269.6 2,440 66 5.6 1.042 0.20 - 0.84 0.56 336.9 2,777 67 4.9 0.911 0.20 - 0.71 0.47 284.6 3,062 68 0.9 0.167 0.20 0.15 0.02 0.01 6.7 3,068 69 0.6 0.112 0.20 0.10 0.01 0.01 4.5 3,073 70 0.5 0.093 0.20 0.08 0.01 0.01 3.7 3,077 71 0.3 0.056 0.20 0.05 0.01 0.00 2.2 3,079 72 0.2 0.037 0.20 0.03 0.00 0.00 1.5 3,080 AMENDED TRACT 32742, LA QUINTA, CA SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA-ACRES' OFFSITE` - "' "" 0.67 INFILTRATION DATE SOIL GROUP C 4/7/09 UNIT TIME- MINUTES 15 CALC'D STORM'FREQUENCY- YEARS 100 COVER Resid. RI STORM DURATION -HOURS 24 NUMBER 69 L.S. W.O. TOTAL ADJUSTED STORM RAIN- INCHES 4 Fp 0.37 051107 CONSTANT LOSS RATE - INCHES /HOUR 0.2035 LAND USE SFR -0.2 AC CLIENT LOW LOSS RATE - PERCENT 50 Ai 0.50 Bob F 0.204 Ripp e UNIT ; STORM TIME PATTERN RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME TOTAL PERIOD PERCENT IN /HR MAX LOW RAIN IN /HR CFS CF CF 1 0.2 0.032 0.36 0.02 0.02 0.01 9.6 10 2 0.3 0.048 0.36 0.02 0.02 0.02 14.5 24 3 0.3 0.048 0.35 0.02 0.02 0.02 14.5 39 4 0.4 0.064 0.35 0.03 0.03 0.02 19.3 58 5 0.3 0.048 0.34 0.02 0.02 0.02 14.5 72 6 0.3 0.048 0.34 0.02 0.02 0.02 14.5 87 7 0.3 0.048 0.33 0.02 0.02 0.02 14.5 101 8 0.4 0.064 0.33 0.03 0.03 0.02 19.3 121 9 0.4 0.064 0.33 0.03 0.03 0.02 19.3 140 10 0.4 0.064 0.32 0.03 0.03 0.02 19.3 159 11 0.5 0.080 0.32 0.04 0.04 0.03 24.1 183 12 0.5 0.080 0.31 0.04 0.04 0.03 24.1 207 13 0.5 0.080 0.31 0.04 0.04 0.03 24.1 232 14 0.5 0.080 0.31 0.04 0.04 0.03 24.1 256 15 0.5 0.080 0.30 0.04 0.04 0.03 24.1 280 16 0.6 0.096 0.30 0.05 0.05 0.03 28.9 309 17 0.6 0.096 0.30 0.05 0.05 0.03 28.9 338 18 0.7 0.112 0.29 0.06 0.06 0.04 33.8 371 19 0.7 0.112 0.29 0.06 0.06 0.04 33.8 405 20 0.8 0.128 0.28 0.06 0.06 0.04 38.6 444 21 0.6 0.096 0.28 0.05 0.05 0.03 28.9 473 22 0.7 0.112 0.28 0.06 0.06 0.04 33.8 507 23 0.8 0.128 0.27 0.06 0.06 0.04 38.6 545 24 0.8 0.128 0.27 0.06 0.06 0.04 38.6 584 25 0.9 0.144 0.27 0.07 0.07 0.05 43.4 627 26 0.9 0.144 0.26 0.07 0.07 0.05 43.4 671 27 1.0 0.160 0.26 0.08 0.08 0.05 48.2 '719 28 1.0 0.160 0.26 0.08 0.08 0.05 48.2 767 29 1.0 0.160 0.25 0.08 0.08 0.05 48.2 815 30 1.1 0.176 0.25 0.09 0.09 0.06 53.1, 868 31 1.2 0.192 0.25 0.10 0.10 0.06 57.9 926 32 1.3 0.208 0.24 0.10 0.10 0.07 62.7 989 33 1.5 0.240 0.24 - 0.00 0.00 0.8 990 34 1.5 0.240 0.24 - 0.00 0.00 2.8 993 35 1.6 0.256 0.23 - 0.02 0.02 14.5 1,007 36 1.7 0.272 0.23 - 0.04 0.03 26.1 1,033 37 1.9 0.304 0.23 - 0.08 0.05 47.4 1,081 38 2.0 0.320 0.22 - 0.10 0.07 58.9 1,139 39 2.1 0.336 0.22 - 0.12 0.08 70.5 1,210 40 2.2 0.352 0.22 - 0.14 0.09 82.0 1,292 41 1.5 0.240 0.21 - 0.03 0.02 16.4 1,308 42 1.5 0.240 0.21 - 0.03 0.02 18.2 1,327 43 2.0 0.320 0.21 - 0.11 0.08 68.3 1,395 44 2.0 0.320 0.20 - 0.12 0.08 70.2 1,465 45 1.9 0.304 0.20 - 0.10 0.07 62.3 1,527 46 1.9 0.304 0.20 - 0.11 0.07 64.1 1,592 47 1.7 0.272 0.19 - 0.08 0.05 46.6 1,638 48 1.8 0.288 0.19 - 0.10 0.06 58.0 1,696 49 2.5 0.400 0.19 - 0.21 0.14 127.2 1,823 50 2.6 0.416 0.19 - 0.23 0.15 138.6 1,962 51 2.8 0.448 0.18 - 0.26 0.18 159.6 2,121 52 2.9 0.464 0.18 - 0.28 0.19 170.9 2,292 53 3.4 0.544 0.18 - 0.37 0.25 220.8 2,513 54 3.4 0.544 0.18 - 0.37 0.25 222.4 2,736 55 2.3 0.368 0.17 - 0.20 0.13 117.9 2,853 56 2.3 0.368 0.17 - 0.20 0.13 119.5 2,973 57 2.7 0.432 0.17 - 0.26 0.18 159.6 3,132 58 2.6 0.416 0.16 - 0.25 0.17 151.5 3,284 59 2.6 0.416 0.16 - 0.25 0.17 153.0 3,437 60 2.5 0.400 0.16 - 0.24 0.16 144.9 3,582 61 2.4 0.384 0.16 - 0.23 0.15 136.7 3,719 62 2.3 0.368 0.15 - 0.21 0.14 128.5 3,847 63 1.9 0.304 0.15 - 0.15 0.10 91.3 3,938 64 1.9 0.304 0.15 - 0.15 0.10 92.7 4,031 65 0.4 0.064 0.15 0.03 0.03 0.02 19.3 4,050 66 0.4 0.064 0.15 0.03 0.03 0.02 19.3 4,070 67 0.3 0.048 0.14 0.02 0.02 0.02 14.5 4,084 68 0.3 0.048 0.14 0.02 0.02 0.02 14.5 4,099 69 0.5 0.080 0.14 0.04 0.04 0.03 24.1 4,123 70 0.5 0.080 0.14 0.04 0.04 0.03 24.1 4,147 71 0.5 0.080 0.14 0.04 0.04 0.03 24.1 4,171 72 0.4 0.064 0.13 0.03 0.03 0.02 19.3 4,190 73 0.4 0.064 0.13 0.03 0.03 0.02 19.3 4,210 74 0.4 0.064 0.13 0.03 0.03 0.02 19.3 4,229 75 0.3 0.048 0.13 0.02 0.02 0.02 14.5 4,243 76 0.2 0.032 0.13 0.02 0.02 0.01 9.6 4,253 77 0.3 0.048 0.12 0.02 0.02 0.02 14.5 4,267 78 0.4 0.064 0.12 0.03 0.03 0.02 19.3 4,287 79 0.3 0.048 0.12 0.02 0.02 0.02 14.5 4,301 80 0.2 0.032 0.12 0.02 0.02 0.01 9.6 4,311 81 0.3 0.048 0.12 0.02 0.02 0.02 14.5 4,325 82 0.3 0.048 0.12 0.02 0.02 0.02 14.5 4,340 83 0.3 0.048 0.11 0.02 0.02 0.02 14.5 4,354 84 0.2 0.032 0.11 0.02 0.02 0.01 9.6 4,364 85 0.3 0.048 0.11 0.02 0.02 0.02 14.5 4,378 86 0.2 0.032 0.11 0.02 0.02 0.01 9.6 4,388 87 0.3 0.048 0.11 0.02 0.02 0.02 14.5 4,403 88 0.2 0.032 0.11 0.02 0.02 0.01 9.6 4,412 89 0.3 0.048 0.11 0.02 0.02 0.02 14.5 4,427 90 0.2 0.032 0.11 0.02 0.02 0.01 9.6 4,436 91 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,446 92 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,456 93 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,465 94 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,475 95 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,485 96 0.2 0.032 0.10 0.02 0.02 0.01 9.6 4,494 L N C K C R C N G I N C C R I N G, I N C, ? '(RETENTION BASIN CALCUL- ATIONSr CMLENC�iYrERING - LAAt�VG - RANf�WG AMENDED TRACT No. 32742 CITY OF LA QUINTA, CA y 77 -530 Ertidd tn. Bldg E 1( �,CA �11 CLIENT ROBERT RIPPE me: (76W 3'= Fox p6W360.W WONOt 051107 ", :CALC'D' L.S. ►e"Nxkerer e".com DATE 5/4/2009 CHK'D ❑ STORM EVENT (100 YEAR) HR 3 6 24 VOLUME (FROM UNIT HYDROGRAPH) ONSITE CF 99,916 64,045 93,438 VOLUME (FROM UNIT HYDROGRAPH) OFFSITE - MONROE ST. 4,806 3,080 4,494 SAFETY FACTOR 1.0 1.0 1.0 TOTAL CAPACITY REQUIRED CF 104,722 64,046 93,439 RETENTION BASIN. 13 01 DEPTH (UPPER VOLUME) FT 4.50 4.50 4.50 BOTTOM AREA SF 13,129 13,129 13,129 TOP AREA SF 20,179 20,179 20,179 VOLUME CF 74,377 74,377 74,377 DEPTH (LOWER VOLUME) FT 5.00 5.00 5.00 BOTTOM AREA SF 4,377 4,377 4,377 TOP AREA SF 9,542 9,542 9,542 VOLUME CF 33,969 33,969 33,969 TOTAL BASIN CAPACITY CF 108,346 108,346 108,346 I_ G SNOIlvlfl3'IV3 3I1llv-du AH Project Description Worksheet CB #1 Type Curb Inlet In Sag Solve For Length Input Data Discharge 31.44 Cfs Spread 29.50 Ft Gutter Width 2.00 Ft Gutter Cross 0.020 ft/ft Slope 000 Road Cross 0.020 ft/ft Slope 000 Opening Height 0.67 ft Curb Throat Type Incline d Local Depression 4.0 in Local Depression 4.00 ft Width Throat Incline 90.00 degre Angle es � I � I � I i I 1 Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6:0 [614b] 51512009 8:43 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 36 Results Curb Opening 8.00 ft ' Length Depth 0.89 ft Gutter 0.0 in ' Depression Total 4.0 in Depression 1 � I � I � I i I 1 Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6:0 [614b] 51512009 8:43 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 36 Project Description Worksheet CB #2 Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 2.32 cfs Slope 0.003500 ft/ft Gutter Width 2.00 ft Gutter Cross 0.020000 ft/ft Slope Road Cross 0.020000 ft/ft Slope Mannings 0.013 Coefficient Curb Opening 10.00 ft Length Local Depression 4.0 in Local Depression 4.00 ft Width Results Efficiency 0.99 Intercepted Flow 1.84 cfs Bypass Flow 0.02 cfs Spread 10.25 ft Depth 0.20 ft Flow Area 1.0 ft2 Gutter Depression 0.0 in Total Depression 4.0 in Velocity 1.77 ft/s Equivalent Cross Slope 0.056665 fUft Length Factor 0.92 Total Interception Length 10.82 ft Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] 5/5/2009 8:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 37 Project Description 0.012 Worksheet Pipe from CB #1 to the Retention Basin Flow Element . Circular Channel Method Manning's Formula Solve For Channel Depth Critical Depth 1.49 ft Input Data Mannings 0.012 Coefficient 1.3 ftz Slope 0.106 ft/ft Perimeter 000 Diameter 18 in Discharge 31.44 cfs Results Depth 1.06 ft Flow Area 1.3 ftz Wetted 3.00 ft Perimeter Top Width 1.36 ft Critical Depth 1.49 ft Percent Full 70.7 % Critical Slope 0.072563 ft/ft Velocity 23.53 ft/s Velocity Head 8.60 ft Specific 9.66 ft Energy Froude 4.19 Number Maximum 39.85 cfs Discharge Discharge Full 37.05 cfs Slope Full 0.076340 ft/ft Flow Type Supercriti cal Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b) 5/5/2009 8:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 38 Project Description Worksheet Pipe from CB #2 to Retention Basin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.066 ft/ft 000 Diameter 18 in Discharge 2.32 cfs Results Depth 0.30 ft Flow Area 0.2 ft2 Wetted Perimeter 1.38 ft Top Width 1.20 ft Critical Depth 0.58 ft Percent Full 19.8 % Critical Slope 0.004984 ft/ft Velocity 9.34 ft/s Velocity Head 1.36 ft Specific Energy 1.65 ft Froude Number 3.61 Maximum Discharge 29.03 cfs Discharge Full 26.98 cfs Slope Full 0.000488 ft/ft Flow Type Supercriti cal Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] 5/5/2009 8:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 39 DRAINAGE MAP � I � I � I � I � I ' Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] ' 5/5/2009 8:43 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 40 s tSt>.i; LEGEND 0#30 PE FLOW DIRECTION INDICATES POINT /STATION # INDICATES TRIBUTARY SUBAREAS INDICATES PAD ELEVATION 65,3 RATIONAL HYDROLOGY STUDY SUMMARY ONSITE TRIBUTARY AREA TO RETENTION BASIN AT POINT #30 OFFSITE TRIBUTARY AREA TO RETENTION BASIN AT MONROE ST. — AREA "A" = 10.48 ACRES — 23.68 C.F.S. — MONROE ST. = 0.67 ACRES — 2.31 C.F.S. — AREA "B" = 3.45 ACRES — 11.91 C.F.S. — TOTAL Qioo ® PT #25 = 15.91 CFS — TOTAL Qioo @ PT #30 = 23.68 CFS — TOTAL PEAK FLOW Qioo = 31.44 CFS — TOTAL PEAK FLOW Qio = 18.25 CFS — TOTAL PEAK FLOW Qioo = 2.31 CFS — TOTAL PEAK FLOW Qro = 1.37 CFS UNIT HYDROGRAPH ANAL YSYS ONSITE DRAINAGE AREAS (A and B) = 13.93 ACRES STORM EVENT (YR —HR) PEAK FLOW (CFS) REQUIRED FLOOD VOLUME (CUBIC FEET) 100YR -3HR 32.80 99,916 100YR -6HR 11.67 64,045 100YR -24HR 5.14 93,438 OFFSITE DRAINAGE AREA (MONROE ST.)= 0.67 ACRES STORM EVENT (YR —HR) PEAK FLOW (CFS) REQUIRED FLOOD VOLUME (CUBIC FEET) 100YR -3HR 1.58 4,806 100YR -6HR 0.56 3,080 100YR -24HR 0.25 4,494 RETENTION BASIN DATA DEPTH = 10.5' WSE =457.4 0 DEPTH =9.5' FREEBOARD= 1' SIDE SLOPE = 3:1 TOTAL BASIN VOLUME= 108.346 C.F. TOTAL FLOOD VOLUME REQUIRED = 104.722 C.F. NOTE PLEASE REFER TO HYDROLOGY REPORT AND ROUGH GRADING PLAN FOR CALCULATIONS AND ELEVATION REFERENCES OWNER ROBERT RIPPE P.0 BOX 1396 LA QUINTA, CA 92247 -1396 (760) 702 -0684 PREPARED BY flACKIR INGIN� RING, INC. CIVIL ENGINEERING - LAND SURVEYING - PLANNING 77 -530 Enfield Lane, Suite E -1 Phone: (760) 360 -6900 Palm Desert, California 92211 Fax: (760) 360 -6999 0 0 of0 tl yd�o% Ago received HYDROLOGY REPORT AMENDED TRACT NO. 32742 LOCATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE CALIFORNIA a PREPARED FOR: ROBERT E. RIPPE P.O. Box 1396 La. Quinta, CA 92247 Phone: (760) 702 -0684 JANUARY 29, 2009 �O PROFESS /Oiyq\ D. No 556 Exp. 12/ ZsTgl CIVIL 4�/ OF CW FEB 2 3 2009. City of la 9uinto Planning Department PREPARED BY: HACKER ENGINEERING 77 -530 Enfield Ln, Bldg. E -1 Palm Desert, CA 92211 Phone: (760) 360 -6900 W.O. 051107 o� W -, - -� U HYDROLOGY REPORT AMENDED TRACT NO. 32742 SITE DESCRIPTION AND PURPOSE OF STUDY UThe property herein de ribed is located in the portion of the northeast the southeast '/4 of Section 15, Township 6 South, \7a San Bernardino Meridian, in the y of La Quinta, Riverside County, California. Thsite is currently vacant and is bor red on the north and west by L, vacant land, on the souteer Park and on the east by M oe Street. The purpose of this drato determine the onsite run to size the storage system, street capacity and determine te mitigation measures. DRAINAGE DESIGN , The existing drainage site conditions n ".uraldrain-, out easter ly towards the southeast corner of the Tract. As designed, lots will have as dr , dr 'ping to the streets and the streets will convey the runoff southeasterly to a retenr.-the asin oit. d at ;"e southeast corner of the Tract. Please refer to the attached Drainage Study Map i Ex l The street design divides the to al area i o tw dr inage areas: Area "A" which produces a 100year l peak flow of 23.59 cfs, and Area "B" oduces 11. 8 cfs. Area "A" was analyzed to determine if catch basins would be required at the narrowed (traffic a ing) street section. The entire 100year peak flow (( from Area "A" at the traffic calming street se ion oes not exceed the curb height (see street flow calculations). Therefore, catch basins will not b necess at the traffic calming street section. The total combined runoff of 30.95 cfs captured by a catch basins next to the distribution box at the bottom of Reter proper disposal of runoff and nuisance corner of the Tract) will capture the offsi the onsite retention basin. This catch bas/ standard 4' catch basin size, exceed the ¢' In case of the storm event exceed 100 - the retention basin (bottom of wall Grading plans for details. 7 (� To size the retention b in four s1 volume. The 100yr -24h event wi the retention basin size. Please refer ill/be conveye within the curbs of the interior streets and .t ntion basin th n conveyed through an 30 -inch pipe to a basin. Two xWell Plus system were sized to ensure ter flows. A catch asin located at Monroe Street (southeast drainage runoff and onvey it to the same distribution box at was sized using the r tic 100yr storm event, however, the acity of the flood patte . dear, an emergency safety 5' x 13' rectangular opei were analvzed to table located in the Exhibit 1 located at the southeast corner of is provided. Please refer to the NEE e the roper retention basin Ic en and that was used for the Drainage Study Map. �E METHODOLOGY AND REFERENCES Methods used to calculate runoff are as prescribed by the Riverside County Flood Control District Hydrology Manual. The Rational Hydrology Method was used to calculate peak runoff and The Unit Hydrograph Analysis Method was used to calculate flood volume from the 100 -year storm event for retention basin sizing. CONCLUSION The drainage report contained herein has been designed in accordance with applicable state and local ordinances.: Therefore, if developed as planned, the drainage from this site will not adversely affect persons or property onsite or downstream. 0 i RATIONAL HYDROLOGY STUDY AREAS "A" & "B" URiverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 U - - - - -- Rational- Hydrology Study Date: File:051107RAT10.Out ------ - - - - -- --------------------- AMENDED TRACT No. 32742 10YR PEAK FLOW ------------------------------------------------------------------------ ********* Hydrology Study Control Information.********** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves data (Plate D -4.1) I For the [ Palm Springs ] area used. l_J 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) I� 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 1 Calculated rainfall intensity data: J{ 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000.to Point /Station 20.000 * * ** INITIAL AREA EVALUATION Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)= ' 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 2.097(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.780 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.867(CFS) Total initial stream area = 0.530(Ac.) . JPervious area fraction- 0.600 +++++++++++++++++++++++;++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 J* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) 'l End of street segment elevation = 461.730(Ft.) JLength of street segment = 695.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) J Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020. 1 Street flow is on [2] side(s) of the street JDistance from curb to property line ' 10.000(Ft. ") Slope from curb to property line (v /hz) - 0.020. Gutter width = 2.000(Ft.) J Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.029(CFS) Depth of flow = 0.372(Ft.), Average velocity = 1.848(Ft /s) Streetflow hydraulics at midpoint of-street travel: Halfstreet flow width = 12.267(Ft.) Flow velocity = 1.85(Ft /s) Travel time = 6.27 min. TC = 23.00 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.762 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.744(In /Hr) for a 10.0 year storm Subarea runoff = 8.384(CFS) for 6.310(Ac.) -� Total runoff = 9.251(CFS) Total area = 6.840(Ac.) Street flow at,end of street = 9.251(CFS) Half street flow at end of street = 4.626(CFS) Depth of flow = 0.419(Ft.), Average velocity = 2.046(Ft /s) Flow width (from curb towards crown)= 14.607(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461..730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break'(v /hz) = 0.020 Slope from grade break to.crown (v /hz) = 0.020 Ll Street flow is on (2) 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 2.000(Ft.). Gutter hike from flowline.= 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.686(CFS) Depth of flow = 0.413(Ft.), Average velocity = 2.107(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.397(Ft.) Flow velocity = 2.11(Ft /s) Travel time = 3.02 min. TC = 26.02 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 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.= 0.600; Impervious fraction Rainfall intensity = 1.623(In /Hr) for a 10.0 Subarea runoff = 4.409(CFS) for 3.600(Ac.) Total runoff = 13.661(CFS) Total area = Street flow at end of street = 13.661(CFS) Half street flow at end of street = 6.830(CFS) = 0.400 year storm 10.440(Ac.) Depth of flow = 0.433(Ft.), Average velocity = 2.189(Ft /s) Flow width (from curb towards crown)= 17.422(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.440(Ac.) Runoff from this stream = 13.661(CFS) Time of concentration = 26.02 min. Rainfall intensity = 1.623(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station , 28.000 to Point /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 463.500(Ft.) Bottom lof initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = - 0.00926 s(percent)= 0.93 TC = k(0.420) *((length ^3) /(elevation change),) ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 2.890(In /Hr) for a. 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.807 A Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Li Decimal fraction soil group D = 0.000 J RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.887(CFS) �.J Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 i * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top.of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2) side(s) of the street P Distance from curb to property line = 10.000(Ft.) i Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.258(CFS) Depth of flow = 0.301(Ft.), Average velocity = 1.703(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.794(Ft.) I Flow velocity = 1.70(Ft /s) Travel time = 2.59 min. TC = 12.22 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.796 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.517(In /Hr) for a 10.0 year storm Subarea runoff = 5.791(CFS) for 2.890(Ac.) Total runoff = 6.677(CFS) Total area = 3.270(Ac.) Street flow at end of street = 6.677(CFS) Half street flow at end of street = 3.339(CFS) Depth of flow = 0.344(Ft.), Average velocity = 1.897(Ft /s) Flow width (from curb towards crown)= 12.942(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.270(Ac.) Runoff from this stream = 6.677(CFS) Time of concentration = 12.22 min. Rainfall intensity = 2.517(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.661 26.02 1.623 2 6.677 12.22 2.517 Largest stream flow has longer time of concentration Qp = 13.661 + sum of Qb Ia /Ib 6.677 0.645 = 4.307 Qp = 17.968 Total of 2 streams to confluence: Flow rates before confluence point: 13.661 6.677 Area of streams before confluence: 10.440 3.270 Results of confluence: Total flow rate = 17.968(CFS) Time of concentration = 26.022 min. Effective stream area after confluence = 13.710(Ac.) End of computations, total study area = 13.710 (Ac.) I URiverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 - - - - -- Rational - Hydrology Study -- - - - - -- Date: _ -01 /22/09 File:051107RAT.out AMENDED TRACT NO.32742 (1 100YR PEAK FLOW ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file 'lJ Hacker- Engineering, - Yucca - Valley, - California- _- S /N - -- 794--------- - - - - -- JJJ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District l� 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 . Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.j Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) j Slope = 0.00146 s(percent)= 0.15 ), TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 3.356(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) J Runoff Coefficient = 0.818 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' j Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.455(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 I :+ Id ++++++++++++++++++++++++++++++++++ +++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment = 695.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.118(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.091(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.142(Ft.) 1 Flow velocity = 2.09(Ft /s)- 11 Travel time = 5.54 min. TC = 22.27 min. Adding area flow to street 1 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.806 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 = 0.600; Impervious fraction = 0.400 1 Rainfall intensity = 2.843(In /Hr) for a 100.0 year storm Subarea runoff = 14.459(CFS) for 6.310(Ac.) Total runoff = 15.914(CFS) Total area = 6.840(Ac.) Street flow at - - end of street = 15.914(CFS) Half street flow at end of street = 7.957(CFS) Depth of flow = 0.489(Ft.), Average velocity 2.334.(Ft/s) Flow width (from curb towards crown)= 18.117(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from'Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) i Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = °6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street �I Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline.= 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.489(Ft.), Average velocity 2 Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.42(Ft /s) Travel time = 2.63 min. TC = 24.90 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.801 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 = 0.600; Impervious fraction Rainfall intensity = 2.664(In /Hr) for a 100.0 Subarea runoff = 7.682(CFS) for 3.600(Ac.) Total runoff = 23.596(CFS) Total area = Street flow at end of street = 23.596(CFS) Half street flow at end of street = 11.798(CFS) 20.102(CFS) 418(Ft /s) = 0.400 year storm 10.440(Ac.) Depth of flow = 0.512(Ft.), Average velocity = 2.548(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.61(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +...... + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.440(Ac.) Runoff from this stream = 23.596(CFS) Time of concentration = 24.90 min. Rainfall intensity = 2.664(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point. /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 4.624(In /Hr) for a SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.838 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI.index for soil(AMC 2) = 69 Pervious area fraction = 0.600 Initial subarea runoff = 1 Total initial stream area = Pervious area fraction = 0.600 100.0 year storm 0.000 0.000 1.000 0.000 00 Impervious fraction = 0.400 473(CFS) 0.380(Ac.) +++++++++++++±+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.260(Ft..) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.072(CFS) Depth of flow = 0.350(Ft.), Average velocity = 1.924(Ft /s) Streetflow hydraulics at midpoint of" street travel: Halfstreet flow width = 13.241(Ft.) Flow velocity = 1.92(Ft /s) Travel time = 2.30 min. TC 11.92 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.831 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity, = 4.085(In /Hr) for a 100.0.year storm Subarea runoff = 9.809(CFS) for 2.890(Ac.) Total runoff = 11.281(CFS) Total area = 3.270(Ac.) Street flow at end of street = 11.281(CFS) Half street flow at end of street = 5.641(CFS) Depth of flow = 0.403(Ft.), Average velocity = 2.155(Ft /s) Flow width (from curb towards crown)= 15.913(Ft.) i _J +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.270(Ac.) Runoff from this stream = 11.281(CFS) Time of concentration = 11.92 min. Rainfall intensity = 4.085(In /Hr) Summary of stream data: J Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 23.596 24.90 2.664 2 11.281 11.92 4.085 Largest stream flow has longer time of concentration . Qp = 23.596 + sum of Qb Ia /Ib 11.281 * 0.652 = 7.359 Qp = 30.955 Total of 2 streams to confluence: Flow rates before confluence point: 23.596 11.281 Area of streams before confluence: 10.440 3.270 Results of confluence: Total flow rate = 30.955(CFS) Time of concentration = 24.904 min. Effective stream area after confluence = 13.710(Ac.) End of computations, total study area = 13.710 (Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.270(Ac.) Runoff from this stream 11.281(CFS) Time of concentration = 11.92 min. Rainfall intensity = 4.085(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 23.596 24.90 2.664 2 11.281 11.92 4.085 Largest stream flow has longer time of concentration Qp = 23.596 + sum of Qb Ia /Ib 11.281 * 0.652 = 7.359 Qp = 30.955 Total of 2 streams to confluence: Flow rates before confluence point: 23.596 11.281 Area of streams before confluence: 10.440 3.270 Results of confluence: Total flow rate = 30.955(CFS) Time of concentration = 24.904 min. Effective stream area after confluence = 13.710(Ac.) End of computations, total study area = 13.710 (Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1' Rational Hydrology Study Date: 06/19/07 File:051107monroel0offs.out ------------------------------------------------------------------------ AMENDED TRACT No.32742 OFFSITE DRAINAGE AT MONROE STREET 10yr STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------------------------------------------------------- Hacker Engineering, Yucca Valley, California - S/N 794 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 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate. D -4.1) 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 l +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ JI Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom. (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 ..� Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 i 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 = 0.600; Impervious fraction = 0.400 UInitial subarea runoff = 0.246(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32. Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.149(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity 1.14(Ft /s) Travel time = 8.72 min. TC = 13.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.790 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 = 0.600; Impervious fraction Rainfall intensity = 2.353(In /Hr) for a 10.0 Subarea runoff = 0.856(CFS) for 0:460(Ac.) Total runoff = 1.102(CFS) Total area = Street flow at end of street = 1.102(CFS) Half street flow at end of street = 0.551(CFS) 000 (Ft 0.303(CFS) 143(Ft /s) = 0.400 year storm 0.530(Ac.) Depth of flow = 0.240(Ft.), Average velocity = 1.225(Ft /s) Flow width (from curb towards crown)= 5.685(Ft.) End of computations, total study area = 0.530 (Ac.)' II� Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 1 - - - - -- Rational- Hydrology Study Date: 08/15/06 File:051107monroe.out _ ------- - - - - -- ----------------------------- AMENDED TRACT No.32742 OFFSITE DRAINAGE 100yr STORM EVENT i ------------------------=-------------------------7--------------------- j* * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file J ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------------ j Rational Method Hydrology Program based on �J Riverside County Flood Control & Water Conservation District 1978 hydrology manual (l Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1) 2.830(In /Hr) 1.000(In /Hr) 4.520(In /Hr) 1.600(In /Hr) Storm event year = 100.0 iI Calculated rainfall intensity data: I•J 1 hour intensity = 1.600(In /Hr) �- Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) l Bottom (of initial area) elevation = 462.000(Ft.) i Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 [} Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm ;S SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.856 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ;.I Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 'tl Pervious area fraction = 0 Initial subarea runoff = Total initial stream area = Pervious area fraction = 0. 600; Impervious fraction = 0.400 0.405(CFS) 0.070(Ac.) 1.101111 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) _ 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.498(CFS) Depth of.fiow = 0.234(Ft.), Average velocity = 1.204(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.359(Ft.) Flow velocity = 1.20(Ft /s) Travel time = 8.28 min. TC = 13.28 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient =.0.827 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.837(In /Hr) for a 100.0 year storm Subarea runoff = 1.460(CFS) for 0.460(Ac.) Total runoff = 1.865(CFS) Total area = 0.530(Ac.) Street flow at end of street = 1.865(CFS) Half street flow at end of street = 1.865(CFS) Depth of flow = 0.332(Ft.), Average velocity = 1.582(Ft /s) Flow width (from curb towards crown)= 10.259(Ft.) End of computations, total study area = 0.530 (Ac.) UNIT HYDROGRAPH ANALYSIS RETENTION BASIN SIZE AMENDED TRACT 32742, LA QUINTA, CA' ' - kScYA: "`YthtiMWlth. T]�}sltf T8- 3ry i� "� .SI` SYN sHETI CF1N1� '{2, ON INAGE A EA AC ESQ` IT TIME MIN TE$� F "' 13.93 5 ,� 9 (NILTLONxQ � " SO C 1/19/09 s: OMREQ�jUElVCY YEA1� S 100' C sR"UPz ®1/�R Resid. L7ALC'D ,SCOR "DURA ONs1i0UR ^ 3 L.S.. x. F X , 9 }. "' q v �E ST°O(�M RAIN. CNES �'� � - 2 60 � � UMW 1 � r � MUM M -TYR 0.74 SFR- 0.50 051107 ENT. Bob Rippe 0.407 - • 11Nt �"�;��� =��� Sl'bRM�� dLOSS `RRT�E�Y� � @15,110 §VjOL ¢ ME�VOLUME, �� w� �•rt:,�_ . �. >< a�,,..:. . ��IN /H,>sa�`� ��'M„�A� ;i �OIL`11- , ,�R�R�� 1N/HR' . , {N tiCF w�F�� 7�4TQAL���� 1 1.3 , 0.406 0.41 0.32 0.08 1.13 339.0 339 2 1.3 0.406. 0.41 0.32 0.08 1.13 339.0. 678 3 1.1 0.343 } 0.41 0.27 _ 0.07 0.96 286.8 965 4 1.5 0.468 0.41 - 0.06, 0.85 254.9 1,220 5 1.5 0.468 --0.41 - . 0.06 0.85 " 254.9 1,475 6 1.8 0.562 0.41 - 0.15 2.15 ` 646.1 • 2,121 7 1.5 0.468 • 0.41 - 0.06 0.85 254.9, 2,376 8 1.8 0.562 0.41 - 0.15. 2.15 646.1 3,022 9 1.8 0.562 -0.41 - 0.15. 2.15_ 646.1 3,668 10 1.5 .0.468. 0.41 - .0.06 0.85 254.9 3,923 11 1.6. 0.499 0.41 - 0.09 1.28 385.3 4,308- ' 12 1.8 0:562• 0.41 - 0.15 2.15 646.1 4,954 13 2.2 0.686 0.41 - 0.28 3.89 1167.6. 6,122 14., 2.2 0.686 0.41 - 0.28 3.89 1167.6 7.,289 15 2.2 0.686 0.41 - , 0.28- 3.89 1167.6 8,457 16 2.0 0.624 0.41 - 0.22 3.02 906.8 9,364 17 2.6 0.811 0.41 - 0.40 5.63 1689.2 11,053 18 2.7 0.842 0.41" - 0.44 6.07 1819.5 12,872 19 2.4 0.749 0.41 - 0.34 4.76 1428.4 14,301 20 2.7 0.842 0.41 - 0.44 6.07 1819.5 16,120 21 3.3 1.030. 0.41 - 0.62 8:67 2601.8. 18,722 22 3.1 0.967 - 0.41 - 0.56 7.80. 2341.1. .21,063 23 2.9 0.905 , 0,41 - 0.50. 6.93 2080.3 23,144 24 3.0 0.930- 0.41 - 0.53 7.37 2210.7 25,354 25 ' 3.1 0.967 0.41 - 0.56 7.80 2341.1 27,695 26 4.2 1.310 .0.41 - 0.90 12.58 3775.3 31,471 27 5.0 1.560. 0.41' - 1.15 16.06 4818.4 36,289 28 3.5 1.092 0.41 - 0.69. ". 9.54 2862.6 39,152 29 6.8 2.122 0.41 - 1.71 23.88. 7165.3 46,317 30 •7.3 2.278 0.41' - 1.87 26.06 7817.2 54,134 31 8.2 2.558 ; 0.41 2.15 29.97 8900.7 63,125 32 5.9 1.841 0.41 - 1.43. 19.97 5991.9 69,117 33 2.0 0.624 '0.41 - 0.22 3.02 906.8 70,024 .34 1.8 0.5.62 0.41 " . - 0.15 2.15 646.1 70,670 b� t� r "7 F l �Z��5-0 909 335 7527 The Gas Co 12:30:27 03 -06 -2009 1 /2 The Gas Cam' pany Stella Cox Post Office Box 30.03 Redlands, CA 92373 -0306 Phone: (909) 335 -7848 Fax: (909) 335 -7527 . l 1 1 . SOUTH INLAND DISTRIBUTION OPERATIONS FW Tb: FW Fm Amy Yu @ City of La Quinta FW Fm FW- From: Stella Cox Fax: (760) 777 -7155 Pages: 2 Phone: (760) 777 -7047 Date: 3/6/2009 Re: Permit Application WR #1911920 CC: N ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle • Comments Hi Amy — Here is a new permit application that needs approval. My field planner wanted to know if we can "plate" at night on this job? There will be TCP... Lyndon Franz wanted to stop by and pick up the permit today /asap? He will drop the paperwork when he stops by later on... Call me if you have any questions — Thanks, Stella O 909 335 7527 The Gas Co 12:30:40 03 -06 -2009 2/2 Date: Tract No: Vicinity:_ ,,&f qj #Q" PUBLIC WORKS DEPARTMENT APPLICATION FOR PERMIT Project Name: Pu se of Construction (Ex: Rough Grading, Oflsite Street etc.) Tom'• t of Conitr Opn (Ex: See Plan Set 11o. Q 1234) a twt4 1r ) Dimension of Installation or Removal: Approximate Construction Start Date: 3/16/61 Approximate Construction Completion Date: 3 Estimated Construction Cost: $ Fitimated Conswction Cost shall include the removal of all obstructions` materials, and debris, back - filling, compaction and placing pamane t.resurfacing and or replacing improvements UontactName: PhoneNum er: - 335'Z8 Name of Applicant/Owner: Applicant Address: Applicant Telephone Number ? 3 7 Name of Contractor. Contractor Address: Contractor Telephone Number: Contractor State License Number: Contractor City Business License Number: COPY OF TAE CURRENT INSURANCE CERTIFICATE MUST BE PROVIDED Applicant or Contractor General Liability Insurance Company: Applicant or Contractor General Liability Insurance Policy Number: Office Use Only: Inspection Foe: Permit Fes AS-Built Deposit' Dust Control Deposit: Credit Amount; _ I TOTAL FEE Dt1F.: I Office Use Only: Assigned Permit Number: Approval Date: Expiration Data Issue Date: AMENDED TRACT 32742, LA QUINTA, CA » . 4u 4 7 $ -t• t3s+w t r- s�rrru.•'e� '.P,S �.ti� . hN _x:. -..� .tkU ti-t '�+� ,.. Y YiC3iac- y �.3.��a a icn1 , rte, 'DiAItAGR�f%Ab 1�C y "� 'IEILtRiT10..,. 13.93 IN ;. `DATE . }5® L 1/19/09 .1 IVITTIM �MINJ(1,�EtiS:r 10 GR� CALCi"3' ' T0R�ENC YEARS' 100 C9 a esid. 6 NI�Jplu161 L.S. � - lz®AL�'RD,tUS�TE ' S ORMFRAI _INC € / 3.1 ✓ M�,y.,.+2 0.74Q a�or SFR 0.2 C:NN T`,1`I9LRq�T�iN HEM Ok1R d "a �x`4 i. -'(JS - AC 051107 "CI,IN LOW(O ;�@0' .�.A' 0.50 ,�YRATENPERCENT r., I Mill- - tt ......" " g : -... ...:.. s ..,_ . " 0.407 Bob Rippe 111N ���'`� STORM BOSS "f2Af E; ; OLTIJE !UME 1411LQIN�I�iNIW NTH 1 0.5 0.093 0.41 0.07 " 0.02 0.26 155.5 155 2 0.6 0.112 0.41 0.09 0.02 0.3.1 186.6 342 3 0.6 0.112 0.41 0.09 0.02 0.31 186.6 529 `4 0:6 0.112 0.41 0.09 0.02 0.31 186.6 715 5 -0.6 0.112 0.41 0.09 0.02. 0.31 186.6 902 6 0.7 0.130 0.41 0.10 0.03 0.36 217.6 1,119 7 0.7 0.130 0.41 0.10 0.03. 0.36 217.6 1,337 8 0.7 0.130: 0.41 0.10 0.03 0.36 217.6 1,555 9 0:7 0.130 0.41 0.10 0.03 0.36 217.6 1,772 10 0.7 0.130 0.41• 0,10 0.03 0.36. 217.6 1,990 11 0.7 0.130' 0.41 0:10 0.03 0.36 217.6 2,208 12 0.8 0.149 0.41 0.12 0.03 0:41 248.7 2,456 13 0.8 ! 0.149 0.41 0.12 0.03 0.41 248.7 2,705 14 0.8 0.149 0.41 0.12 0.03 0.41 248.7 2,954 15 0.8 0.149 0.41 0.12 0.03 0.41 248.7 3,202. 16 `. 0.8 ., 0.149 0.41 0.12 0.03 0.41 248.7 3,451 17 0.8 0.149 0.41 0.12 0.03 0.41. 248.7 3,700 18 0.8 0.149 0.41 0.12 0.03 0.41 248.7 3,949 19 .' 0.8 0.149 0.41 0.12 0.03 0.41 248.7 4,197 20 0.8 0.149 0.41 0.12 0.03 0.41 248.7 4,446 21 0.8 0.149 0.41 0.12 0.03 0.41 248.7 4,695 22 0.8 0.149 0.41 0.12 0.03 0.41 248.7 4,944 23 0.8 0.149 0.41 0.12 0.03 0.41 248.7 5,192 24 0.9 '0.167 0.41 0.13 0.03 0.47 279.8 5,472 . 25 0.8 0.149 0.41 0.12 '. 0.03 0.41 248.7 5,721 26 0.9 0.167 0.41 0.13 0.03 0.47 279.8 6,001 27 0.9 0.167 0.41 0.13 •0.03 0.47. 279.8 6,281. 28 0.9 0.167 0.41 0.13 0.03 0.47 279.8 6,560 29 0.9 0.167 0.41 0.13 0.03 0.47 279.8 6,840 30 0.9 0.167 0.41. 0.13 0.03 0.47 279.8 7,120 31 0.9 0.167 0.41 0.13 0.03 0.47 279.8 7,400 32 0.9 0.1.67 0.41 0.13 0.03 0.47 279.8 .7,680 33 1.0 0.186 0.41 0.15 0.04 0.52 310.9 ' 7,991 34 1.0 0. 1,86 0.41 0.15 0.04 0.52 310.9 8,301 be �L Jd 3 D 6Lt '711Dii' 3. �g -Ne 35 1.0 0.186 0.41 0.15 0.04 0.52 310.9 8,612 36 1.0 0.186 0.41 0.15 0.04 0.52 310.9 8,923 37 1.0 0.186 0.41 0.15 0.04 0.52 310.9 9,234 38 1.1 0.205 0.41 0.16 0.04 0.57 342.0 9,576 39 1.1 0.205 0.41 0.16 0.04 0.57 342.0 9,918 40 1.1 0.205 0.41 0.16 0.04 0.57 342.0 10,260 41 1.2 0.223 0.41 0.18 0.04 0.62 373.1 10,633 42 1.3 0.242 0.41 0.19. 0.05 0.67 404.2 11,038 43 '1.4 0.260 0.41 0.21 0.05 0.73 435.3 11,473 44 1.4 0.260 0.41 0.21 0.05 0.73 435.3 11,908 45 1.5 0.279 0.41 0.22 0.06 0.78 466.4 12,375 46 1.5 0.279 0.41 0.22 0.06 0.78 466.4 12,841 47 1.6 0.298 0.41 0.24 0.06 0.83 497.5 13,338 48 1.6 0.298 0.41 0.24 0.06 0.83 497.5 13,836 49 1.7 0.316 0.41 0.25 0.06 0.88 528.6 14,364 50 1.8 0.335 0.41 0.27 0.07 0.93 559.7 14,924 51 1.9 0.353 0.41 0.28 0.07 0.98 590.7 15,515 52 2.0 0.372 0.41 0.30 0.07 1.04. 621.8 16,137 53 2.1, 0.391 0.41 0.31 0.08 1.09 652.9 16,790 54 2.1 0.391 0.41 0.31 0.08 1.09 652.9 17,442 55 2.2 0.409 0.41 - 0.00 0.03 18.4 17,461 56 2.3 0.428 0.41 - 0.02 0.29 173.8 17,635 57 2.4 0.446 0.41 - 0.04 0.55 329.3 17,964 58 2.4 0.446 0.41 - 0.04 0.55 329.3 18,293 59 2.5 0.465 0.41 - 0.06 0.81 484.8 18,778 60 2.6 0.484 0.41 - 0.08 1.07 640.2 19,418 61 3.1 0.577 0.41 - 0.17 2.36 1417.5 20,836 62 3.6 0.670 0.41 - 0.26 3.66 2194.8 23,031 63 3.9 0.725 0.41 - 0.32 4.44 2661.2 25,692 64 4.2 0.781 0.41 - 0.37 5.21 3127.6 28,819 65 4.7 0.874 0.41 - 0.47 6.51 3904.9 32,724 66. 5.6 1.042 0.41 - 0.63 8.84 5304.0 38,028 67 4.9 0.911 0.41 - 0.50 7.03 4215.8 42,244 68 0.9 0.167 0.41 0.13 0.03 0.47 279.8 42,524 69 0.6 0.112 0.41 0.09 0.02 0.31 186.6 42,710 70 0.5 0.093 0.41 0.07 0.02 0.26 155.5 42,866 71 0.3 0.056 0.41 0.04 0.01 0.16 93.3 42,959 72 0.2 0.037 0.41 0.03 0.01 0.10 62.2 43.021- 7 AMENDED TRACT 32742, LA QUINTA, CA SYN1rHETfC.'UNI HYDRpGRAPM = S�CORTGUT. E1�H.fJ�?. ,DRAINAGE.AREA -ACRES ltPj' ., ;: 13.93 INFILTRAT[ON,' ±, DATE',,, SOIL .. _. UNIT TIME�MINUTES 15 GROUP : C STORM FREQUENCY -YEARS '- . 100 G'QVER" Resid. ;STORM DURATION44OUR3 �, _ 24 RI: NUN16E � � �. � � L.S. TOTAL AW05TEQ STORM RAIN - INCHES 4 ✓ FR , 0.74 W.0 CONSTANT LOSS RATE-INCHES/HOUR LAND USE SFR -0.2 AC 051107 LOW LOSS T 0.50 ✓ LIENT � Bob Rippe , 0.407 UNIT. ' STORM LOSS RATE TIME' PATTERN' . RAIN �.'INMR '.,EFFECTIVE, FLOW ; VOLUME.- ",VOLUME.;: .MAX LOW = PERIOD .PERCENT" IN/HR RAINMNIHR= � ,CA=S .:; � CF, TOTAL CF':, 1 0.2 0.032 0.72 0.03 0.01 0.09 80.2 80 2 0.3 0.048 0.71 0.04 0.01 0.13 120.4 201 3 0.3 0.048 0.70 0.04 0.01 0.13 120.4 321 4 0.4 0.064 0.69 0.05 0.01 0.18 160.5 481 5 0.3 0.048 0.69 0.04 0.01 0.13 120.4 602 6 0.3. 0.048 0.68 0.04 0.01 0.13 120.4 722 7 0.3 0.048 0.67 0.04 0.01 0.13 120.4 842 8 0.4 0.064 0.66 0.05 0.01 0.18 160.5 1,003 9 0.4 0.064 0.65 0.05 0.01 0.18 160.5 1,163 10 0.4 0.064 0.65 0.05 0.01 0.18 160.5 1,324 11 0.5 0.080 0.64 0.06 0.02 0.22 200.6 1,524 12 0.5 0.080 0.63 0.06 0.02 0.22 200.6 1,725 13 0.5 0.080 0.62 0.06 0.02 0.22 200.6 1,926 14 0.5 0.080 0.61 0.06 0.02 0.22 200.6 2,126 15 0.5 0.080 0.61 0.06 0.02 0.22 200.6 2,327 16 0.6 0.096 0.60 0.08 0.02 0.27 240.7 2,568 17 0.6 0.096 0.59 0.08 0.02 0.27 240.7 2,808 18 0.7 0.112 0.58 0.09 0.02 0.31 280.8 3,089 19 0.7 0.112 0.58 0.09 0.02 0.31 280.8 3,370 20 0.8 0.128 0.57 0.10 0.03 0.36 320.9 3,691 21 0.6 0.096 0.56 0.08 0.02 0.27 240.7 3,932 22 0.7 0.112 0.55 0.09 0.02 0.31 280.8 4,212 23 0.8 0.128 0.55 0.10 0.03 0.36 320.9 4,533 24 0.8 0.128 0.54 0.10 0.03 0.36 320.9 4,854 25 0.9 0.144 0.53 0.12 0.03 0.40 361.1 5,215 26 0.9 0.144 0.53 0.12 0.03 0.40 361.1 5,576 27 1.0 0.160 0.52 0.13 0.03 0.45 401.2 5,978 28 1.0 0.160 0.51 0.13 0.03 0.45 401.2 6,379 29 1.0 0.160 0.50 0.13 0.03 0.45 401.2 6,780 30 1.1 0.176 0.50 0.14 0.04 0.49 441.3 7,221 31 1.2 0.192 0.49 0.15 0.04 0.53 481.4 7,703 32 1.3 0.208 0.48 0.17 0.04 0.58 521.5 8,224 33 1.5 0.240 0.48 0.19 0.05 0.67 601.8 8,826 34 1.5 0.240 0.47 0.19 0.05 0.67 601.8 9,428 J Gs' Dom. �2,. fb cog -t . (-w1• U35 1.6 0.256 0.46 0.20 0.05 0.71 641.9 10,070 36 1.7 0.272 0.46 0.22 0.05 0.76 682.0 10,752 37 1.9 0.304 0.45 0.24 0.06 0.85 762.2 11,514 38 2.0 0.320 0.44 0.26 0.06 0.89 802.4 12,316 39 2.1 0.336 0.44 0.27 0.07 0.94 842.5 13,159 40 2.2 0.352 0.43 0.28 0.07 0.98 882.6 14,041 U 41 1.5 0.240 0.43 0.19 0.05 0.67 601.8 14,643 42 1.5 0.240 0.42 0.19 0.05 0.67 601.8 15,245 43 2.0 0.320 0.41 0.26 0.06 0.89 802.4 16,047 U44 2.0 .0.320 0.41 0.26 0.06 0.89 802.4 16,850 45 1.9 0.304 0.40 0.24 0.06 0.85 762.2 17,612 46 1.9 0.304 0.40 0.24 0.06.. ; 0.85 762.2 18,374 ' l 47 1.7 0.272 0.39 0.22 0.05 0.76 682.0 19,056 u 48 1.8 0.288 0.38 0.23 0.06 0.80 722.1 19,778 49 2.5 0.400 0.38 - 0.02 0.31 275.5 20,054 (1 50 2.6 0.416 0.37 - 0.04 0.61 547.1 20,601 U 51 2.8 0.448 0.37 0.08 1.13 1018.4 21,619 52 2.9 0.464 0.36 - 0.10 1.43 1288.3 22,908 53 3.4 0.544 0.36 = 0.19 2.62 2359.7 25,268 54 3.4 0.544 0.35 0.19 2.70 2427.3 27,695 55 2.3 0.368 0.35 - 0.02 0.32 287.6 27,982 56 2.3 0.368 0.34' - 0.03 0.39 353.4 28,336 l) 57 2.7 0.432 0.33 - 0.10 1.36 1220.7 29,557 58 2.6 0.416 0.'33 - 0.09 1.20 1084.2 30,641 59 2.6 0.416 0.32 - 0.09 1.27 1147.3 31,788 Il 60 2.5 0.400 0.32 0.08 1.12 1009.0 32,797 lJ 61 2.4 0.384 0.31, - 0.07 0.97 869.7 33,667 62 2.3 0.368 0.31 - 0.06 0.81 729.5 34,396 63 1.9 0.304 0.31 0.24 0.06 0.85 762.2 35,158 -� 64 1.9 0.304 0.30 - 0.00 0.05 44.9 35,203 65 0.4 0.064 0.30 0.05 0.01 0.18 160.5 35,364 (I 66 0.4 0.064 0.29 0.05 0.01 0.18 160.5 35,524 I_ J 67 0.3 0.048 0.29 0.04 0.01 0.13 120.4 35,645 68 0.3 0.048 0.28 0.04 0.01 0.13 120.4 35,765 (� 69 0.5 0.080 0.28 0.06 0.02 0.22 200.6 35,966 70 0.5 0.080 0.27 0.06 0.02 0.22 200.6 36,166 71 0.5 0.080 0.27 0.06 0.02 0.22 200.6 36,367 72 0.4 - 0.064 0.27 0.05 0.01 0.18 160.5 36,527 (� 73 0.4 0.064 0.26 0.05 0.01 0.18 160.5 36,688 74 0.4 0.064 0.26 0.05 0.01 0.18 160.5 36,848 75 0.3 0.048 0.25 0.04 0.01 0.13 120.4 36,969 I 76 0.2 0.032 0.25 0.03 0.01 0.09 80.2 37,049 77 0.3 0.048 0.25 0.04 0.01 0.13 120.4 37,169 78 0.4 0.064. 0.24 0.05 0.01 0.18 160.5 37,330 (� ! 79 0.3 0.048 0.24 0.04 0.01 0.13 120.4 37,450 I 80 0.2 0.032 0.24 0.03 0.01 0.09 80.2 37,530 81 0.3 0.048 0.23 0.04 0.01 0.13 120.4 37,651 1 . 82 b.3 0.048 0.23 0.04 0.01 0.13 120.4 37,771 83 0.3 0.048 0.23 0.04 0.01 0.13 120.4 37,891 .J 84 0.2 0.032 0.23 0.03 0.01 0.09 80.2 37,972 85 0.3 0.048 0.22 0.04 0.01 0.13 120.4 86 0.2 0.032 0.22 0.03 0.01 0.09 80.2 87 0.3 0.048 0.22 0.04 0.01 0.13 120.4 88 0.2 0.032 0.22 0.03 0.01 0.09 80.2 89 0.3 0.048 0.21 0.04 0.01 0.13 120.4 90 0.2 0.032 0.21 0.03 0.01 0.09 80.2 91 0.2 0.032 0.21 0.03 0.01 0.09 80.2 92 0.2 0.032 0.21 0.03 0.01 0.09 80.2 93 0.2 0.032 0.21 0.03 0.01 0.09 80.2 94 0.2 0.032 0.21 0.03 0.01 0.09 80.2 95 0.2. 0.032 0.20 0.03 0.01 0.09 80.2 96 0.2 0.032 0.20 0.03 0.01 0.09 80.2 38,092 38,172 38,292 38,373 38,493 38,573 38,654 38,734 38,814 38,894 38,974 39.O,Sss� l / Y tY R'R Ai'.v3 ;g�(d(tE KV "� C K I R I N G IN I I R I N G `I N C �a��T� , AMENDED TRACT N0. 32742 CMLENGINEERING. - LANDSURVEYING - PLANNING CITY of La QUINTA, CA 11 -530 Enfield ln. Bldg E , Palm Desert, CA 92211 CL - ROBERT RIPPE �> Phone: (160) 360 -6900 Fax: (160) 360 -6999 U�1t0�� 051f07 L.S. e• engineer@hackerengineering.com :D 1/19/2009:H!( �3 NMI a a �4 c? M��R KU��ky�l6i Li*�.fk' STORM EVENT (100 YEAR) HR 3 6 24 VOLUME (FROM UNIT HYDROGRAPH) CF 7 , 72 43,021 39,055 SAFETY FACTOR - 1.0 1.0 1.0 TOTAL CAPACITY REQUIRED CF 71,472 43,021 39,055 4t" I!y5. M1r.. i}ki'Fh}_ tro4,.iw;nRl7 .. 2�SMt(� £v F. � � � old:✓ ice_ i2i. _L'T'2i!�`..!?;�•C +��.'�'++.'�Y,?v���V��f�E3:e��. .DEPTH. FT. 4.4 4.4 4.4 BOTTOM AREA SF 16,897 16,89.7 16,897 TOP AREA SF 24,502 24,502 24,502 VOLUME CF 90,561 90,561 90,561 ' i•Yf�FV:'AY.- ! T' G hn, «} S"oC 2 L .a*i � Lf�+.1..'G..Yt'1. kf (i`y k!c:'S•�`.".vrr M.t +3iC°`kl�a.�.=�i+cussf�v:w. �N� "kS'•w`�u`7'1+..tC'� +iu a�t 1� �v' �;p; - {yG�..' ���;�_ "F3�.i9. � T,.. v..P•.��in. PERCOLATION RATE IN /HR 0 0 0 TOTAL PERCOLATION CF 0 0 0 TT' �' �x it►tS,��APA�CI >� ., �'�;.- ter=- �� q � �.�: b € rt �:E ,�-�� >� �- °� y �- w 90,561 90,561 BASIN VOLUME CF 90,561 PERCOLATION CF 0 0 0 TOTAL BASIN CAPACITY CF 90,56.1 90,56 .90,561 7Y �j- _ i' ^1•= rte_- .y, > �'' {$F �q'v,.A. F,. `ak3 �gi 0 HYDRAULIC CALCULATIONS Project Description Worksheet CB #1 Type Curb Inlet In Sag Solve For Length Input Data Discharge 30.95 Cfs Spread 29.50 Ft Gutter Width 2.00 Ft Gutter Cross 0.020 ft/ft Slope 000 Road Cross 0.020 ft/ft Slope 000 Opening Height 0.67 ft Curb Throat Type Incline d Local Depression 4.0 in Local Depression 4.00 ft Width - Throat Incline 90.00 degre Angle es Results Curb Opening 8.00 ft Length Depth 0.89 ft Gutter 0.0 in Depression Total 4.0 in Depression Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107\reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] 2/18/2009 10:42:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 29 Project Description Worksheet CB #2 Type Curb Inlet On Grade Solve For Efficiency Input. Data Discharge 1.86 cfs Slope 0.003500 ft/ft Gutter Width 2.00 ft Gutter Cross 0.020000 ft/ft Slope 10.25 ft Road Cross 0.020000 ft/ft Slope 1.0 ftz Mannings 0.013 Coefficient 4.0 in Curb Opening 10.00 ft Length 0.056665 ft/ft Local Depression 4.0 in Local Depression 4.00 ft Width Results Efficiency 0.99 Intercepted Flow 1.84 cfs Bypass Flow 0.02 cfs Spread 10.25 ft Depth 0.20 ft Flow Area 1.0 ftz Gutter Depression 0.0 in Total Depression 4.0 in Velocity 1.77 ft/s Equivalent Cross Slope 0.056665 ft/ft Length Factor 0.92 Total Interception Length 10.82 ft Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107\reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] 2/18/2009 10:42:23 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 30 Project Description Worksheet Pipe from CB #1 to the Retention Basin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.015000 ft/ft Diameter 24 in Discharge 29.30 cfs Results Depth 1.60 ft Flow Area 2.7 ft2 Wetted 4.42 ft Perimeter Top Width 1.60 ft Critical Depth 1.85 ft Percent Full 79.9 % Critical Slope 0.012380 ft/ft Velocity 10.89 ft/s Velocity 1.84 ft Head Specific 3.44 ft Energy Froude 1.48 Number Maximum 32.29 cfs Discharge Discharge 30.01 cfs Full Slope Full 0.014295 ft/ft Flow Type Supercritic al Title: Amended Tract Map No. 32742 Project Engineer: L. Santos h: \... \051107\reports \catch basin at monroe.fm2 Hacker Engineering, Inc. FlowMaster v6.0 [614b] 2/18/2009 10:42:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 31 Project Description Worksheet Pipe from CB #2 to Retention Basin Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings 0.013 Coefficient 0.27 ft Slope 0.066 ft/ft Wetted 000 Diameter 18 in Discharge 1.86 cfs Results Depth 0.27 ft Flow Area 0.2 ft2 Wetted 1.31 ft Perimeter Top Width 1.15 ft Critical Depth .0.51 ft Percent Full 17.8 % Critical Slope 0.004928 ft/ft Velocity 8.75 ft/s Velocity Head 1.19 ft Specific 1.46 ft Energy Froude 3.59 Number. Maximum 29.03 cfs Discharge Discharge Full 26.98 cfs Slope Full 0.000314 ft/ft Flow Type Supercriti cal r .ITitle: Amended Tract Ma No. 32742 P Project Engineer: L. Santos h: \... \051107 \reports \catch basin at monroe.fm2. Hacker Engineering, Inc. FlowMaster v6.0 [614b) 2/18/2009 10:42:23 AM © Haestad Methods,, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 32 T44f 4 4 a" P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 PUBLIC WORKS DEPARTMENT 78 -495 CALLS TAMPICO (760) 777 -7075 LA QUINTA, CALIFORNIA 92253 FAX (760) 777 -7155 SUBJECT: PCN 08251 Amended Tract Map 32742 and Preliminary Hydrology Report - Four Seasons - Proposed Access from Brown Deer Park (PGA West - Greg Norman Course) DATE: December 8, 2008 INSTRUCTIONS TO APPLICANT: 1) Please provide a written response to each comment on the following pages or in green line on the redlined plans. 2) Please revise originals and reprint Plans and /or Calculations as necessary for corrections. 3) Please return all red - marked Plans, Back -Up Documents, Specifications, Calculations or Reports with the resubmittal. 4) Please assure that each sheet of the resubmitted'Plans and the title, cover or signature sheet of the Documents, Specifications, Calculations or Reports include the. preparer's name and telephone number and are wet - signed and stamped by the licensed preparer as prescribed by California Business and Professions Code Section 5536 (Architects) and Section 6735 (Civil Engineers). Resubmittals will not be accepted with signatures missing. 5) Please return this list, your written responses, and all documents listed above with your resubmittal. REQUESTED PUBLIC WORKS CORRECTIONS (1 st Round Check to. Planning): Hydrology Map, Please confirm the high point elevation at the project entry and recheck the tributary area from storm flows from the adjacent tract at PGA West — Greg Norman, TM 29136 as redlined. Please provide PGA West —Greg Norman HOA approval of the newly proposed entry connection. 2. Hydrology Report: Please revise the hydrology report to comply with current Engineering Bulletin 06 -16 guidance. Rainfall and percolation assumptions do not meet current Public Works guidelines. Please review La Quinta Storm Intensities and Percolation values used for the Synthetic Unit Hydrograph Method. The 1, 3, 6, and 24 hour intensities should be 2.00, 2.60, 3.10, and 4.00 inches, respectively for Zone 5. Percolation values should be reconfirmed with a double ring infiltrometer test and detailed lithology review or alternatively, assumed to be zero. 3. Hydrology Map: Please provide improved legending that distinguishes Area A and B from that of the Initial Areas. Please provide full line legends. See redlines for additional information. 4. Hydrology Map: Please provide the topography lines representing the bottom of the retention basin and the WSE100. Please call out high points, flow line grades and lot grades to clarify the revised design. Hydrology redlines are being forwarded to the Planning Department for return to the Applicant/EOR. Sincerely, Timothy R. Jonasson, P.E. Public Works Director/ City Engineer A f. HYDROLOGY REPORT TRACT NO. 32742 LOCATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE CALIFORNIA JUNE 12, 2 0 0 7 D. oo. 06 ' EXP. 1 -08 s C10- OF CAI -�F�� PREPARED FOR: LENNAR HOMES 40 -004 Cook Street Palm Desert, CA 92211 Phone: (760) 601 -3100 PREPARED BY: HACKER ENGINEERING 68 -487 Highway 111, Ste. 43 Cathedral City, Ca 92234 Phone: (760) 202 -1800 W.O. 051107 ��pj V 1 1 t- HYDROLOGY REPORT TRACT NO. 32742 SITE DESCRIPTION AND PURPOSE OF STUDY The property herein described is located in the portion of the northeast '/4 of the southeast '/4 of Section 15, Township 6 South, Range 7 East, San Bernardino Meridian, in the City of La Quinta, Riverside County, California. The 13.93 acres site is currently vacant and is bordered on the north and west by vacant land, on the south by Brown Deer Park and on the east by Monroe Street. The purpose of this drainage study is to determine the onsite runoff, to size the storage system, street capacity and determine the appropriate mitigation measures. DRAINAGE DESIGN The existing drainage site conditions naturally drains southeasterly towards the southeast corner of the Tract. As designed, lots will have as drainage pattern, draining to the streets and the streets will convey the runoff southeasterly to a retention basin located at the southeast corner of the Tract. Please refer to the attached Drainage Study Map in the Exhibit 1. The street design divides the total area into two drainage areas: Area "A" produces a 100year peak flow of 23.57 cfs, and Area "B" produces 8.70 cfs. Area "A" was analyzed to determine if catch basins would be required at the narrowed (traffic calming) street section. The entire 100year peak flow from Area "A" at the traffic calming street section does not exceed, the curb height (see street flow calculations). Therefore, catch basins will not be necessary at the traffic calming street section. The total combined runoff of 29.28 cfs will be conveyed within the curbs of the interior streets and captured by a set of two catch basins next to the retention basin, conveyed through an 18 =inch pipe between catch basins, then through a 30 -inch pipe 'to a distribution box at the Retention basin. Two MaxWell Plus system were sized to ensure proper disposal of runoff and nuisance water flows. A catch basin located at Monroe Street (southeast corner of the Tract) will capture the offsite drainage runoff and convey it to the same distribution box at the onsite retention basin.-This catch basin was sized using the rational 100yr storm event, however, the standard 4' catch basin size, exceed the capacity of the flood pattern. In case of the storm event exceed 100 -year, an emergency safety outlet located at the southeast corner of the retention basin (bottom of wall 0.5' x 13' rectangular opening) is provided. Please refer to the Grading plans for details. To size the retention basin, four storm events were analyzed to determine the proper retention basin volume. The 100yr -24h event will produce the largest flood volume requirement and that was used for the retention basin size. Please refer to table located in the Exhibit 1 on the Drainage Study Map. METHODOLOGY AND REFERENCES Methods used to calculate runoff are as prescribed by the Riverside County Flood Control District Hydrology Manual. The Rational Hydrology Method was used to calculate peak runoff and The Unit Hydrograph Analysis Method was used to calculate flood volume from the 100 -year storm event for retention basin sizing. CONCLUSION The drainage report contained herein has been designed in accordance with applicable state and local ordinances. Therefore, if developed as planned, the drainage from this site will not adversely affect persons or property onsite or downstream. RATIONAL HYDROLOGY STUDY AREAS "A" & "B" Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 06/07/07 File:051107ratl0.out ------------------------------------------------------------------------ MONROE NORMAN TRACT NO. 32742 10YR PEAK FLOW --------------------------------------------------------- -- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ).area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process.from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference ,i-n elevation = 0.560(Ft.) Slope = - 0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 2.097(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.780 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.867(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME.± SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment = 695.000.(Ft.) . Height of curb above gutter flowline = 6:0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = ' 2.000(Ft.) Gutter, hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.021(CFS) Depth of flow = 0.372(Ft.), Average velocity = 1.847(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.260(Ft.) Flow velocity = 1.85(Ft /s) Travel time = 6.27 min. TC = 23.00 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.762 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.744(In /Hr) for a 10.0 year storm Subarea runoff = 8.371(CFS) for 6.300(Ac.) Total runoff = 9.238(CFS) Total area = 6.830(Ac.) Street flow at end of street = 9.238(CFS) Half street flow at end of street = 4.619(CFS) Depth of flow = 0.419(Ft.), Average velocity = 2.046(Ft /s) Flow width (from curb towards crown)= 14.598(Ft.) +++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +1 + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point- /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation 459.820(Ft.) Length of street segment = 82.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (cis_ -o to crown) = 20.000(Ft.) Distance from crown Vic, crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.672(CFS) Depth of flow = 0.413(Ft.), Average velocity = 2.106(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.389(Ft.) Flow velocity = 2.11(Ft /s) Travel time = 3.02 min. TC = 26.03 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.623(In /Hr) for a 10.0 year storm Subarea runoff = 4.409(CFS) for 3.600(Ac.) Total runoff = 13.647(CFS) Total area = 10.430(Ac.) Street flow at end of street = 13.647(CFS) Half street flow at end of street = 6.823(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.188(Ft /s) Flow width (from curb towards crown)= 17.415(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.430(Ac.) Runoff from this stream = 13.647(CFS) Time of concentration = 26.03 min. Rainfall intensity = 1.623(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = .463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 2.890(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.0r...) Decimal fraction soil group C = 1.:;00 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.793(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station, 29.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation'= 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from .gutter to grade break = .0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.348(CFS) Depth of flow = 0.280(Ft..), Average velocity = 1.609(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.775(Ft.) Flow velocity = 1.61(Ft /s) Travel time = 2.75 min. TC = 12.37 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.796 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 = 0.600; Impervious fraction Rainfall intensity = 2.499(In /Hr) for a 10.0 Subarea runoff = 4.353(CFS) for 2.190(Ac.) Total runoff = 5.147(CFS) Total area = Street flow at end of street = 5.147(CFS) Half street flow at end of street = 2.573(CFS) Depth of flow = 0.318(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 11.659(Ft.) = 0.400 year storm 2.530(Ac.) 782(Ft /s) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.530(Ac.) Runoff from this stream = 5.147(CFS) Time of concentration = 12.37 min. Rainfall intensity = 2.499(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 13.647 26.03 2 5.147 12.37 Largest stream flow has longer Qp = 1.647 + sum of Qb- Ia /Ib s 5.147 * 0.650 = Qp = 16.990 Rainfall Intensity (In /Hr) 1.623 2.499 time of concentration 3.344 Total of 2 streams to confluence: Flow rates before confluence point: 13.647 5.147 Area of streams before confluence: 10.430 2.530 Results of confluence: Total flow rate = 16.990(CFS) Time of concentration = 26.025 min. Effective stream area after confluence = End of computations, total study area = 12.960(Ac.) 12.960 (Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 06/07/07 File:051107rat.out ------------------------------------------------------------------------ MONROE NORMAN-- TRACT NO. 32742 100YR PEAK FLOW ----------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383.000(Ft.) Top.(of initial area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = -0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2. Initial area time of concentration = 16.731 min. Rainfall intensity = 3.356(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.818 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.455(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment = 695.000(Ft.) Height of curb .above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000'(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.104(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.090(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.133(Ft.) Flow velocity = 2.09(Ft /s) Travel time = 5.54 min. TC = 22.27 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.806 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.843(In /Hr) for a 100.0 year storm Subarea runoff = 14.435(CFS) for 6.300(Ac.) Total runoff = 15.890(CFS) Total area = 6.830(Ac.) Street flow at end of street = 15.890(CFS) Half street flow at end of street = 7.945(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.333(Ft/s.) Flow width (from curb towards crown)= 18.107(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.078(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.417(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.42(Ft /s) Travel time = 2.63 min. TC = 24.91 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.801 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 = 0.0.00 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.664(In /Hr) for a 100.0 year storm Subarea runoff = 7.682(CFS) for 3.600(Ac.) Total runoff = 23.572(CFS) Total area = 10.430(Ac, Street flow at end of street = 23.572(CFS) Half street flow at end of street = 11.786(CFS) Depth of flow = 0.512(Ft.), Average velocity = 2.547(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.60(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++ f+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number Stream flow area = 10.430(Ac.) Runoff from this stream = 23.572(CFS) Time of concentration = 24.91 min. Rainfall intensity = 2.664(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point /Station 29.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 242.000(Ft.) Top (of initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 4.624(In /Hr) for a 100.0 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.838 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 = 0.600; Impervious fraction Initial subarea runoff = 1.318(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.600 year storm = 0.400 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station ' 29.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) W i 'd t h of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 (2) 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.561(CFS) Depth of flow = 0.326(Ft.), Average velocity = 1.815(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.028(Ft.) Flow velocity = 1.82(Ft /s) Travel time = 2.43 min. TC = 12.06 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.831 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 4.058(In /Hr) for a 100.0 year storm Subarea runoff = 7.380(CFS) for 2.190(Ac.) Total runoff = 8.698(CFS) Total area = 2.530(Ac.) Street flow at end of street = 8.698(CFS) Half street flow at end of street = 4.349(CFS) Depth of flow = 0.372(Ft.), Average velocity = 2.023(Ft /s) Flow width (from curb towards crown)= 14.370(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.530(Ac.) Runoff from this stream = 8.698(CFS) Time of concentration = 12.06 min. Rainfall intensity = 4.058(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 23. -572 24.91 2 8.698 12.06 Largest stream flow has longer Qp = 23.572 + sum of Qb Ia /Ib 8.698 * 0.657 = Qp = 29.283 Rainfall Intensity (In /Hr) 2.664 4.058 time of concentration 5.711 Total of 2 streams to confluence: Flow rates before confluence point: 23.572 8.698 Area of streams before confluence: 10.430 2.530 Results of confluence: Total flow rate = 29.283(CFS) Time of concentration = 24.907 min. Effective stream area after confluence = End of computations, total study area = 12.960(Ac.) 12.960 (Ac 100 y (,. Worksheet Worksheet for Irregular Channel Project Description Project File h: \proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005100 ft/ft Elevation range: 9.30 ft to 10.00 ft. Station (ft) Elevation (ft) Start Station 0.00 10.00 0.00 10.00 9.80 12.00 9.30 12.50 9.40 24.50 9.65 36.50 9.40 37.00 9.30 39.00 9.80 49.00 10.00 Discharge 15.89 cfs Results Wtd. Mannings Coefficient 0.015 Water Surface Elevation 9.74 ft Flow Area 6.22 ft2 Wetted Perimeter 28.62 ft Top Width 28.49 ft Height 0.44 ft Critical Depth 9.73 ft Critical Slope 0.005522 ft/ft Velocity r 2.56 ft/s Velocity Head 0.10 ft Specific Energy 9.84 ft Froude Number 0.96 Flow is subcritical. End Station 49.00 05/08/07 01:43:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Roughness 0.015 FlowMaster v5.10 Page 1 of 1 I,00 yr. Cross Section Cross Section for Irregular Channel Project Description Project File h: \proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic. Calming section Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.005100 ft/ft Water Surface Elevation 9.74 ft Discharge 15.89 cfs 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 'Page 1 of 1 10. 9.9 9.8 9.7 c 0 m 9.6 W j 9.5 9.4 9.3 0.0 05/08/07 01:43:07 PM 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 'Page 1 of 1 10 -A r. Worksheet Worksheet for Irregular Channel Project Description Project File h: \proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section 10yr Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005100 ft/ft Elevation range: 9.30 ft to 10.00 ft. Station (ft) _ Elevation (ft) Start Station End Station Roughness 0.00 10.00 0.00 49.00 0.015 10.00 9.80 12.00 9.30 .12.50 9.40 24.50 9.65 36.50 9.40 37.00 9.30 39.00 9.80 49.00 10.00 Discharge 9.24 cfs Results Wtd. Mannings Coefficient 0.015 Water Surface Elevation 9.67 ft Flow Area 4.46 ft2 Wetted Perimeter 28.11 ft Top Width 27.99 ft Height 0.37 ft Critical. Depth 9.66 ft Critical Slope 0.006199 ft/ft Velocity r 2.07 ft/s Velocity Head 0.07 ft Specific Energy 9.74 ft Froude Number 0.92 Flow is subcritical. 05/08/07 FlowMaster v5.10 01:44:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I o yr. Cross Section Cross Section for Irregular Channel Project Description Project File h: \proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section 10yr Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.005100 ft/ft Water Surface Elevation 9.67 ft Discharge 9.24 cfs 10. 9.9 9.8 9.7 c 0 c� W 9.6 9.5 9.4 9.3 0.0 Station (ft) 05/08/07 FlowMaster v5.10 01:44:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uh1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English - Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT No.32742 UNIT HYDROGRAPH ANALYSIS l 0QZR -1 HR -------------------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 0.50 6.96 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 1.35 18.81 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.350(In) Point rain (area averaged) = 1.350(In) Areal adjustment factor = 199.99 % Adjusted average point rain = 1.350(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) .(In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.500 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- - Unit Hydrograph Data -------=------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333 400.400 1.150 0.161 17 1.417 425.425 0.972 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 7.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- 1 Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.583 0.205 - -- 0.38 2 0.17 4.20 0.680 0.205 - -- 0.48 3 0.25 4.40 0.713 0.205 - -- 0.51 4 0.33 4.60 0.745 0.205 - -- 0.54 5 0.42 5.00 0.810 0.205 - -- 0.60 6 0.50 5.60 0.907 0.205 - -- 0.70 7 0:58 6.40 1.037 0.205 - -- 0.83 8 0.67 8.10 .1.312 0.205 - -- 1.11 9 0.75 13.10 2.122 0.205 - -- 1.92 10 0.83 34.50 5.588 0.205 - -- 5.38 11 0.92 6.70 1.085 0.205 - -- 0.88 12. 1.00 3.80 0.616 0.205 - -- 0.41 Sum = 100.0 Sum = 13.7 Flood volume = Effective rainfall 1.14(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 1.3(Ac.Ft) Total soil loss = 0.21(In) Total soil loss = 0.238(Ac.Ft) Total rainfall = 1.35(In) Flood volume = 57887.3 Cubic Feet Total sail loss = 10368.0 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 25.832(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 0+ 5 0.0005 0.07 Q I I I I 0 +10 0.0030 0.37 Q I I I I 0 +15 0.0109 1.15 VQ I I I I 0 +20 0.0282 2.50 V Q I I I I 0 +25 0.0535 3.68 IV Q I I I I 0 +30 0.0850 4.58 1 V Q I I I I 0 +35 0.1223 5.42 1 V Q I I I I 0 +40 0.1664 6.39 1 V Q I I I I 0 +45 0.2198 7.75 I V Q I I I 0 +50 0.2918 10.45 I V I Q I I I 0 +55 0.3961 15.15 I IV Q I I 1+ 0 0.5453 21.66 I I V I Q I I 1+ 5 0.7232 25.83 I I IV I Q I 1 +10 _0.8589 19.70 ► I 1 VQ 1 1 1 +15 0.9532 13.70 I I Q I V I I 1 +20 1.0206 9.79 I 1 Q I V I 1 +25 1.0716 7.40 I QI I I V I 1 +30 1.1119 5.85 I Q I I I V I 1 +35 1.1446 4.75 1 Q I I I V I 1 +40 1.1721 3.99 1 Q I I I V I 1 +45 1.1954 3.38 1 Q I I I V I 1 +50 1.2147 2.80 1 Q I I I V I 1 +55 1.2310 2.37 1 Q I I I V I 2+ 0 1.2452 2.06 1, Q I I I V I 2+ 5 1.2575 1.80 1 Q I I I V I 2 +10 1.2682 1.54 1 Q I I I V 1 2 +15 1.2774 1.34 IQ I I I V 1 2 +20 1.2855 1.17 IQ I I I V 1 2 +25 1.2925 1.02 IQ I I I V 1 2 +30 1.2984 0.86 IQ I I I VI 2 +35 1.3034 0.72 Q I I I VI 2 +40 1.3075 0.59 Q I I I VI 2 +45 1.3109 0.49 Q I I I VI 2 +50 1.3142 0.48 Q I I I VI 2 +55 1.3174 0.47 Q I I I VI 3+ 0 1.3204 0.44 Q I I I VI 3+ 5 1.3231 0.39 Q I I I VI 3 +10 1.3252 0.30 Q I I I VI 3 +15 1.3267 0.22 Q I I I VI 3 +20 1.3280 0.18 Q I I I VI 3 +25 1.3287 Q.11 Q I I I VI 3 +30 1.3289 0.02 Q I I I VI 3 +35 ----------------------------------------------------------------- 1.3289 0.01 Q I I I V - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uh3100.out ++++++++++++++++++......+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English - Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT No.32742 UNIT HYDROGRAPH ANALYSIS 100YR -3HR -------------------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 13.93 0.70 9.75 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 2.20 30.65 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.500 U n i t H y d r o g r a p h -------------------------------------------------------------------- DESERT S- 'Curve --------=------------------------------------------------------------ Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333 400.400 1.150 0.161 17 1.417 425.425 0.97.2 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 _T.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.343 0.205 - -- 0.14 2 0.17 1.30 0.343 0.205 - -- 0.14 3 0.25 1.10 0.290 0.205 - -- 0.09 4 0.33 1.50 0.396 0.205 - -- 0.19 5 0.42 1.50 0.396 0.205 - -- 0.19 6 0.50 1.80 0.475 0.205 - -- 0.27 7 0.58 1.50 0.396 0.205 - -- 0.19 8 0.67 1.80 0.475 0.205 - -- 0.27 9 0.75 1.80 0.475 0.205 - -- 0.27 10 0.83 1.50 0.396 0.205 - -- 0.19 11 0.92 1.60 0.422 0.205 - -- 0.22 12 1.00 1.80 0.475 0.205 - -- 0.27 13 1.08 2.20 0.581 0.205 - -- 0.38 14 1.17 2.20 0.581 0.205 - -- 0.38 15 1.25 2.20 0.581 0.205 - -- 0.38 16 1.33 2.00 0.528 0.205 - -- 0.32 17 1.42 2.60 0.686 0.205 - -- 0.48 18 1.50 2.70 0.713 0.205 - -- 0.51 19 1.58 -2.40 0.634 0.205 - -- 0.43 20 1.67 2.70 0.713 0.205 - -- 0.51 21 1.75 3.30 0.871 0.205 - -- 0.67 22 1.83 3.10 0.818 0.205 - -- 0.61 23 1.92 2.90 0.766 0.205 - -- 0.56 24 2.00 3.00 0.792 0.205 - -- 0.59 25 2.08 3.10 0.818 0.205 - -- 0.61 26 2.17 4.20 1.109 0.205 - -- 0.90 27 2.25 5.00 1.320 0.205 - -- 1.11 28 2.33 3.50 0.924 0.205 - -- 0.72 29 2.42 6.80 1.795 0.205 - -- 1.59 30 2.50 7.30 1.927 0.205 - -- 1.72 31 2.58 8.20 2.165 0.205 - -- 1.96 32 2.67 5.90 1.558 0.205 - -- 1.35 33 2.75 2.00 0.528 0.205 - -- 0.32 34 2.83 1.80 0.475 0.205 - -- 0.27 35 2.92 1.80 0.475 0.205 - -- 0.27 36 3.00 0.60 0.158 0.205 0.079 0.08 Sum = 100.0 Sum = 19.1 Flood volume = Effective rainfall 1.60(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 1.9(Ac.Ft) Total soil loss = 0.60(In) Total soil loss = 0.702(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 80664.4 Cubic Feet Total soil loss = 30573.8 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 17.594(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0002 0.03 Q I I I I 0 +10 0.0011 0.13 Q I I I I 0 +15 0.0036 0.37 Q I I I I 0 +20 0.0090 0.77 VQ I I I I 0 +25 0.0161 1.04 V Q I I I I 0 +30 0.0248 1.26 V Q I I I I IA I I I 00'0 8 T S 8 ' T S£ +S IA To'o 8T98'T o£ +S IA TO'o 8TS8'T SZ +S IA I I I b ZO'0 LT98'T OZ +S IA I I I b0'0 ST98'T ST +S IA I I I 60'0 ZT98'T OT +S IA £T'0 9098'T S +S IA I I I 6T'O L6b8'T 0 +S IA I I I i3 bZ'0 68b8'T SS +b IA I I I 0£'0 8968'T OS +b IA 9£'o Lbb8'T Sb +b IA I I I Ob'o ZZb8'T Ob +b IA I I I £b'o 96£8'T S£ +b IA I I I 86'0 99£8'T 0£ +b IA 95'0 Z££8'T Sz +b IA 99'0 bH8'T oz +b IA 6L'O 8bZ8'T— ST +b IA I I I i31 Z6'0 b6T8'T OT +b IA 80'T 0£T8'T S +b IA I I I I 9Z'T 9908'T 0 +b I A 9b'T 696L'T SS +£ I A I l I i3 I OCT 698L' T OS +£ I A I I I I 96'T ZSLL'T 9b +£ I A I I I b 1 8z'Z LT9L'T 0b +£ I A I I I I OL'z 09bL'T S£ +£ I A I I I I zz'£ bLZL'T o£ +£ I A 98'£ £SOL'T SZ +£ I A I I li5 I bL'b L8L9'T OZ +£ I A 00'9 T9b9'T ST +£ I A I I I I T9'L Lb09'T OT +£ I A I l a I I b£'6 £ZSS'T S +£ I A I i3 I I I 9L'TT 088b'T 0 +£ I i3 I I I SZ'ST OLOb'T SS +Z I I A I I I 69'LT OZO£'T OS +Z I i3 I A I I I 6£'LT 808T'T Sb +Z I b A I I I bb'ST OT90'T Ob +z I I A I I OL'ZT 9b96'0 S£ +Z I I i3 1 A I I SZ'TT TL98'0 0£ +Z I I li3 A I I 96'6 L68L'0 SZ +Z I I I b A I I 99'8 TTZL'0 OZ +Z I I I OA I I Z8'L ST99'0 ST +Z I I I OA I I 8£'L 9LO9'0 OT +Z A I I OZ' L 8995' 0- S +Z I I I A I S6'9 ZLOS'o- 0 +Z I I I 0 IA I 8£'9 £6Sb'0 SS +T I I I 01 A I S8'S bSTb'0 OS +T I I I i31 A I 9s'S TSL£'o Sb +T A I 8T'9 89££'0 Ob +T I I I li3 A I 89'b ZTO£'0 S£ +T I I I I i3 A I 6£'b 689Z'O 0£ +T I I I I A I 9T'b L8£Z'0 SZ +T A I S8'£ TOTZ'0 OZ +T I I I I i3 A I 6£'£ 9£8T'0 ST +T I I I I A I 66'Z Z09T'0 OT +T A I 6L'Z 96£T'O S +T I I I I i3 A I 8L'Z bOZT'0 0 +T I I I I 0 A 1 69'z ZTOT'o SS +O I I I I a Al Lb'Z LZ80'0 OS +o I I I I 0 Al 0£'Z L990'0 Sb +o I I I 1 0 Al 66'T 86b0'0 06 +0 I I I 1 0 A b9'T T9£0'O S£ +0 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uh6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT No.32742 UNIT HYDROGRAPH ANALYSIS 100YR -6HR -------------------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 0.80 11.14 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 2.75 38.31 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.500 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time ------------------------------------------------------------ period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333. 400.400 1.150 0.161 17 1.417 425.425 0.972 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 7.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max ( Low (In /Hr) 1 0.08 0.50 0.165 0.205 0.082 0.08 86'0 - -- SOZ'O 881 'T 09'£ LT'S Z9 Z8'0 - -- SOZ'O £ZO'T OT'£ 80'9 T9 99'0 - -- 90Z'0 898'0 09'Z 00'9 09 Z9'0 - -- SOZ'O SZ8'0 09'Z Z6'6 69 69'0 - -- 90Z'0 Z6L'0 O6'Z £8'6 89 69'0 - -- SOZ'0 Z6L'0 06'Z 9L'b LS SS'O - -- SOZ'O 6SL'O 0£'Z L9'b 99 Z9'0 - -- SOZ'O 9ZL'0 OZ'Z 89'6 SS 66'0 - -- 90Z'0 £69'0 OT'Z OS'6 69 6b'0 - -- SOZ'O £69'0 OT'Z Z6'6 £S SOZ'O 099'0 00'Z ££'6 ZS Zb'0 - -- SOZ'O LZ9'0 06'T SZ'b TS 6£'0 - -- SOZ'O 66S'0 08'T LT'6 OS 9£'0 - -- SOZ'0 T99'0 OCT 80'6 6b Z£'0 - -- SOZ'0 8ZS'0 09'T 00'6 86 Z£'0 - -- SOZ'O 8ZS'0 09'T Z6'£ L6 6Z'O - -- SOZ'0 S6b'0 OS'T £8'£ 96 6Z'0 - -- SOZ'O 966'0 09'T SL'£ Sb 9Z'0 - -- SOZ'0 Z96'0 Ob'T L9'£ bb 9Z'0 - -- SOZ'O Z9b'0 Ob'T 89'£ £6 ZZ'0 - -- SOZ'0 6Z6'0 OUT 09'£ Zb 6T'0 - -- SOZ'O 96£'0 OZ'T Zb'£ Tb 9T'0 - -- SOZ'0 £9£'0 OT'T ££'£ 06 9T'0 - -- SOZ'O £9£'0 OT'T SZ'£ 6£ 9T'0 - -- SOZ'O £9£'0 OT'T LT'£ 8£ ZT'0 - -- SOZ'0 0££'0 00'T 80'£ L£ ZT'O - -- SOZ'O 0££'0 00'T 00'£ 9£ ZT'0 - -- SOZ'O 0££'0 00'T Z6'Z 9£ ZT'0 - -- SOZ'0 0££'0 00'T £8'Z 6£ ZT'0 - -- SOZ'O 0££'0 00'T SL'Z ££ 60'0 - -- SOZ'O L6Z'O 06'0 L9'Z Z£ 60'0 - -- 90Z'0 L6Z'O 06'0 89'Z T£ 60'0 - -- SOZ'0 L6Z'O 06'0 09'Z 0£ 60'0 - -- SOZ'O L6Z'O 06'0 Zb'Z 6Z 60'0 - -- 90Z'0 L6Z'O 06'0 ££'Z 8Z 60'0 - -- SOZ'O L6Z'O 06'0 SZ'Z LZ 60'0 - -- 90Z'0 L6Z'O 06'0 LT'Z 9Z 90'0 - -- SOZ'0 69Z'0 08'0 80'Z 9Z 60'0 - -- SOZ'O L6Z'O 06'0 00'Z bZ 90'0 - -- SOZ'0 b9Z'0 08'0 Z6'T £Z 90'0 - -- SOZ'O 69Z'0 08'0 £8'1 ZZ 90'0 - -- SOZ'O b9Z'0 08'0 SL'T TZ 90'0 - -- SOZ'0 b9Z'0 08'0 L9'T OZ 90'0 - -- SOZ'0 69Z'0 08'0 8S'T 6T 90'0 - -- SOZ'O b9Z'0 08'0 OS'T 8T 90'0 - -- SOZ'0 b9Z'0 08'0 Z6'T LT 90'0 - -- SOZ'0 b9Z'0 08'0 ££'T 9T 90'0 - -- SOZ'O b9Z'0 08'0 SZ'T ST 90'0 - -- 90Z'0 69Z'0 08'0 LT'T 6T 90'0 - -- SOZ'0 69Z'0 08'0 80'T £T 90'0 - -- SOZ'0 69Z'0 08'0 00'T ZT £0'0 - -- SOZ'0 T£Z'0 OL'0 Z6'0 TT £0'0 - -- 90Z'0 T£Z'O OL'0 £8'0 OT £0'0 - -- SOZ'0 T£Z'O OL'O SL'0 6 £0'0 - -- SOZ'0 T£Z'0 OL'O L9'0 8 £0'0 - -- SOZ'0 T£Z'0 OL'O 8S'0 L £0'0 - -- SOZ'0 T£Z'O OL'O 09'0 9 OT'0 660'0 SOZ'0 86T'0 09'0 Zb'0 9 OT'O 660'0 SOZ'0 86T'0 09'0 ££'0 6 OT'0 660'0 SOZ'0 86T'0 09'0 SZ'0 £ OT'0 660'0 90Z'0 86T'0 09'0 LT'0 Z 63 5.25 3.90 1.287 0.205 - -- 1.08 64 5.33 4.20 1.386 0.205 - -- 1.18 65 5.42 4.70 1.551 0.205 - -- 1.35 66 5.50 5.60 1.848 0.205 - -- 1.64 67 5.58 1.90 0.627 0.205 - -- 0.42 68 5.67 0.90 0.297 0.205 - -- 0.09 69 5.75 0.60 0.198 0.205 0.099 0.10 70 5.83 0.50 0.165 0.205 0.082 0.08 71 5.92 0.30 0.099 0.205 0.049 0.05 72 6.00 0.20 0.066 0.205 0.033 0.03 Sum = 100.0 Sum = 19.3 Flood volume = Effective rainfall 1.61(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 1.9(Ac.Ft) Total soil loss = 1.14(In) Total soil loss = 1.321(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 81488.8 Cubic Feet Total soil loss = 57560.8 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 14.402(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0001 0.02 Q I I I I 0 +10 0.0007 0.08 Q I I I I 0 +15 0.0023 0.24 Q I I I I 0 +20 0.0060 0.53 VQ I I I I 0 +25 0.0111 0.75 VQ I I I I 0 +30 0.0171 0.87 VQ I I I I 0 +35 0.0234 0.91 VQ I I I I 0 +40 0.0292 0.85 VQ I I I I 0 +45 0.0339 0.68 VQ I I I I 0 +50 0.0378 0.57 VQ I I I I 0 +55 0.0413 0.52 VQ I I I I 1+ 0 0.0447 0.49 Q I I I I 1+ 5 0.0481 0.49 QV I I I I 1 +10 0.0517 0.53 IQ I I I I 1 +15 - 0.0560 0.62 IQ I I I I 1 +20 0.0607 0.68 IQ I I I I 1 +25 0.0656 0.71 IQ I I I I 1 +30 0.0706 0.73 IQ I I I I 1 +35 0.0758 0.75 IQ I I I I 1 +40 0.0811 0.77 IQ I I I I 1 +45 0.0864 0.78 IQ I I I I 1 +50 0.0918 0.78 IQ I I I I 1 +55 0.0973 0.79 IQV I I I I 2+ 0 0.1028 0.80 IQV I I I I 2+ 5 0.1085 0.82 IQV I I I I 2 +10 0.1145 0.87 IQV I I I I 2 +15 0.1209 0.94 IQV I I I I 2 +20 0.1276 0.97 IQV I I I I 2 +25 0.1349 1.05 1 Q I I I I 2 +30 0.1425 1.11 1 QV I I I I 2 +35 0.1504 1.15 1 QV I I I I IA ( I I i3 9z'0 b998'T Ob +L IA I I I 0£'0 9b98'T S£ +L IA I I I ££'0 9Z98'T O£ +L IA I I I 9£'0 £098'T SZ +L IA I I I i3 Tb'O 8LS8'T OZ +L IA I I I i3 86'0 OSS8'T ST +L IA I I I bl LS-0 LTS8'T OT +L IA I I I i31 L9'0 LLb8'T S +L IA I I I al 6L'0 T£68'T 0 +L IA I I I i31 Z6'0 LL£8'T SS +9 IA I I I I 80'1 £T£8'T 09+9 I A SZ'T 6£Z8'T Sb +9 I A I I ( a l Sb'T ZST8'T 0b +9 I A I I I b l 89'T Z908'1 S£ +9 I A I I I i3 I L6'T L£6L'T o£ +9 I n I I I I S£'Z T08L'T SZ +9 I A I I I i3 I T8'Z 6£9L'T — OZ +9 I A I I I b I WE SbbL'T 51 +9 I A I I I b I bT'6 TTZL'T OT +9 I n £0'S 9Z69'T S +9 I n I I I I 9T'9 6LS9'T 0 +9 I n I I I I 6L'L SST9'T SS +S I A I OS'OT 6T9S'T OS +S I Al 0 I I I £9'£1 S686'T S6 +S I IAO I I 1 Ob'bT LS6£'T 0b +s I I b I I I 69'£T 996Z'T S£ +S I I AO I I I 6£'ZT 9ZOZ'T 0£ +S I I AO I I I SO'TT £LTT'T SZ +S I I A Ib I I 9L'6 TT60'T OZ +S I I A b I I 99'8 6£L6'0 ST +S I I IA 0 I I T6'L £bT6'0 OT +S I I I A b I I £6'L 86S8'0 s +S I I I A i3 I I OT'L 9808'0 0 +S I I I A 8 1 I SL'9 L6SL'0 Ss +S I I I A 6£'9 Z£TL'0 OS +S I I I A I I so'9 Z699'0 S6 +b I I I A i31 I PL'S SLZ9'0 0b +b I I I A I 0b's 088S'o S£ +b I I I AO I bO's 80ss'o o£ +b I I I AIO I L9'b T9TS'O sZ +6 I I I A I ££'b 0b8b'0 0,7 I I I IAO I z0'b ZbSb'0 ST +v I I I IA 0 I 8L'£ s9z6'o • OT +6 I I I I AO I bS'£ boo�'o s +v I I I I A a I z£'£ 09L£'0 0 +6 I I I I AO I 80'£ Z£S£'0 SS +£ I I I i A a I 98'Z 6T££'0 OS +£ I I I I AO I o9'Z £ZT£'o Sb +£ I I I I A i3 1 ££'Z bb6Z'o 06 +£ I I I I AO I OT'Z b8LZ'0 S£ +£ I I I I n I S6'T 6£9Z'0 0£ +£ I I I I n i3 I £8'T sosZ'0 SZ +£ I I I I n b I OCT 6L£Z' O OZ +£ I I I I AO I T9'T T9ZZ'0 ST +£ I I 1 I AO I SS'T OSTZ'o oT +£ I I I I A i3 1 OS'T £boz'o s +£ I A Zb'T Ob6T'O 0 +£ I I I I AO I TUT £b8T'O SS +Z I I I I AO I 6Z'T £SLT'O OS +Z I I I I AO I OZ'T L99T'0 S6 +Z I I I I AO I LT'T S8ST'0 0b +Z ----------------------------------------------------------------------- In I I 1 i0 00'0 LOL8'1 SE +8 In I I 1 00'0 LOL8'T 0E +8 In I I 1 00'0 LOL8'T SZ +8 In I I 1 10'0 LOL8'1 OZ +8 In I I I TO'0 LOL8'T ST +8 In I I I i3 ZO'0 90L8'1 OT +8 In I I I i3 SO'0 SOL8'T S +8 IA I I 1 a 80'0 ZOL8'T 0 +8 In I i I TT'0 9698'T SS +L In I I I 9T'0 6898'T OS +L In I I I b TZ'0 8L98'T 96 +L U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uh24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT No.32742 UNIT HYDROGRAPH ANALYSIS 100YR -24HR -------------------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] Weighting[1 *2] 13.93 1.10 15.32 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2] Weighting[1 *2] 13.93 4.50 62.69 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.500 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333 400.400 1.150 0.161 17 1.417 425.425 0.972 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 g.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 ✓ 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.363 0.018 0.02 90'0 690'0 E8Z'0 80T'0 OZ'0 LT'S Z9 SO'0 6S0'0 68Z'0 80T'0 OZ'0 80'9 T9 LO'O ZLO'O 98Z'0 66T'O LZ'0 00'9 09 LO'0 ZLO'O L8Z'0 66T'O LZ'0 Z6'6 69 LO'0 ZLO'O 88Z'0 66T'0 LZ'O E8'6 8S 90'0 £90'0 68Z'O 9ZT'O EZ'0 SL'6 LS 90'0 £90'0 06Z'O 9ZT'0 EZ'0 L9'6 99 90'0 £90'0 Z6Z'0 9ZT'0 EZ'0 89'6 SS 90'0 £90'0 E6Z'0 9ZT'0 EZ'0 OS'6 6S 90'0 £90'0 66Z'O 9ZT'0 EZ'0 Z6'6 ES 90'0 £90'0 S6Z'0 9ZT'0 EZ'0 E£'6 ZS SO'0 6SO'0 L6Z'0 80T'0 OZ'O SZ'6 TS SO'0 6S0'0 86Z'0 8OT'O OZ'O LT'6 OS SO'0 6S0'0 66Z'0 80T'0 OZ'O 80'6 66 90'0 6S0'0 00£'0 80T'0 OZ'O 00'6 86 SO'0 6S0'0 ZOE'0 80T'0 OZ'0 Z6'E Lb SO'O - 6SO'O EOE'0 80T'0 OZ'0 EVE 96 60'0 S60'0 60£'0 060'0 LT'O SCE S6 60'0 960'0 90£'0 060'0 LT'O L9'E 66 60'0 S60'0 LOE'0 060'0 LT'O 8S'£ E6 60'0 960'0 80£'0 060'0 LT'O OS'E Z6 60'0 960'0 60£'0 060'0 LT'O Z6'E T6 60'0 S60'O TTE'0 060'0 LT'O EE'E 06 60'0 S60'0 ZTE'0 060'0 LT'O SZ'E 6E 60'0 S60'0 ET£'O 060'0 LT'O LT'E 8E 60'0 S60'0 STE'O 060'0 LT'O 80'E LE 60'0 S6O'O 9TE'O 060'0 LT'O 00'E 9E 60'0 S60'0 LT£'0 060'0 LT'O Z6'Z SE 60'0 960'0 6TE'0 060'0 LT'O E8'Z 6E 60'0 S60'0 OZE'0 060'0 LT'O SL'Z EE 60'0 S60'O TZE'0 060'0 LT'O L9'Z Z£ 60'0 S60'0 EZE'0 060'0 LT'O 8S'Z TE 60'0 9£0'0 6ZE'0 ZLO'O ET'0 OS'Z OE 60'0 9£0'0 SZE'0 ZLO'O ET'0 Z6'Z 6Z 60'0 9£0'0 9ZE'0 ZLO'O ET'O EE'Z 8Z 60'0 9£0'0 8ZE'0 ZLO'O ET'0 SZ'Z LZ 60'0 9£0'0 6ZE'O ZLO'O ET'0 LT'Z 9Z 60'0 9£0'0 OEE'0 ZLO'O ET'0 80'Z SZ 60'0 9£0'0 ZEE'0 ZLO'O ET'O 00'Z 6Z 60'0 9£0'0 E£E'0 ZLO'O ET'0 Z6'T EZ 60'0 9E0'O SEE'0 ZLO'O ET'0 E8'T ZZ £0'0 LZ0'0 9£E'0 6S0'0 OT'O SL'T TZ EO'0 LZO'O LEE'0 690'0 01'0 L9'T OZ EO'0 LZO'O 6£E'0 6S0'0 OT'O 8S'T 6T EO'0 LZO'O 06£'0 6S0'O OT'O OS'T 8T £0'0 LZO'O T6£'0 690'0 OT'O Z6'T LT EO'O LZO'O E6E'0 6S0'0 OT'O EE'T 9T EO'0 LZO'O 66£'0 6SO'O OT'O SZ'T ST EO'0 LZO'O S6E'0 6S0'0 OT'O LT'T 6T EO'0 LZO'O L6UO 6S0'0 OT'O 80'T ET 60'0 9E0'0 86£'0 ZLO'O ET'0 00'T ZT 60'0 9E0'O OSE'0 ZLO'O ET'O Z6'0 TT 60'0 9£0'0 TSE'0 ZLO'O ET'0 E8'0 OT EO'0 LZO'O ZS£'0 6S0'0 OT'O SL'0 6 EO'0 LZO'O 6SE'0 6S0'0 OT'O L9'0 8 EO'0 LZO'O SSE'0 6S0'0 OT'O. 89'0 L EO'0 LZO'O 9SE'0 6S0'0 OT'O OS'0 9 EO'0 LZO'0 8SE'0 690'0 OT'O Z6'0 S EO'0 LZO'O 6S£'0 6S0'0 OT'O EE'0 6 ZO'0 8T0'0 T9E'0 9£0'0 LO'0 SZ'0 E ZO'0 8T0'0 Z9E'0 9£0'0 LO'0 LT'O Z 63 5.25 0.20 0.108 0.282 0.054 0.05 64 5.33 0.23 0.126 0.280 0.063 0.06 65 5.42 0.23 0.126 0.279 0.063 0.06 66 5.50 0.23 0.126 0.278 0.063 0.06 67 5.58 0.27 0.144 0.277 0.072 0.07 68 5.67 0.27 0.144 0.275 0.072 0.07 69 5.75 0.27 0.144 0.274 0.072 0.07 70 5.83 0.27 0.144 0.273 0.072 0.07 71 5.92 0.27 0.144 0.272 0.072 0.07 72 6.00 0.27 0.144 0.271 0.072 0.07 73 6.08 0.30 0.162 0.269 0.081 0.08 74 6.17 0.30 0.162 0.268 0.081 0.08 75 6.25 0.30 0.162 0.267 0.081 0.08 76 6.33 0.30 0.162 0.266 0.081 0.08 77 6.42 0.30 0.162 0.265 0.081 0.08 78 6.50 0.30 0.162 0.263 0.081 0.08 79 6.58 0.33 0.180 0.262 0.090 0.09 80 6.67 0.33 0.180 0.261 0.090 0.09 81 6.75 0.33 0.180 0.260 0.090 0.09 82 6.83 0.33 0.180 0.259 0.090 0.09 83 6.92 0.33 0.180 0.258 0.090 0.09 84 7.00 0.33 0.180 0.256 0.090 0.09 85 7.08 0.33 0.180 0.255 0.090 0.09 86 7.17 0.33 0.180 0.254 0.090 0.09 87 7.25 0.33 0.180 0.253 0.090 0.09 88 7.33 0.37 0.198 0.252 0.099 0.10 89 7.42 0.37 0.198 0.251 0.099 0.10 90 7.50 0.37 0.198 0.249 0.099 0.10 91 7.58 0.40 0.216 0.248 0.108 0.11 92 7.67 0.40 0.216 0.247 0.108 0.11 93 7.75 0.40 0.216 0.246 0.108 0.11 94 7.83 0.43 0.234 0.245 0.117 0.12 95 7.92 0.43 0.234 0.244 0.117 0.12 96 8.00 0.43 0.234 0.243 0.117 0.12 97 8.08 0.50 0.270 0.242 - -- 0.03 98 8.17 0.50 0.270 0.240 - -- 0.03 99 8.25 0.50 0.270 0.239 - -- 0.03 100 8.33 0.50 0.270 0.238 - -- 0.03 101 8.42 0.50 0.270 0.237 - -- 0.03 102 8.50 0.50 0.270 0.236 - -- 0.03 103 8.58 0.53 0.288 0.235 - -- 0.05 104 8.67 0.53 0.288 0.234 - -- 0.05 105 8.75 0.53 0.288 0.233 - -- 0.06 106 8.83 0.57 0.306 0.232 - -- 0.07 107 8.92 0.57 0.306 0.230 - -- 0.08 108 9.00 0.57 0.306 0.229 - -- 0.08 109 9.08 0.63 0.342 0.228 - -- 0.11 110 9.17 0.63 0.342 0.227 - -- 0.11 ill 9.25 0.63 0.342 0.226 - -- 0.12 112 9.33 0.67 0.360 0.225 - -- 0.13 113 9.42 0.67 0.360 0.224 - -- 0.14 114 9.50 0.67 0.360 0.223 - -- 0.14 115 9.58 0.70 0.378 0.222 - -- 0.16 116 9.67 0.70 0.378 0.221 - -- 0.16 117 9.75 0.70 0.378 0.220 - -- 0.16 118 9.83 0.73 0.396 0.219 - -- 0.18 119 9.92 0.73 0.396 0.218 - -- 0.18 120 10.00 0.73 0.396 0.217 - -- 0.18 121 10.08 0.50 0.270 0.215 - -- 0.05 122 10.17 0.50 0.270 0.214 - -- 0.06 123 10.25 0.50 0.270 0.213 - -- 0.06 9Z'0 - -- LST'0 bTP'0 LL'O ££'ST b8T LZ'0 - -- 8ST'0 Z£P'O 08'0 SZ'ST £8T LZ'0 - -- 69T'0 Z£P'0 08'0 LT'ST Z8T LZ'0 - -- 69T'O Z£P'0 08'0 80'ST T8T 6Z'O - -- 091'0 OSP'0 £8'0 00'9T 08T 6Z'0 - -- T9T'O OSP'0 £8'0 Z6'bT 6LT 6Z'0 - -- Z9T'O J 09b'0 £8'0 £8'bT 8LT T£'0 - -- £9T'0 89b'0 L8'O SU PT LLT 0£'0 - -- £9T'O 89P'0 L8'O L9'PT 9LT 0£'0 - -- b9T'0 89P'O L8'0 89'PT SLT 0£'0 - -- 99T'O 896'0 L8'0 OS'bT bLT 0£'0 - -- 99T'0 89b'O L8'0 Z6'PT ELT 0£'O - -- L9T'0 89b'0 L8'0 ££'6T ZLT Z£'0 - -- 89T'0 986'0 06'0 SZ'bT TLT Z£'0 - -- 69T'0 98P'0 06'0 LT'PT OLT Z£'0 - -- 69T'O 98b'0 06'0 80'bT 69T PZ'0 - -- OLT'0 616'0 LL'0 00'6T 89T bZ'0 - -- TLT'0 PT6'0 LL'0 Z6'£T L9T bZ'0 - -- ZLT'0 6Tb'0 LL'0 £8'£T 99T PZ'0 - -- £LT'O 616'0 LL'0 SL'£T 99T PZ'0 - -- 6LT'0 PTP'0 LL'0 L9'£T b9T PZ'O - -- SLT'0 6Tb'O LL'0 89'£T £9T PVO - -- 9LT'O ZT9'0 £T'T OS'£T Z9T P6'0 - -- LLT'0 ZT9'0 £T'T ZP'£T T9T £P'0 - -- LL1'O ZT9'0 £T'T ££'£T 09T £b'0 - -- 8LT'0 ZT9'0 £T'T SZ'£T 69T £P'0 - -- 6LT'0 ZT9'0 £T'T LT'£T 8ST £b'0 - -- 08T'O ZT9'0 £T'T 80'£T LST P£'0 - -- T8T'O ZZS'0 L6'0 00'£T 99T b£'0 - -- Z8T'0 ZZS'0 L6'O Z6'ZT SST 6£'0 - -- £8T'0 ZZS'0 L6'0 £8'ZT PST Z£'0 - -- P8T'O b09'0 £6'0 SL'ZT EST Z£'0 - -- 98T'O b09'0 £6'0 L9'ZT ZST Z£'0 - -- 98T'O POS'0 £6'0 89'ZT TST 8Z'0 - -- L8T'0 896'0 L8'0 OS'ZT 09T 8Z'0 - -- 88T'0 896'0 L8'0 ZP'ZT 66T 8Z'0 - -- 68T'0 896'0 L8'0 ££'ZT 8PT 9Z'0 - -- 681'0 OSP'0 £8'0 SZ'ZT L6T 9Z'0 - -- 061'0 096'0 £8'0 LT'ZT 9PT 9Z'0 - -- T6T'O OSP'0 £8'0 80'ZT SPT £T'0 - -- Z6T'O 6Z£'0 09'0 00'ZT PPT £T'0 - -- £6T'O PZ£'0 09'0 Z6'TT £PT £T'0 - -- P6T'0 PZ£'0 09'0 £8'TT ZbT TT'0 - -- 96T'O 90£'0 LS'0 SL'TT TbT TT'0 - -- 96T'0 90£'0 LS'O L9'TT ObT TT'0 - -- L6T'0 90£'0 LS'O 89'TT 6£1 6T'0 - -- 86T'0 ZP£'0 £9'0 OS'TT 8£T PT'O - -- 66T'0 Zb£'0 £9'0 ZP'TT LET PT'0 - -- OOZ'0 Z6£'0 £9'0 ££'TT 9£T bT'0 - -- TOZ'0 ZP£'0 £9'0 SZ'TT SET PT'0 - -- ZOZ'0 ZP£'0 £9'0 LT'TT KT 6T'O - -- £OZ'0 Zb£'O £9'0 BUTT ££T 9T'0 - -- bOZ'0 09£'0 L9'0 00'TT Z£T ST'0 - -- SOZ'O 09£'0 L9'0 Z6'OT T£T ST'0 - -- 90Z'0 09£'0 L9'0 £8'OT 0£T ST'0 - -- LOZ'O 09£'0 L9'0- SLOT 6ZT ST'O - -- 80Z'0 09£'0 L9'0 L9'OT 8ZT ST'O - -- 60Z'0 09£'0 L9'O 89'OT LZT 90'0 - -- OTZ'0 OLZ'0 09'0 OS'OT 9ZT 90'0 - -- TTZ'0 OLZ'0 OS'O ZV OT SZT 90'0 - -- ZTZ'0 OLZ*O 09'0 ££'OT 6ZT £0'0 LZO'O 9TT'0 590'0 OT'O Z5'OZ 95Z £0'0 LZO'O LTT'O 690'0 OT'O ££'OZ 55Z £0'0 LZO'O 8TT'O 690'0 OT'0 9Z'OZ £5Z £0'0 LZO'O 8TT'O 590'0 OT'O LT'OZ Z5Z £0'0 LZO'O 6TT'0 5S0'0 OT'O 80'OZ T5Z ZO'0 8TO'O 61T'O 9£0'0 LO'0 00'0Z Obz ZO'O 810'0 OZT'O 9£0'0 LO'O Z6'6T 6£Z ZO'0 8TO'O OZT'0 9£0'0 LO'0 £8'6T 8£Z £0'0 LZO'O TZT'O 5S0'0 OT'O 9L'6T L£Z £0'0 LZO'O TZT'O 5S0'0 OT'O L9'6T 9£Z £0'O LZO'O ZZT'O 590'0 OT'O 89'6T S£Z 50'0 9£0'0 ZZT'0 ZLO'O £T'0 09'6T 5£Z 50'0 9£0'0 £ZT'0 ZLO'O £T'0 Z5'6T ££Z 50'0 9£0'0 £ZT'0 ZLO'O £T'O ££'6T Z£Z £0'0 LZO'O 5ZT'0 590'0 OT'O SZ'6T T£Z £0'0 LZO'O 9ZT'0 590'0 OT'0 LT'6T 0£Z £0'0 LZO'O SZT'0 590'0 OT'O 80'6T 6ZZ ZO'O 8TO'O 9ZT'O 9£0'0 LO'0 00'6T 8ZZ ZO'O 8T0'0 9ZT'0 9£0'0 LO'0 Z6'8T LZZ ZO'0 8T0'0 LZT'O 9£0'0 LO'0 £8'8T 9ZZ £0'0 LZO'O 8ZT'0 590'0 OT'O SL'8T SZZ £0'0 LZO'O 8ZT'0 5S0'0 OT'O L9'8T 5ZZ £0'0 LZO'O 6ZT'0 590'0 OT'O 89'8T £ZZ 50'0 9£0'0 0£T'O ZLO'O £T'0 09'8T ZZZ 50'0 9£0'0 0£T'0 ZLO'O £T'0 Z5'8T TZZ 50'0 9£0'0 T£T'0 ZLO'O £T'0 ££'8T OZZ 50'0 9£0'0 T£T'O ZLO'O £T'0 SZ'8T 6TZ 50'0 9£0'0 Z£T'0 ZLO'O £T'0 LT'8T 8TZ 50'0 9£0'0 ££T'0 ZLO'O £T'0 80'8T LTZ 50'0 9£0'0 ££T'0 ZLO'O £T'O 00'8T 9TZ 50'0 9£0'0 5£T'O ZLO'O £T'0 Z6'LT STZ 50'0 9£0'0 S£T'O ZLO'O £T'0 £8'LT 5TZ 50'0 950'0 S£T'0 060'0 LT'O 9L'LT £TZ 50'0 S50'0 9£T'0 060'0 LT'O L9'LT ZTZ 50'0 950'0 L£T'0 060'0 LT'O 89'LT TTZ 50'0 S50'0 L£T'0 060'0 LT'O 09'LT OTZ 50'0 S50'0 8£T'0 060'0 LT'O Z5'LT 60Z 50'0 S50'0 6£T'0 060'0 LT'O ££'LT 8OZ 50'0 950'0 05T'0 060'0 LT'O SZ'LT LOZ 50'0 950'0 05T'0 060'0 LT'O LT'LT 90Z 50'0 S50'0 T5T'0 060'0 LT'0 80'LT SOZ £0'0 LZO'O Z5T'0 5S0'0 OT'O 00'LT 50Z £0'0 LZO'O Z5T'O 590'0 OT'O Z6'9T £OZ £O'0 LZO'O £5T'0 590'0 OT'O £8'9T ZOZ £0'0 LZO'O 55T'0 5S0'0 OT'O SL'9T TOZ £0'0 LZO'O S5T'O 5S0'0 OT'O L9'9T OOZ £0'0 LZO'O S5T'0 590'0 OT'O 8S'9T 66T 50'0 9£0'0 95T'0 ZLO'O £T'0 09'9T 86T 50'0 9£0'0 L5T'0 ZLO'O £T'0 Z5'9T L6T 50'0 9£0'0 85T'0 ZLO'O £T'0 ££'9T 96T 50'0 9£0'0 85T'0 ZLO'O. £T'0 SZ'9T 96T 50'0 9£0'0 65T'O ZLO'O £T'0 LT'9T 56T 50'0 9£0'0 OST'0 ZLO'O £T'0 80'9T £6T 6T'0 - -- TST'O Z5£'0 £9'0 00'9T Z6T 6T'0 - -- TST'0 Z5£'0 £9'0 Z6'ST T6T 6T'O - -- ZST'O Z5£'0 £9'0 £8'ST 06T 6T'0 - -- £ST'0 Z5£'0 £9'0 SL'ST 68T 6T'0 - -- 5ST'0 Z5£'0 £9'0 L9'ST 88T 6T'0 - -- 5ST'0 Z5£'O £9'0 89'ST L8T 9Z'0 - -- S9T'0 5T5'O LL'O OS'ST 981 9Z'O - -- 9ST'O 5T5'O LL'O Z5'9T 98T 246 20.50 0.10 0.054 0.116 0.027 0.03 247 20.58 0.10 0.054 0.116 0.027 0.03 248 20.67 0.10 0.054 0.115 0.027 0.03 249 20.75 0.10 0.054 0.115 0.027 0.03 250 20.83 0.07 0.036 0.114 0.018 0.02 251 20.92 0.07 0.036 0.114 0.018 0.02 252 21.00 0.07 0.036 0.113 0.018 0.02 253 21.08 0.10 0.054 0.113 0.027 0.03 254 21.17 0.10 0.054 0.112 0.027 0.03 255 21.25 0.10 0.054 0.112 0.027 0.03 256 21.33 0.07 0.036 0.111 0.018 0.02 257 21.42 0.07 0.036 0.111 0.018 0.02 258 21.50 0.07 0.036 0.111 0.018 0.02 259 21.58 0.10 0.054 0.110 0.027 0.03 260 21.67 0.10 0.054 0.110 0.027 0.03 261 21.75 0.10 0.054 0.109 0.027 0.03 262 21.83 0.07 0.036 0.109 0.018 0.02 263 21.92 0.07 0.036 0.109 0.018 0.02 264 22.00 0.07 0.036 0.108 0.018 0.02 265 22.08 0.10 0.054 0.108 0.027 0.03 266 22.17 0.10 0.054 0.108 0.027 0.03 267 22.25' 0.10 0.054 0.107 0.027 0.03 268 22.33 0.07 0.036 0.107 0.018 0.02 269 22.42 0.07 0.036 0.107 0.018 0.02 270 22.50 0.07 0.036 0.106 0.018 0.02 271 22.58 0.07 0.036 0.106 0.018 0.02 272 22.67 0.07 0.036 0.106 0.018 0.02 273 22.75 0.07 0.036 0.105 0.018 0.02 274 22.83 0.07 0.036 0.105 0.018 0.02 275 22.92 0.07 0.036 0.105 0.018 0.02 276 23.00 0.07 0.036 0.105 0.018 0.02 277 23.08 0.07 0.036 0.104 0.018 0.02 278 23.17 0.07 0.036 0.104 0.018 0.02 279 23.25 0.07 0.036 0.104 0.018 0.02 280 23.33 0.07 0.036 0.104 0.018. 0.02 281 23.42 0.07 0.036 0.103 0.018 0.02 282 23.50 0.07 0.036 0.103 0.018 0.02 283 23.58 0.07 0.036 0.103 0.018 0.02 284 23.67 0.07 0.036 0.103 0.018 0.02 285 23.75 0.07 0.036 0.103 0.018 0.02 286 23.83 0.07 0.036 0.103 0.018 0.02 287 23.92 0.07 0.036 0.103 0.018 0.02 288 24.00 0.07 0.036 0.103 0.018 0.02 Sum = 100.0 Sum = 27.3 Flood volume = Effective rainfall 2.28(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 2.6(Ac.Ft) Total soil loss = 2.22(In) Total soil loss = 2.581(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 115101.9 Cubic Feet Total soil loss = 112438.5 Cubic Feet Peak flow rate of this hydrograph = 5.484(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++±+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R u n o f f H y d r o-g r a p h -------------------------------------------------------------- - - - - -- Hydrograph in 5 Minute intervals ((CFS)) I I I I OA 1 98'0 TL6T'0 SS +S I I I I OA 1 58'0 ZT6T'O o9 +5 I I I I DA I Z8'0 S98T'O S5 +5 I I I I OA I T8'0 86LT'0 05 +5 I I I I OA I 6L'O ZSLT'0 9£ +5 I I I I DA I 9L'0 889T'0 0£ +5 I I I I I £L'0 9£9T'0 9Z +5 I I I I i3 I ZL'0 589T'O OZ +S I I I I b l TL'0 9£ST'0 ST +S I I I I I OL'O L85T'0 OT +S I I I I i3 I 89'0 6£ST'0 9 +5 I I I I b l 59'0 Z6£T'0 0 +6 I I I I b l £9'0 L5£T'0 SS +£ I I I I DAI Z9'0 50£T'0 oS +£ I I I I OAI Z9'0 T9ZT'0 S5 +£ I I I I OAI Z9'0 8TZT'0 05 +£ 1 I I I OAI Z9'0 9LTT'0— 9£ +£ I I I I OAI T9'0 ££TT'0 0£ +£ I I I I OAI T9'0 T60T'0 SZ +£ I I I I OAI T9'0 650T'0 OZ +£ I I I I OAI 09'0 LOOT'0 ST +£ I I I I OAI 09'0 9960'0 OT +£ I I I I OAI 69'0 SZ60'0 9 +£ I I I I OAI 89'0 5880'0 0 +£ I I I I OAI LS'0 5580'0 SS +Z I I I I OAI SS'o 9080'0 oS +Z I I I I OAI Z9'O 89L0'O SS +Z I I I 1 01 09'0 Z£LO'0 05 +Z I I I 1 01 65'0 8690'0 5£ +Z I I I I iOl 85'0 5990'0 O£ +Z I I I I OA 85'0 T£90'0 SZ +Z I I I I OA L5'O 6690'0 oZ +Z I I I I OA 95'0 9950'0 91+Z I I I I OA 95'0 S£90'0 OT +Z I I I I OA £5'O 5090'0 9 +Z I I I I OA 05'0 5L50'0 0 +Z I I I I OA 8£'0 9550'0 SS +T I I I I OA 8£'O OZ50'0 OS +T I I I I OA 8£'0 56£0'0 95 +T I I I I OA 8£'0 89£0'0 05 +T 1 I I I DA 8£'O Z5£o'o 9£ +T I I I I OA 8£'0 9T£0'0 0£ +T I I I I OA 8£'0 06Z0'0• 9Z +T I I I I OA 6£'O 59Z0'0 OZ +T I I I I OA 05'0 8£ZO'0 ST +T I I OA o5'0 OTZO'O oT +T I I I OA 8£'o ZBTO'o 9 +T I I I I CA S£'0 9ST0'O 0 +T I I I I DA Z£'0 Z£TO'O SS +O I I I I OA O£'0 OTTO'0 OS +O I I I I OA 8Z'0 6800'0 S5 +0 I I I I OA 9Z'O OL00'0 05 +0 I I I I iO £Z'0 Z500'0 S£ +0 I I I I i3 6T'O 9£00'0 O£ +0 I I I I ST'O ZZ00'0 SZ +O I I I I TT'O ZT00'O OZ +O I I I I i3 50'0 5000'0 ST +O I I 1 I ZO'0 To00'0 OT +O I I I I iO 00'0 0000'0 S +0 ----------------------------------------------------------------------- OT S'L 0'9 S'Z 0 (S33)o g3'oK awnTOA (w +u)awTL 5+ 0 0.2031 0.87 1 Q 1 5+ 5 0.2093 0.90 1 Q I 5 +10 0.2156 0.91 1 Q 1 5 +15 0.2218 0.90 1 Q 1 5 +20 0.2277 0.85 1 Q 1 5 +25 0.2334 0.83 1 Q 1 5 +30 0.2392 0.83 1 Q 1 5 +35" 0.2450 0.85 1 Q 1 5 +40 0.2510 0.87 1 Q 1 5 +45 0.2572 0.89 1 Q 1 5 +50 0.2635 0.92 1 Q 1 5 +55 0.2700 0.94 1 QV 1 6+ 0 0.2766 0.96 1 QV 1 6+ 5 0.2833 0.97 I QV 1 6 +10 0.2901 0.98 1 QV 1 6 +15 0.2970 1.01 1 Q .1 6 +20 0.3042 1.04 1 Q 1 6 +25 0.3115 1.06 1 Q 1 6 +30 •0.3189 1.08 1 Q 1 6 +35 0.3264 1.09 1 Q 1 6 +40 0.3340 1.10 1 QV 1 6 +45 0.3417 1.13 1 QV 1 6 +50 0.3497 1.16 1 QV 1 6 +55 0.3578 1.18 1 QV 1 7+ 0 0.3661 1.20 1 QV 1 7+ 5 0.3744 1.21 1 QV 1 7 +10 0.3828 1.22 1 QV 1 7 +15 0.3913 1.23 1 QV 1 7 +20 0.3997 1.23 1 Q V 1 7 +25 0.4083 1.24 1 Q V 1 7 +30 0.4170 1.26 1 QV 1 7 +35 0.4260 1.30 1 QV 1 7 +40 0.4351 1.33 1 QV 1 7 +45 0.4444 1.36 1 QV 1 7 +50 0.4540 1.40 1 QV 1 7 +55 0.4639 1.43 1 Q V 1 8+ 0 0.4740 1.46 1 Q V 1 8+ 5 0.4842 1.49 1 Q V 1 8 +10 0.4942 1.45 1 Q V 1 8 +15 0.5032 1.31 1 Q V 1 8 +20 0.5105 1.06 1 Q V 1 8 +25 0.5167 0.89 1 Q V 1 8 +30 0.5222 0.80 1 Q V I 8 +35 0.5273 0.74 1 Q V 1 8 +40 _0.5322 0.71 1 Q V 1 8 +45 0.5372 0.72 1 Q V I 8 +50 0.5424 0.76 1 Q V 1 8 +55 0.5479 0.79 1 Q V I 9+ 0 0.5536 0.84 1 Q V 1 9+ 5 0.5599 0.91 1 Q V 1 9 +10 0.5667 0.99 1 Q V I 9 +15 0.5742 1.08 1 Q V I 9 +20 0.5826 1.22 1 Q V I 9 +25 0.5918 1.33 1 Q V 1 9 +30 0.6016 1.43 1, Q VI 9 +35 0.6122 1.54 1 Q VI 9 +40 0.6235 1.63 1 Q VI 9 +45 0.6353 1.73 I Q VI 9 +50 0.6480 1.83 1 Q VI 9 +55 0.6612 1.92 1 Q V 10+ 0 0.6751 2.02 1 Q V 10+ 5 0.6896 2.10 1 Q V I 10 +10 0.7039 2.08 1 Q V I 10 +15 0.7171 1.91 1 Q V 1 10 +20 0.7279 1.58 1 Q IV I 10 +25 0.7373 1.36 1 Q IV 1 10 +30 0.7458 1.24 1 Q IV I 10 +35 0.7539 1.17 1 Q IV I 10 +40 0.7620 1.19 1 Q IV 1 10 +45 0.7711 1.32 1 Q IV 1 10 +50 0.7819 1.56 1 Q IV 1 10 +55 0.7938 1.73 1 Q I V I 11+ 0 0.8064 1.83 I Q I V I 11+ 5 0.8194 1.90 1 Q I V I 11 +10 0.8328 1.94 I Q I V 1 11 +15 0.8462 1.95 1 Q I V 1 11 +20 0.8595 1.93 1 Q I V 1 11 +25 0.8728 1.93 1 Q I V I 11 +30 0.8862 1.94 1 Q I V 1 11 +35 0.8996 1.94 1 Q I V 1 11 +40 0.9128 1.93 1 Q I V I 11 +45 0.9257 1.87 1 Q I V 1 11 +50 0.9380 1.78 I Q I V 1 11 +55 0.9500 1.74 1 Q I V 1 12+ 0 0.9620 1.74 1 Q I. V 1 12+ 5 0.9744 1.80 1 Q I V 1 12 +10 0.9876 1.92 1 Q I V 1 12 +15 1.0025 2.17 I Q I V 1 12 +20 1.0202 2.57 1 Q V 1 12 +25 1.0399 2.85 I IQ V 1 12 +30 1.0609 3.06 1 I Q V 1 12 +35 1.0833 3.24 1 1 Q V 1 12 +40 1.1067 3.40 1 1 Q V 1 12 +45 1.1313 3.57 1 1 Q V 1 12 +50 1.1573 3.77 I 1 Q V 1 12 +55 1.1843 3.93 I I Q V 1 13+ 0 1.2123 4.07 1 1 Q V I 13+ 5 1.2414 4.23 1 1 Q V I 13 +10 1.2717 4.40 1 1 Q VI 13 +15 1.3037 4.65 1 1 QVI 13 +20 1.3381 4.99 1 1 QV 13 +25 1.3741 5.23 1 1 Q 13 +30 1.4113 5.40 I 1 IQ 13 +35 1.4490 5.48 1 I IQ 13 +40 1.4865 5.44 1 1 IQV 13 +45 - 1.5220 5.16 I I Q V 13 +50 1.5539 4.62 I I Q I V 13 +55 1.5833 4.28 I I Q I V 14+ 0 1.6114 4.08 I I Q I V 14+ 5 1.6387 3.96 I I Q I V 14 +10 1.6657 3.93 I I Q I V 14 +15 1.6933 4.00 I I Q I V 14 +20 1.7220 4.16 I I Q I V 14 +25 1.7513 4.26 I I Q I V 14 +30 1.7808 4.29 1 1 Q I V 14 +35 1.8103 4.28 1, 1 Q I V 14 +40 1.8397 4.27 1 1 Q I V 14 +45 1.8692 4.27 1 1 Q 1 14 +50 1.8986 4.27 1 1 Q 1 14 +55 1.9280 4.26 1 1 Q 1 15+ 0 1.9571 4.24 1 1 Q 1 15+ 5 1.9860 4.19 1 1 Q I i I I I I I I I I I I I I I I I I I V I V I VI V1 V 15 +10 2.0145 4.14 1 1 Q 15 +15 2.0427 4.09 1 1 Q 15 +20 2.0704 4.03 I 1 Q 15 +25 2.0979 3.98 I 1 Q 15 +30 2.1249 3.93 I I Q 15 +35 2.1514 3.84 I I Q 15 +40 2.1772 3.74 I 1 Q 15 +45 2.2018 3.58 I 1 Q 15 +50 2.2248 3.34 I 1 Q 15 +55 2.2467 3.17 I 1 Q 16+ 0 2.2678 3.07 I 1 Q 16+ 5 2.2883 2.97 I IQ 16 +10 2.3076 2.81 I IQ 16 +15 2.3247 2.48 1 QI 16 +20 2.3384 1.98 I Q 1 16 +25 2.3496 1.63 I Q 1 16 +30 2.3593 1.41 I Q I 16 +35 2.3679 1.25 I Q I 16 +40 2.3757 1.12 1 Q 16 +45 2.3826 1.01 1 Q 1 16 +50 2.3888 0.90 1 Q 1 16 +55 2.3944 0.82 1 Q I 17+ 0 2.3996 0.75 1 Q 1 17+ 5 2.4044 0.70 1 Q 1 17 +10 2.4089 0.66 1 Q 1 17 +15 2.4135 0.66 1 Q 1 17 +20 2.4181 0.68 1 Q 1 17 +25 2.4228 0.69 1 Q 1 17 +30 2.4275 0.68 1 Q 1 17 +35 2.4322 0.68 1 Q I 17 +40 2.4368 0.67 1 Q 1 17 +45 2.4414 0.66 1 Q 1 17 +50 2.4459 0.65 1 Q 1 17 +55 2.4503 0.64 1 Q 1 18+ 0 2.4546 0.62 1 Q 1 18+ 5 2.4587 0.59 1 Q 1 18 +10 2.4626 0.57 1 Q 1 18 +15 2.4664 0.55 1 Q 1 18 +20 2.4702 0.54 1 Q 1 18 +25 2.4738 0.53 1 Q I 18 +30 2.4775 0.53 1 Q I 18 +35 2.4810 0.52 1 Q I 18 +40 2.4845 0.51 1 Q 1 18 +45 2.4879 0.49 IQ 1 18 +50 _2.4911 0.46 IQ 1 18 +55 2.4941 0.43 IQ 1 19+ 0 2.4969 0.40 IQ 1 19+ 5 2.4994 0.37 IQ 1 19 +10 2.5018 0.35 IQ 1 19 +15 2.5042 0.35 IQ 1 19 +20 2.5068 0.37 IQ I 19 +25 2.5094 0.38 IQ I 19 +30 2.5122 0.40 IQ 1 19 +35 2.5152 0.43 IQ 1 19 +40 2.5182 0.44 IQ 1 19 +45 2.5212 0.44 IQ 1 19 +50 2.5241 0.42 IQ 1 19 +55 2.5269 0.40 IQ 1 20+ 0 2.5294 0.37 IQ 1 20+ 5 2.5318 0.34 IQ 1 20 +10 2.5341 0.33 IQ I V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V IA I I 1 0 ZO'0 LTb9'Z ST +SZ IA I I 1 0 Zo'0 9T69'Z OT +SZ IA I I 1 0 £0'0 6T69'Z S +SZ IA I I 1 0 £0'0 ZTb9'Z 0 +Sz IA I I 1 b 60'0 OT69'Z SS +6Z IA I I 1 0 60'0 8069'Z OS +6Z IA I I I SO'0 So69'Z S6 +6Z IA I I 1 90'0 T069'Z 06 +6Z IA I I I b LO'o L6£9'Z S£ +6Z IA I I 1 60'0 Z6£9'Z o£ +6Z IA I I I TT'o 98£9'Z Sz +6Z IA I I I b ST'o 8L£9'Z OZ +6Z IA I I I i3 oZ'0 89£9'Z ST +6Z IA I I I i3 6Z'0 6S£9'z OT +6Z IA I I I ill sz'o L££9'z s +bz IA I I I bl 9Z'0 OZ£9'Z _ 0 +6Z IA I I I i31 9Z'o ZO£9'Z— SS +£Z IA I I I al 9z'o S8z9'Z 09+£Z IA I I I bl 9Z'0 L9Z9'Z S6 +£Z IA I I I i31 9z'0 OSZ9'Z 06 +£Z IA I I I 9z'o Z£Z9'Z S£ +£Z IA I I I i31 9Z'0 6TZ9'Z 0£ +£Z IA I I I i31 9z'0 96T9'Z SZ +£Z IA I I I 9Z'o 8LT9'Z OZ +£Z IA I I I 9Z'0 09T9'Z ST +£Z IA I I I i31 9Z'0 Z6T9'Z OT +£Z IA I I I ill LZ'0 6ZT9'Z S +£Z IA I I I i31 LZ'o 90T9'Z 0 +£Z IA I I I LZ'0 L809'Z Ss +Zz IA I I I i31 8Z'0 8909'Z OS +ZZ IA I I I ill 8Z'o 6609'Z S6 +ZZ IA I I I bl 6Z'0 0£09'Z O6 +ZZ IA I T£'O OT09'Z S£ +ZZ IA I I I ill ££'0 686S'Z O£ +ZZ IA I I I bl 6£'0 996S'Z SZ +ZZ IA I I I ££'0 £66S'Z OZ +ZZ IA I I I i31 T£'o TZ6S'Z ST +ZZ IA I I I i31 0£'0 006S'Z OT +ZZ IA I I I T£'0 6L8S'Z S +ZZ IA I I I bl ££'0 8S8S'Z 0 +ZZ IA I I I 6£'0 S£8s'Z SS +TZ IA I I I ££'o ZT8S'Z oS +TZ IA I I I T£'0 68LS'Z• S6 +TZ IA I I I 0£'0 89LS'Z O6 +TZ I A I I I i31 T£'0 L6LS'Z S£ +TZ I A I I I i31 ££'0 SZLS'Z 0£ +TZ I A I I I ill 6£'0 ZOLS'Z SZ +TZ I A I I I 6£'o 8L9S'z oZ +TZ I A I I I z£'0 SS9S'Z ST +TZ I A I I I bl T£'0 ££9s'Z OT +TZ I A I Z£'0 ZT9S'Z S +TZ I A I S£'0 6899'Z 0 +TZ I A I I I i0l L£'o 999S'z SS +oZ I A I I I i31 L£'o Obss'z oS +oZ I A L£'0 6TSS'Z S6 +Oz I A I I I 01 L£'0 686S'Z 06 +OZ I A I I I 01 L£'0 £96S'Z S£ +OZ 1 A I 1 1 01 L£'o 8£69'z o£ +oZ I A I I I 01 9£'0 ZUS'Z SZ +OZ I A I I I 01 S£'0 88£S'Z oZ +oZ I A I I I 01 ££'0 69£S'Z ST +OZ ----------------------------------------------------------------------- n f I I 00'0 6z69'Z S£ +9z In I I I 00'0 6Zb9'Z 0£ +9z In I I 1 b 00'0 6ZV9'Z SZ +9Z In I I 1 b 00'0 bz69'z OZ +9Z In I I 1 00'0 bZb9'Z ST +9Z In I I 1 00'0 £Zb9'Z OT +9Z In I I 1 a 00'0 £Z69'z S +9Z In I I I 00'0 £Z69'z 0 +9z In I I I TO'O £Zb9'Z SS +SZ In I ( I TO'O zzbV z OS +SZ In I I I TO'O zz69'z Sb +SZ In I I I TO'O TZb9'z 0� +Sz In I I I To'o TZb9'Z S£ +Sz In I. I I TO'O Ozb9'Z 0£ +SZ In I I I TO'O 6T69'Z SZ +SZ In I I I z0•o 8Tb9•Z OZ +SZ U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - SIN 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE FLOOD VOLUME 100YR -1HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 0.46 0.50 0.23 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 1.35 0.62 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.350(I6) Point rain (area averaged) = 1.350(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.350(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------'------------------------------------- Graph % (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Sum - - - - - = 100.000 Sum= - - - - - - - - - - - - - - - - - - - - - 0.464 - - - - - - - - - - - Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.583 0.088 - -- 0.50 2 0.17 4.20 0.680 0.088 - -- 0.59 3 0.25 4.40 0.713 0.088 - -- 0.63 4 0.33 4.60 0.745 0.088 - -- 0.66 5 0.42 5.00 0.810 0.088 - -- 0.72 6 0.50 5.60 0.907 0.088 - -- 0.82 7 0.58 6.40 1.037 0.088 - -- 0.95 8 0.67 8.10 1.312 0.088 - -- 1.22 9 0.75 13.10 2.122 0.088 - -- 2.03 10 0.83 34.50 5.589 0.088 - -- 5.50 11 0.92 6.70 1.085 0.088 - -- 1.00 12 1.00 3.80 0.616 0.088 - -- 0.53 Sum = 100.0 Sum = 15.1 Flood volume = Effective rainfall 1.26(In) times area 0.5(Ac.) /[(In) /(Ft.)J = 0.0(Ac.Ft) Total soil loss = 0.09(In) Total soil loss = 0.003(Ac.Ft) Total rainfall = 1.35(In). Flood volume = 2107.9 Cubic Feet Total soil loss = 146.3 Cubic Feet --------------------------------------7----------------------------- Peak flow rate of this hydrograph = 1.148(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q I 0 +10 0.0004 0.05 Q I I I I 0 +15 0.0013 0.13 QV I I I I 0 +20 0.0025. 0.18 Q V I I I I 0 +25 0.0040 0.22 Q V 0 +30 0.0057 0.25 Q V I I I I 0 +35 0.0077 0.28 IQ V I I I I 0 +40 0.0099 0.33 IQ V I I I I 0 +45 0.0127 0.40 IQ V I I I 0 +50 0.0166 0.57 1 Q I V I I I 0 +55 0.0231 0.95 1 Q I VI I I 1+ 0 0.0310 1.15 1 Q I I V I I 1+ 5 0.0363 0.76 1 Q I I VI I 1 +10 0.0397 0.50 IQ I I I V I 1 +15 0.0419 0.32 IQ I I I V I 1 +20 0.0434 0.23 Q I I I V I 1 +25 0.0446 0.17 Q I I I V 1 1 +30 0.0455 0.13 Q I I I V 1 1 +35 0.0462 0.10 Q I I I V 1 1 +40 0.0467 0.08 Q I I I V 1 1 +45 0.0471 0.06 Q I I I V 1 1 +50 0.0475 0.05 Q I I I VI 1 +55 0.0477 0.04 Q I I I VI 2+ 0 0.0479 0.03 Q I I I VI 2+ 5 _0.0480 0.02 Q I I I VI 2 +10 0.0482 0.02 Q I I I VI 2 +15 0.0483 0.02 Q I I I VI 2 +20 0.0484 0.01 Q I I I VI 2 +25 0.0484 0.00 Q I I I VI 2 +30 ----------------------------------------------------------------- 0.0484 0.00 Q I I I V - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE FLOOD VOLUME 100YR -3HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 0.70 0.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 2.20 1.01 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph o (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.343 0.088 - -- 0.26 2 0.17 1.30 0.343 0.088 - -- 0.26 3 0.25 1.10 0.290 0.088 - -- 0.20 4 0.33 1.50 0.396 0.088 - -- 0.31 5 0.42 1.50 0.396 0.088 - -- 0.31 6 0.50 1.80 0.475 0.088 - -- 0.39 7 0.58 1.50 0.396 0.088 - -- 0.31 8 0.67 1.80 0.475 0.088 - -- 0.39 9 0.75 1.80 0.475 Y 0.088 - -- 0.39 10 0.83 1.50 0.396 0.088 - -- 0.31 11 0.92 1.60 0.422 0.088 - -- 0.33 12 1.00 1.80 0.475 0.088 - -- 0.39 13 1.08 2.20 0.581 0.088 - -- 0.49 14 1.17 2.20 0.581 0.088 - -- 0.49 15 1.25 2.20 0.581 0.088 - -- 0.49 16 1.33 2.00 0.528 0.088 - -- 0.44 17 1.42 2.60 0.686 0.088 - -- 0.60 18 1.50 2.70 0.713 0.088 - -- 0.63 19 1.58 2.40 0.634 0.088 - -- 0.55 20 1.67 2.70 0.713 0.088 - -- 0.63 21 1.75 3.30 0.871 0.088 - -- 0.78 22 1.83 3.10 0.818 0.088 - -- 0.73 23 1.92 2.90 0.766 0..088 - -- 0.68 24 2.00 3.00 0.792 0.088 - -- 0.70 25 2.08 3.10 0.818 0.088 - -- 0.73 26 2.17 4.20 1.109 0.088 - -- 1.02 27 2.25 5.00 1.320 0.088 - -- 1.23 28 2.33 3.50 0.924 0.088 - -- 0.84 29 2.42 6.80 1.795 0.088 - -- 1.71 30 2.50 7.30 1.927 0.088 - -- 1.84 31 2.58 8.20 2.165 0.088 - -- 2.08 32 2.67 5.90 1.558 0.088 - -- 1.47 33 2.75 2.00 0.528 0.088 - -- 0.44 34 2.83 1.80 0.475 0.088 - -- 0.39 35 2.92 1.80 0.475 0.088 - -- 0.39 36 3.00 0.60 0.158 0.088 - -- 0.07 Sum = 100.0 Sum = 23.2 Flood volume = Effective rainfall 1.94(In) times area 0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0.26(In) Total soil loss = 0.010(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 3234.7 Cubic Feet Total soil loss = 438.9 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 0.724(CFS) +++++.++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) ----------------------------------------------------------------------- -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7..5 10.0 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0002 0.02 Q I I I I 0 +15 0.0006 0.06 Q I I I I 0 +20 0.0011 0.08 Q I I I I 0 +25 0.0017 0.09 Q I I I I 0 +30 0.0025 0.11 QV I I I I 0 +35 0.0033 0.12 QV I I I I 0 +40 0.0043 0.14 Q V I 0 +45 0.0052 0.14 Q V I I I I 0 +50 0.0063 0.15 Q V I I I I 0 +55 0.0073 0.15 Q V I I I I 1+ 0 0.0084 0.15 Q V I I I I 1+ 5 0.0095 0.16 Q V I I I I 1 +10 0.0107 0.17 Q V I I I I 1 +15 0.0120 0.19 Q V i I I I 1 +20 0.0134 0.20 Q V I I I I 1 +25 0.0148 0.21 Q V I I I I 1 +30 0.0163 0.22 Q V I I I I 1 +35 0.0180 0.24 Q VI I I I ----------------------------------------------------------------------- I I I 00'0 £6LO'O o£ +6 I I I 00'0 £6L0'O SZ +6 I I I i3 00'0 £6L0'0 OZ +6 I I I i3 00'0 Z6L0'o ST +6 I I I 00'0 Z6Lo'0 OT +6 I I I b TO'0 Z6L0'0 S +6 TO'O T6L0'O 0 +6 I I I a Z0'0 T6L0'0 SS +£ I I I ZO'0 6£LO'0 OS +£ I I I £o'O 8£LO'O S6 +£ I I £O'0 9£LO'0 06 +£ I I I 90'0 6£LO'0 S£ +£ I I I i0 90'0 O£LO'0 0£ +£ I I I 80'0 9ZLO'O SZ +£ I I I OT'0 TZLO'O OZ +£ I I I i3 £T'0 6TLO'0 ST +£ n I I I 6T'0 SOLO'O OT +£ LZ'0 Z690'0 S +£ n I I I bl 6£'0 6L90'0 0 +£ £6'o OS90'0 SS +Z n l I 11 09'0 TZ90'0 OS +Z Al 1 I 1 ZL'o 6LSO'o S6 +z I n 1 I a 1 TL'o o£S0'0 06 +z I n I 1 b 1 Z9'0 T860'0 S£ +Z I n I 1 01 66'0 8£60'0 0£ +Z I Al 1 01 S6'o 6060'0 SZ +Z I n I al T6'0 £L£O'O Oz +z 1 1 n I of S£'o S6£o'o ST +Z I I n I 01 z£'o Tz£O'O oT +Z I I n I 01 T£'O 86ZO'O S +Z I I n I al T£'0 LLZO'O 0 +Z I I n I 01 T£'O 99Zo'o SS +T I I n I 01 8Z'o S£ZO'o oS +T I I Al 01 9Z'O STZO'O S6 +T I I n 01 SZ'0 L6T0'0 06 +T 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.088 - -- 0.08 2 0.17 0.60 0.198 0.088 - -- 0.11 3 0.25 0.60 0.198 0.088 - -- 0.11 4 0.33 0.60 0.198 0.088 - -- 0.11 5 0.42 0.60 0.198 0.088 - -- 0.11 6 0.50 0.70 0.231 0.088 - -- 0.14 7 0.58 0.70 0.231 0.088 - -- 0.14 8 0.67 0.70 0.231 r 0.088 - -- 0.14 9 0.75 0.70 0.231 0.088 - -- 0.14 10 0.83 0.70 0.231 0.088 - -- 0.14 11 0.92 0.70 0.231 0.088 - -- 0.14 12 1.00 0.80 0.264 0.088 - -- 0.18 13 1.08 0.80 0.264 0.088 - -- 0.18 14 1.17 0.80 0.264 0.088 - -- 0.18 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE FLOOD VOLUME 100YR -6HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 250 of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2.YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 0.80 0.37 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 2.75 1.27 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 o Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious o 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 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 1.25 0.80 0.264 0.088 - -- 0.18 1.33 0.80 0.264 0.088 - -- 0.18 1.42 0.80 0.264 0.088 - -- 0.18 1.50 0.80 0.264 0.088 - -- 0.18 1.58 0.80 0.264 0.088 - -- 0.18 1.67 0.80 0.264 0.088 - -- 0.18 1.75 0.80 0.264 0.088 - -- 0.18 1.83 0.80 0.264 0.088 - -- 0.18 1.92 0.80 0.264 0.088 - -- 0.18 2.00 0.90 0.297 0.088 - -- 0.21 2.08 0.80 0.264 0.088 - -- 0.18 2.17 0.90 0.297 0.088 - -- 0.21 2.25 0.90 0.297 0.088 - -- 0.21 2.33 0.90 0.297 0.088 - -- 0.21 2.42 0.90 0.297 0.088 - -- 0.21 2.50 0.90 0.297 0.088 - -- 0.21 2.58 0.90 0.297 0.088 - -- 0.21 2.67 0.90 0.297 0.088 - -- 0.21 2.75 1.00 0.330 0.088 - -- 0.24 2.83 1.00 0.330 0.088 - -- 0.24 2.92 1.00 0.330 0.088 - -- 0.24 3.00 1.00 0.330 0.088 - -- 0.24 3.08 1.00 0.330 0.088 - -- 0.24 3.17 1.10 0.363 0.088 - -- 0.28 3.25 1.10 0.363 0.088 - -- 0.28 3.33 1.10 0.363 0.088 - -- 0.28 3.42 1.20 0.396 0.088 - -- 0.31 3.50 1.30 0.429 0.088 - -- 0.34 3.58 1.40 0.462 0.088 - -- 0.37 3.67 1.40 0.462 0.088 - -- 0.37 3.75 1.50 0.495 0.088 - -- 0.41 3.83 1.50 0.495 0.088 - -- 0.41 3.92 1.60 0.528 0.088 - -- 0.44 4.00 1.60 0.528 0.088 - -- 0.44 4.08 1.70 0.561 0.088 - -- 0.47 4.17 1.80 0.594 0.088 - -- 0.51 4.25 1.90 0.627 0.088 - -- 0.54 4.33 2.00 0.660 0.088 - -- 0.57 4.42 2.10 0.693 0.088 - -- 0.61 4.50 2.10 0.693 0.088 - -- 0.61 4.58 2.20 0.726 0.088 - -- 0.64 4.67 2.30 0.759 0.088 - -- 0.67 4.75 2.40 0.792 0.088 - -- 0.70 4.83 2.40 0.792 0.088 - -- 0.70 4.92 2.50 0.825 0.088 - -- 0.74 5.00 2.60 0.858 0.088 - -- 0.77 5.08 3.10 1.023 0.088 - -- 0.94 5.17 3.60 1.188 0.088 - -- 1.10 5.25 3.90 1.287 0.088 - -- 1.20 5.33 4.20 1.386 0.088 - -- 1.30 5.42 4.70 1.551 0.088 - -- 1.46 5.50 5.60 1.848 0.088 - -- 1.76 5.58 1.90 0.627 0.088 - -- 0.54 5.67 0.90 0.297 0.088 - -- 0.21 5.75 0.60 0.198 0.088 - -- 0.11 5.83 0.50 0.165 0.088 - -- 0.08 5.92 0.30 0.099 0.088 - -- 0.01 6.00 0.20 0.066 0.088 0.017 0.05 Sum = 100.0 Sum = 26.8 Flood volume = Effective rainfall 2.23(In) times area 0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0.52(In) Total soil loss = 0.020(Ac.Ft). Total rainfall = 2.75(In) Flood volume = 3724.0 Cubic Feet Total soil loss = 867.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.598(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------- - - - - -- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0001 0.01 Q I I I I 0 +15 0.0002 0.02 Q I I I I 0 +20 0.0004 0.03 Q I I I I 0 +25 0.0007 0.04 Q I I I I 0 +30 0.0010 0.04 Q I I I I 0 +35 0.0013 0.05 Q I I I I 0 +40 0.0017 0.05 Q I I I I 0 +45 0.0021 0.06 Q I I 1 1 0 +50 0.0025 0.06 QV I I 1 1 0 +55 0.0029 0.06 QV I I I I 1+ 0 0.0033 0.06 QV I I I I 1+ 5 0.0038 0.07 QV I I I I 1 +10 0.0043 0.07 QV I I 1 1 1 +15 0.0048 0.07 Q V I I 1 1 1 +20 0.0053 0.08 Q V I I 1 1 1 +25 0.0059 0.08 Q V I I 1 1 1 +30 0.0064 0.08 Q V I I 1 1 1 +35 0.0069 0.08 Q V I I 1 1 1 +40 0.0075 0.08 Q V I I 1 1 1 +45 0.0081 0.08 Q V I I 1 1 1 +50 0.0086 0.08 Q V I I 1 1 1 +55 0.0092 0.08 Q V I I 1 1 2+ 0 0.0097 0.08 Q V I I 1 1 2+ 5 0.0103 0.08 Q V I I 1 1 2 +10 0.0109 0.09 Q V I I 1 1 2 +15 0.0115 0.09 Q V I I 1 1 2 +20 0.0121 0.09 Q V I I 1 1 2 +25 0.0128 0.09 Q V I I 1 1 2 +30 0.0134 0.09 Q V I I 1 1 2 +35 0.0141 0.09 Q V I I 1 1 2 +40 0.0147 0.10 Q V I I I I 2 +45 0.0154 0.10 Q V I I I I 2 +50 0.0161 0.10 Q V I I I I 2 +55 0.0168 0.10 Q V I I I I 3+ 0 0.0175 0.11 Q V I I 1 1 3+ 5 0.0183 0.11 Q V I I I I 3 +10 0.0190 0.11 Q V I I I I 3 +15 0.0198 0.11 Q VI I I I 3 +20 0.0206 0.12 Q VI I 1 1 3 +25 0.0215 0.12 Q V I 1 1 3 +30 0.0223 0.13 Q V I 1 1 3 +35 0.0233 0.14 Q V i 1 1 3 +40 0.0243 0.15 Q IV I I I 3 +45 0.0254 0.16 Q IV I I I 3 +50 0.0265 0.16 Q I V I I I 3 +55 0.0277 0.17 Q I V I I I 4+ 0 0.0289 0.18 Q I V I I I 4+ 5 0.0302 0.19 Q I V I I I 4 +10 0.0316 0.20 Q I V I I I 4 +15 0.0330 0.21 Q I V I I I 4 +20 0.0345 0.22 Q I V I I I 4 +25 0.0361 0.23 Q I V I I I 4 +30 0.0378 0.25 Q I V I I I 4 +35 0.0396 0.26 IQ I V I I I 4 +40 0.0414 0.27 IQ I VI 1 1 4 +45 0.0433 0.28 IQ I V I i 4 +50 0.0453 0.29 IQ I IV I I 4 +55 0.0474 0.30 IQ I I V I I 5+ 0 0.0496 0.31 IQ I I V I I 5+ 5 0.0518 0.33 IQ I I V I I 5 +10 0.0543 0.35 IQ I I V I I 5 +15 0.0570 0.40 IQ I I V I I 5 +20 0.0601 0.45 IQ I I V I I 5 +25 0.0635 0.49 IQ I I VI I 5 +30 0.0672 0.55 1 Q I I IV I 5 +35 0.0714 0.60 1 Q I I I V I 5 +40 0.0752 0.56 1 Q I I I V I 5 +45 0.0780 0.40 IQ I I I V 1 5 +50 0.0799 0.28 IQ I I I V 1 5 +55 0.0812 0.20 Q I I I V 1 6+ 0 0.0823 0.15 Q I I I V 1 6+ 5 0.0831 0.11 Q I I I V 1 6 +10 0.0837 0.09 Q I I I VI 6 +15 0.0841 0.07 Q I I I VI 6 +20 0.0845 0.05 Q I I I VI 6 +25 0.0847 0.04 Q I I I VI 6 +30 0.0849 0.03 Q I I I VI 6 +35 0.0851 0.02 Q I I I VI 6 +40 0.0852 0.02 Q I I I VI 6 +45 0.0853 0.01 Q I I I VI 6 +50 0.0854 0.01 Q I I I VI 6 +55 0.0854 0.01 Q I I I VI 7+ 0 0.0855 0.00 Q I I I VI 7+ 5 0.0855 0.00 Q I I I VI 7 +10 0.0855 0.00 Q I I I VI 7 +15 0.0855 0.00 Q I I I VI 7 +20 0.0855 0.00 Q I I I VI 7 +25 _0.0855 0.00 Q I I I VI 7 +30 ----------------------------------------------------------------- 0.0855 0.00 Q I I I V - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff24100._out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE FLOOD VOLUME 100YR -24HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2) 0.46 1.10 0.51 100 YEAR Area rainfall data: Area(Ac.)[l) Rainfall(In)[2) Weighting[1 *2] 0.46 4.50 2.07 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag, Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0'.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.155 0.009 0.03 2 0.17 0.07 0.036 0.155 0.009 0.03 3 0.25 0.07 0.036 0.154 0.009 0.03 4 0.33 0.10 0.054 0.154 0.014 0.04 5 0.42 0.10 0.054 0.153 0.014 0.04 6 0.50 0.10 0.054 0.152 0.014 0.04 7 0.58 0.10 0.054 0.152 0.014 0.04 8 0.67 0.10 0.054 0.151 0.014 0.04 9 0.75 0.10 0.054 0.151 0.014 0.04 10 0.83 0.13 0.072 0.150 0.019 0.05 11 0.92 0.13 0.072 0.149 0.019 0.05 12 1.00 0.13 0.072 0.149 0.019 0.05 13 1.08 0.10 0.054 0.148 0.014 0.04 14 1.17 0.10 0.054 0.148 0.014 0.04 15 1.25 0.10 0.054 0.147 0.014 0.04 16 1.33 0.10 0.054 0.146 0.014 0.04 17 1.42 0.10 0.054 0.146 0.014 0.04 18 1.50 0.10 0.054 0.145 0.014 0.04 19 1.58 0.10 0.054 0.145 0.014 0.04 20 1.67 0.10 0.054 0.144 0.014 0.04 21 1.75 0.10 0.054 0.144 0.014 0.04 22 1.83 0.13 0.072 0.143 0.019 0.05 23 1.92 0.13 0.072 0.142 0.019 0.05 24 2.00 0.13 0.072 0.142 0.019 0.05 25 2.08 0.13 0.072 0.141 0.019 0.05 26 2.17 0.13 0.072 0.141 0.019 0.05 27 2.25 0.13 0.072 0.140 0.019 0.05 28 2.33 0.13 0.072 0.139 0.019 0.05 29 2.42 0.13 0.072 0.139 0.019 0.05 30 2.50 0.13 0.072 0.138 0.019 0.05 31 2.58 0.17 0.090 0.138 0.023 0.07 32 2.67 0.17 0.090 0.137 0.023 0.07 33 2.75 0.17 0.090 0.137 0.023 0.07 34 2.83 0.17 0.090 0.136 0.023 0.07 35 2.92 0.17 0.090 0.136 0.023 0.07 36 3.00 0.17 0.090 0.135 0.023 0.07 37 3.08 0.17 0.090 0.134 0.023 0.07 38 3.17 0.17 0.090 0.134 0.023 0.07 39 3.25 0.17 0.090 0.133 0.023 0.07 40 3.33 0.17 0.090 0.133 0.023 0.07 41 3.42 0.17 0.090 0.132 0.023 0.07 42 3.50 0.17 0.090 0.132 0.023 0.07 43 3.58 0.17 0.090 0.131 0.023 0.07 44 3.67 0.17 0.090 0.131 0.023 0.07 45 3.75 0.17 0.090 0.130 0.023 0.07 46 3.83 0.20 0.108 0.129 0.028 0.08 47 3.92 0.20 0.108 0.129 0.028 0.08 48 4.00 0.20 0.108 0.128 0.028 0.08 49 4.08 0.20 0.108 0.128 0.028 0.08 50 4.17 0.20 0.108 0.127 0.028 0.08 51 4.25 0.20 0.108 0.127 0.028 0.08 52 4.33 0.23 0.126 0.126 0.033 0.09 53 4.42 0.23 0.126 0.126 - -- 0.00 54 4.50 0.23 0.126 0.125 - -- 0.00 55 4.58 0.23 0.126 0.125 - -- 0.00 56 4.67 0.23 0.126 0.124 - -- 0.00 57 4.75 0.23 0.126 0.124 - -- 0.00 58 4.83 0.27 0.144 0.123 - -- 0.02 59 4.92 F 0.27 0.144 0.122 - -- 0.02 60 5.00 0.27 0.144 0.122 - -- 0.02 61 5.08 0.20 0.108 0.121 0.028 0.08 62 5.17 0.20 0.108 0.121 0.028 0.08 63 5.25 0.20 0.108 0.120 0.028 0.08 64 5.33 0.23 0.126 0.120 - -- 0.01 65 5.42 0.23 0.126 0.119 - -- 0.01 66 5.50 0.23 0.126 0.119 - -- 0.01 67 5.58 0.27 0.144 0.118 - -- 0.03 68 5.67 0.27 0.144 0.118 - -- 0.'03 69 5.75 0.27 0.144 0.117 - -- 0.03 70 5.83 0.27 0.144 0.117 - -- 0.03 71 5.92 0.27 0.144 0.116 - -- 0.03 72 6.00 0.27 0.144 0.116 - -- 0.03 73 6.08 0.30 0.162 0.115 - -- 0.05 74 6.17 0.30 0.162 0.115 - -- 0.05 75 6.25 0.30 0.162 0.114 - -- 0.05 9Z'0 - -- 980'0 Z6£'0 £9'0 ££'TT 9£T 9Z'0 - -- 980'0 Z6£'0 £9'0 SZ'TT SET 9Z'0 - -- 980'0 Z6£'0 £9'0 LT'TT 6£T 9Z'0 - -- L80'0 Z6£'0 £9'0 80'TT ££T LZ'0 - -- L80'0 09£'0 L9'0 00'TT Z£T LZ'0 - -- 880'0 09£'0 L9'0 Z6'OT T£T LZ'O - -- 880'0 09£'0 L9'0 £8'01 0£T LZ'0 - -- 680'0 09£'0 L9'0 SCOT 6ZT LZ'0 - -- 680'0 09£'0 L9'0 L9'OT 8ZT 680'0 09£'0 L9'0 8S'OT LZT 8T'0 - -- 060'0 OLZ'O OS'0 OS'OT 9ZT 81'0 - -- 060'0 OLZ'O OS'0 Z6'OT SZT 8T'0 - -- T60'0 OLZ'O OS'O ££'O1 6ZT 81'0 - -- T60'0 OLZ'O OS'0 SZ'OT £ZT 8T'0 - -- 260'0 OLZ'O OS'O LT'OT ZZT 8T'0 - -- Z60'0 OLZ'O OS'0 80'OT TZT 0£'0 - -- £60'0 96£'0 £L'0 00'OT OZT 0£'0 - -- £60'0 96£'0 £L'0 Z6'6 6TT 0£'0 - -- £60'0 96£'0 £L'0 £8'6 8TT 8Z'0 - -- 660'0 8L£'0 OL'O SL'6 LTT 8Z'0 - -- 660'0 8L£'0 OL'O L9'6 9TT 8Z'0 - -- 560'0 8L£'0 OL'O 8S'6 STT 9Z'0 - -- 560'0 09£'0 L9'O OS'6 bTT 9Z'0 - -- 960'0 09£'0 L9'0 Z6'6 £TT 9Z'O - -- 960'0 09£'0 L9'0 ££'6 ZTT SZ'0 - -- L60'0 Z6£'0 £9'0 SZ'6 TTT 6Z'0 - -- L60'0 Z6£'0 £9'0 LT'6 OTT 6Z'0 - -- 860'0 Z6£'0 £9'0 80'6 60T TZ'O - -- 860'0 90£'0 LS'0 00'6 80T TZ'0 - -- 860'0 90£'0 LS'O Z6'8 LOT TZ'0 - -- 660'0 90£'0 LS'0 £8'8 90T 6T'0 - -- 660'0 88Z'0 £S'0 SL'8 SOT 6T'0 - -- OOT'0 88Z'0 £S'0 L9'8 601 6T'O - -- 001'0 88Z'0 £S'0 8S'8 £OT LT'O - -- TOT'0 OLZ'O OS'0 09'8 ZOT LT'O - -- TOT'0 OLZ'O OS'0 Z6'8 TOT LT'O - -- ZOT'O OLZ'O OS'0 ££'8 OOT LT'O - -- ZOT'0 OLZ'O 09'0 SZ'8 66 LT'O - -- £OT'O OLZ'O OS'0 LT'8 86 LT'O - -- £OT'0 OLZ'O OS'0 80'8 L6 £T'0 - -- 60T'O 6£Z'0 £6'0 00'8 96 £T'0 - -- 60T'0 6£Z'0 £6'0 Z6'L S6 £T'0 - -- SOT'0 6£Z'0 £6'0 £8'L 66 TT'0 - -- SOT'0 9TZ'O 06'0 SL'L £6 TT'0 - -- 90T'0 9TZ'0 06'0 L9'L Z6 TT'0 - -- 90T'O 9TZ'0 06'0 89'L T6 60'0 - -- LOT'0 86T'0 L£'0 OS'L 06 60'0 - -- LOT'0 86T'0 L£'0 Z6'L 68 60'0 - -- 801'0 86T'0 L£'0 ££'L 88 LO'O - -- 8OT'O 081'0 ££'0 SZ'L L8 LO'O - -- 60T'0 081'0 ££'0 LT'L 98 LO'O - -- 60T'0 08T'O ££'0 80'L 98 LO'O - -- OTT'O 081'0 ££'0 00'L 68 LO'O - -- OTT'0 08T'0 ££'0 Z6'9 £8 LO'O - -- TTT'0 08T'0 ££'0 £8'9 Z8 LO'O - -- TTT'0 08T'O ££'0 9L'9 T8 LO'O - -- ZTT'0 08T'0 ££'0 L9'9 08 LO'O - -- ZTT'0 08T'0 ££'0 8S'9 6L SO'O - -- £TT'O Z9T'O 0£'0 OS'9 8L SO'O - -- £TT'O Z9T'0 0£'0 Z6'9 LL SO'O - -- 6TT'0 Z9T'0 0£'0 ££'9 9L 137 11.42 0.63 0.342 0.085 - -- 0.26 133 11.50 0.63 0.342 0.085 - -- 0.26 139 11.58 0.57 0.306 0.084 - -- 0.22 140 11.67 0.57 0.306 0.084 - -- 0.22 141 11.75 0.57 0.306 0.083 - -- 0.22 142 11.83 0.60 0.324 0.083 - -- 0.24 143 11.92 0.60 0.324 0.083 - -- 0.24 144 12.00 0.60 0.324 0.082 - -- 0.24 143 12.08 0.83 0.450 0.082 - -- 0.37 146 12.17 0.83 0.450 0.081 - -- 0.37 147 12.25 0.83 0.450 0.081 - -- 0.37 148 12.33 0.87 0.468 0.081 - -- 0.39 149 12.42 0.87 0.468 0.080 - -- 0.39 150 12.50 0.87 0.468 0.080 - -- 0.39 151 12.58 0.93 0.504 0.079 - -- 0.42 152 12.67 0.93 0.504 0.079 - -- 0.43 153 12.75 0.93 0.504 0.079 - -- 0.43 154 12.83 0.97 0.522 0.078 - -- 0.44 155 12.92 0.97 0.522 0.078 - -- 0.44 156 13.00 0.97 0.522 0.077 - -- 0.44 157 13.08 1.13 0.612 0.077 - -- 0.54 158 13.17 1.13 0.612 0.077 - -- 0.54 159 13.25 1.13 0.612 0.076 - -- 0.54 160 13.33 1.13 0.612 0.076 - -- 0.54 161 13.42 1.13 0.612 0.075 - -- 0.54 162 13.50 1.13 0.612 0.075 - -- 0.54 163 13.58 0.77 0.414 0.075 - -- 0.34 164 13.67 0.77 0.414 0.074 - -- 0.34 165 13.75 0.77 0.414 0.074 - -- 0.34 166 13.83 0.77 0.414 0.074 - -- 0.34 167 13.92 0.77 0.414 0.073 - -- 0.34 168 14.00 0.77 0.414 0.073 - -- 0.34 169 14.08 0.90 0.486 0.072 - -- 0.41 170 14.17 0.90 0.486 0.072 - -- 0.41 171 14.25 0.90 0.486 0.072 - -- 0.41 172 14.33 0.87 0.468 0.071 - -- 0.40 173 14.42 0.87 0.468 0.071 - -- 0.40 174 14.50 0.87 0.468 0.071 - -- 0.40 175 14.58 0.87 0.468 0.070 - -- 0.40 176 14.67 0.87 0.468 0.070 - -- 0.40 177 14.75 0.87 0.468 0.069 - -- 0.40 178 14.83 0.83 0.450 0.069 - -- 0.38 179 14.92 0.83 0.450 0.069 - -- 0.38 180 15.00 0.83 0.450 0.068 - -- 0.38 181 15.08 0.80 0.432 0.068 - -- 0.36 182 15.17 0.80 0.432 0.068 - -- 0.36 183- 15.25 0.80 0.432 0.067 - -- 0.36 184 15.33 0.77 0.414 0.067 - -- 0.35 185 15.42 0.77 0.414 0.067 - -- 0.35 186 15.50 0.77 0.414 0.066 - -- 0.35 187 15.58 0.63 0.342 0.066 - -- 0.28 188 15.67 0.63 0.342 0.066 - -- 0.28 189 15.75 0.63 0.342 0.065 - -- 0.28 190 15.83 0.63 0.342 0.065 - -- 0.28 191 15.92 0.63 0.342 0.065 - -- 0.28 192 16.00 0.63 0.342 0.064 - -- 0.28 193 16.08 0.13 0.072 0.064 - -- 0.01 194 16.17 0.13 0.072 0.064 - -- 0.01 195 16.25 0.13 0.072 0.063 - -- 0.01 196 16.33 0.13 0.072 0.063 - -- 0.01 197 16.42 0.13 0.072 0.063 - -- 0.01 198 16.50 0.13 0.072 0.062 - -- 0.01 199 16.58 0.10 0.054 0.062 0.014 0.04 200 16.67 0.10 0.054 0.062 0.014 0.04 201 16.75 0.10 0.054 0.061 0.014 0.04 202 16.83 0.10 0.054 0.061 0.014 0.04 203 16.92 0.10 0.054 0.061 0.014 0.04 204 17:00 0.10 0.054 0.061 0.014 0.04 205 17.08 0.17 0.090 0.060 - -- 0.03 206 17.17 0.17 0.090 0.060 --- 0.03 207 17.25 0.17 0.090 0.060 - -- 0.03 208 17.33 0.17 0.090 0.059 - -- 0.03 209 17.42 0.17 0.090 0.059 - -- 0.03 210 17.50 0.17 0.090 0.059 - -- 0.03 211 17.58 0.17 0.090 0.058 - -- 0.03 212 17.67 0.17 0.090 0.058 - -- 0.03 213 17.75 0.17 0.090 0.058 - -- 0.03 214 17.83 0.13 0.072 0.058 - -- 0.01 215 17.92 0.13 0.072 0.057 - -- 0.01 216 18.00 0.13 0.072 0.057 - -- 0.02 217 18.08 0.13 0.072 0.057 - -- 0.02 218 18.17 0.13 0.072 0.056 - -- 0.02 219 18.25 0.13 0.072 0.056 - -- 0.02 220 18.33 0.13 0.072 0.056 - -- 0.02 221 18.42 0.13 0.072 0.056 - -- 0.02 222 18.50 0.13 0.072 0.055- - -- 0.02 223 18.58 0.10 0.054 0.055 0.014 0.04 224 18.67 0.10 0.054 0.055 0.014 0.04 225 18.75 0.10 0.054 0.055 0.014 0.04 226 18.83 0.07 0.036 0.054 0.009 0.03 227 18.92 0.07 0.036 0.054 0.009 0.03 228 19.00 0.07 0.036 0.054 0.009 0.03 229 19.08 0.10 0.054 0.054 - -- 0.00 230 19.17 0.10 0.054 0.053 - -- 0.00 231 19.25 0.10 0.054 0.053 - -- 0.00 232 19.33 0.13 0.072 0.053 - -- 0.02 233 19.42 0.13 0.072 0.053 - -- 0.02 234 19.50 0.13 0.072 0.052 - -- 0.02 235 19.58 0.10 0.054 0.052 - -- 0.00 236 19.67 0.10 0.054 0.052 - -- 0.00 237 19.75 0.10 0.054 0.052 - -- 0.00 238 19.83 0.07 0.036 0.051 0.009 0.03 239 19.92 0.07 0.036 0.051 0.009 0.03 240 20.00 0.07 0.036 0.051 0.009 0.03 241 20.08 0.10 0.054 0.051 - -- 0.00 242 20.17 0.10 0.054 0.050 - -- 0.00 243 20.25 0.10 0.054 0.050 - -- 0.00 244 20.33 0.10 0.054 0.050 - -- 0.00 245 20.42 0.10 0.054 0.050 - -- 0.00 246 20.50 0.10 0.054 0.050 - -- 0.00 247 20.58 0.10 0.054 0.049 - -- 0.00 248 20.67 0.10 0.054 0.049 - -- 0.00 249 20.75 0.10 0.054 0.049 - -- 0.01 250 20.83 0.07 0.036 0.049 0.009 0.03 251 20.92 0.07 0.036 0.049 0.009 0.03 252 21.00 0.07 0.036 0.048 0.009 0.03 253 21.08 0.10 0.054 0.048 - -- 0.01 254 21.17 0.10 0.054 0.048 - -- 0.01 255 21.25 0.10 0.054 0.048 - -- 0.01 256 21.33 0.07 0.036 0.048 0.009 0.03 257 21.42 0.07 0.036 0.047 0.009 0.03 258 21.50 0.07 0.036 0.047 0.009 0.03 259 21.58 0.10 0.054 0.047 - -- 0.01 260 21.67 0.10 0.054 0.047 - -- 0.01 261 21.75 0.10 0.054 0.047 - -- 0.01 262 21.83 0.07 0.036 0.047 0.009 0.03 263 21.92 0.07 0.036 0.046 0.009 0.03 264 22.00 0.07 0.036 0.046 0.009 0.03 265 22.08 0.10 0.054 0.046 - -- 0.01 266 22.17 0.10 0.054 0.046 - -- 0.01 267 22.25 0.10 0.054 0.046 - -- 0.01 268 22.33 0.07 0.036 0.046 0.009 0.03 269 22.42 0.07 0.036 0.046 0.009 0.03 270 22.50 0.07 0.036 0.045 0.009 0.03 271 22.58 0.07 0.036 0.045 0.009 0.03 272 22.67 0.07 0.036 0.045 0.009 0.03 273 22.75 0.07 0.036 0.045 0.009 0.03 274 22.83 0.07 0.036 0.045 0.009 0.03 275 22.92 0.07 0.036 0.045 0.009 0.03 276 23.00 0.07 0.036 0.045 0.009 0.03 277 23.08 0.07 0.036 0.045 0.009 0.03 278 23.17 0.07 0.036 0.044 0.009 0.03 279 23.25 0.07 0.036 0.044 0.009 0.03 280 23.33 0.07 0.036 0.044 0.009 0.03 281 23.42 0.07 0.036 0.044 0.009 0.03 282 23.50 0.07 0.036 0.044 0.009 0.03 283 23.58 0.07 0.036 0.044 0.009 0.03 284 23.67 0.07 0.036 0.044 0.009 0.03 285 23.75 0.07 0.036 0.044 0.009 0.03 286 23.83 0.07 0.036 0.044 0.009 0.03 287 23.92 0.07 0.036 0.044 0.009 0.03 288 24.00 0.07 0.036 0.044 0.009 0.03 Sum = 100.0 Sum = 37.1 Flood volume = Effective rainfall 3.09(In) times area 0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.41(In) Total soil loss = 0.054(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 5158.7 Cubic Feet Total soil loss = 2355.4 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 0.239(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u IL------------------------------------------------------------ n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0000 0.00 Q I I I I 0 +15 0.0001 0.01 Q I I I I 0 +20 0.0001 0.01 Q I I I I 0 +25 0.0002 0.01 Q I I I I 0 +30 0.0003 0.01 Q I I I I 0 +35 0.0004 0.01 Q I I I I 0 +40 0.0005 0.02 Q I I I I 0 +45 0.0006 0.02 Q I I I I 0 +50 0.0007 0.02 Q I I I I 0 +55 0.0009 0.02 Q I I I I 1+ 0 0.0010 0.02 Q 1+ 5 0.0011 0.02 Q 1 +10 0.0013 0.02 Q 1 +15 0.0014 0.02 Q 1 +20 0.0016 0.02 Q 1 +25 0.0017 0.02 Q 1 +30 0.0018 0.02 Q 1 +35 0.0020 0.02 Q 1 +40 0.0021 0.02 Q 1 +45 0.0022 0.02 Q 1 +50 0.0024 0.02 Q 1 +55 0.0025 0.02 Q 2+ 0 0.0026 0.02 Q 2+ 5 0.0028 0.02 Q 2 +10 0.0030 0.02 Q 2 +15 0.0031 0.02 QV 2 +20 0.0033 0.02 QV 2 +25 0.0035 0.02 QV 2 +30 0.0036 0.02 QV 2 +35 0.0038 0.02 QV 2 +40 0.0040 0.03 QV 2 +45 0.0042 0.03 QV 2 +50 0.0044 0.03 QV 2 +55 0.0046 0.03 QV 3+ 0 0.0048 0.03 QV 3+ 5 0.0050 0.03 QV 3 +10 0.0052 0.03 QV 3 +15 0.0054 0.03 QV 3 +20 0.0056 0.03 QV 3 +25 0.0058 0.03 QV 3 +30 0.0060 0.03 Q V 3 +35 0.0062 0.03 Q V 3 +40 0.0064 0.03 Q V 3 +45 0.0066 0.03 Q V 3 +50 0.0069 0.03 Q V 3 +55 0.0071 0.03 Q V 4+ 0 0.0073 0.03 Q V 4+ 5 0.0076 0.04 Q V 4 +10 0.0078 0.04 Q V 4 +15 0.0081 0.04 Q V 4 +20 0.0083 0.04 Q V 4 +25 0.0086 0.04 Q V 4 +30 0.0088 0.03 Q V 4 +35 0.0089 0.02 Q V 4 +40 70.0090 0.01 Q V 4 +45 0.0090 0.01 Q V 4 +50 0.0091 0.01 Q V 4 +55 0.0092 0.01 Q V 5+ 0 0.0092 0.01 Q V 5+ 5 0.0093 0.01 Q V 5 +10 0.0094 0.02 Q V 5 +15 0.0096 0.02 Q V 5 +20 0.0098 0.03 Q V 5 +25 0.0099 0.02 Q V 5 +30 0.0100 0.01 Q V 5 +35 0.0101 0.01 Q V 5 +40 0.0102 0.01 Q V 5 +45 0.0102 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S£ +6T In I I 8T'O T880'0 0£ +6T In I I 6T'O 8980'0 SZ +6T I n I I b 6T'O S980'0 OZ +6T I n I I 8T'O 2680'0 ST +6T I n I I LT'O 0£80'0 OT +6T I n I I b LT'O 8T80'0 S +6T I n I I LT'O 9080'0 0 +6T I n I I 8T'O 66LO'O SS +£T I n I I 8T'O Z8L0'0 OS +£T I n I I i3 OZ'0 69L0'0 S6 +£T I n I I a ZZ'0 99L0'0 06 +£T I n I I 62'0 O6L0'0 S£ +£T I n I I 6Z'0 6ZL0'0 0£ +£T I n I I 6Z'0 LOLO'0 SZ +£T I n I I £Z'0 T690'0 OZ +£T I n I I a ZZ'o SL90'0 ST +£T I n I I TZ'0 0990'0 OT +£T I Al I b OZ'0 5690'0 S +£T I Al I b OZ'0 Z£90'0 0 +£T I n I 6T'0 8T90'0 SS +ZT I n I b 6T'0 5090'0 OS +ZT I In I 8T'0 Z6S0'0 S6 +ZT I In I b 8T'O 0890'0 O6 +ZT I In I a LT'O L950'O S£ +ZT I I n I 9T'O 9SS0'0 o£ +ZT I I n I 9T'0 66S0'0 SZ +ZT I I n I ST'0 6£SO'0 OZ +ZT I I n I 6T'O £ZSO'0 ST +ZT I I n I b ZT'0 £TSO'0 OT +ZT I I n I b TT'O 9090'0 S +ZT I I n I TT'0 L660'O 0 +ZT I I n I b TT'0 6860•'0 SS +TT I I n I a TT'0 Z860'0 OS +TT I I n I TT'0 6L60'0 S6 +TT I I n I ZT'0 L960'O 06 +TT I I n I ZT'0 6560'0 S£ +TT I I n I ZT'o TS6o'O 0£ +TT I I n 1 b ZT'O Z66o'O SZ +TT I I n 1 0 ZT'0 6£60'0 OZ +TT I I n 1 0 ZT'0 9Z60'0 ST +TT I I n I b ZT'0 8T60'O OT +TT 16 +15 0.1110 0.07 .Q I I I V 1 16 +20 .0.1113 0.05 Q I I I V I 16 +25 0.1115 0.04 Q I l I V I 16 +30 0.1117 0.03 Q I I V 1 16 +35 0.1119 0.02 Q I I I V I 16 +40 0.1120 0.02 Q I I I V 1 16 +45 0.1122 0.02 Q I I I V I 16 +50 0.1123 0.02 Q I I I V 1 16 +55 0.1125 0.02 Q I I I V I 17+ 0 0.1126 0.02 Q I I I V I 17+ 5 0.1128 0.02 Q I I I V I 17 +10 0.1129 0.02 Q I i I V I 17 +15 0.1130 0.02 Q I I I V I 17 +20 0.1131 0.02 Q I I I V I 17 +25 0.1132 0.02 Q I I I V 17 +30 0.1133 0.01 Q I I I V I 17 +35 0.1134 0.01 Q I I I V I 17 +40 0.1135 0.01 Q I I I V I 17 +45 0.1136 0.01 Q I I I V I 17 +50 0.1137 0.01 Q I I I V I 17 +55 0.1138 0.01 Q I I I V I 18+ 0 0.1139 0.01 Q I i I V I 18+ 5 0.1140 0.01 Q I I I V I 18 +10 0.1140 0.01 Q I I I V I 18 +15 0.1141 0.01 Q I I I V I 18 +20 0.1141 0.01 Q I I I V 18 +25 0.1142 0.01 Q I I I V I 18 +30 0.1142 0.01 Q I I I V I 18 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----------------------------------------------------------------------- IA I I I 00'0 HTT'0 o£ +SZ IA I I I b 00'0 68TT'O SZ +SZ IA 00'0 b8TT'0 OZ +SZ IA I I I 00'0 b8TT'0 ST +SZ IA I I I a 00'0 68TT'0 OT +SZ IA I I I 00'0 68TT'0 S +SZ IA I I I i3 00'0 68TT'0— 0 +SZ IA I I I 00'0 b8TT'O 99+6Z IA I I I 00'0 b8TT'0 013+6Z IA I I I 00'0 68TT'O Sb +6Z IA I I I i3 00'0 b8TT'0 06 +b IA I I I 00'0 68TT'0 S£ +bZ IA I I I 00'0 68TT'O 0£ +6Z IA I I I b 00'0 b8TT'0 SZ +bZ IA I I I 00'0 £8TT'0 OZ +6Z IA I I I TO'O £8TT'0 ST +6Z IA I I I b TO'O £8TT'0 OT +6Z IA I I I TO'O Z8TT'0 S +6Z IA I I i TO'O T8TT'0 0 +6Z IA I I I i3 TO'O 08TT'0 SS +£Z IA I I I TO'O 08TT'0 09+£Z IA I I I b TO'O 6LTT'0 S6 +£Z IA I I I TO'O 8LTT'0 O +£Z IA I I I b TO'O LLTT'O S£ +£Z IA I I I i3 TO'O 9LTT'0 0£ +£Z IA I I I i3 TO'O SLTT'O SZ +£Z IA I I I TO'0 6LTT'0 OZ +£Z IA I I I TO'O 6LTT'0 ST +£Z IA I I I i3 TO'O £LTT'O OT +£Z IA I I I TO'O ZLTT'0 S +£Z IA I I I b TO'0 TLTT'0 0 +£Z IA I I I b TO'O OLTT'O SS +ZZ IA I I I b TO'O OLTT'O OS +ZZ IA I I I TO'O 69TT'O S6 +ZZ IA I I I TO'O 89TT'0 0b +ZZ IA I I I TO'0 L9TT'0 S£ +ZZ IA I I I TO'O 99TT'0 0£ +ZZ IA I ► I i3 TO'O 99TT'0 SZ +ZZ IA I I I i3 TO'O 99TT'0 OZ +ZZ IA I I I b TO'O S9TT'O ST +ZZ IA I I I TO'O b9TT'O OT +ZZ IA I I I b TO'O b9TT'0 S +ZZ IA I I I TO'O £9TT'0 0 +ZZ IA I I I b TO'O £9TT'o SS +TZ IA I I 1 0 TO*O Z9TT'O OS +TZ IA I I 1 a TO'O Z9TT'0 96 +TZ IA I I 1 0 TO'O T9TT'0 O6 +TZ IA I I 1 0 TO'O T9TT'0 S£ +TZ IA I I 1 0 TO'O 09TT'0 0£ +TZ IA I I 1 a TO'O 69TT'0 SZ +TZ IA I I 1 0 00'0 6STT'0 OZ +TZ Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 08/15/06 File:051107monroe.out ------------------------------------------------------------------------ MONROE NORMAN - TRACT No.32742 MONROE STREET - OFFSITE DRAINAGE 100yr STORM EVENT ----------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm SINGLE FAMILY (112 Acre Lot) Runoff Coefficient = 0.856 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.405(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(Ft.). Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.498(CFS) Depth of flow = 0.234(Ft.), Average velocity = 1.204(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.359(Ft.) Flow velocity = 1.20(Ft /s) Travel time = 8.28 min. TC = 13.28 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.827 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.837(In /Hr) for a 100.0 year storm Subarea runoff = 1.460(CFS) for 0.460(Ac.) Total runoff = 1.865(CFS) Total area = 0.530(Ac.) Street flow at end of street = 1.865(CFS) Half street flow at end of street = 1.865(CFS) Depth of—flow = 0.332(Ft.), Average velocity = 1.582(Ft /s) Flow width (from curb towards crown)= 10.259(Ft.) End of computations, total study area = 0.530 (Ac.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 06 /19/07 File:051107monroel0offs.out ------------------------------------------------------------------------ MONROE NORMAN - TRACT No.32742 MONROE STREET - OFFSITE DRAINAGE 10yr STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - SIN 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1) 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.833 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.246(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation= 459.150(Ft.) Length of street segment = 598.11d(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.303(CFS) Depth of flow = 0.149(Ft.), Average velocity = 1.143(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity = 1.14(Ft /s) Travel time = 8.72 min. TC = 13.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot), Runoff Coefficient = 0.790 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.353(In /Hr) for a 10.0 year storm Subarea runoff = 0.856(CFS) for 0.460(Ac.) Total runoff = 1.102(CFS) Total area = 0.530(Ac.) Street flow at end of street = 1.102(CFS) Half street flow at end of street = 0.551(CFS) Depth of flow = 0.240(Ft.), Average velocity = 1.225(Ft /s) Flow width (from curb towards crown) 5.685(Ft.) End of computations, total study area = 0.530 (Ac.) HYDRAULIC CALCULATIONS ` s; fl>�CKiR �NGIN��RING INC. I` `,9 68487 Highway 111 Suite 43 a> Cathedral City, CA., 92234 Phone: (760) 202 -1800 Fax (760) 202 -8267 engineer®hockerengineering.com }RE�TENTI N�BASINC��ILCULATI'ONSh ��:�� .�Y..,�..�.,Q,�r«u,.?�.nM� ,��.r..,�. TRACT NO. 32742 MONROE NORMAN, CITY OF LA QUINTA, CA .. <'.CL�IENTe LENNAR HOMES 4111,IN 112 051107 1, L. S. O..�QATE 8/14/2006 StbRM WATER � ^- � fi T { STORM EVENT (100 YEAR) HR 1 3 6 24 VOLUME (FROM UNIT HYDROGRAPH) CF 57,887 80,664 81,488 115,102 SAFETY FACTOR 1.0 1.0 1.0 1.0 TOTAL CAPACITY REQUIRED CF 57,887 1 80,664 81,488 115,102 . N,'IION#BArSIN DEPTH FT 4.0 4.0 4.0 4.0 BOTTOM AREA SF 15,918 15,918 15,918 15,918 TOP AREA ; SF 25,351 25,351 25,351 25,351 VOLUME CF 81,810 81,810 81,810 81,810 RETENTION, BASIN "P_ERCd, CATION {�^..xtafi� ,n s PERCOLATION RATE IN /HR 1.4 1 1.4 1.4. 1.4 TOTAL PERCOLATION CFJ 2,407 1 7,222 1 14,444 57,777 TOTALBASIN�CAPACIsTYW`� BASIN VOLUME CF 81,810 81,810 81,810 81,810 PERCOLATION CF 2,407 7,222 14,444 57,777 TOTAL BASIN CAPACITY CF 84,217 89,032 96,254 139,586 Please see attached Infiltration /Percolation test by Sladden Eng. MaxWell Plus System was sized using "Torrent Resources" recommendations based on total Q as follows: TOTAL CFS = (Required Retention (ft))/(Hours Acceptable x 3600) TOTAL CFS = 115,102/72'3600 = 0.44 cfs (Torrent recommends 0.25 to 0.50 cfs per system) Number of MaxWell Plus systems (based on Paved & Landscaped surfaces) = 2 i(� Madden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 February 8, 2006 Project No. 544 -4326 06 -05 -464 Monterra Holdings, LLC k�. ?? ? ? ? ? ?? ?? ? ?? ?? ?? ? ? ? ? ? ? ? ??? ? ? ???? California Project: Proposed Plaza Residential Development Tentative Tract 32742 APN 767 - 580 -015 Monroe Street La Quinta, California Subject: Infiltration /Percolation Testing for Stormwater Retention As requested, we have -performed percolation/infiltration testing on the subject site in order to determine the infiltration potential of the surface soils. The percolation rates determined should be useful in assessing stormwater retention needs. It is our understanding that on -site stormwater retention will be required. It is proposed to collect the stormwater runoff within one shallow retention basin. The proposed retention basin will be located on the southeast corner of the site. Infiltration testing was performed within two shallow test holes excavated in the area of the proposed retention basin. Percolation testing was performed on May 2 and May 3, 2006. Testing involved filling the test holes with water and recording the drop in the water surface with time. Tests results are summarized below: Rate Test Hole No. (inches/hour) A 1.8 13 1.4 It should be noted that the infiltration rates determined are ultimate rates based upon field test results. An appropriate safety factor should be applied to account for subsoil inconsistencies and potential silting of the percolating. soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design (particularly stormwater volume estimates) and the safety factors associated with those design components. TH. w1eu we tcsl -1 . . . . . . . . . . ;- A, x 4OT-.W— —LOT LOT' L 'Pi— 3 R'. G4 LOT 21 L LID LO Pe —A I L 1 II "hIL Alp T �Rt .4 27 ^U jj `#T :33 I L Z-1 LOT LOT 34 0 'Jnn It P - iA PCI0,11 I'.n.j..1 1 1, 'A Ck -15 - L, Zl ?Z 5 4— , I'd yore Lu LOT i T 'i O� 3.. 0 PU 4.W rE P,0 IT k q.; KIN .......... L JW wlm •.,Fr,lrinN n., St.t 1,-(r North MApproximate Percolation Test Locations Percolation Test Location Map Proposed Residential Development Tentative Tract 32742 55-101 Monroe Street La Quinta, California Sladden Engineering Number: 544-4326 ]Date: 5-8-06 68487 E. Palm Canyon Dr, Ste 43 Cathedral City, Ca. 92234 Phone: (760) 202 -1800 Fax: (760) 202 -8267 email: engineer @hackerengineering.com MONROE NORMAN TRACT No. 32742 Client: LENNAR HOMES WO No.: 051107 Calc'd: L. S. Date: 8/14/06 Chk'd: M.D.H. Sump Conditions Catch Basin Capacity - Weir Equation (10 year) Q = CW(L +1.8W)d i.s 4' C.B.'s 7' C.B.'s 10' C.B.'s 14' C.B.'s 20' C.B.'s CW= 2.3 CW= 2.3 CW= 2.3 CW= 2.3 CW= 2.3 L= 4 L= 7 L= 10 L= 14 L= 20 W= 4 W= 4 W= 4 W= 4 W= 4 d= 0.5 d= 0.5 d= 0.5 d= 0.5 d= 0.5 Q= 9.11 Q= 11.55 Q= 13.99 Catch Basin Capacity - Orifice Equation (100 year) Q= CohL42gdo 4' C.B.'s Co= 0.67 h= 0.75 L= 4 g= 32.2 do= di- (h /2)sin0 di= 1.03 0= 340 do= 0.83 Q= 14.71 8' C.B.'s Co= 0.67 h= 0.75 L= 8 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 29.42 10' C.B.'s Co= 0.67 h= 0.75 L= 10 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 36.77 Q= 17.24 14' C.B.'s Co= 0.67 h= 0.75 L= 14 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 51.48 USE 5' CATCH BASIN AT NORTH OF THE STREET. Q,00= 15.46 cfs USE 5' CATCH BASIN AT SOUTH OF THE STREET. Q,00= 15.46 cfs CATCH BASIN AT MONROE ST. Qioo= 1.86 cfs Q= 22.12 20' C.B.'s Co= 0.67 h= 0.75 L= 20 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 73.55 Combination Inlet at Monroe Street Worksheet for Combination Inlet On Grade Project Description Worksheet Combination Inlet - 1 Type Combination Inlet On Solve For Equal Opening Lengtt Input Data Discharge 1.86 cfs Local Depression 4.0 in Local Depression 4.00 ft Efficiency 0.90 Slope 0.003700 ft /ft Gutter Width 2.00 ft Gutter Cross Slope 0.020000 ft/ft Road Cross Slope 0.020000 ft /ft Mannings Coefficie 0.013 Grate Width 2.00 ft Grate Type 3 mm (P- 1 -7/8 ") Clogging 0.0 % Options Calculation Opt Use Both Grate Flow Opti ;lude None Results Curb Opening Length 7.51 ft Grate Length 7.51 ft Intercepted Flow 1.68 cfs Bypass Flow 0.18 cfs Spread 10.14 ft Depth 0.20 ft Flow Area 1.0 ft' Gutter Depression 0.0 in Total Depression 4.0 in Velocity 1.81 ft/s Splash Over Velocity 19.44 ft /s Frontal Flow Factor 1.00 Side Flow Factor 0.83 Grate Flow Ratio 0.44 Equivalent Cross Slol062748 ft/ft Active Grate Length 7.51 ft Length Factor 0.00 Total Interception Ler 0.00 ft Project Engineer: . h:\... \051107\reports \catch basin at monroe.fm2 FlowMaster v6.0 (614b) 06/19/07 07:42:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Combination Inlet On Grade Project Description wumaheeu Combination Inlet 1 Type Combination Inlet On Solve For Equal Opening Lengtt Section Data Discharge 1.88 cfs Local Depression 4.0 in Local Depression 4.00 ft Efficiency 0.90 Slope 0.003700 ft/ft Gutter Width 2.00 h Gutter Cross SwnE 0.020000 nm Road Cross Slope 0.020000 ft/ft ManninguCueffiCiE 0.013 Curb Opening Len/ 7.51 ft Grate Width 2.00 ft Grate Length 7.51 ft Grate Type ]mm(P'1'7/O^)� Clogging 0.O% 0.50 0.08 ------ .................. -----------� 0+00 0+02 0+04 0+08 0+08 0+10 0+12 _ V1 ��^ K H1 NTS Project Engineer: Jerry A.aammmdeoJr..P.s. hA ... mo11or\reoorto\catch basin atmonme.m2 *unoaxopuAoovo/utea r/nwMoste,va.o[614b] 06/19m7 07:4e:53 AM Q Hoestou Methods, Inc. ur Brookside Road Waterbury, oroorooUSA (203) 755-1666 Page 1u,1 Pipe between catch basins Worksheet for Circular Channel Project Description Worksheet Pipe between Catch I Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 018000 ft /ft Diameter 18 in Discharge 15.46 cfs Results Depth 1.25 ft Flow Area 1.6 ftz Wetted Perime 3.44 ft Top Width 1.12 ft Critical Depth 1.41 ft Percent Full 83.2 % Critical Slope 0.015958 ft /ft Velocity 9.84 ft/s Velocity Head 1.51 ft Specific Energ, 2.75 ft Froude Numbe 1.47 Maximum Disch 16.42 cfs Discharge Full 15.27 cfs Slope Full 0.018459 ft /ft Flow Type >upercritical Title: MONROE NORMAN - TRACT No.32742 Project Engineer: L. Santos h: \proj \2005 \051107 \reports \monroe norman.fm2 FlowMaster v6.0 [614b] 08/14/06 04:42:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Pipe to the Retention Basin Worksheet for Circular Channel Project Description Worksheet Pipe to the Retention E Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 005000 ft /ft Diameter 30 in Discharge 30.92 cfs Results Depth 2.01 ft Flow Area 4.2 ftz Wetted Perime 5.57 ft Top Width 1.98 ft Critical Depth 1.90 ft Percent Full 80.6 % Critical Slope 0.005683 ft /ft Velocity 7.30 ft /s Velocity Head 0.83 ft Specific Energ, 2.84 ft Froude Numbe 0.88 Maximum Disch 33.80 cfs Discharge Full 31.42 cfs Slope Full 0.004843 ft/ft Flow Type 3ubcritical Title: MONROE NORMAN - TRACT No.32742 Project Engineer: L. Santos h: \proj\2005 \051107 \reports \monroe norman.fm2 FlowMaster v6.0 [614b) 08/14/06 04:43:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Pipe from Monroe to basin Worksheet for Circular Channel Project Description Worksheet Pipe from Monroe to Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 063000 ft /ft Diameter 18 in Discharge 1.86 cfs Results Depth 0.26 ft Flow Area 0.2 ft2 Wetted Perime 1.29 ft Top Width 1.13 ft Critical Depth 0.51 ft Percent Full 17.3 % Critical Slope 0.004199 ft /ft Velocity 9.11 ft /s Velocity Head 1.29 ft Specific Energy 1.55 ft Froude Numbe 3.79 Maximum Disch 30.72 cfs Discharge Full 28.56 cfs Slope Full 0.000267 ft/ft Flow Type supercritical Title: MONROE NORMAN - TRACT No.32742 Project Engineer: L. Santos h: \proj\2005 \051107 \reports \monroe norman.fm2 FlowMaster v6.0 [614b] 08/28/06 05:03:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Pipe in the basin from Monroe Worksheet for Circular Channel Project Description Worksheet Pipe in the basin from M Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 016000 ft /ft Diameter 18 in Discharge 1.86 cfs Results Depth 0.36 ft Flow Area 0.3 ft' Wetted Perime 1.55 ft Top Width 1.29 ft Critical Depth 0.51 ft Percent Full 24.3 % Critical Slope 0.004199 ft /ft Velocity 5.61 ft /s Velocity Head 0.49 ft Specific Energ, 0.85 ft Froude Numbe 1.95 Maximum Disch 15.48 cfs Discharge Full 14.39 cfs Slope Full 0.000267 ft /ft Flow Type supercritical Title: MONROE NORMAN - TRACT No.32742 Project Engineer: L. Santos h: \proj \2005 \051107 \reports \monroe norman.fm2 FlowMaster v6.0 [614b] 08/28/06 05:04:33 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 -S aH LEGEND 0#30 FLOW DIRECTION INDICATES POINT /STATION # RATIONAL HYDROLOGY STUDY SUMMARY TRIBUTARY AREA TO RETENTION BASIN AT POINT #30 — AREA 'A" = 10.43 ACRES — 23.57 C.F.S. — AREA "B" = 2.53 ACRES — 8.70 C.F.S. — TOTAL Qtoo @ PT #25 = 15.89 CFS — TOTAL Qtoo 4 PT #30 = 29.28 CFS — TOTAL PEAK FLOW Qtoo = 29.28 CFS — TOTAL PEAK FLOW Qto = 16.99CFS UNIT HYDROGRAPH ANAL YSYS ONSITE DRAINAGE'AREA = 13.93 ACRES STORM EVENT (YR —HR) PEAK FLOW (CFS) REQUIRED FLOOD VOLUME (CUBIC FEET) IOOYR -1 HR 25.83 57,887 100YR -3HR 17.59 80,664 100YR -6HR 14.40 81,488 100YR -24HR 5.48 115,102 OFFSITE DRAINAGE AREA = 0.46 ACRES STORM EVENT (YR —HR) PEAK FLOW (CFS) REQUIRED FLOOD VOLUME (CUBIC FEET) 100YR -1 HR 1.15 2,108 100YR -3HR 0.72 3,235 100YR -6HR 0.6 3,724 100YR -24HR 0.24 5,159 RETENTION BASIN DATA DEPTH = 4.0' SIDE SLOPE = 3:1 TOTAL BASIN CAPACITY= 139,586 C.F. TOTAL VOLUME REQUIRED = 120,261 C.F. OWNER BOB RIPPE 55255 MEDALLIST,DR. LA QUINTA, CA 92253 PREPARED BY +IACKU �NGIN� RING, INC. CIVIL ENGINEERING - LAND SURVEYING - PLANNING 68487 Highway 111, Suite 43 Cathedral City, CA 92234 Phone: (760) 202 -1800 Fax: (760) 202 -8267 engineer®hackerengineering.com i o) HYDROLOGY REPORT AMENDED TRACT NO. 327 42 LOCATED IN THE CITY OF LA QUINTA; COUNTY OF RIVERSIDE CALIFORNIA OCTOBER 159 2008 �O PROFESSli D. � .5� Exp. 12/31/08 sTgT CIVII- F. pF CAL1C�� PREPARED FOR: ROBERT E. RIPPE P.O. Box 1396 77 -530 La Quinta, CA 92247 Phone: (760) 702 -0684 CITY OF LA QUINTA OI n. •ew..e._ _ PREPARED BY: HACKER ENGMER NG Enfield Ln, Bldg. E -1 Palm Desert, CA 92211 Phone: (760) 360 -6900 W:O. 051107 tea. HYDROLOGY REPORT ri AMENDED TRACT NO. 32742 SITE DESCRIPTION AND PURPOSE.OF STUDY The property herein described is located in the portion of the northeast '/4 of the southeast '/4 of Section 15, Township 6 South, Range 7 East; San Bernardino Meridian, in the City of La Quinta, Riverside County, California. The 13.93 acres site is currently vacant and is bordered on the north and west by vacant land, on the south by Brown Deer Park and , on the east by Monroe Street. The purpose of this drainage study is to determine the onsite runoff, to size the storage system, street capacity and determine the appropriate mitigation measures. DRAINAGE DESIGN The existing drainage site conditions naturally drains southeasterly towards the southeast -. corner of the Tract. As designed, lots will have as drainage pattern, draining to the streets and the streets will convey the runoff southeasterly to a retention basin located at the southeast corner of the Tract. Please refer to the attached Drainage Study Map in the Exhibit 1. The street design divides the total area into two drainage areas: Area "A" which produces a 100year peak flow of 23.57 cfs, and Area "B" produces 8.70 cfs. Area "A" was analyzed to determine if catch basins would be required at the narrowed (traffic calming) street section. The entire 100year peak flow from. Area "A" at the traffic calming street section does not exceed the curb height (see street flow calculations). Therefore, catch basins will not be necessary at the traffic calming street section. The total combined runoff of 29.28 cfs will be conveyed within the curbs of the interior streets and captured by a catch basins next to the retention basin then conveyed through an 30 -inch pipe to a distribution box at the bottom of Retention basin. Two MaxWell Plus system were sized to ensure proper disposal of runoff and nuisance water flows. A catch basin located at Monroe Street (southeast corner of the Tract) will capture the offsite drainage runoff and convey it to the same distribution box at the onsite retention basin. This catch basin was sized using the rational 100yr storm event, however, the standard 4' catch basin size, exceed the capacity of the flood pattern. In case of the storm event exceed 100 -year, an emergency safety outlet located at the southeast corner of the retention basin (bottom of wall 0.5' x 13' rectangular opening) is provided. Please refer to the Grading plans for details. To size the retention basin, four storm events were analyzed to determine the proper retention basin volume. The 100yr -24h event will produce the largest flood volume requirement and that was'used for the retention basin size. Please refer to table located in the Exhibit 1 on the Drainage Study Map. 2•� METHODOLOGY AND REFERENCES Methods used to calculate runoff are as prescribed by the Riverside' County Flood Control District Hydrology Manual. The Rational Hydrology Method was used to calculate peak runoff and The Unit Hydrograph Analysis Method was used to calculate flood volume from the 100 -year storm event for retention basin sizing. CONCLUSION The drainage report contained herein has been designed in accordance with applicable state and local ordinances. Therefore, if developed as planned, the drainage from this site will not adversely affect persons or property onsite or downstream. RATIONAL HYDROLOGY STUDY AREAS "A" & "B" J • pi RATIONAL HYDROLOGY STUDY AREAS "A" & "B" J Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN- EngineeringSoftware,(c) - 1999 Version 6.1 Rational Hydrology Study .Date: 06/07/07 File:051107rat10.out -1989 - --------------------- MONROE.NORMAN - TRACT NO. 32742 10YR PEAK FLOW ---------------------'------------------------------------------------- -- * * * * * * * ** Hydrology Study Control Information.**.******** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California -,SIN 794 ------------------------------------------------------------------------ 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process.from Point /Station 10.000 to Point /Station 20.000 INITIAL AREA EVALUATION. * * ** Initial area flow distance = 383.000(Ft.) Top (of initial.area) elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) ..Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)- 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial. area time of concentration = 16.731 min. Rainfall intensity = 2.097(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.780 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 =. 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.867(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME.+ SUBAREA FLOW ADDITION.**** Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length of street segment 695.000.(Ft.) Height of curb above gutter flowline = 6:0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.372(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstree.t flow width = 12.260(Ft.) Flow velocity = 1.85(Ft /s) Travel time = 6.27 min TC = 23.00 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.762 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 = 0.600; Impervious fraction Rainfall intensity = 1.744(In /Hr) for. a 10.0 Subarea runoff = 8.371(CFS) for 6.300(Ac.) Total runoff = 9.238(CFS) Total area = Street flow at end of street = 9.238(CFS) Half street flow at end of street = 4.619(CFS) Depth of flow = 0.419(Ft.), Average velocity = Flow width (from curb towards crown)= 14.598(Ft.) 6.021(CFS) 847(Ft /s) = 0.400 year storm 6.830(Ac.) 2.046(Ft /s) .................................................. .................... Process from Point /Station 25.000 to Point/Station- 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FT .0W ADDITION ; * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curd to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter.hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's•N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.672(CFS) Depth of flow = 0.413(Ft.), Average velocity = 2.106(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.389(Ft.) Flow velocity = 2.11(Ft /s) Travel time = 3.02 min. TC = 26.03 min. Adding area flow to street. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.430(Ac.) Runoff from this stream = 13.647(CFS) Time of concentration = 26.03 min. Rainfall intensity = 1.623(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 INITIAL AREA EVALUATION to Point /Station 29.000 * * ** * * ** Initial area flow distance = 242.000(Ft.) Top (of'initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 2.890(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.0r'j Decimal fraction soil group C = 1.:,;00 Decimal fraction soil group D = ;.000 RI index for soil(AMC 2) = 69.00 -Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.793(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.600 i i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station * * ** STREET FLOW TRAVEL TIME + SUBAREAOFLOWPADDITIONtion 30.000 * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.623(In /Hr) for a 10.0 year storm Subarea runoff = 4.409(CFS) for 3.600(Ac.) Total runoff = 13.647(CFS) Total area = 10.430(Ac.) Street flow at end of street = 13.647(CFS) Half street flow at end of street = 6.823(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.188(Ft /s) i.� Flow width (from curb towards crown)= 17.415(Ft.j +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.430(Ac.) Runoff from this stream = 13.647(CFS) Time of concentration = 26.03 min. Rainfall intensity = 1.623(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 INITIAL AREA EVALUATION to Point /Station 29.000 * * ** * * ** Initial area flow distance = 242.000(Ft.) Top (of'initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = 461.260(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 9.627 min. Rainfall intensity = 2.890(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.0r'j Decimal fraction soil group C = 1.:,;00 Decimal fraction soil group D = ;.000 RI index for soil(AMC 2) = 69.00 -Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.793(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.600 i i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station * * ** STREET FLOW TRAVEL TIME + SUBAREAOFLOWPADDITIONtion 30.000 * * ** Top of street segment elevation = 461.260(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from .gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.348(CFS) Depth of flow = 0.280(Ft..), Average velocity = 1.609(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.775(Ft.) Flow velocity = 1.61(Ft /s) Travel time = 2.75 min. TC = 12.37 min. Adding area flow to street . SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient =0.796 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 =. 0.600; Impervious fraction = 0.400 Rainfall:intensity = 2.499(In /Hr) for a 10.0 year storm Subarea runoff = 4.353(CFS) for 2.190(Ac.) Total runoff = 5.147(CFS) Total area = 2.530(Ac.)r` Street flow at end of street = 5.147(CFS) Half street flow at end of street = 2.573(CFS) Depth of flow = 0.318(Ft.), Average velocity = 1.782(Ft /s) ' Flow width (from curb towards crown)= 11.659(.Ft.) +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS.**** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.530(Ac.) Runoff from this stream = 5.147(CFS) Time of concentration = 12.37 min. Rainfall intensity = 2.499(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2 Largest Qp = Qp = 13.647 26.03 .1.623 5.147 12.37 2.499 stream flow has longer time of concentration 13.647 + sum of Qb Ia /Ib 5.147 * 0.650 = 3.344 16.990 Total-of 2 streams to confluence: Flow rates before confluence point: 13.647. 5.147 Area of streams before confluence: 10.430 2.530 �. Results of confluence: Total flow rate = 16.990(CFS) Time of concentration = 26.025 min. Effective stream area after confluence = End of computations, total study area = 12.960(Ac.) 12.960 (Ac.) r '?Al 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN.Engineering Software, (c) 1989 - 1999 Version 6.1 - - - - -- Rational - Hydrology Study Date: 06/07/07 File:051107rat.out -------------------------------- MONROE NORMAN-- TRACT NO. 32742 100YR PEAK FLOW ------- - - - - -- - - - -- --- ----------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------- ------------------------ Hacker Engineering, Yucca Valley, California = SIN 794 - - - - - - - - - - - - - - - - - - - - - - - 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 Standard inten sity.- duration curves data (Plate D -4.1) For th +++++++++++++++++++++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Yt e [ Palm Springs ] area used. 10 Initial area flow distance = 383..000(Ft.) year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) Difference in elevation = 0.560(Ft.) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity Storm event = 1.600(In /Hr) Initial area time of concentration = 16.731 min. year = 100.0 Rainfall intensity = 3.356(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Calculated rainfall intensity data: Decimal fraction soil group A = 0.000 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Yt +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 383..000(Ft.) Top.(of initial area).elevation = 466.000(Ft.) Bottom (of initial area) elevation = 465.440(Ft.) Difference in elevation = 0.560(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.731 min. Rainfall intensity = 3.356(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.818 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.455(CFS) ' Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 25.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Yt Top of street segment elevation = 465.440(Ft.) End of street segment elevation = 461.730(Ft.) Length=of street segment = 695.000(Ft.) I Height of curb above gutter flowline = 6.0(.In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] 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 = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.104(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.090(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstree.t flow width = 1 "5.133(Ft.) Flow velocity = 2.09(Ft /s) Travel time = 5.54 min. TC = 22.27 min. Adding area flow to street .SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0:806 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.843(In /Hr) for a 100.0 year storm Subarea runoff = 14.435(CFS) for 6.300(Ac.) Total runoff = 15.890(CFS) Total area = 6.830(Ac.) Street flow at end of street = 15.890(CFS) Half street flow at end of street = 7.945(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.333(Ft/s) Flow width (from curb towards crown)= 18.107(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 461.730(Ft.) End of street segment elevation = 459.820(Ft.) Length of street segment = 382.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18:000(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 (2] 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 = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's.N from grade break to crown = ' 0.0150 Estimated mean flow rate at.midpoint of street = Depth of flow = 0.488(Ft,), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: .Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.42(Ft /s) Travel time = 2.63 min. TC = 24.91 min. 20.078(CFS) 2.417(Ft /s) { JA Adding area flow to street .SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.801 Decimal f racoon soil :group A =-0.000 Decimal fraction soil group B = 0..000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.0.00 RI index for soil(AMC 2) = 69.00. Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.664 In /Hr for a Subarea runoff ( ) 100.0 year storm 7.682(CFS)•for 3.600(Ac.) Total runoff = 23.572(CFS) Total area = Street flow at end of street = 10.430(Ac.) Half street flow at end of street . =23 5711.78 Depth of flow = 0.512(Ft.), Average velocity(CFS)2 547 Ft /s Warning: depth.of flow exceeds top of curb ( ) Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.60(Ft.) Flow width (from curb-towards crown)= 20.000(Ft.) ............................................................ Process from Point /Station + + + + + + + + + ++ * * ** CONFLUENCE OF MINOR STREAMS 25.000 to Point /Station 30.000 * * ** Along Main Stream number: 1 in normal stream numb Stream flow area 10.430(Ac.) er 1 Runoff from this stream = 23.572(CFS) Time of concentration = 24.91 min. Rainfall intensity = 2.664(In/Hr) +++++++++±+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ± + + + + + + + + + + + ++ Process from Point /Station * * ** INITIAL AREA EVALUATION 28.000 to Point /Station 29.000 * * ** Initial area flow distance = 242.000(Ft.) Top '(of initial area) elevation = 463.500(Ft.) Bottom (of initial area) elevation = �I Difference in 461.260(Ft.) elevation = 2.240(Ft.) Slope = 0.00926 s(percent)= 0'93 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration Rainfall intensity SINGLE FAMILY 1' __ on = 9.627 min. 4.624 (In /Hr) for a 100.0 year storm ( / Acre Lot) Runoff-Coefficient = 0.838 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.'600; Impervious fraction = 0.400 Initial subarea runoff = 1.318( 0340340( Total initial stream.area = . Pervious area fraction = 0.600 Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ Process from Point /Station 29'000 to Point /Station 30.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 'Top of street segment elevation = 461.260(Ft. End of street segment elevation = 459.820(Ft. Length of street segment = Height of curb above utt 265.000(Ft.) Width of half street g er flowline = 6.0(In.) (curb crown) Distance from crown tocrossfallgrade break000(Ft.) Slope from gutter to grade break 18.000(Ft.) (v /hz) = 0.020 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station ' 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along.Main Stream number: 1 in normal stream number Stream flow area = 2.530(Ac.) Runoff from this stream = 8.698(CFS) Time of'concentration = 12.06 min. Rainfall intensity = 4.058(In /Hr) Summary of stream data: Slope from grade break to crown (v /hz) _ 0.020 Flow rate TC Street flow is.on (2) side(s) of the street Distance from curb to property line = 10.000(Ft.) (CFS) (min) Slope from curb to property line (v /hz) _. 0.020 Gutter width = 2.000(Ft.) 23.572 24.91 Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 8.698 12.06 Manning's N from, gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 stream flow has longer Estimated mean flow rate 'at midpoint of street = 5.561(CFS) Depth of flow = 0.326(Ft.), Average velocity = 1.815(Ft /s) Streetflow hydraulics at midpoint of street travel: 23.572 + sum of Halfstreet flow width = 12.028(Ft.) Flow velocity = 1.82(Ft /s) Qb Ia /Ib Travel time = 2.43 min. TC = 12.06 min. Adding area flow to street SINGLE FAMILY (1/'2 Acre Lot) 8.698 * 0.657 = Runoff Coefficient = 0..831 Decimal fraction soil group A = 0.000 29.283 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 4.058(In /Hr) for a 100.0 year storm Subarea runoff = 7.380(CFS) for 2.190(Ac.) Total runoff = 8.698(CFS). Total area = 2.530(Ac.) Street flow at end of street = 8.698(CFS) Half street flow at end of street = 4.349(CFS) Depth of flow = 0.372(Ft.), Average velocity = 2.023(Ft /s) ;® Flow width (from curb towards crown)= 14.370(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station ' 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along.Main Stream number: 1 in normal stream number Stream flow area = 2.530(Ac.) Runoff from this stream = 8.698(CFS) Time of'concentration = 12.06 min. Rainfall intensity = 4.058(In /Hr) Summary of stream data: 12.9.60(Ac.) 12.960 (Ac.), s: 7 Y Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 23.572 24.91 2.664 2 8.698 12.06 4.058 Largest stream flow has longer time of concentration Qp = 23.572 + sum of Qb Ia /Ib 8.698 * 0.657 = 5.711 Qp = 29.283 12.9.60(Ac.) 12.960 (Ac.), s: 7 Y Total of 2 streams to confluence: Flow rates before confluence point: 23.572 8.698 Area of streams before confluence: 10.430 2.530 Results of confluence: Total flow rate = 29.283(CFS) Time of concentration = 24.907 min. Effective. stream area after confluence = End of computations, total study area = 12.9.60(Ac.) 12.960 (Ac.), s: 7 Y 100 y% Worksheet Worksheet for Irregular Channel Project Description Project File h:\proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section. Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005100 ft/ft Elevation range: 9.30 ft to 10.00 ft. Station (ft) Elevation (ft) Start Station 0.00 10.00 0.00 10.00 9.80 12.00 9.30 12.50 9.40 24.50 9.65. 36.50 9.40 37.00 9.30 39.00 9.80 49.00 10.00 Discharge 15.89 cfs esults td. Mannings Coefficient 0.015 ater Surface Elevation 9.74 ft ow Area 6.22 ft2 efted Perimeter 28.62 ft To Width 28.49 ft. eight 0.44 ft ritical Depth 9.73 ft ritical Slope 0.005522 ft/ft elocity 2.56 ft/s elocity Head 0.10 ft pecific Energy 9.84 ft oude Number 0.96 ow is subcritical. End Station 49.00 Roughness 0.015 FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 R W W FI W T H C V V S Fr Fl 05/08/07 01:43:19 PM Width 28.49 ft. eight 0.44 ft ritical Depth 9.73 ft ritical Slope 0.005522 ft/ft elocity 2.56 ft/s elocity Head 0.10 ft pecific Energy 9.84 ft oude Number 0.96 ow is subcritical. End Station 49.00 Roughness 0.015 FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 End Station 49.00 Roughness 0.015 FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 9. .9. 9. ca loo yr. Cross Section Cross Section for Irregular Channel Project Description Project File h: \proj.\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation 0 8 Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.005.100 ft/ft Water Surface Elevation 9.74 ft Discharge 15.89 cfs 9. .9. 9. ca 10. 9. 9 9. 9. c 0 8 aD 9. W .. 9. .9. 9. ca 9 8 7 6 5 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 .45.0 50.0 .Station (ft) 05/08/07 FlowMaster v5.10 01:43:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 10* ,A(,, Worksheet Worksheet for Irregular Channel Project Description Project File h: \proNO05 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section 10yr Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data 0.015 Channel Slope 0.005100 ft/ft Elevation range: 9.30 ft to 10.00 ft. Station (ft) Elevation (ft) Start Station 0.00 10.00 0.00 10.00 9.80 12.00 9.30 12.50 9.40 24.50 9.65 36.50 9.40 37.00 9.30 39.00 9.80 49.00 10.00 Discharge 9.24 cfs ft Specific Energy 9.74 Results Wtd. Mannings Coefficient 0.015 Water Surface Elevation 9.67 ft Flow Area 4.46 ft2 Wetted Perimeter 28.11 ft Top Width 27,99 ft Height 0.37 -ft Critical Depth 9.66 ft Critical Slope 0.006199 ft/ft Velocity 2.07 ft/s Velocity Head 0.07 ft Specific Energy 9.74 ft Froude Number 0,92 Flow is subcritical. i. 05/08/07 01:44:16 PM End Station 49.00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Roughness 0.015 FlowMaster v5.10 Page 1 of 1 Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.005100 ft/ft Water Surface Elevation 9.67 ft Discharge 9.24 cfs 10. -� -, 9.9 9.8 v 9.7 Cross Section, Cross Section for Irregular Channel Project Description Project File h: \proj\2005 \051107 \reports \calming.fm2 Worksheet Street @ Traffic Calming section 10yr Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.005100 ft/ft Water Surface Elevation 9.67 ft Discharge 9.24 cfs 10. -� -, 9.9 9.8 v 9.7 C 0 ca E 9.6 w 9.5 9.4 II 9,3' 1 1 1 1 1 I 1 1 1 1 1 1 0.0 5.0 . 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) . FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury,. CT 06708 (203) 755 -1666 Pagel. of 1 UNIT HYDROGRAPH ANALYSIS RETENTION BASIN SIZE OFFSITE VOLUME AND PEAK RUNOFF 1 Y� i 100 YEAR Area rainfall data: Area(Ac..)[1] RaiK1.35 n)[2 Weighting[1 *2] 13.93 18.81 STORM EVENT (YEAR) = 1 Area Averaged 2 -Year Rainfall = U n , i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 = 1.350(In) File: 051107uh1100.out Point rain (area averaged) = Areal +�+++++++++++++++++±+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 1.350(In) Hacker Engineering, Yucca Valley, California - SIN 794 Sub -Area Data: ------------------------------------ English (in -lb) Input Units Used Impervious % English Rainfall Data (Inches) Input Values Used English Units used in output format 13.930 69.00 0.500 ---------------------- - - - - -- - ------------------- MONROE NORMAN - TRACT. No.32742 !7 UNIT HYDROGRAPH ANALYSIS l *R -1 HR --------- - - - - -- Drainage Area = 13.93(Ac.) 0.022. Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time =' 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] ;. 13.93 0.50 6.96 100 YEAR Area rainfall data: Area(Ac..)[1] RaiK1.35 n)[2 Weighting[1 *2] 13.93 18.81 STORM EVENT (YEAR) = 1 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.350(In) Point rain (area averaged) = Areal 1.350(In) adjustment factor = 99.99 % Adjusted average point rain = 1.350(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI. RI Infil. Rate Impervious AMC2 AMC -2 (In /Hr) (Dec. %) 69.0 69.0 0.373 0.500 Adj. Infil. Rate' Area% F (In /Hr) (Dec.) (In /Hr) 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.500 --------------------------------------------------------------------- ' Slope of intensity- duration curve for a 1 hour storm = 0.5800 ---------------------------=------------------------------------------ U n i t H y d r o g DESERT S -Curve r a p h Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution_ Unit Hydrograph (hrs) ---------------------------------------------7------- Graph % (CFS) 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 13 1.000 1.083 300.300 325.325 2.198 1.746 0.309 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 17 1.333 1.417 400.400 425.425 1.150 0.972 0.161 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 - 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 1.917 575.576 0.346 0.049 24 .2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 0.039 26. 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 3.60 0.583 0.205 - -- 0.38 � i 2 0.17 4.20 0.680 0.205 0.48 3 0.25 4.40 ___ 0.713 0.205 0.51 4 0.33 4.60 0.745 0.205 - -- 0.54 5 0.42 5.00 01.810 0.205 - -- 0.60 6 0.50 5.60 0.907 0.205 0.70 7 0.58 6.40` 1.037 0.205 0.83 8 0.67 8.10 1.312 0.205 - -- 1.11 9 0.75 13.10 2.122 0.205 1.92 10 0.83 34.50 ___ 5.588 0.205 5.38 11 0.92 6.70 1.085 0.205 - -- 0.88 12 1.00 3.80 0.616 0.205 - -- 0.41 Sum = 100.0 Sum = 13.7 Flood volume = Effective rainfall 1.14(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 1.3(Ac.Ft) Total soil loss = 0.21(In) Total soil loss = 0.238(Ac.Ft) Total rainfall = - 1.35(In) Flood volume = 57887.3 Cubic Feet Total soil loss =- 10368_0- Cubic Feet - Peak -------------------------------------------------------------------- - - - - - - -- - - --------------------r----- flow rate of this hydrograph = 25.832(CFS) •� +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1- H O U,R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- ;� Hydrograph in 5 Minute intervals ((CFS)) _ ------------- Time(h +m) - ------------------------------------------------------ Volume Ac.Ft Q(CFS) 0 7.5- 15.0 22.5 30.0 --- - -- 0 +- 5 - - ------------- 0. 0005 --- - - - - -- --- - - - - -- --- - - - - Q -- ---- - - - - -1 0 +10 0.0030 0.37 Q I I I I 0 +15 0.0109 1.15 VQ I I I I 0 +20 0.0282 2.50 V Q I I I I 0 +25 0.0535 3.68 IV Q I I I I 0 +30 0.0850 4.58 1 V Q I I I I 0 +35 0.1223 5.42 1 V Q I I I I 0 +40 0.1664 6.39 1 V Q I I I I 0 +45 0.2198 7.75 1 V Q I 1 .I 0 +50 0.2918 10.45 1 V I Q Ir I I 0 +55 0.3961 15.15 1 IV Q I I 1+ 0 0.5453 21.66 1 1 V I Q-1 I 1+ 5 0.7232 25.83 1 1 IV I Q I 1 +10 0.8589 19.70 1 1 1 VQ I I 1 +15 0.9532 13.70 1 1 Q I V I I 1 +20 1.0206 9.79 1 1 Q I V I 1 +25 1.0716 7.40 1 QI I I V 1 1 +30 1.1119 5.85 1 Q l I I V I 1 +35 1.1446 4.75 1 Q I I I V I 1 +40 1.1721 3.99 1 Q I I I V 1 1 +45 1.1954 3.38 1 Q I I I V I 1 +50 1.2147 2.80 1 Q I I I V, I 1 +55 1.2310 2.37 1 Q I I I V I 2+ 0 1.2452 2.06 1 Q I I I V 1 2+ 5 1.2575 1.80 1 Q I I I V 1 2 +10 1.2682. 1.54 1 Q I. 1 1 V I 2 +15 1.2774 1.34 IQ I I I V I 2 +20 1.2855 1.17 IQ I I I V 1 2 +25 1.2925 1.02 IQ I I I V I 2 +30 1.2984 0.86 IQ I I I VI � i 2 +35 1.3034 0.72 Q 2 +40 1.3075 0.59 Q I I I VI 2 +45 1.3109 0.49 Q I I I VI 2 +50 1.3142 0.48 I Q I I VI 2 +55 1.3174 0.47 I Q I I VI 3+ 0 1.3204 0.44 I Q I I VI 3+ 5 1.3231 0.39 I Q I I VI 3 +10 1.3252 0.30 I Q I I VI 3 +15 1.3267 0.22 I I VI 3 +20 1.3280 0.18 Q I I I VI 3 +25 1.3287 0.11 I I Q I VI 3 +30 1.3289 0.02 Q I VI 3 +35 ----------------1.---------------------------- 3289 0.01 I Q I VV I i m U n i t H y d,r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, . Version 6.0 Study date 08/14/06 File: 051107uh3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 i �Al I' Hacker Engineering, Yucca Valley, California - S/N 794 ---------------------- ----------- ------------------- ------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Value's Used English Units used in output format 100 YEAR Area rainfall data: Area(Ac.)[l] Rain ll(In)[ Weighting[1 *2] 13.93 2.20 30.65 STORM EVENT (YEAR) = 10'0. 0 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % , ----=------------------------------------- , - - - -- MONROE NORMAN - TRACT No.32742 UNIT HY`DROGRAPH ANALYSIS 100YR -3HR ---------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. ' USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 250 of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = .5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 0.70 9.75 100 YEAR Area rainfall data: Area(Ac.)[l] Rain ll(In)[ Weighting[1 *2] 13.93 2.20 30.65 STORM EVENT (YEAR) = 10'0. 0 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) 69.0 69.0 0.373 0.500 (In /Hr) 0.205 1.000 0.205 Area averaged mean soil loss F Sum (F) = 0.205 Minimum soil loss rate ( ) (In /Hr) = 0.205 ((In /Hr)) = 0.103 (for 24 hour storm duration,) Soil low loss rate (decimal) = 0.500 ------------------------------------------------------------------ ---- . U n i t H y d r o g r a p h DESERT S -Curve Unit Hydrograph ------------------------ Data - - - - -- - -- : Unit (hrs) time period -------- - - Time % of - - -- __ lag Distribution _ __ Unit Hydrograph --------------------------------- Graph % (CFS) • 1 2 0.083 0.167 25.025 - - - - -- -----=------------------ 1.352 - - - - -- 0.190 3 0.250 50.050 75.075 5.234 0.735 4 0.333 100.100 13.167 21.637. 1.848 5 0.417 125.125 14.736 3.038 6 0.500 150.150 8.964 2.069 7 0.583 175.175 6.321 1.258 8 0.667 200.200 4.797 0.887 9 0.750 225.225 3.771 0.673 10 0.833 250.250 2'998 0.529 11 0.917 275.275 2.550 0.421 12 1.000 300.300 2.198 0.358 13 1.083 325.325 1 746 0.309 14 1.167 350.350 1.450 0'245 15 1.250 375..375 1.299 0.204 16 1.333 400.400 1.150 0.182 17 1.417 425.925 0.972 0.161 18 1.500 450.450 0.851 0.136 19 1.583 475.475 0'747 0.119 20 1.667 500.501 0.651 0.105 21 1.750 525.526 0.547 0.091 22 1.833 550.551 0.450 0.077 23 1.917 575.576 0.346 0.063 24 2.000 600:601 0.250 0.049 25 2.083 625.626 0.276 0.035 26 2.167 650.651 0.300 0.039 27 2.250 675.676 0.300 0. 042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.042 30 2.500 750.751 0.156 0.032 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.022 0.015 --- - - - - -- -Sum = 100.000 Sum= - 14.039 Unit Time (Hr.) Pattern Percent Storm Rain Loss rate(In. /Hr) Effective 1 0.08 1.30 (In /Hr) 0.343 Max Low (In /Hr) 0.205 - -- 0.14 ]1�11 �U 2 0.17 1.30 0.343 0.205 - -- 0.14 3 0.25 1.10 0.290 0.205 - -- 0.09 4 0.33 1.50 0.396 0.205 - -- 0.19 5 0.42 1.50 0.396 0.205 - -- 0.19 6 0.50 1.80 0.475 0.205 - -- 0.27 7 0.58 1.50 0.396 0.205 - -- 0.19 8 0.67 1.80 0.475 0.205 - -- 0.27' 9 0. ..75 1.80 0.475 0.205 - -- 0.27 10 0.83 1.50 0.396 0.205 - -- 0.19 11 0.92 1.60 0.422 0.205 - -- 0.22 12 1.00 1.80 0.475 0.205 - -- 0.27 13 1.08' 2.20 0.581 0.205 - -- 0.38 14 1.17 2.20 0.581 0.205 - -- 0.38 15 1.25 2.20 0.581 0.205 - -- 0.38 16 1.33 2.00 0.528 0.205 - -- 0.32 17 1.42 2.60 0.686 0.205 - -- 0.48 18 1.50 2.70 0:713 0.205 - -- 0.51 19 1.58 2.40 0.634 0.205 - -- 0.43 20 1.67 2.70 0.713 0.205 - -- 0.51 21 1.75 3.30 0.871 0.205 - -- 0.67; 22 1.83 3.10 0.818 0.205 - -- 0.61 23 1.92 2.90 0.766 0.205 - -- 0.56 24 2.00 3.00 0.792 0.205 - -- 0.59 25 2.08 3.10 0.818 0.205 - -- 0.61 26 2.17 4.20 1.109 0.205 - -- 0.90 27 2.25 5.00 1.320 0.205 - -- 1.11 28 2.33 3.50 0.924 0.205 - -- 0.72 29 2.42 6.80 1.795 0.205 - -- 1.59 30 2.50 7.30 1.927 0.205 - -- 1.72 31 2.58 8.20 2.165 0.205 - -- 1.96 32 2.67 5.90 1.558 0.205 - -- 1.35 33 2.75 2.00 0.528 0.205 - -- 0.32 34 2.83 1.80 0.475 0.205 - -- 0.27 35 2.92 1.80 0.475 0.205• - -- 0.27 36 3.00 0.60 0.158 0.205 0.079 0.08 Sum = 100.0 Sum = 19.1 Flood volume = Effective rainfall 1.60(In) times area 13.9(Ac.) /[(Inj /(Ft.)j = 1.9(Ac.Ft) Total soil loss = 0.60(In) Total soil loss 0.702(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 80664.4 Cubic Feet Total -------------------------------------------------------------- soil loss = 30573.8 Cubic Feet ' Peak -------------------------------------------------------------------- flow rate of this hydrograph = 17.594(CFS) - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M --------------------------------------- R u n o f f H y d° r o g r a p h Hydrograph in 5 Minute - ---------------------------- intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.'0 15.0 20.0 0+ 5 0.0002 0.03 Q I I I I 0 +10 0.0011 0.13 Q I I I I 0 +15 0.0036 0.37 Q I I I I 0 +20 0.0090 0.77 VQ I I I I 0 +25 0.0161 1.04 V Q I I I I 0 +30 0.0248 1.26 V Q I I I I ' >A 0 0 +35 0.0361 1. 64 V Q 0 +40 0.0498 1.99 IV Q I I I 0 +45 0.0657 2,30 I I IV Q I I 0 +50 0.0827 2.47 I I IV Q I I 0 +55 0 .1012 2.69 I I I V Q I I I 1+ 0 0.1204 2.78 1 V I Q I 1 1+ 5 0.139 6 2 79 I I 1 V Q I I 1 +10. 0.139 2.99 I I I V Q I I I 1 +15 0..1836 3.39 1 V I Q I I I 1 +20 0.2101 3.85 I I V Q I I I 1 +25 0.2387 4.16 I I V Q I I I 1 +30 0.2689 4.39 I I V Q I I 1 1 +35 0.3012 4.68 I V I QI I I 1 +40 0.3368 5.18 I I V 1 1 +45 0.3751 Q I I I 1 +50 0.4154 5.85 V IQ I I I I 1 +55 0.4593 6.38 V IQ I I I 2+ 0 0.5072 6.95 VI Q I I I 2+ 5 0 .5568 -7,20 v Q I 1 I I 2 +10 0.6076 7 .38 V Q I I 1 I 2 +15 . 06615 7.82 I VQ' I I 2 +20 0.7211 I 1 VQ I 2 +25 0.7897 9.96 I I V Q I 2 +30 0.8671 11.25 I I V QI 1 2 +35 ,0.9546 12.70 I I V I Q I 2 +40 1 .0610 15,gq 1 I V Q 1 I 2 +45 1.1808 17.39 1 I 1 V Q 1 2 +50 1.3020 17,59 I 1 V I Q I 2 +55 1.4070 15.25 I I 1. V I Q I 3+ 0 1.4880 11.76 I I I Q I 3+ 5. 1.5523 1 I 1 Q VV 1 3 +10 1.6047 9.61 I I Q I I I 3 +15 1.6461 I I Q 1 VV I 3 +20 1.6787 4.74 I I Q' I I 3 +25 1.7053 I QI I I 3 +30 1.7274 3.22 1 Q I I 4 I V 3 +35 1.7460 2.70 1 1 I Q I V 3 +40 1.7617 2.28 1 I I Q I V 3 +45 1.7752 1.96 1 I I Q I V 3 +50 1.7869 1.70 1 I I Q I V 1 3 +55 1.7969 1.46 I I Q I I. V 4+ 0 1.8056 1.26 1 Q 1 I I V 1 4+ 5 1.8130 1.08 I Q I I I VI 4 +10 1.8194 0.92 IQ I I 1 VI 9 +15 1.8248 0.79 IQ 1 I I VI 4 +20 1..8294 0.66 IQ I I I VI 4 +25 1.8332 0.56 IQ 1 I I VI 4 +30 1.8365 0.48 Q I I I VI 4 +35 1.8395 0.43 Q I I I VI 4 +40 1.8422 0.40 Q 1 I I VI 4 +45 1.8447 0.36 Q I I I VI 4 +50 1.8468 0.30 Q I I I VI 4 +55 1.8484 0.24 Q 1 I I VI 5+ 0 1.8497 0.19 Q 1 I I V 5+ 5 0.13 Q I I I VI 5 +10 11.8506 .8512 0.09 Q I I I VI 5 +15 1.8515 0.04 Q i I I VI 5 +20 1.8517 0.02 Q 1 I I VI 5 +25 1.8518 0.01 Q I I I' VI 5 +3 1.8518 0.01 Q I I I VI 5 +35 5 1.8518 0.00 Q 1 I I V1 I VI Y 4 U n i t H y d r o g r a p n a h A l Y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version•6.0 Study date 08/14/06 File: 051107uh6100.out ++.+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 799 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used - English Units used in output format ----------------------------------------------------- ------------ - - - -„: MONROE NORMAN - TRACT No.32742 UNIT HYDROGRAPH ANALYSIS ' 100YR -6HR -------------------------------------------------------------------- Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40a of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm 6)Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] 13.93 100 YEAR Area Area (Ac.) [ 1 ] 13.93 STORM .EVENT Area Averaged Area Averaged Rainfall(In)[2] Weighting[1 *2] 0.80 11.14 rainfall data- Ra' fall(In) ] Weighting[1 *2] 2.7 38.31 YEAR) = 100.00 2 -Year Rainfall = 0.800(In) 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 s Adjusted average point rain = 2.750(In) Sub -Area Data: ` Area(Ac.) Runoff Index Impervious % 0 1 .4 r 13.930 69.00 0.500 Total Area Entered = 13.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.,° %) (In /Hr) (Dec.) (In /Hr) .69.0 69.0 0.373 0.500 0.205 1.000 0.205 Sum (F) = 0.205 Area averaged mean soil loss (F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for 24 hour storm duration) Soil ------------------------------------------------------7------------- low loss rate (decimal) = 0.500 U n i t Hy d r o g r a.p h -------------------------------------------------------------------- DESERT S -Curve ----------------------------------------------------- Unit Hydrograph Data Unit,time period Time %.of lag Distribution . ---------- -,_----- Unit Hydrograph (hrs) ---------------------------------------------------------- Graph % (CFS) " 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.848 4 '0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 y 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2'.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333 400.400 1.150 0.161 17 1.417 425.425 0.972 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 _ 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 1.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276• 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 '0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 --------------------------------------------------------------- Sum = 100.000 Sum= 14.039 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.205 0.082 0.08 t Y� Lil LL", 2 0.17 0.60 0.198 0.205 0.099 0.10 3 0.25 0.60 0.198 0.205 0.099 0.10 4 0..33 0.60 0.198 0.205 0.099 0.10 5 0.42 0.60 0.198 0.205 0.099 0.10 6 0.50 0.70 0.231 0.205 - -- 0.03 7 0.58 0.76 0.231 0.205 - -- 0.03 8 0.67 0.70 0.231 0.205 - -- 0.03 9 0.75 0.70 0.231 0.205 0.03 10 0.83 0.70 0.231 0.205 ___ 0.03 11 0.92 0.70 0.231 0.205 - -- 0.03 12 1.00 0.80 0.264 0.205 0.06 13 1.08 0.80 0.264 0.205 =_= 0.06 14 1.17 0.80 0.264 0.205 0.06 15 1.25 0.80 0.264 0.205 - -- 0.0'6 16 17 1.33 1.42. 0.80 0.80 0.264 0.264 0.205 •0.205 =_= 0.06 0.06 18 '1.50 0.80 0-.264 0.205 0.06 19 1.58 0.80 0.264 0.205 - -- 0.06 20 1.67 0.80 0.264 0.205 0.06,,; 21 1.75 0.80 0.264 0.205 ___ 0.06 22 1.83 0.80 0.264 0.205 - -- 0.06 23 1.92 0.80 0.264 0.205 - -- 0.06 24 2.00 0.90 0.297 0.205 0.09 25 2.08 0.80 0.264 0.205 ___ 0.06' 26 2.17. 0.90 0.297 0.205 - -- 0.09 27 2.25 0.90 0.297 0.205 - - -- 0.09 28 2.33 0.90 0.297 0.205 0.09 29 2.42 0.90 0.297 0.205 ___ 0.09 30 2.50 0.90 0.297 0.205 - -- 0.09 31 2.58 0.90 0.297 0,205 - -- 0.09 32 2.67 0.90 0.297 0.205 0.09 33 2.75 1.00 0.330 0.205 -__ 0.12 34 2.83 1.00 0.330 0.205 - -- 0.12 35 36 2.92 3.00 1.00 1.00 0.330 0.330 0.205 0.205 - -- 0.12 0.12 37 3.08 1.00 0.330 0.205 0.12 38 3.17 1.10 0.363 0.205 - -- 0.16 39 3.25 1.10 0.363 0.205 - -- 0.16. 40 3.33 1.10 0.363 0.205 - -- 0.16 41 3.42 1.20 0.396 0.205 - -- 0.19 42 3.50 1.30 0.429 0.205 - -1 0.22 43 3.58 1.40 0.462 0.205 - -- 0.26 44 3.67 1.40 0.462 0.205 - -- 0.26 45 3.75 1.50 0.495 0.205 - -- 0.29 46 3.83 1.50 0.495 0.205 - -- 0.29 ' 47 3.92 1.60 0.528 0.205 - -- 0.32 48 4.00 1.60 0.528 0.205 - -- 0.32 49 4.08 1.70 0.561 0.205 - -- 0.36 50 4.17 1.80 0.594 0.205 - -- 0.39 j 51 4.25 1.90 0.627 0.205 - -- 0.42 52 4.33 2.00 .0.660 , 0.205 - -- 0.45 i 53 4.42 2.10 0.693 0.205 - -- 0.49 54 4.50 2.10 0.693 0.205 - -- 0.49 55 4.58 2.20 0.726 0.205 - -- 0.52 56 4.67 2.30 0.759 0.205 - -- 0.55 57 4.75 2.40 0.792 0.205 - -- 0.59 58 4.83 2.40 0.792 0.205 - -- 0.59 59 4.92 2.50 0.825 0.205 - -- 0.62 60 5.00 2.60 0.858 0.205 - -- 0.65 61 5.08 3.10 1.023 0.205 - -- 0.82 62 5.17 3.60 1.188 0.205 - -- 0.98 LL", R- 63 5.25 3.90 64 5.33 4.20 1.287 0.205 ___ 65 . 5.42 4.70 1.386 0.205 _ -- 1.08 66 5.50 5.'60 1.551 0.205 - -- 1.18 67 5.58 1.90 1.848 0.627 0.205 - -- 1.35 1.69 68 5.67 0.90 69 5.75 0.297 0.205 ___ 0.205 0.42 0.60 70... 5.83 0.50 0.198 0.165 - -- 0.205 0.099 0.09 0.10 71 5.92 0.30 72 6.00 0.099 0.205 0.082 0.205 0.08 0.20 Sum = 100.0 0.066 0.049 0.205 0.033 0.05 Flood volume = Effective rainfall Sum = 0.03 19.3 times area Total 13.9(Ac.) /((In) /(Ft.)] 1_61(In) ; soil loss Total soil loss = 1.14(In) = 1.9(Ac.Ft) Total rainfall = 1.32 .Ft) Flood volume = - 2.7755(In(1n) ) 81488.8 Total soil loss = Cubic Feet 57560_8 - - - - - -- -_ - - Feet Peak flow rate -Cubic -. _ of this hydrograph ___ = ------------------------------------- 14 402(CFS) +++++++++++++++++++++++++++++++++++++++++ - - - - -- _ 6o U R + + + + + + + + + + + + + + + + + + + + + + + + + + +' R -- - - - - -- fH f0 u n H y -- - - - - -- ----------- S T 0 R M d r o g r a p h -;l ; - - - - -- ____ ` Hydrograph•in --- -- ---- -- 5 Minute intervals ((CFS)) --------------------- _______ Time(h +m) Volume Ac.Ft - -- ------- Q(CFS) 0 - - - - -- _ -- - - - ---- ----------------- - - - - -- ---- - - - - -- 0+ 5 0.0001 ------- 5.0 10.0 15.0 -� - - -- 0+10 0.0007 0.08 Q Q I I I -- -20.0 0 +15 0.0023 0 +20 0.24 Q I 0.0060 0 +25 0.53 VQ I I I I 0.0111 0 +30 0.0171 0.75 VQ I I I I I 0 +35 0.0234 0.87 VQ 0.91 I I 0 +40 0.0292 VQ 0.85 VQ I I I I 0 +45 0.0339 0 +50 0.68 VQ I I I I I 0.0378 0 +55 0.0913 0.57 VQ I I I !I I 1+ 0 0.0447 0.52 VQ 0.49 Q I I I I I 1+ 5 0.0481 1 +10 0.49 QV I I I I I 0.0517 1-+15 0.0560 0.53 IQ I I I I I 1 +20 0.0607 0.62 IQ 0.68 IQ I I I I I I 1 +25 0.0656 1 +30 0.71 IQ I I I I I 0.0706 1 +35 0.73 IQ I I I I 0.0758 1 +40 0.75 IQ I I 0.0811 1 +45 0.0864 0.77 IQ I I I I I 1 +50 0.0918 0.78 IQ 0.78 IQ I I I I I 1 +55 0.0973 2+ 0 0.79 IQV I I 0.1028 2+ 5 0.80 IQV I I I I 0.1085 2 +10 0.1145 0.82 IQV I I I I I 2 +15 .0.1209 0.87 IQV 0.94 IQV I I I I I I 2 +20 0.1276 2 +25 0.97 IQV I I I I I 0.1349 2 +30 1.05 I Q I I I I 0.1425 2 +35 0.1504 1.11 °I QV I I I I I 1.15 I QV I I I I I I r- 2+40 0.1585 1.17 1 QV I I I 2 +45 0.1667 1.20 1 QV I I I 2 +50. 0.1753 1.24 1 QV I I I 2 +55 0.1843 1.31 1 QV I I I 3+ 0 0.1940 1.42 I Q V I I I 3+ 5 0.2043 1.50 1 Q V I I I 3 +10 0.2150 1.55 1 QV I I I 3 +15. 0.2261 1.61 1 QV 1 1 1 3 +20 0.2379 1.70 1 Q V I I I 3 +25 0.2505 1.83 1 Q V I I i 3 +30 0.2639 1.95 1 Q V I I I 3 +35 0.2784 2.10 1 QV I I I 3 +40 0.2944 2.33 1 Q V I I I 3 +45 0.3123 2.60 1 QV I I I 3 +50 0.3319 2.86 1 Q V I I I 3 +55 0.3532 3.08. 1 QV I I I 4+ 0 0.3760 •3.32 1 Q I I I 4+ 5 0.4004 3.54 1 QV I I i 4 +10 0.4265 3.78 1 Q VI I I 4 +15 0.4542 4.02 1 QVI I I 4 +20 0.4840 4.33 1 Q V I' I 4 +25 0.5161 4.67 1 QIV I I 4 +30 0.5508 5.04 1 QV I I 4 +35 0.5880 5.40 1 Q V I I 4 +40 0.6275 5.74 1 IQ V I I 4 +45 0.6692 6.05 1 1 Q V I I 4 +50 0.7132 6.39 1 1 Q V I I 4 +55 0.7597 6.75 1 1 Q V 1 I 5+ 0 0.8086 7.10 1 1 Q V I I 5+ 5 0.8598 7.43 1 1 Q V I I 5 +10 0.9143 7.91 1 1 Q VI I 5 +15 0.9739 8.65 1 1 Q V I 5 +20 1.0411 9.76 1 1 QI V I 5 +25 1.1173 11.05 1 1• 1 QV 1 5 +30 1.2026 12.39 1 1 1 QV 1 5 +35 1.2965 13.64 1 1 1 Q 1 5 +40 1.3957 14.40 1 1 1 QVI 5 +45 1.4895 13.63 1 1 1 Q IV 5 +50 1.5619 10.50 1 1 IQ 1 5 +55 1.6155 7.79 1 1 Q I I 6+ 0 1.6579 6.16 1 1 Q i I 6+ 5 1.6926 5.03 1 Q 1. I 6 +10 1.7211 4.14 1 Q I I I 6 +15 1.7445 3.40 1 Q I I I 6 +20 1.7639• 2.81 1 Q I I I 6 +25 1.7801 2.35 1 Q I I I 6 +30 1.7937 1.97 1 Q I I I 6 +35 1.8052 1.68 1 Q I I I 6 +40 1.8152 1.45 1 Q '1 I I 6 +45 1.8239 1.25 1 Q I I I 6 +50 1.8313 1.08 1 Q I I I 6 +55 1.8377 0.92 IQ I I I 7+ 0 1.8431 0.79 IQ I I I 7+ 5 1.8477 0.67 IQ I I I 7 +10 1.8517 0.57 IQ I I I 7 +15 1.8550 0.48 Q I I I 7 +20 1.8578 0.41 Q I I I 7 +25 1.8603 0.36 Q I I I 7 +30 1.8626 0.33 Q I I I 7 +35 1.8646 0.30 Q I I I 7 +40 1.8664 0.26 Q I I I I I I I I . I I � , I I' V V V V V V V 7 +45 1.8678 0.21 Q 7 +50 1.8689 0.16 Q 7 +55 1.8696 0.11 Q I I 8+ 0 1.8702 0.08 Q 8+ 5 1.8705 0.05 Q 8 +10 1.8706 0.02 Q I I 8 +15 1.8707 0.01 I Q 8 +2'0 1.8707 0.01 Q 8 +25 1.8707 0.00 Q 8 +30 1.8707 0.00 Q 8 +35 1.8707 0.00 Q --------------------------- - - - - -- VI VI VI VI VI VI VI VI VI VI VI ICJ U n i t H y h Y r o q r a p A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uh24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ r----------------.-------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method i� RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca.Valley, California - SIN 794 ---------------------------------------------- ----------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -= --------------------- =-=------------------------------------------- MONROE NORMAN - TRACT No.32742 " UNIT HYDROGRAPH ANALYSIS 100YR -24HR ------------------------------------------------------------------ Drainage Area = 13.93(Ac.) = 0.022 Sq. Mi. USER Entry of lag time in hours Lag time = 0.333 Hr. Lag time = 19.98 Min. 25% of lag time = 5.00 Min. 40% of lag time = 7.99 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: { Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 13.93 1.10 15.32 l' 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfa ( Weighting[1 *2] 13.93 4 62.69 STORM EVENT (YEAR) = 100. 0 Area Averaged 2 -Year Rainfall; = 1.100(In) p Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) ' Areal adjustment factor = 100.00 s Adjusted average point rain = 4.500(In) Sub -Area Data: i; Area(Ac.) Runoff Index Impervious % y 13.930 69.00 0.500 Total Area Entered = 13*.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.o) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 1.000 0.205 = Sum (F) 0.205 Area averaged mean soil loss.(F) (In /Hr) = 0.205 Minimum soil loss rate ((In /Hr)) = 0.103 (for Soil 24 hour storm duration) low loss rate (decimal) = 0.500 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- :t U n i t H y d r o g r a p h ------------------------------------------------------- DESERT S -Curve Unit Hydrograph Data ------------------------------------ Unit time period --------------------------------- Time % of lag Distribution ,, ____ Unit Hydrograph (hrs) ------------------------------------------------ Graph % (CFS) ; 1 0.083 25.025 1.352 0.190 2 0.167 50.050 5.234 0.735 3 0.250 75.075 13.167 1.898 j 4 '0.333 100.100 21.637 3.038 5 0.417 125.125 14.736 2.069 6 0.500 150.150 8.964 1.258 7 0.583 175.175 6.321 0.887 8 0.667 200.200 4.797 0.673 9 0.750 225.225 3.771 0.529 10 0.833 250.250 2.998 0.421 11 0.917 275.275 2.550 0.358 12 1.000 300.300 2'.198 0.309 13 1.083 325.325 1.746 0.245 14 1.167 350.350 1.450 0.204 15 1.250 375.375 1.299 0.182 16 1.333 400.400 1.150 0.161 17 1.417 425.425 0.972 0.136 18 1.500 450.450 0.851 0.119 19 1.583 475.475 .0.747 0.105 20 1.667 500.501 0.651 0.091 21 1.750 525.526 0.547 0.077 22 1.833 550.551 0.450 0.063 23 1.917 575.576 0.346 0.049 24 2.000 600.601 0.250 0.035 25 2.083 625.626 0.276 0.039 26 2.167 650.651 0.300 0.042 27 2.250 675.676 0.300 0.042 28 2.333 700.701 0.300 0.042 29 2.417 725.726 0.224 0.032 30 2.500 750.751 0.156 0.022 31 2.583 775.776 0.156 0.022 32 2.667 800.801 0.105 0.015 ----------------------------------------------------------------------- Sum = 100.000 Sum= 14.039 j Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.363 0.018 0.02 ,4` 2 0.17 0.07 0.036 0.362 0.018 0.02 3 0.25 0.07 0.'036 0.361 0.018 0.02 4 0.33 0.10 0.054 0.359 0.027 0.03 5 0.42 0.10 0.054 0.358 0.027 0.03 6 0.50 0.10., 0.054 0.356 0.027 0.03 7 0.58 0.10 0.054 0.355 0.027 0.03 8 0.67 0.10 0.054 0.354 0.027 0.03 ?� 9 0:75 0.10 0.054 0.352 0.027 0.03 10 0.83 0.13 0.072 0.351 0.036 0.04 11 0.92 0.13 0.072 0.350 0.036 0.04 12 1.00. 0.13 0.072 0.348 0.036 Q.04 13 1.08 0.10 0.054 0.347 0.027 0.03 14 1.17 0.10 0.054 0.345 0.027 0.03 15 1.25 0.10 0.054 0.344 0.027 0.03 16 17 1.33 1.42 0.10 0.10 0.054. 0.054 0.343 0.341 0.027 0.027 0.03 0.03 18 1.50 0.10 0:054 0.340 0.027 0.03 19 1.58 0.10 0.054 0.339 0.027 0.03 20 1.67 0.10 0.054 0.337 0.027 0.03.:, 21 1.75 0.10 0.054 0.336 0.027. 0.03` 22 1.83 0.13 0.072 0.335 0.036 0.04 23 1.92 0.13 0.072 0.333 0.036 0.04 24 2.00 0.13 0.072 0.332 0.036 0.04 25 2.08 0.13 0.072 0.330 0.036 0.04 i 26 2.17 0.13 0.072 0.329 0.036 0.04 27. 2.25 0.13 0.072. 0.328 0.036 0.04 28 2.33 0.13 0.072 0.326 0.036 0.04 29 2.42 0.13 0.072 0.325 0.036, 0.04 30 2.50 0.13 0.072 0.324 0.036 0.04 ;k 31 2.58 0.17 0.090 0.323 0.045 0.04 32 2.67 0.17• 0.090 0.321 0.045 0.04 33 2.75 0.17 0.090 0.320 0.045 0.04 34 2.83 0.17 0.090 0.319 0.045 0.04 35 2.92 0.17 0.090 0.317 0.045 0.04 j 36 3.00 0.17 0.090 0.316 0.045 0.04 37 3.08 0.17 0.090 0.315 0.045 0.04 38 3.17 0.17 0.090 0.313 0.045 0.04 S: 39 3.25 0.17 0.090 0.312 0.045 0.04 40 3.33 0.17 0.090 0.311 0.045 0.04 41 3.42 0.17 0.090 0.309 0.045 0.04 42 3.50 0.17 0.090 0.308 0.04"5 0.04 43 3.58 0.17 0.090 0.307 0.045 0.04 44 3.67 0.17 0.090 0.306 0.045 0. '04 45 3.75 0.17 0.090 0.304 0.045 0.04 {, 46 3.83 0.20 0.108 0.303 0.054 0.05 } 47 3.92 0.20 0.108 0.302 0.054, 0.05 ( 48 4.00 0.20 0.108' 0.300 0.054 0.05 1 49 4.08 0.20 0.108 0.299 .0.054 0.05 50 4.17 0.20 0.108 0.298 0.054 0.05 51 .4.25 0.20 0.108 0.297 0.054 0.05 52 4.33 0.23 0.126 0.295 0.063 0.06 53 4.42 0.23 0.126 0.294 0.063 0.06 i, 54 4.50 0.23 0.126 0.293 0.063 0.06 55 4.58 0.23 0.126 0.292 0.063 0.06 56 4.67 0.23 0.126 0.290 0.063 0.06 57 4.75 0.23 0.126 0.289 0.063 0.06 Z 58 4.83 0.27 0.144 0.288 0.072 0.07 59 4.92 0.27 0.144 0.287 0.072 0.07 1 60 5.00 0.27 0.144 0.285 0.072 0.07 61 5.08 .0.20 0.108 0.284 0.054 0.05 °. 62 5.17 _ 0.20 0.108 0.283 0.054 0.05 ,4` �J 63 5.25 0.20 0.108 0.282 0.054 0.05 64 5.33 0.23 0.126 0.280 0.063 0.06 65 5.42 0.23 0.126 0.279 0.063 0.06 66 5.50 0.23 0.126 0.278 0.063 0.06 67 5.58 0.27.,: 0.144 0.277 0.072 0.07 68 5.67 0.27 0.144 0.275 0.072 0.07 69 5.75 0.27 0.144 0.274 0.072 0.07 70 5.83 0.27 0.144 0.273 0.072 0.07 71 5.92 0.27 0.144 0.272 0.072 0.07 72 6.00 0.27 0.144 0.271 0.072 0.07 73 6.08 0.30 0.162 0.269 0.081 74 6.17 0.30 0.162 0.268 0.081 .0.08 0.08 75 6.25 0.30 0.162 0.267 0.081 0.08 J 76 6.33 0.30 0.162 0.266 0.081 0.08 77 6.42 0.30 0.162 0.265 0.081 0.08 78 6.50 0.30 0.162 0.263 0.081 0.08 79 6.58 0.33 0.180 0.262 0.090 0.09 80 6.67 0.33 0.180 0.261 0.090 0.09 81 6.75 0.33 0.180 0.260 0.090 0.09." 82 6.83 0.33 0.180 0.259 0.0.90 0.09; 83 6.92 0.33 0.180 0.258 0.090 0.09 84 7.00 0.33 0.180 0.256 0.090 0.09 85 7.08 0.33 0.180 0.255 0.090 0.09 86 7.17 0.33 0.180 0.254 0.090 0.09 87 7.25 0.33 0.180 0.253 0.090 0.09 88 7.33 0.37 0.198 0.252 0.099 0.10 89 7.42 0.37 0.198 0.251 0.099 0.10 90 7.50 0.37 0.198 .0.249 0.099 0.10 9_ 7.58 0.40 0.216 0.248 0.108 0.11 92 7.67 0.40 0.216 0.247 0:108 0.11 93 7.75 0.40 0.216 0.246 0.108 0.11 94 7.83 0.43 0.234 0.245 0.117 0.12 95 7.92 0.43 0.234 0.244 0.117 0.12 96 8.00 0.43 0.234 0.243 0.117 0.12 97 8.08 0.50 0.270 0.242 - -- 0.03 98 8.17 0.50 0.270 0.240 - -- 0.03 99 8.25 0.50 0.270 0.239 - -- 0.03 100 8.33 0.50 0.270 0.238 - -- 0.03 101 8.42 0.50 0.270 0.237 - -- 0.03 102 8.50 0.50 0.270 0.236 - -- 0.03 103 8.58 0.53 0.288 0.235 - -- 0.05 104 8.67 0.53 0.288 0.234 - -- 0.05 105 8.75 0.53 0.288 0.233 - -- 0.05 10.6 8.83 0.57 0.306 0.232 - -- 0.07 107 8.92 0.57 0.306 0.230 - -- 0.08 108 9.00 0.57 0.306 0.229 - -- 0.08 109 9.08 0.63 0.342 0.228 - -- 0.11 110 9.17 0.63 0.342 0.227 - -- 0.11 111 9.25 0.63 0.342 0.226 - -- 0.12 112 9.33 0.67 0.360 0.225 - -- 0.13 113 9.42 0.67 0.360 0.224 - -- 0.14 114 9.50 0.67 0.360 0.223 - -- 0..14 115 9.58 0.70 0.378 0.222 - -- 0.16 116 9.67 0.70 0.378 0.221 - -- 0.16 117 9.75 0.70 0.378 0.220 - -- 0.16 118 9.83 0.73 0.396 0.219 - -- 0.18 119 9.92 0.73 0..396 0.218 - -- 0.18 120 10.00 0.73 0.396 0.217 - -- 0.18 121 10.08 0.50 •0.270 0.215 - -- 0.05 122 10.17 0.50 0.270 0.214 - -- 0.05 123 10.25 0.50 0.270 0.213 - -- 0.06 7� I P! Lit 124 10.33 0.50 0.270 0.212 - -- 0.06 125 10.42 0.50 0.270 0.211 - -- 0.06 126 10.50 0.50 0.270 0.210 - -- 0.06 127 10.58 0.67 0.360 0.209 - -- 0.15 128 10.67 0.67 0.360 0.208 - -- 0.15 129 10.75 0.67 0.360 0.207 - -- 0.15 130 10.83 0.67 0.360 0.206 - -- 0.15 131 10.92 0.67 0.360 0.205 - -- 0.15 132 11.00 0.67 0.360 0.204 - -- 0.16 133 11.08 0.63 0.342 0.203 - -- 0.14 134" 11.17 0.63 0.342 0.202 - -- 0.14 135 11.25 0.63 0.342 0.201 - -- 0.14 136 11.33 0.63 0.342 0.200 - -- 0.14 137 11.42 0.63 0.342 0.199 - -- 0.14 138 11.50 0.63 0.342 0.198 - -- 0..14 139 11.58 0.57 0.306 0.197 - -- 0.11 140 11.67 0.57 0:306 0.196 - -- 0..11 141 11.75 0.57 0.306 0.195 - -- 0.11 142 11.83 0.60 0.324 0.194 - -- 0.13 143 11.92 0.60 0.324 0.193 --- 0.13 144 12.00 0.60 0.324 0.192 - -- 0.13; 145 12.08 0.83 0.450 0.191 - -- 0.26 146 12.17 0.83 0.450 0.190 - -- 0.26 147 12.25 0.83 0.450 0.189 - -- 0.26 148 12.33 0.87 0.468 0.189 - -- 0.28 149 12.42 0.87 0.468 0.188 - -- 0.28 150 12.50 0.87 0.468 0.187 - -- 0.28 151 12.58 0.93 0.504 0.186 - -- 0:32 152 12.67 0.93 0.504 0.185 - -- 0.32 153 12.75 0.93 0.504 0.184 - -- 0.32 154 12.83 0.97 0.522 0.183 - -- 0.34 155 12.92 0.97 0.522 0.182 - -- 0.34 156 13.00 0.97 0.522 0.181 - -- 0.34 157 13.08 1.13 0.612 0.180. - -- 0.43 158 13.17 1.13 0.612 0.179 - -- 0.43 159 13.25 1.13 0.612 0.178 - -- 0.43 160 13.33 1.13 0.612 0.177 - -- 0.43 161 13.42 1.13 0.612 0.177 - -- 0.44 162 13.50 1.13 0.612 0.176 - -- 0.44 163 13.58 0.77 0.414 0.175 - -- 0.24 164 13.67 0.77 0.414 0.174 - -- 0.24 165 13.75 0.77 0.414 0.173 - -- 0.24 166 13.83 0.77 0.414 0.172 - -- 0.24 167 13.92 0.77 0.414 0.171 - -- 0.24 168 14.00 0.77 0.414 0.170 - -- 0.24 169 14.08 0.90 0.486 0.169 - -- 0.32 170 14.17 0.90 0.486 0.169 - -- 0.32 171 14.25 0.96 0.486 0.168 - -- 0.32 172 14.33 0.87 0.468 0.1.67 - -- 0.30 173 14.42 0.87 0.468 0.166 - -- 0.30 174 14.50 0.87 0.468 0.165 - -- 0.30 175 14.58 0.87 0.468 0.164 - -- 0.30 176 14.67 -0.87 0.468 0.163 - -- 0.30 177 14.75 0.87 0.468 0.163 - -- 0'.31 178 14.83 0.83 0.450 0.162 - -- 0.29 179 14.92 0.83 0.450 0.161 - -- 0.29 180 15.00 0.83 0.450 0.160 - -- 0.29 181 15.08 0.80 0.432 0.159 - -- 0.27 182 15.17 .0.80 0.432 0.159 - -- 0.27 183 15.25 0.80 0.432 0.158 - -- 0.27 184 15.33 0.77. 0.414 0.157 - -- 0.26 r Lei 185 15.42 0.77 0.414 0.156 - -- 0.26 186 15.50 0.77 0.414 0.155 - -- 0.26 187 15.58 0.63 0.342 0.154 - -- 0.19 188 15.67 0.63 0.342 0.154 - -- 0.19 ,,• 189 15.75 0.63. 0.342 0.153 - -- 0.19 190 15.83 0.63 0.342 0.152 - -- 0.19 191 192 15.92. 16:00 0.63 0.63 0.342 0.342 0.151 0.151 - -- - -- 0.19 0.19 193 16.08 0.13 0.072 0.150 0.036 0.04 194 16.17 0.13 0.072 0.149 0.036 0.04 195 16.25 0.13 0.072 0.148 0.036 0.04 196 16.33 0.13 0.072 0.148 0.036 0.04 197 16.42 0.13 0.072 0.147 0.036 0.04 198 16.50 0.13. 0.072 0.146 0.036 0.04 199 16.58 0.10 0.054 0.145 0.027 0.03 200 16.67 0.10 0.054 0.145 0.027 0.03 t 201 16.75 0.10 0-.054 0.144 0.027 0.03 202 16.83 0.10 0.054 0.143 0.027 0.03 203 16.92 0.10 0.054 0.142 0.027 0.03 204 17.00 0.10 0.054 0.142 0.027 0.0 205 17.08 0.17 0.090 0.141 0.045 0.04 206 17.17 0.17 0.090 0.140 0..045 0.04 207 17.25 0.17 0.090 0.140 0.045 0.04 208 17.33 0.17 0.090 0.139 0.045 0.04 209 17.42 0.17 0.090 0.138 0.045 0.04 210 17.50 0.17 0.090 0.137 0.045 0.04 211 17.58 0.17 0.090 0.137 0.045 0.04 212 17.67 0.17 0.090 0.136 0.045 0.04 213 17.75 0.17 0.090 0.135 0.045 0.04 214 17.83 0.13 0.072 0.135 0.036 0.04 215 17.92 0.13 0.072 0.134 0.036 0.04 216 18.00 0.13 0.072 0.133 0.036 0.04 217 18.08 0.13 0.072 0.133 0.036 0.04 218 18.17 0.13 0.072 0.132 0.036 0.04 219 18.25 0.13 0.072 0.131 0.036 0.04 220 18.33 0.13 0.072 0.131 0.036 0.04 221 18.42 0.13 0.072 0.130 0.036 0.04 222 18.50 0.13 0.072 0.130 0.036 0.04 f 223 18.58 0.10 0.054 0.129 0.027 0.03 224 18.67 0.10 0.054 0.128 0.027 0.03 225 18.75 0.10 0.054 0.128 0.027 0.03 226 18.83 0.07 0.036 0.127 0.018 0.02 227 18.92 0.07 0.036 0.126 0.018 0.02 22.8 19.00 0.07 0.036 0.126 0.018 0.02 229 19.08 0.10 0.054 0.125 0.027 0.03 230 19.17 0.10 0.054 0.125 0.027 0.03 231 19.25 0.10 0.054 0.124 0.027 0.03 2*2 19.33 0.13 0.072 0.123 0.036 0.04 233 19.42 0.13 0..072 0.123 0.036 0.04 234 19.50 0.13 0.072 0.122 0.036 0.04 235 19.58 0.10 0.054 0.122 0.027 0.03 236 19.67 0:10 0.054 0.121 0.027 0.03 2 -7 19.75 0.10 0.054 0.121 0.027 0.03 238 19.83 0.07 0.036 0.120 0.018 0.02 239 19.92 0.07 0.036 0.120 0.018 0.02 240 20.00 0.07 0.036 0.119 0.018 0.02 241 20.08 0.10 0.054 0.119 0.027 0.03 242 20.17 0.10 0.054 0.118 0.027 0.03 243 20.25 0.10 0.054 0.118 0.027 0.03 244 20.33 0.10 0.054 0.117 0.027 0.03 245 20.42 0.10 0.054 0.116 0.027 0.03 rA 246 20.50 0.10 0.054 0.116 0.027 0.03 247 20.58 0.10 0.054 0.116 0.027 0.03 248 20.67 0.10 0.054 0.115 0.027 0.03 249 20.75 0.10 0.054 0.115 0.027 0.03 250 20.83 0.07 0.036 0.114 0.018 0.02 251 20.92 0.07 0.036 0.114 0.018 0.02 252 21.00 0.07 0.036 0.113 0.018 0.02 253 21.08 0.10 0.054 0.113 0.027 0.03 254 21.17 0.10 0.054 0.112 0.027 0.03 255 21.25 0.10 0.054 0.112 0.027 0.03 256 21.33 0.07 0.036 0.111 0.018 0.02 257 21.42 0.07 0.036 0.111 0.018 0.02 258 21.50 0.07 0.036 0.111 0.018 0.02 259 21.58 0.10 0.054 0.110 0.027 0.03 260 21.67 0.10 0.054 0.110 0.027 0.03 261 21.75 0.10 0.054 0.109 0.027 0.03 262 21.83 0.07 0.036 0.109 0.018 0.02 263 21.92 0.07 0.036 0.109' 0.018 0.02 264 22.00 0.07 0.036 0.108 0.018 0.02 265 22.08 0.10 0.054 0.108 0.027 0.03 266 22.17 0.10 0.054 0.108 0.027 0.03, 267 22.25 0.10 0.054 0.107 0.027 0.03 268 22.33 0.07 0.036 0.107 0.0.18 0.02 269 22.42 0.07 0.036 0.107 0.018 0.02 270 22.50 0.07 0.036 0.106 0.018 0.02 271 22.58 0.07 0.036 0.106 0.018 0.02 272 22.67 0.07 0.036 0.106 0.018 0.02 273 22.75 0.07 0.036 0.105 0.018 0.02 274 22.83 0.07 0.036 0.105 0.018 0.02 275 22.92 0.07 0.036 0.105 0.018 0.02 276 23..00 0.07 0.036 0.105 0.018 0.02 277 23.08 0.07 0.036 0.104 0.018 0.02 278 23.17 0.07 0.036 0.104 0.018 0.02 279 23.25 0.07 0.036 0.104. 0.018 0.02 280 23.33 0.07 0.036 0.104 0.018 0.02 281 23.42 0.07 0.036 0.103 0.018 0.02 282 23.50 0.07 0.036 0.103 0.018 0.02 283 23.58 0.07 0.036 0.103 0.018 0.02 284 23.67 0.07 0.036 0.103 0.018 0.02 285 23.75 0.07 0.036 0.103 0.018 0.02 286 23.83 0.07 0.036 0.103 0.018 0.02 287 23.92 0.07 0.036 0.103 0.018 0.02 288 24.00 0.07 0.036 0.103 0.018 0.02 Sum = 100.0 Sum = 27.3 Flood volume = Effective rainfall 2.28(In) times area 13.9(Ac.) /[(In) /(Ft.)] = 2.6(Ac.Ft) Total soil loss = 2.22(In) Total soil loss = 2.581(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 115101.9 Cubic Feet Total soil loss = 112438.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.484(CFS) -----------------------------=-------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- -------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) - - - - -- L, 0 Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 0+ 5 0.0000 0.00 Q I I 0 +10 0.0001 0.02 Q I I 0 +15 0.0005 0.05 Q I I 0 +20 0.0012 0.11 Q I I 0 +25 0.0022 0.15 Q I I 0 +30 0.0036 0.19 Q I I 0 +35 0.0052 0.23 Q I I 0 +40 0.0070 0.26 VQ I I 0 +45 0.0089 0.28 VQ I I 0 +50 0.0110 0.30 VQ I I 0 +55 0.0132 0.32 VQ I I 1+ 0 0.0156 0•.35 VQ I i 1+ 5 0.0182 0.38 VQ I I 1 +10 0:0210 0.40 VQ I I 1 +15 0.0238 0.40 VQ I I 1 +20 0.0264 0.39 VQ I I 1 +25 0.0290 0.38 VQ I I 1 +30 0.0316 0.38 VQ 1 +35 0.0342 0.38 VQ I I 1 +40 0.0368 0.38 VQ I I 1 +45 0.0394 0.38 VQ I I 1 +50 0.0420 0.38 VQ I I 1 +55 0.0446 0.3.8 VQ I I 2+ 0 0.0474 0.40 VQ I I 2+ 5 0.0504 0.43 VQ I I 2 +10 0.0535 .0.45 VQ I I 2 +15 0.0566 0.46 VQ I I 2 +20 0.0599 0.47 VQ I I 2 +25 0.0631 0.48 VQ I I 2 +30 0.0664 0.48 IQ I I 2 +35 0.0698 0.49 IQ I I 2 +40 0.0732 0.50 IQ I I 2 +45 0.0768 0.52 IVQ 1 I 2 +50 0.0805 0.55 IVQ 1 1 2 +55 0.0844 0.57 IVQ I I 3+ 0 0.0884 0.58 IVQ 1 1 3+ 5 0.0925 0.59 IVQ 1 1 3 +10 0.0966 0.60 IVQ 1 1 3 +15 0.1007 0.60 IVQ I I' 3 +20 0.1049 0.61 IVQ 1 1 3 +25 0.1091 0.61 IVQ I I 3 +30 0.1133 0.61 IVQ 1 1 3 +35 0.1176 0.62 IVQ I I 3 +40 0.1218 0.62 IVQ I I 3 +45 0.1261 0.62 IVQ I I 3 +50 0.1304 0.62 IVQ I I 3 +55 0.1347 0.63 1 Q I I 4+ 0 0.1392 0.65 1 Q I 1 F 4+ 5 0.1439 0.68 1 Q I I 4 +10 0.1487 0.70 I Q I I � 4 +15 0.1536 0.71 1 Q I I 4 +20 0.1585 0.72 1 Q I I 4 +25 0.1636 0.73 1 Q I I 4 +30 0.1688 0.76 1 VQ I I 4 +35 0.1742 0.79 1 VQ I I j 4 +40 0.1798 0.81 1 VQ .I 1 4 +45 0.1855 0.82 1 VQ I I 4 +50 0.1912 0.84 1 VQ I I 4 +55 0.1971 0.85 1 VQ I I ___7_5 10.0 ______ i I I I I I I • I I , I I 5+ 0 0.2031 0.87 1 Q I 5+ 5 0.2093 0.90 1 Q 1 5 +10 0.2156 0.91 1 Q 1 5 +15 0.2218 0.90 1 Q I 5 +20 0.2277 0.85 1 Q I 5 +25 0.2334' 0.83 1 Q 1 5 +30 0.2392 0.83 1 Q 1 5 +35 0.2450 0.85 1 Q I 5 +40 0.2510 0.87 1 Q I 5 +45 0.2572 0.89 1 Q I 5 +50 0.2635 0.92 1 Q I 5 +55 0.2700 0.94 1 QV I 6+ 0 0.2766 0.96 1 QV I 6+ 5 0.2833 0.97 1 'QV I 6 +10 0.2901 0.98 1 QV 1 6 +15 0.2970 1.01 1 Q 1 6 +20 0.3042 1•.04 1 Q I 6 +25 0.3115 1.06 1 Q 1 6 +30 0.3189 1.08 1 Q 1 6 +35 0.3264 1.09 1 Q I 6 +40 0.3340 .1.10 1 QV 1 6 +45 0.3417 1.13 1 QV 1 6 +50 0.3497 1.16 1 QV 1 6 +55 0.3578 1.18 1 QV 1 7+ 0 0.3661 1.20 1 QV 1 7+ 5 10.3744 1.21 1 QV I 7 +10 0.3828 1.22 1 QV 1 7 +15 0.3913 1.23 1 QV 1 7 +20 0.3997 1.23 1 Q V I 7 +25 0.4083 1.24 1 Q V I 7 +30 0.4170 1.26 °1 QV I 7 +35 0.4260 1.30 1 QV 1 7 +40 0.435.1 1.33 1 QV I t. 7 +45 0.4444 1.36 1 QV I 7 +50 0.4540 1.40 1 QV I 7 +55 0.4639 1.43 1 Q V 1 8+ 0 0.4740 1.46 1 Q V I 8+ 5 0.4842 1.49 1 Q V I 8 +10 0.4942 1.45 1 Q V I 8 +15 0.5032 1.31 1 Q V I 8 +20 0.5105 1.06 1 Q V I 8 +25 0.5167 0.89 1 Q' V I 8 +30 0.5222 0.80 1 Q V 1 _.8 +35 0.5273 0.74 1 Q V I Ch 8 +40 0.5322 0.71 1 Q V 8 +45 0.5372 0.72 1 Q V I. 8 +50 0.5424 0.76 1 Q V I 8 +55 0.5479 0.79 1 Q V I 9+ 0 0.5536 0.84 1 Q V I. r 9+ 5 0.5599 0.91 1 Q V I 9 +10 0.5667 0.99 1 Q V I 9 +15 0.5742 1.08 1 Q V I fi 9 +2.0 0.5826 1.22 1 Q •V I 9 +25 0.5918 1.33. 1 Q V I 9 +30 0.6016 1.43 1 Q V► 9 +35 0.6122 1.54. 1 Q V1 9 +40 0.6235 1.63 1 Q VI 9 +45 0.6353 1.73 1 Q VI r 9 +50 0.6480 1.83 1 Q VI 9 +55 0.6612 1.92 1 Q V y 10+ 0 0.6751 2.02 1 Q V 10+ 5 0.6896 2.10 1 Q V I 10 +10 0.7039 2.08 1 Q V I 10 +15• 0.7171 1.91 1 Q V I 10 +20 0.7279 1.58 1 Q IV I 10 +25 0.737-3 1.36 I Q IV I 10 +30 0.7458 1.24 1 Q IV I 10 +35 0.7539 1.17 1 Q IV I 10 +40 0.7620 1.19 1 Q IV I 10 +45 0.7711 1.32 1 Q IV I 10 +50 0.7819 1.56 I Q IV I 10 +55 0.7938 1.73 I Q I V I 11+ 0 0.8064 1.83 I Q, I V 1 11+ 5 0.8194 1.90 I Q I V I 11 +10 0.8328 1.94 I Q I V 1 11 +15 0.8462 1.95 I Q I V I 11 +20 0.8595 1.93 I Q I V I 11 +25 0.8728 1.93 I Q I V I 11 +30 0.8862 1.94 I Q I V 1 11 +35 0.8996 1.94 I Q I V I 11 +40 0.9128 1.93 I Q I V I 11 +45 0.9257 1.87 I Q I V I 11 +50 0.9380 1.78 I Q I V I 11 +55 0.9500 1.74 I Q I V 1 12+ 0 0.9620 1.74 I Q I V I 12+ 5 0.9744 1.80 I Q I V I 12 +10 0.9876 1.92 I Q I V I 12 +15 1.0025 2.17 I Q I V I 12 +20 1.0202 2.57 1 Q V 1 12 +25 1.0399 2.85 I IQ V 1 12 +30 1.0609 3.06 I 1 Q V 1 12 +35 1.0833 3.24 I 1 Q V 1 12 +40 1.1067 3.40 I 1 Q V 1 12 +45 1.1313 3.57 I 1 Q V 1 12 +50 1.1573 3.77 I 1* Q V 1 12 +55 1.1843 3.93 I 1 Q V 1 13+ 0 1.2123 4.07 I I Q V 1 13+ 5 1.2414 4.23 1 1 Q V 1 13 +10 1.2717 4.40 I I Q VI 13 +15 1.3037 4.65 I I QVI 13 +20 1.3381 4.99 1 I QV 13 +25 1.3741 5.23 I I Q 13 +30 1.4113 5.40 I I IQ 13 +35 1.4490 5.48 I I IQ ..13 +40 1.4865 5.44 I I IQV 13 +45 1.5220 5.16 I I. Q V 13 +50 1.5539 4.62 I I Q I V 13 +55 1.5833 4.28 I I Q I V 14+ 0 1.61.14 4.08 1 ( Q I V 14+ 5 1.6387 3.96 I I Q I V 14 +10 1.6657 3.93 I 1 Q I V 14 +15 1.6933 4.00 I 1 Q I V 14 +20 1.7220 4.16 I •1 Q I V 14 +25 1.7513 .4.26 I 1 Q I V 14 +30 1.7808 4.29 I 1 Q I V 14 +35 1.8103 4.28 I I Q I V 14 +40 1.8397 4.27 I I Q I V 14 +45 1.8692 4.27 1 1 Q 1 14 +50 1.8986 4.27 I I Q 1 14 +55 1.9280 4.26 I I Q I 15+ 0 1.9571 4.24 I 1 Q 1 15+ 5 1.9860 4.19 1 1 Q I I I I I I � I I I I ,` 15 +10 2.0145 4.14 I I Q I 15 +15 2.0427 4.09 I I Q I V I 15 +20 2.0704 4.03 Q I V 15 +25 2.0979 3.98 I Q I IV 15 +30 2.1249. 3.93 I I Q I IV I 15 +35 2.1514 3.84 I Q I I I V 15 +40 2.1772 3.74 I I Q I I v I 15 +45 2.2018 3.58 I I Q I I v 15 +50 2.2248 3.34 I I Q I V 15 +55 2.2467 3.17 I I Q I V I 16+ 0 2.2678 3.07 I I Q I I V I 16+ 5 2.2883 2.97 I IQ I I V 16 +10 2.,3076 2.81 I IQ I I V 16 +15 2.3247 2.48 I QI I I V 16 +20 2.3384 1.98 I Q I I I v 16 +25 •2.3496 1.63 I Q I I I V I 15 +30 2.3593 1.41 I Q I I I V 16 +35 2.3679 1.25 I Q I I I V 16 +40 2.3757 1.12 I Q I I V 16 +45 2.3826 1.01 I I Q I I I V 16 +50 2.3888 0.90 I Q I I V: 16 +55 2.3944 0.82 I I Q I I V 17+ 0 2.3996 0.75 I I Q I I V I 17+ 5 2.4044 0.70 I I Q I I V 17 +10 2.4089 0.66 I i I V 17 +15 2'.4135 0.66 I I Q I I V 17 +20 2.4181 0.68 I I Q I I V 17 +25 2.4228 0.69 I I Q I I V 17 +30 2.4275 0.68 I I V 17 +35 2.4322 0.68 I Q 17 +40 2.4368 0.67 I Q I I V I 17 +45 2.4414 0.66 I I Q I V I 17 +50 . 0.65 Q I V 17 +55 2.4503 0.64 I Q I I V 18+ 0 2.4546 0.62 I Q I V 18+ 5 2.4587 0.59 I I Q I I V 18 +10 2.4626 0.57 I I Q I I V I 18 =15 2.4664 0.55 I Q I I I V 18 +20 2.4702 0.59 I I Q I I V I 18 +25 2.4738 0.53 I I Q I I V 18 +30 2.4775 0.53 I I Q I I V 18 +35 2.4810 0.52 I I V 18 +40 2.4845 0.51 I Q ..18 +45 2.4879 0.49 IQ I V 18 +50 2.4911 0.46 IQ I I V 18 +55 2.4941 0.43 IQ I I I V 19+ 0 2.9969 0.40 IQ I I I V 19+ 5 2.4994 0.37 IQ I I I V 19 +10 2.5018 0.35 IQ I i I V 19 +15 2.5042 0..35 IQ I I I V 19 +20 2.5068 0.37 IQ I I I V 19 +25 2.5094 0.38 IQ I I I V 19 +3,0 2.5122 0.40 IQ I I I V 19 +35 2.5152 0.93 IQ I I V 19 +40 2.5182 0.44 IQ I I V I 19 +45 2.5212 0.44 IQ I I I V 19 +50 2.5241 0.42 IQ I I I V.I 19 +55 2.5269 0.40 IQ I I I V 20+ 0 2.5294 0.37 I i I V 20+ 5 2.5318 0.34 IQ I I I V I 20 +10 2.5341 0.33 IQ I I I I V I v I �7 A 20 +15 2.5364 0.33 IQ I I I V I 20 +20 2.5388 0.35 IQ I I I V I 20 +25. 2.5412 0.36 IQ I I I V I 20 +30 2.5438 0.37 IQ i I I V I 20 +35 2.5463 0.37 IQ I I I V I 20 +40 2.5489 0.37 IQ I I I V I 20 +45 2.5514 0.37 IQ I I I V I 20 +50... 2.5540 0.37 IQ I I I V I 20' +55 2.5565 0.37 IQ I I I V I 21+ 0 2.5589 0.35 IQ I I I V 21+ 5 2.5612 0.32 IQ I I I V I 21 +10 2.5633 0.31 IQ I I I V I 21 +15 2.5655 0.32 IQ I I I V I 21 +20 2.5678 0.34 IQ I ,� I I V i 21 +25 2.5702 0.34 IQ I I I V 21 +30 2.5725 0.33 IQ I I I V I 21 +35 2.5747 0.31 IQ I I I V 21 +40 2.5768 0.30 IQ I I I VI 21 +45 2.5789 0.31 IQ I I I VI 21 +50 2.5812 0.33 IQ I I I VI 21 +55 2.5835 0.34 IQ I I I VI 22+ 0 2.5858 0.33 IQ I I I VI 22+ 5 2.5879 0.31 IQ I I I VI 22+10 2.5900 0.30 IQ I I I VI 22 +15 2.5921 0.31 IQ I I I VI 22 +20 2.5943 0.33 IQ I I I VI 22 +25 2.5966 0.34 IQ I I I VI 22 +30 2.5989 0.33 IQ I' I I VI 22 +35 2.6010 0..31. IQ I I I VI 22 +40 2.6030 0.29 IQ I I I VI 22 +45 2.6049 0.28 IQ I I I VI 22 +50 2.6068 0.28 IQ I I I VI 22 +55 2.6087 0.27 IQ I I I VI 23+ 0 2.6106 0.27 IQ I I I VI 23+ 5 2.6124 0.27 IQ I I I VI 23 +10 2.6142 0.26 IQ I I I VI 23 +15 2.6160 0.26 IQ I I I VI 23 +20 2.6178 0.26 IQ I I I VI 23 +25 2.6196 0.26 IQ I I I VI 23 +30 2.6214 0.26 IQ I I I VI 23 +35 2.6232 0.26 IQ I I VI 23 +40 2.6250 0.26 IQ I I I VI 23 +45 2.6267 0.26 IQ I I I VI 23 +50 2.6285 0.26 IQ I I I VI 23 +55 2.6302 0.26 IQ I I I VI 24+ 0 2.6320 0.26 IQ I I I VI 24+ 5 2.6337 0.25 IQ I I I VI 24 +10 2.6354 0.24 Q I i I VI 24 +15 2.6368 0.20 Q I I I VI 24 +20 2.6378 0.15 Q I I I VI 24 +25 2.6386 0.11 Q I I I VI 24 +30 2.6392 0.09 Q I I I VI 24 +35 2.6397 0.07 Q I I I VI 24 +40 2.6401 0.06 Q I I I VI 24 +45 2.6405 0.05 Q I I I VI 24 +50 2.6408 0.04 Q I I I VI 24 +55 2.6410 0.04 Q I I I VI 25+ 0 2.6412 0.03 Q I I I VI ' 25+ 5 2.6414 0.03 Q I I I VI 25 +10 2.6416 0.02 Q I I I VI 25 +15 2.6417 0.02 Q I I I VI 25 +20 2.6418 0.02 Q I I I 25 +25 2.6419 0.01 Q I I I 25 +30 2.6420 0.01 Q I I 25 +35 2.6421 0.01 Q I I I 25 +40 2.6421 0.01 Q I I I 25 +45 2.6422 0.01 Q I I I 25 +50 2.6422 0.01 Q I I I 25 +55 2.6423 0.01 Q I I I 26+ 0 2.6423 0.00 Q I I I 26+ 5 2.6423 0.00 Q I I I 26 +10 2.6423 0.00 Q I I I 26 +15 2.6424 0.00 Q I I I 26 +20 2.6424 0.00 Q I I I 26 +25 2.6424 0.00 Q I I I 26 +30 2.6424 0.00 Q I I I 26 +35 2.6424 0.00 0 1 1 1 VI VI VI VI VI VI VI VI VI VI VI VI. V I VI VI V R, rail, U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------- =--------- --------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE °FLOOD VOLUME 100YR -1HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 0.50 0.23 100 YEAR Area rainfall data: 2.� Area(Ac.)[1] Rain l(In) r2] Weighting[1 *2] 0.46 1.35 0.62 STORM EVENT (YEAR) = 100. Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.350(Ih) Point rain (area averaged) = 1.350(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.350(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % I u A A 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------- Slope of intensity- duration curve for a 1 hour storm = 0.5800 ---------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h DESERT S -Curve ---------------------------------------------------------------1---- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph ;. (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 16.6.667 15.755' 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 . 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 3.60 0.583 0.088 - -- 0.50 2 0.17 4.20 0.680 0.088 - -- 0.59 3 0.25 4.40 0.713 0.088 - -- 0.63 4 0.33 4.60 0.745 0.088 - -- 0.66 5 0.42 5.00 0.810 0.088 - -- 0.72 6 0.50 5.60 0.907 0.088 - -- 0.82 7 0.58 6.40 1.037 0.088 - -- 0.95 8 0.67 8.10 1.312 0.088 - -- 1.22 9 0.75 13.10 2.122 0.088 - -- 2.03 10 0.83 34.50 5.589 0.088 - -- 5.50 11 0.92 6.70 1.085 0.088 - -- 1.00 12 1.00 3.80 0.616 0.088 - -- 0.53 Sum = 100.0 Sum = 15.1 Flood volume = Effective rainfall 1.26(In) times area 0.5(Ac.) /[(In) /(Ft.)] = 0.0(Ac.Ft) Total soil loss = 0.09(In) Total soil loss = 0.003(Ac.Ft) Total rainfall = 1.35(In) . Flood volume = 2107.9 Cubic Feet Total ----------------- soil loss Cubic Feet Peak --- flow rate of --146.3 ---------------------------------------- this hydrograph = 1.148(CFS) ++++++++++++++++++++++++++++±++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T 0 R M R u n o f f H y d r o g r a p h --------------------------------------=----------------------------- Hydrograph in 5 Minute intervals ((CFS))• ------------------------ Time(h +m) Volume Ac.Ft - ------------------------------------------- Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 0.01 Q I I I I 0 +10 0.0004 0.05 Q I I I I 0 +15 0.0013 0.13 QV I I I I 0 +20 0.0025 0.18 Q V I I I I r 0 +25 0.0040 0.22 Q V I I I I 0 +30 0.0057 0.25 Q V 1 I I I 0 +35 0.0077 0.28 IQ V I 0, +40 0.0099 0.33 IQ V I I I I 0 +45 0.0127 0.40 IQ V I I I 4 0 +50 0.0166 0.57 1 Q I V. I I I 0 +55 0.0231 0.95 1 Q I VI I I 1+ 0 0.0310 1.15 1 Q I I V I I 1+ 5 0.0363 0.76 1 Q I I VI I 1 +10 0.0397 0.50 IQ I I I V I 1 +15 0.0419 0.32 IQ I I I V I 1 +20 0.0434 0.23 Q I I I V I 1 +25 0.0446 0.17 Q I I I V I 1 +30 0.0455 0.13 Q ► I I V r 1 +35 0.0462 0.10 Q I I I V 1 +40 0.0467 0.08 Q 1 I I V I 1 +45 0.0471 0.06 Q I L' I V I �. 1 +50 0.0475 0.05 Q I I I V1 1 +55 0.0477 0.04 Q I I I VI 2+ 0 0.0479 0.03 Q I I I VI 2+ 5 0.0480 0.02 Q I I I VI " 2 +10 0.0482 0.02 Q I I ( VI 2 +15 0.0483 0.02 Q I I I VI 2 +20 0.0484 0.01 Q I I I VI ' 2 +25 0.0484 0 '.00 Q I I I VI [� 0 1 I V --------------- ------------------ -------------------------------------------------------- - - - -I- U n i t H y d r o g r a p h A.n a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English .(in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITR FLOOD VOLUME 100YR -3HR --------------------------------=----------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 0.70 0.32 100 YEAR Area rainfall data: 2(O Area(Ac.)[1]_ Rainf l(In)[ ] Weighting[1 *2] 0.46 2.20 1.01 STORM EVENT (YEAR) = 100. Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) j Unit RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F Loss rate(In. /Hr) AMC2 AMC -2 (In /Hr) (Dec.. %) (In /Hr) (Dec.) (In /Hr) Max Low 69.0 69.0 0.373 0.850 0.088 1.000 0.088 = Sum (F) 0.088 0.088 - -- Area averaged mean soil loss (F) (In /Hr) = 0.088 0.343 0.0'88 - -- Minimum soil loss rate ((In /Hr)) = 0.044 1.10 0.290 (for Soil 24 hour low loss storm duration) rate (decimal) _ 0.33 1.50 0.396 ------------------------- 0.31 - - - - -- - -0_260 ------------------=-------------- 1.50 0.396 0.088 - -- 0.31 i t H y d r o g r a p h 1.80 0.475 --------- - - - - -n -Curve - - -- DESERT 0.58 1.50 0.396 0.088 - -- -S Unit Hydrograph Data 8 0.67 1.80 ---------------------------------------------------------- Unit time period Time % of lag Distribution . - - - --- - - - -- Unit Hydrograph 0.75 (hrs) ----------------------------------------------.----------------------- 0.475 0.088 - -- `Graph %- (CFS) 0.83 1 0.083 41.667 2.935 0.014 0.92 2 0.167 83.333 17.678 0.082 1.00 3 0.250 125.000 30.853 0.143 1.08 4 0.333 166.667 15.755 0.073 1.17 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667`- 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 1 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------------- Sum = 100.000 Sum= 0.464 . } - - - - -- j Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30. 0.343 0.088 - -- 0.26 2 0.17 1.30 0.343 0.0'88 - -- 0.26 3 0.25 1.10 0.290 0.088 - -- 0.20 4 0.33 1.50 0.396 0.088 - -- 0.31 5 0.42 1.50 0.396 0.088 - -- 0.31 6 0'.50 1.80 0.475 0.088 - -- 0.39 7 0.58 1.50 0.396 0.088 - -- 0.31 8 0.67 1.80 0.475 0.088 - -- 0.39 9 0.75 1.80 0.475 0.088 - -- 0.39 10 `. 0.83 1.50 0.396 0.088 - -- 0.31 11 0.92 1.60 0 .-422 0.088 - -- 0.33 V 12 1.00 1.80 0.475 0.088 - -- 0.39 13 1.08 2.20 0.581 0.088 - -- 0.49 14 i 1.17 2.20 0.581 0.088 - -- 0.49 JA .j D 15 1.25 2.20 0.581 0.088 - -- 0.49 16 1.33 2.00 0.528 0.088 - -- 0.44 17 1..42 2.60 0.686 0.088 - -- 0.60 18 1.50 2.70 0.713 0.088 0.63 19 1.58 2.40 0.634 ___ 0.088 0.5'5 20 1.67 2.70 0.713 0.088 - -- 0.63 21 1.75 3.30 0.871 0.088 - -- 0.78 22 1:83 3.10 0.818 0.088 0.73 23 1.92 2.90 0.766 ___ 0.088 0.68 24 2.00 3.00 0.792 0.088 - -- 0.70 25 2.08 3.10 0.818 0.088 - -- 0.73 26 2.17 4.20 1.109 0.088 1.02 27 2.25 5.00 1.320 ___ 0.088 1.23 28 2.33 3.50 0.924 0.088 - -- 0.84 29 2.42 30 2.50 6.80 7.30 1.795 1.927 0:088 =_= 0.088 1.71 1.84 31 2.58 8.20' 2•.165 0.088 2.08 32 2.67 5.90 1.558 0.088 - -- 1.47 33 2.75 2.00 0.528 0.088 - -- 0.44., 34 2.83 1.80 0.475 0.088 0.39' 35 2.92 1.80 0.475 0.088 0.39 36 3.00 0.60 0.158 0.088 -_ - 0.07 Sum = 100.0 Sum = 23.2 Flood volume = Effective rainfall 1.94(In) times area 0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) }' Total soil loss = 0.26(In) Total soil loss = 0.010(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 3234.7 Cubic Feet 1 Total soil loss = 438.9 Cubic Feet Peak flow rate of this hydrograph = 0.724(CFS) +++++.++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) t. -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 '5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I ¢! 0 +10 0.0002 0.02 Q I I I I 0 +15 0.0006 0.06 Q I I I I 0 +20 0.0011 0.08 Q I I I I 0 +25 0.0017 0.09 Q I I I I y 0 +30 0.0025 0.11 QV I 0 +35 0.0033 0.12 QV I I I I 0 +40 0.0043 0.14 Q V I I I I 0 +45 0.0052 0.14 Q V I I I I 0 +50 0.0063 0.15 Q V I I I I 0 +55 0.0073 0.15 Q V I I I I y 1+ 0 0.0084 0.15 Q V I I I I 1+ 5 0.0095 0.16 Q V I I I I 1 +10 0.0107 0.17 Q V I I I I 1 +15 0.0120 0.19 Q V I I I I 1 +20 0.0134 0.20 Q V I I I I r 1 +25 0.0148 0.21 Q V I I I I 1 +30 0.0163 0.22 Q V I I I I 1 +35 0.0180 0.24 Q VI I I I �I i r ,i 1 +40 0.0197 0.25 IQ V I I I 1 +45 0.0215 0.26 IQ IV I I I 1 +50 0.0235 0.28 IQ I V I I I 1 +55. 0.0256 0.31 IQ I V I 1 1 2+ 0 0.0277 0.31 IQ I V I I I- 2+ 5 0.0298 0.31 IQ i V I I I 2 +10 0.0321 0.32 IQ I V I I I 2 +15 0.0345 0.35 IQ I V I 1 1' ,2 +20 0.0373 0.41 IQ I V 1 1 2 +25 0.0404 0.45 IQ I IV I I 2 +30 0.0438 0.49 IQ I I V I I 2 +35 0.0.481 0.62 1 Q I I V I I 2 +40 0.0530 0.71 .1 Q I I V I I 2 +45 0.0579 0.72 1 Q I I IV I 2 +50 0.0621 0.60 1 Q I I I V 1 2 +55 0.0650 0.43 IQ I I I V 1 3+ 0 0.0674 0.34 IQ I I I V I 3+ 5 0.0692 0.27 IQ I I I V 1 3 +10 0.0705 0.19 Q I I 1 V 1 3 +15 0.0714 0.13 Q I I I V 3 +20 0.0721 0.10 Q I I I V 1 3 +25 0.0726 0.08 Q I I I VI 3 +30 0.0730 0.06 Q I I I VI 3 +35 0.0734 0.05 Q I I I VI 3 +40 0.0736 0.03 Q I I I VI 3 +45 0.07'38 0.03 Q I I I VI 3 +50 0.0739 0.02 Q I I I VI 3 +55 0.0741 0.02 Q 1 I 1 VI 4+ 0 0.0741 0.01 Q I I I VI 4+ 5 0.0742 0.01 Q I I I VI 4 +10 0.0742 0.00 Q I I I VI 4 +15 0.0742 0.00 Q I I I VI 4 +20 0.0743 0.00 Q I 1 I VI 4 +25 0.0743 0.00 Q I I I VI 4 +30 ----------------------------------------------------------------- 0.0743 0.00 Q I I I V - - - - -- y ,� v� ."' 0.460 69.00 0.850 Total Area Entered = 0.46(Ac.) ?� RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.$) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088• 1.000 0.088 = Sum (F) 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for Soil 24 hour storm duration) low loss rate (decimal) = 0.260 ---------------------=- n i t H y d r o g r a p h ------------- --------- DESERT S- Curve. Unit -------- Hydrograph Data ------------------------------------ -------------------------------- Unit time period Time % of lag --------------------------=----- Distribution Unit Hydrograph (hrs) ------------------------------------------------- Graph % (CFS) . • 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 1 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1:190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 RI 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 5 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 ----------------------------------------------------------- Sum 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.088 - -- 0.08 fi 2 0.17 0.60 0.198 0.08'8 - -- 0.11 3 0.25 0.60 0.198 0.088 0.11 4 0.33 0.60 0.198 0.088 - -- 0.11 5 0.42 0.60 0.198 0.088 0.11 6 0.50 0.70 0.231 0.088 - -- 0.14 ® 7 0.58 0.70 0.231 0.088 - -- 0.14 8 0.67 0.70 0.231 0.088 - -- 0.14 d ( 9 0.75 0.70 0.231 0.088 - -- 0.14 10 0.83 0.70 0.231 0.088 --- 0.14 11 0.92 0.70 0.231 0.088 - -- 0.14 12 1.00 0.80 0.264 0.088 - -- 0.18 13 1.08 0.80 0.264 0.088 0.18 r, 14 1.17 0.80 0.264 0.088 - -- 0.18 0 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff6100.0ut +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ---------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------ English (in -lb) Input Units Used English.Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------ ---------------------------------------------- MONROE NORMAN - TRACT NO. 32742 OFFSITE FLOOD VOLUME 100YR -6HR STORM EVENT (YEAR) = 100. Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious A 1 Y, ----- - - - - -- - Drainage Area = 0.46(Ac.) ----------------------- 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. t. 250 of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User.Entered Base Flow = 0.00(CFS) G 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 0.80 0.37 100 YEAR Area rainfall data: S Area(Ac.)[1] Rainfa1 (In [ Weighting[1 *2] 0.46 2.75 1.27 STORM EVENT (YEAR) = 100. Area Averaged 2 -Year Rainfall = 0.800(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious A 1 Y, A �I �J Ev 15 1.25 0.80 0.264 0.088 - -- 0.18 16 1.33 •0.80 0.264 0.088 - -- 0.18 17 1.42 0.80 0.26.4 0.088 - -- 0.18 18 1.50 0.80 0.264 0.088 - -- 0.18 19 1.58 0.80 0.264 0.088 - -- 0.18 20 1.67 0.86 0.264 0.088 - -- 0.18 21 1.75 0.80 0.264 0.088 - -- 0.18 22 1.83 0.80 0.264 0.088 - -- 0.18 23 1.92 0.80 0.264 0.088 - -- 0.18 24 2.00 0.90 0.297 0.088 - -- 0.21 25 2.08 0.80 0.264 0.088 - -- 0.18 26 2.17 0.90 0.297 0.088 - -- 0.21 27 2.25 0.90 0.297 0.088 - -- 0.2.1 28 2.33 0.90 0.297 0.088 - -- 0.21 29 2.42 0.90 0.297 0.088 - -- 0.21 30 2.50 0.90 0.297 0.088 - -- 0.21 31 2.58 0.90 0.297 0.088 - -- 0.21 32 2.67 0.90 0.297 0.088 - -- 0.21 33 2.75 1.00 0.330 0.088 - -- 0.21 34 2.83 1.00 0.330 0.088 - -- 0.24 35 2.92 1.00 0.330 0.088. - -- 0.24 36 3.00 1.00 0.330 0.088 - -- 0.24 37 3.08 1.00 0.330 0.088 - -- 0.24 38 3.17 1.10 0.363 0.088 - -- 0 28 39 3.25 1.10 0.363 0.088 - -- 0.28 40 3.33 1.10 0.363 0.088 - -- 0.28 41 3.42 1.20 0.396 0.088 - -- 0.31 42 3.50 1.30 0.429 0.088 - -- 0.34 43 3.58 1.40 0.462 0.088 - -- 0.37 44 3.67 1.40 0.462 0.088 - -- 0.37 45 3.75 1.50 0.495 0.088 - -- 0.41 46 47 3.83 3.92 1.50 1.60 0.495 0.088 - -- 0.41 0.528 0.088 - -- 0.44 48 4.00 1.60 0.528 0.088' - -- 0.44 49 4.08 1.70 0.561 0.088 - -- 0.47 50 4.17 1.80 0.594 0.088 - -- 0.51 51 4.25 1.90 0.627 0.088 - -- 0.54 52 4.33 2.00 0.660 0.088 - -- 0.57 53 4.42 2.10 0.693 0.088 - -- 0.61 54 4.50 2.10 0.693 0.088 - -- 0.61 55 4.58 2.20 0.726 0.088 - -- 0.64 56 4.67 2.30 0.759 0.088 - -- 0.67 57 4.75 2.40 0.792 0.088 - -- 0.70 5.8 4.83 2.40 0.792 0.088 - -- 0.70 59 4.92 2.50 0.825 0.088 - -- 0.74 60 5.00 2.60 0.858 0.088 - -- 0 77 61 5.08 3.10 1.023 0.088 - -- 0.94 62 5.17 3.60 1.188 0.088 - -- 1.10 63 5.25 3.90 1.287 0.088 - -- 1.20 64 5.33' 4.20 1.386 0.088 - -- 1.30 65 5.42 4.70 1.551 0.088 - -- 1.46 66 5.50 5.60 1.848 0.088 - -- 1.76 67 5.58 1.90 0.627 0.08.8 - -- 0.54 68 5.67 0.90 0.297 0.088 - -- 0.21 69 5.75 0.60 0.198 0.088 - -- 0.11 70 5.83 0.50 0.165 0.088 - -- 0.08 71 5.92 0.30 0.099 0.088 - -- 0.01 72 6.00 0.20 0.066 0.088 0.017 0.05 Sum = 100.0 Sum = 26.8 Flood volume = Effective rainfall 2.23(In) times-area 0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) I a 9 Total soil loss = 0.52(In) Total soil loss = 0.020(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 3724.0 Cubic Feet Total soil loss = 867.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.598(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------- - - - - -- ':A Hydrograph in 5 Minute intervals ((CFS)) ----------------------- Time(h+m) Volume Ac.Ft 7 ------------------------ Q(CFS) 0 7 ------------------- 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0001 0.01 Q I I I I 0 +15 0.0002 0.02 Q I I I I 0 +20 0.0004 0.03 Q I I I I 0 +25 0.0007 0.04 Q 0 +30 0.0010 0.04 Q I I I I 0 +35 0.0013 0.05 Q I I I I 0 +40 0.0017 0:05 Q I I I I 0 +45 0.0021 0.06 Q I I I I 0 +50 0.0025 0.06 QV I I I I 0 +55 0.0029 0.06 QV I I I I 1+ 0 0.0033 0.06 QV I I I I 1+ 5 0.0038 0.07 QV I I I I 1 +10 0.0043 0.07 QV I I I I 1 +15 0.0048 0.07 Q V I I I I 1 +20 0.0053 0.08 Q V I I I I 1 +25 0.0059 0.08 Q V I I 1 1 1 +30 0.0064 0.08 Q V I I I I 1 +35 0.0069 0.08 Q V I I I I 1 +40 0.0075 0.08 Q V I I I I 1 +45 0.0081 0.08 Q V I I I I 1 +50 0.0086 0.08 Q V I I 1 1 1 +55 0.0092 0.08 Q V I I I I 2+ 0 0.0097 0.08 Q V I I I 2+ 5 0.0103 0.08 Q V I I I I' 2 +10 0.0109 0.09 Q V I I I I 2 +15 0.0115 0.09 Q V I I I I 2 +20 0.0121 0.09 Q V I I 1 1 2 +25 0.0128 0.09 Q V I I 1 1 2 +30 0.0134 0.09 Q V I I 1 1 2 +35 0.0141 0.09 Q V I. I I I 2 +40 0.0147 0.10 Q V 'I I I I 2 +45 0.0154 0.10 Q V I I I I 2 +50 0.0161 0.10 Q V I I I I 2 +55 0.0168 0.10 Q V I I I I 3+ 0 0.0175 0.11 Q V I I I I 3+ 5 0.0183 0.11 Q V I I I I 3 +10 0.0190 0.11 Q V I I I I 3 +15 0.0198 0.11 Q VI I I I 3 +20 0.0206 0.12 Q VI I I I 3 +25 0.0215 0.12 Q V I I I 3 +30 0.0223 0.13 Q V I I I 3 +35 0.0233 0.14 Q V I I I 3 +40 0.0243 0.15 Q IV 1 1 I ':A 9 IL 3 +45 0.0254 0.16 Q IV I I I 3 +50 0.0265 0.16 Q I V ( I I 3 +55 0.0277 0.17 Q I V 1 I I 4+ 0 0.0289 0.18 Q I V I I I 4+ 5 0.0302 0.19 Q I V I I I 4 +10 0.031.6 0.20 Q I V 4 +15 0.0330 0.21 Q I V I I I 4 +20 0.0345 0.22 Q I V I I I 4 +25 0.0361 0.23 Q I V I I I 4 +30 0.0378 0.25 Q I V I I I 4 +35 0.0396 0.26 IQ I V I I I 4 +40 0.0414 0.27 IQ I VI I I 4 +45 0.0433 0.28 IQ I V I I 4 +50 0.0453 0.29 IQ I IV I I 4 +55 0.0474 0.30 IQ I I V I I 5+ 0 0.0496 0.31 IQ I I V I I 5+ 5 0.0518 0.33 IQ I I V I I 5 +10 0.0543 0.35 IQ I I V I I 5 +15 0.0570 0.40 IQ I I V I I 5 +20 0.0601 0.45 IQ I I V I I 5 +25 0.0635 0.49 IQ I I VI I 5 +30 0.0672 0.55 1 Q I I IV I 5 +35 0.0714 0.60 1 Q I I I V I 5 +40 0.0752 0.56 1 Q I I l V I 5 +45 0.0780 0.40 IQ I I I V I 5 +50 0.0799 •0.28 IQ I I I V I 5 +55 0.0812 0.20 Q I I I V I 6+ 0 0.0823 0.15 Q I I I V 6+ 5 0.0831 0.11 Q I I I V I 6 +10 0.0837 0.09 Q I I I VI 6 +15 0.0841 0.07 Q I I I VI 6 +20 0.0845 0.05 Q I I I VI 6 +25 0.0847 0.04 Q I I I VI 6 +30 0.0849 0.03 Q I I I VI 6 +35 0.0851 0.02 Q I I I VI .6 +40 0.0852 0.02 Q I I I VI 6 +45 0.0853 0.01 Q I I I VI 6 +50 0 .'0854 0.01 Q I I I VI 6 +55 0.0854 0.01 Q I i I VI 7+ 0 0.0855 0.00 Q I I I VI 7+ 5 0.0855 0.00 Q I I' I VI 7 +10 0.0855 0.00 Q I I I VI 7 +15 0.0855 0.00 Q I I I VI 7 +20 0.0855 0.00 Q I I I VI 7 ±25 0.0855 0.00 Q I I I VI 7 +30 --------------------------------------------------------------- 0.0855 0.00 Q I I I V - - - - -- JA � I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 08/14/06 File: 051107uhoff24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 i ----------------------------------------•----------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- MONROE NORMAN - TRACT NO. 32742 OFFSITE'FLOOD VOLUME 100YR -24HR -------------------------------------------------------------------- Drainage Area = 0.46(Ac.) = 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.200 Hr. Lag time = 12.00 Min. 25% of lag time = 3.00 Min. 40% of lag time = 4.80 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.46 1.10 0.51 100 YEAR Area rainfall data: �.�✓ Area(Ac.)[1] Rainf 1(In) 2] Weighting[1 *2] 0.46 4.50 2.07 STORM EVENT (YEAR) = 10 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 —Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % J WJ •0.460 69.00 ' 0.850 Total Area Entered = 0.46(Ac.) RI RI Infil. Rate Impervious . Adj. Infil. Rate Area% F AMC2 AMC -2 `(In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.850 0.088 1.000 0.088 Sum (F) = 0.088 Area averaged mean soil loss (F) (In /Hr) = 0.088 Minimum soil loss rate ((In /Hr)) = 0.044 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p'h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 41.667 2.935 0.014 2 0.167 83.333 17.678 0.082 3 0.250 125.000 30.853 0.143 4 ,0.333 166.667 15.755 0.073 5 0.417 208.333 8.887 0.041 6 0.500 250.000 5.862 0.027 7 0.583 291.667 4.277 0.020 8 0.667 333.333 3.183 0.015. 9 0.750 375.000 2.343 0.011 10 0.833 416.667 1.910 0.009 11 0.917 458.333 1.485 0.007 12 1.000 500.000 1•.190 0.006 13 1.083 541.667 0.917 0.004 14 1.167 583.333 0.643 0.003 15 1.250 625.000 0.438 0.002 16 1.333 666.667 0.493 0.002 17 1.417 708.333 0.495 0.002 18 1.500 750.000 0.337 0.002 19 1.583 791.667 0.318 0.001 -------7------------------------------------------------------------- Sum = 100.000 Sum= 0.464 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.036 0.155 0.009 0.03. 2, 0.17 0.07 0.036 0.155 0.009 0.03 3 0.25 0.07 0.036 0.154 0.009 0.03 4 0.33 0.10 0.054 0.154 0.014 0.04 5 0.42 0.10 0.054 0.153 0.014 0.04 6 0.50 0.10 0.054 0.152 0.014 0.04 7 0.58 0.10 0.054 0.152 0.014 0.04 8 0.67 0.10 0.054 0.151 0.014 0.04 9 0.75 0.10 0.054 0.151 0.014 0.04 10 0.83 0.13 0.072 0.150 0.019 0.05 11 0.92 0.13 0.072 0.149 0.019 0.05 12 1.00 0.13 0.072 0.149 0.019 0.05 13 1.08 0.10 0.054 0.148 0.014 0.04 14 1.17 0.10 0.054 0.148 0.014 0.04 I 15 1.25 0.10 0.054 0.147 0.014 0.04 16 1.33 0.10 0.054 0.146 0.014 0.04 17 1.42 0.10 0.054 0.146 0.014 0.04 18 1.50 0.10 0.054 0.145 0.014 0.04 19 1.58 0.10 0.054 0.145 0.014 0.04 20 1.67 0.10 0.054 0.144 0..014 0.04 21 1.75 0.10 0.054 0.144 0.014 0.04 22 1.83 0.13 0.072 0.143 0.019 0.05 I 23 1.92 0.13 0.072 0.142 0.019 0.05 24 2.00 0.13 0.072 0.142 0.019 0.05 25 2.08 0.13 0.072 0.141 0.019 0.05 26 2.17 0.13 0.072 0.141 0.019 0.05 I 27 2.25 0.13 0.072 0.140 0.019 0.05 28 2.33 0.13 0.072 0.139 0.019 0.05 29 2.42 0.13 0.072 0.139 0.019 0.05 30 2.50 0.13 0.072 0.138 0.019 0.05 31 2.58 0.17 0.090 0.138 0.023 0.07 32 2.67 0.17 0.090 0.137 0.023 0.07 33 2.75 0.17 0.090 0.137 0.023 0.07 34 2.83 0.17 0.090 0.136 0.023 0.07 35 2.92 0.17 0.090 0.136 0.023 0.07, 36 3.00 0.17 0.090 0.135 0.023 0.07 37 3.08 0.17 0.090 0.134 0.023 0.07 38 3.17 0.17 0.090 0.134 0.023 0.07 39 3.25 0.17 0.090 0.133 0.023 0.07 40 3.33 0.17 0.090 0.133 0.023 0.07 41 3.42 0.17 0.090 0.132 0.023 0.07 42 3.50 0.17 0.090 0.132 0.023 0.07 ' 43 3.58 0.17 0.090 0.131 0.023 0.07 44 3.67 0.17 0.090 0.131 0.023 0.07 45 3.75 0.17 0.090 0.130 0.023 0.07 46 3.83 0.20 0.108 0.129 0.028 0.08 47 3.92 0.20 0.108 0.129 0.028 0.08 48 4.00 0.20 0.108 0.128. 0.028 0.08 c" 49 4.08 0.20 0.108 0.128 0.028 0.08 50 4.17 0.20 0.108 0.127 0.028 0.08' 51 4.25 0.20 0.108 0.127 0.028 0.08 52 4.33 0.23 0.126 0.126 0.033 0.09 53 4.42 0.23 0.126 0.126 - -- 0.00 54 4.50 0.23 0.126 0.125 - -- 0.00 . 55 4.58 0.23 0.126 0.125 - -- 0.00 56 4.67 0.23 0.126 0.124 - -- 0.00 57 4.75 0.23 0.126 0.124 - -- 0.00 5.8 4.83 0.27 0.144 0.123 - -- 0.02 59 4.92 0.27 0.144 0.122 - -- 0.02 60 5.00 0.27 0.144 0.122 - -- 0.02 61 5.08 0.20 0.108 0.121 0.028 0.08 h 62 5.17 0.20 0.108 0.121 0.028 0.08 ' 63 5.25 0.20 0.108 0.120 0.028 0.08 64 5.33 0.23 0.126 0.120 - - -. 0.01 i 65 5.42 0.23 0.126 0.119 - -- 0.01 66 5.50 0.23 0.126 0.119 - -- 0.01 r» 67 5.58 0.27 0.144 0.118 - -- 0.03 68 5.67 0.27 0.144 0.118 - -- 0.03 69 5.75 0.27 0.144 0.117 - -- 0.03 ` 470 5.83 0.27 0.14.4 0.117 - -- 0.03 )71 5.92 0.27 0.144 0.116 - -- 0.03 172 6.00 0.27 0.144 0.116 - -- 0.03 173 6.08 0.30 0.162 0.115 - -- 0.05 6.17 0.30 0.162 0.115 - -- 0.05 75 6.25 0.30 0.162 0.114 - -- 0.05 J: r } IA 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 9s- 100 101 102 103 104 105 106 107 108 109 110 111 112" 113 114 ` 115 116 117 118 11.9 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135. 136 6.33 0.30, 0.162 0.114 - -- 0.05 6:42 0.30 0.162 0.113 - -- 0.05 6.50 0.30 0.162 0.113 - -- 0.05 6.58 0.33' 0.180 0.112 - -- 0.07 6.67 0.33; 0.180 0.112 - -- 0.07 6.75 0.33 0.180 0.111 - -- 0.07 6.83 0.33 0.180 0.111 - -- 0.07 6:92 0.33 0.180 0.110 - -- 0.07 7.00 0.33 0.180 0.110 - -- 0.07 7.08 0.33 0.180 0.109 - -- 0.07 7.17 0433 0.180 0.109 - -- 0.07 7.25 0.33 0.180 0.108 - -- 0.07 7.33 0.37 0.198 0.108 - -- 0.09 7.42 0.37 0.198 0.107. - -- 0.09 7.50 0.37 0.198 0.107 - -- 0.09 7.58 0.40 0.216 0.106 - -- 0.11 7.67 0.40 0.•216 0.106 - -- 0.11 7.75 0.40 0.216 0.105 - -- 0.11 7.83 0.43 0.234 0.105 - -- 0.13:° 7.92 0.43 0.234 0.104 - -- 0.13: 8.00 0.43 0.234 0.104 - -- 0.13 8.08 0.50 0.270 0.103 - -- 0.17 8.17 0.50 0.270 0.103 - -- 0., 17 8.25 0.50 0.270 0.102 - -- 0.17 8.33 0.50 0.270 0.102 - -- 0.17 8.42 0.50 0.270 0.101 - -- 0.17 8.50 0..50 0.270 0.101 - -- 0.17 8.58 0.53 0.288 0.100 - -- 0.19 8.67 0.53 0.288 0.100 - -- 0.19 8.75 0.53 0.288 0.099 - -- 0.19 8.83 0.57 0.306 0.099 - -- 0.21 8.92 0.57 0.306 0.098 - -- 0.21 9.00 0.57 0.306 0.098 - -- 0.21 9.08 0.63 0.342 0.098 - -- 0.24 9.17 0.63 0.342 0.097 - -- 0.24 9.25 0.63 0.342 0.097 - -- 0.25 9.33 0.67 0.360 0.096 - -- 0.25 9.42 0.67 0.360 0.096 - -- 0.26 9.50 0.67 0.360 0.095 - -- 0.26 9.58 0.70 0.378 0.095 - -- 0.28 9.67 0.70 0.378 0.094 - -- f 0.28 9.75 0.70 0.378 0.094 - -- 0.28 9.83 0.73 0.396 0.093 - -- 0.30 9.92 0.73 0.396 0.093 - -- 0.30 10.00 0.73 0.396 0.093 - -- 0.30 10.08 0.50 0.270 0.092 - -- 0.18 10.17 0.50 0.270 0.092 - -- 0.18 10.25 0.50 0.270 0.091 - -- 0.18 10.33 0.50 0.270 0.091 - -- 0.18 10.42 0.50 0.270 0.090 - -- 0.18 10.50 0.50 0.270 0.090 - -- 0.18 10.58 0.67 0.360 0.089 - -- 0.27 10.67 0.67 0.360 0.089 - -- 0.27 10.75 0.67 0.360 0.089 - -- 0.27 10.83 0.67 0.360 0.088 - -- 0.27 10.92 0.67 0.360 0.088 - -- 0.27 11.00 0.67 0.360 0.087 - -- 0.27 11.08 0.63 0.342 0.087 - -- 0.26 11.17 0.63 0.342 0.086 - -- 0.26 11.25 0.63 0.342 0.086 - -- 0.26 11.33 0.63 0.342 0.086 - -- 0.26 0 l _.J L. 137 11.42 0.63 0.342 Q.085 - -- 0.26 -� 138 11.50 0.63 0.342 0.085 - -- 0.26 139 11.58 0.57 0.306 0.084 - -- 0,22 140 11.67 0.57 0.306 0.084 0.22 141 11.75 0.57_ 0.306 ___ 0.083 0.22 142 11.83 0.60 0.324 0.083 - -- 0.24 143 11.92 0.60 0.324 0.083 - -- 0.24 144 12:00 0.60 0.324 0.082 0.24 145 12.08 0.83 0..450 ___ 0.082 0.37 146 12.17 0.83 0.450 0.081 - -- 0.37 147 148 12.25 12.33 0.83 0.87 0.450 0.468 0.081 0.081 0.37 0.39 149 12.42 0.87 0.468 ___ 0.080 0:39 150 12.50 0.87 0.468 0.080 - -- 0.39 151 12.58 0.93 0.504 0.079 - -- 0.42 152 12.67 0.93 0.504 0.079 - -- 0.43 153 12.75 0.93 0:504 0.079 - -- 0.43 154 12.83 0.97 0.522 0.078 - -- 0,44 155 12.92 0.97 0.522 0.078 - -- 0.44 156 13.00 0.97 0.522 0.077 - -- 0.44' 157 13.08 1.13 0.612 0.077 - -- 0.54' 158 13.17 1.13 0.612 0.077 - -- 0.54 159 13.25 1.13 0.612 0.076 - -- 0.54 160 13.33 1.13 0.612 0.076 - -- 0.54 161 13.42 1.13 0.612 0.075 - -- 0.54 ^` 162 13.50 1.13 0.612 0.075 - -- 0.54 163 13.58 0.77 0.414 0.075 - -- 0.34 164 13.67 0.77 0.414 0.074 - -- 0.34 165 13.75 0.77 0.414 0.074 - -- 0.34 166 13.83 0.77 0.414 0.074 - -- 0.34 167 13.92 0.77 0.414 0.073 - -- 0.34 168 14.00 0.77 0.414 0.073 - -- 0.34 169 14.08 0.90 0.486 0.072 - -- 0.41 170 14.17 0..90 0.486 0.072' 0.41 171 14.25 0.90 0.486 0.072 - -- 0.41 172 14.33 0.87 0.468 0.071 - -- 0.40 173 14.42 0.87 0.468 0.071 0.40 174 14.50 0.87 0.468 0.071 0.40 175 14.58 0.87 0.468 0.070 - -- 0.40 176 14.67 0.87 0.468 0.070 - -- 0.40 177 14.75 0.87 0.468 0.069 - -- 0.40 178 14.83 0.83 0.450 0.069 - -- 0.38 179 14.92 0.83 0.450 0.069 - -- 0.38 + 18.0 15.00 0.83 0.450 0.068 - -- 0.38 181 15.08 0.80 0.432 0.068 - -- 0.36 182 15.17 0.80 0.432 0.068 - -- 0.36 183 15.25 0.80 0.432 0.067 - -- 0.36 184 15.33 0.77 0.414 0.067 - -- 0.35 185 15.42 0.77 0.414 0.067 - -- 0.35 a; 186 15.50 0.77 0.414 0.066 - -- 0.35 187 15.58 0.63 0.342 0.066 - -- 0,28 s.�. 188 15.67 0.63 0.342 0.066 - -- 0,28 189 15.75 0.63 0.342 0.065 - -- 0,28 +. 190 15.83 0.63 0.342 0.065 - -- 0,28 091 X192 15.92 • 0.63 0.342 0.065 - -- 0,28 16.00 0.63 0.342 0.064 - -- 0,28 X193 16.08 0.13 0.072 0.064 - -- 0.01 194 16.17 0.13 0.072 0.069 0.01 ,,195 16.25 0.13 0.072 0.063 - -- 0.01 :196 16.33 0.13 0.072 0.063 - -- 0.01 97 16.42 0.13 0.072 0.063 - -- 0.01 L. 198 16.50 0.13 0.072 0.062 - -- 0.01 199 16.58 0.10 0.054 0.062 0.014 0.04 200 16.67 0.10 0.054 0.062 0.014 0.04 i 201 16.75 0.10 0.054 0.061 0.014 0.04 202 16.83 0.10 0.054 0.061 0.014 0.04 203 16.92 0.10 0.054 0.061 0.014 0.04 204 17.00. 0.10 0.054 0.061 0.014 0.04 I 20.5 17.08 0.17 0.090 0.060 - -- 0.03 206 17.17 0.17 0.090 0.060 - -- 0.03 207 17.25 0.17 0.090 0.060 - -- 0.03 208 17.33 0.17 0.090 0.059 - -- 0.03 209 17.42 0.17 0.090 0.059 0.03 210 17.50 0.17 0.090 0.059 - -- 0.03 211 17.58 0.17 0.090 0.058 - -- 0.03 212 17.67 0.17 0.090 0.058 - -- 0.03 213 17.75 .0.17 0.090 0.058 - -- 0.03 214 17.83 0.13-- 0.072 0.058 - -- 0.01 215 17.92 0.13 0.072 0.057 - -- 0.01 216 18.00 0.13 0.072 0.057 - -- ",0.02 217 18.08 0.13 0.072 0.057 - -- 0.02 218 18.17 0.13 0.072 0.056 - -- 0.02 219 18.25 0.13 0.072 0.056 - -- 0.02 220 18.33 0.13 0.072 0.056 - - -- 0.02 221 18.42 0.13 0.072 0.056 - -- 0.02 222 18.50 0.13 0.072 0.055 --- 0.02 223 18.58 0.10 0.054 0.055 0.014 0.04 224 18.67 0.10 0.054 0.055 0.014 0.04 225 18.75 0.10 0.054 0.055 0.019 0.09 226 227 18.83 18.92 0.07 0.07 0.036 0.036 `0.059 0.009 0.03 0.054 0.009 0.03 228 19.00 0.07 0.036 0.054 0.009 0.03 229 19.08 0.10 0.054 0.054 0.00 t 230 19.17 0.10 0.054 0.053 - -- 0.00 231 19.25 0.10 0.054 •0.053 - -- 0.00 232 19.33 0.13 0.072 0.053 - -- 0.02 233 19.42 0.13 0.072 0.053 - -- 0.02 234 19.50 0.13 0.072 0.052 - -- 0.02 235 19.58 0.10 0.054 0.052 - -- 0.00 236 19.67 0.10 0.054 0.052 - -- 0.00 237 19.75 0.10 0.054 0.052 0.00 238 19.83 0.07 0.036 0.051 0.009 0.03 239 19.92 0.07 0.036 0.051 0.009 0.03 t 240 20.00 0.07 0.036 0.051 0.009 0.03 24.1 20.08 0.10 0.054 0.051 - -- 0.00 242 20.17 0.10 0.054 0.050 0.00 243 20.25 0.10 0.054 0.050 - -- 0.00 €� 244 20.33 0.10 0.054 0.050 - -- 0.00 !. 245 20.42 0.10 0.054 0.050 0.00 t 246 20.50 0.10 0.054 0.050 - -- 0.00 247 20.58 0.10 0.054 0.049 - -- 0.00 r 248 20.67 0.10 0.054 0.049 - -- 0.00 249 20.75 0.10 0.054 0.049 0.01 250 20.83 0.07 0.036 0.049 0.009 0.03 251 20.92 0.07 0.036 0.049 0.009 0.03 x252 ' 21.00 0.07 0.036 0.048 0.009 0.03 53 21.08 0.10 0.054 0.048 - -- 0.01 454 21.17 0.10 0.054 0.048 - -- 0.01 `1'255 `256 21.25 0.10 0.054 0.048 - -- 0.01 21.33 0.07 0.036 0.048 0.009 0.03 257 21.42 0.07 0.036 0.047 0.009 0.03 .258 y 21.50 0.07 0.036 0.047 0.009 0.03 259 21.58 0.10 0.054 0.047 - -- 0.01 260 21.67 0.10 0.054 0.047 - -- 0.01 261 21.75 0.10 0.054 0.047 - -- 0.01 262 21.83 0.07 0.036 0.047 0.009 0.03 263 21.92 0.07 0.036 0.046 0.009 0.03 264 22.00 0.07 0.036 0.046 0.009 0.03 265 22.08 0.10 0.054 0.046 - -- 0.01 266 22.17 0.10 0.054 0.046 - -- 0.01 267 22.25 0.10 0.054 0.046 - -- 0.01 268 22.33 0.07 0.036 0.046 0.009 0.03 269 22.42 0.07 0.036 0.046 0.009 0.03 270 22.50 0.07 0.036 0.045 0.009 0.03 271 22.58 0.07 0.03'6 0.045 0.009 0.03 272 22.67 0.07 0.036 0.045 0.009 0.03 273 22.75 0.07 0.036 0.045 0.009 0.03 274 22.83 0.07 0.036 0.045 0.009 0.03 275 22.92 0.07 0.036 0.045 0.009 0.03 276 23.00 0.07 0.036 0.045 0.009 0.03 277 23.08 0.07 0.036 0.045 0.009 0.03 278 23.17 0.07 0.036 0.044 0.009 0.03 279 23.25 0.07 0.036 0.044 0.009 0.03 280 23.33 0.07 0.036 0.044 0.009 0.03 281 23.42 0.07 0.036 0.044 0.009 0.03 282 23.50 0.07 0.036 0.044 0.009 0.03 283 '23.58 0.07 0.036 0.044 0.009 0.03 284 23.67 0. 07 0.036 0.044 0.009 0.03 285 23.75 0.07 0.036 0.044 0.009 0.03 286 23.83 0.07 0.036 0.044 0.009 0.03 287 23.92 0.07 0.036 0.044 0.009 0.03 288 24.00 0.07 0.036 0.044 0.009 0.03 Sum = 100.0 Sum = 37.1 Flood volume = Effective rainfall 3.09(In) times area 0.5(Ac.) /[(In) /(Ft.)J = 0.1(Ac.Ft) Total soil loss = 1.41(In) Total soil loss = 0.054(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 5158.7 Cubic Feet Total ------------------------------------------------------------ soil loss = 2355.4 Cubic Feet -------- Peak'flow rate of this hydrograph = 0.239(CFS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1--------------- ++++++++++++++"f'+++++++++.++++++++++++++.+ + + + + + + +'F' + + + + + + + + + + +"F• + + + + + ++ 24 - H O U R S T 0 R M -------------------- R u n o f f H - ----------------------------------------------- y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft• Q(CFS) 0 2.5` 5.0 7.5 10.0 0+ 5 0.0000 0.00 Q I I I I 0 +10 0.0000 0.00 Q I I I I ,0 +15 0.0001 0.01 Q I I I I 0 +20 0.0001 0.01 Q I I I I 0 +25 0.0002 0.01 Q I I I I 0 +30 0.0003 0.01 Q I I I I 0 +35 0.0004 0.01 Q I I I I 0 +40 0.0005 0.02 Q I I I I 0 +45 0.0006 0.02 Q I I I I 0 +50 0.0007 0.02 Q I I I I 0 +55 0•.0009 0.02 Q I I I I 1+ 0 0.0010 0.02 Q 1+ 5 0.0011 0.02 Q 1 +10 0.0013 0.02 Q 1 +15 0.0014 0.02 Q 1 +20 0.0016 0.02 Q 1 +25 0.0017 0.02 Q 1 +30 0.0018 0.02 Q 1 +35 0.0020 0.02 Q 1 +40 0.0021 0.02 Q 1 +45 0.0022 0.02 Q 1 +50 0.0024 0.02. Q 1 +55 0.0025 0.02 Q 2+ 0 0.0026 0.02 Q 2+ 5 0.0028 0.02 Q 2 +10 0.0030 0.02 Q 2 +15 0.0031 0.02 QV 2 +20 0.0033 0.-02 QV 2 +25 0.0035 0.02 QV 2 +30 0.0036 0.02 QV 2 +35. 0.0038 0.02 QV 2 +40 0.0040 0.03 QV 2 +45 0.0042 0.03 QV 2 +50 0.0044 0.03 QV 2 +55 0.0046 0.03 QV 3+ 0 0.0048 0.03 QV 3+ 5 '0.0050 0.03 QV 3 +10 0.0052 0.03 QV 3+15 0.0054 0.03 QV 3 +20 0.0056 0.03 QV 3 +25 0.0058 0.03 QV 3 +30 0:0060 0.03 .Q V 3 +35 0.0062 0.03 Q V 3 +40 0.0064 0.03 Q V 3 +45 0.0066 -0.03 Q V 3 +50 0.0069 0.03 Q V 3 +55 0.0071 0.'03 Q V 4+ 0 0.0073 0.03 Q V 4+ 5 0.0076 0.04 Q V 4 +10 0.0078 0.04 Q V 4 +15 0.0081 0.04 Q V 4 +20 0.0083 0.04 Q V 4 +25 0.0086 0.04 Q V 4 +30 0.0088 0.03 Q V 4 +35 0.0089 0.02 Q V 4 +40 0.0090 0.01 Q V 4 +45 0.0090 0.01 Q V 4 +50 0.0091 0.01 Q V 4 +55 0.0092 0.01 Q V 5+ 0 0.0092 0.01 Q V 5+ 5 0.0093 0.01 Q V 5 +10 0.0094 0.02 Q V 5 +15 0.0096 0.02 Q V 5 +20 0.0098 0.03 Q V 5 +25 0.0099 0.02 Q V 5 +30 0.0100 0.01 Q V 5 +35 0.0101 0.01 Q V 5 +40 0.0102 0.01 Q V 5 +45 0.0102 0.01 Q V 5 +50 0.0103 0.01 Q V 5 +55 0.0104 0.01 Q V 6+ 0 0.0105 0.01 Q V 6+ 5 0.0106 0.01 Q V I 6 +10 0.0107 •0.01 Q V I 6 +15 0.0108 0.02 Q V I 6 +20 0.0109 0.02 Q V I 6 +25 0.0111 0.02 Q V I 6 +30 0.0112 0.02 Q V I 6 +35 0.0114 0.02 Q V 1 . 6 +40 0.0115 0.02 Q V 1 6 +45 0.0117 0.03 Q V I 6 +50 0.0119 0.03 Q V I 6 +55 0.0121 0.03 Q V I 7+ 0 0.0123 0.03 Q V 1 7+ 5 0.0125 0.03 Q V I 7 +10 0.0127 0.03 Q V I 7 +15 0.0130 0.03 Q V I 7 +20 0.0132 0.03 Q V I 7 +25 0.0134 0.03 -Q V I 7 +30 0.0137 0.04 Q V I 7 +35 0.0139 0.04 Q V I 7 +40 0.0142 0.04 Q V 1 7 +45 0.0145 0.04 Q V I 7 +50 0.0149 0.05 Q V I 7 +55 0.0152 0.05 Q V I 8+ 0 0.0156 0.05 Q V I 8+ 5 0.0160 0.06 Q V I 8 +10 0.0164 0.06 Q V I 8 +15 0.0168 0.07 Q V I 8 +20 0.0173 0.07 Q V I 8 +25 0.0178 0.07 Q V 1 8 +30 0.0183 0.07 Q V 1 8 +35 0.0188 0.08 Q V 1 8 +40 0.0194 0.08 Q V 1 8 +45 0.0199 0.08 Q V 1 8 +50 0.0205 0.08 Q V I 8 +55 0.0211 ,0.09 Q V 1 9+ 0 0.0217 0.09 Q V 1 9+ 5 0.0223 0.09 Q V 1 9 +10 0.0230 0.10 Q. V 1 9 +15 0.0237 0.10 Q V i 9 +20 0.0244 0.11 Q V I 9 +25 0.0252 0.11 Q V 1 9 +30 0.0260 0.11 Q V 1 9 +35 0.0268 0.12 Q VI. 9 +40 0.0276 0.12 Q V1 9 +45 0.0285 0.12 Q VI 9 +50 0.0293 0.13 Q VI 9 +55 0.0302 0.13 Q V 10+ 0 0.0311 0.13 Q V 10+ 5 0.0321 0.13 Q V 10 +10 0.0329 0.12 Q IV 10 +15 0.0337 0.11 Q IV 10 +20 0.0343 0.10 Q IV 10 +25 0.0350 0.10 Q IV 10 +30 0.0356 0.09 Q I V 10 +35 0.0363 0.09 Q I V 10 +40 0.0369 0.10 Q I V 10 +45 0.0377 0.11 Q I V 10 +50 0.0385 0.12 Q I V 10 +55 0.0393 0.12 Q I V 11+ 0 0.0401 0.12 Q I V 11+ 5 0.0410 .0.12 Q I V M 1� I i 11 +10 0.0418 0.12 Q I V I 11 +15 0.0426 0.12 Q I V I 11 +20 0.0434 0.12 Q I V .. I 11 +25 0.0442 0.12 Q I V I 11 +30 0.0451 0.12 Q I V I 11 +35 0.0459` 0.12 Q I V I 114.40 0.0467 0.12 Q I V I 11 +45 0.0474 0.11 Q I V I 11 +50 0.0482 0.11 Q I V i 11 +55 0.0489 0.11 Q I V I 12+ 0 0.0497 0.11 Q I V I' 12 +.5 0.0505 0.11 Q I V 1 12 +10 0.0513 0.12 Q I V 1 12 +15 0.0523 0.14 Q I V 1 12 +20 0.0534 0.15 Q I V I 12 +25 0.0544 0.16 Q I V I 12 +30 0.0556 0.16 Q I V I 12 +35 0.0567 0.17 Q I VI 12 +40 0.0580 0.18 Q I VI 12 +45 0.0592 0.18 Q I VI 12 +50 0.0605 0.19 Q I V 12 +55 0.0618 0.19 Q I V 13+ 0 0.0632 0.20 Q 1 IV 13+ 5 0.0645 0.20 Q I IV 13 +10 0.0660 0.21 Q I I V 13 +15 .0.0675 0.22 Q I I V 13 +20 0.0691 0.23 Q I I V 13 +25 0.0707 0.24 Q I I V 13 +30 0.0724 0.24 Q I I V 13 +35 0.0740 0.24 Q I I V 13 +40 0.0756 0.22 Q I I V 13 +45 0.0769 0.20 Q I I V 13 +50 0.0782 0.18 Q I I V 13 +55 0.0794. 0.18 Q I i V 14+ 0 0.0806 0.17 Q I I V 14+ 5 0.0818 0.17 Q I I V 14 +10 0.0830 0.17 Q I I 14 +15 0.0842 0.18 Q I I 14 +20 0.0855 0.19 Q I I 14 +25 0.0868 0.19 Q I I 14 +30 0.0881 0.18 Q 14 +35 0.0893 0.18 Q I I 14 +40 0.0906 0.18 Q I i 14 +45 0.0919 0.18 Q I I 14 +50 0.0932 0.18 Q I I 14 +55 0.0944 0.18 Q I I 15+ 0 0.0957 0.18 Q. I I 15+ 5 0.0969 0.18 Q I I 15 +10 0.0981 0.18 Q I• I 15 +15 0.0993 0.17 Q I I 15 +20 0.1005 0.17 Q I I 15 +25 0.1017 0.17 Q I I 15 +30 0.1028 0.17 Q i I 15 +35 0.1039 0.16 Q I I 15 +40 0.1050 0.16 Q 15 +45 0.1060 0.15 Q I I 15 +50 0.1070 0.14 Q I I 15 +55 0.1079 0.14 Q I I 16+ 0 0.1089 0.14 Q I I 16+ 5 0.1098 0.13 Q I I 16 +10 0.1105 0.11 Q I I I eta I I I I I ` I I • I I I V IV IV IV 1 V I V I V I V I V I V I V V I V V I V I V I V I V I V 1 16 +15 0.1110 0.07 Q I I I V I 16 +20 0.1113 0.05 Q I I I V I 16 +25 0.1115 0.04 Q I I I V I 16 +30 0.1117 0.03 Q I I I v 16 +35 0.1119 0.02 Q I ( I V I 16 +40 0.1120'' 0.02 Q I I I v 16 +45 0.1122 0.02 Q I I I v 16 +50 ... 0.1123 0.02 Q I I I v 16 +55 0.1125 0.02 Q I I I V I 17+ 0 0.1126 0.02 Q I i I V 17+ 5 0.1128 0.02 Q I I I V 17 +10 0.1129 0.02 Q I I I V I 17 +15 0.1130 0.02 Q I I I V I 17 +20 0.1131 0.02 Q I I I V I 17 +25 0.1132 0.02 Q I I I V I 17 +30 0.1133 0.01 Q I I I V I 17 +35 0.1134 0•.Ol Q I I I V I 17 +40 0.1135 0.01 Q I I I v 17 +45 0.1136 0.01 Q I I I V 17 +50 0.1137 0.01 Q I I I `V 1 17 +55 0.1138 0.01 Q I I I „ V I 18+ 0 0.1139 0.01 Q I I I V I 18+ 5 0.1140 0.01 Q I i I V I 18 +10 0.1140 0.01 Q I I l V I 18 +15 0.1141 0.01 Q I I I v 18 +20 .0.1141 0.01 Q I I I V 1 18 +25 0.1142 0.01 Q I I I V I 18 +30 0.1142 0.01 Q I I I V I 18 +35 0.1143 0.01 Q I I I V 1 18 +40 0.1144 0.01 Q I I I V I 18 +45 0.1145 0.01 Q I I I v 18 +50 0.1146 0.01 Q I I I V I 18 +55 0.1147 0.01 Q I I I V I 19+ 0 0.1148 0.01 Q I I I V I 19+ 5 0.1148 0.01 Q ► i I V I 19 +10 0.1149 0.01 Q I l I V 19 +15 0.1150 0.01 Q I I I V 19 +20 0.1150 0.00 Q I I I V I 19 +25 0.1150 0.01 Q I I I V I 19 +30 0.1151 0.01 Q I I I V I 19 +35 0.1151 0.01 Q I I: I V 1 19 +40 0.1152 0.01 Q I I I V 1 19 +45 0.1152 0.00 Q I I I V 1 .19 +50 0.1152 0.00 Q I I I V 1 19 +55 0.1153 0.01 Q i I ► V 1 20+ 0 0.1153 0.01 Q I I I V I 20+ 5 0.1154 0.01 Q I I I V I 20 +10 0.1154 0.01 Q I I I V I 20 +15 0.1155 0.01 Q ► i I VI 20 +20 0.1155 0.00 Q I I I VI 20 +25 0.1155' 0.00 Q I I I VI 20 +30 0.1156 0.00 Q I I I VI 20 +35 0.1156 0.00 Q I I I VI 20 +40 0.1156 0.00 Q I I I VI 20 +45 0.1156 0.00 Q I I I VI 20 +50 0.1156 0.00 Q I I I VI 20 +55 0.1157 0.00 Q I I I VI 21+ 0 0.1157 0.01 Q I I I VI 21+ 5 0.1158 0.01 Q I I I VI 21 +10 0.1158. 0.01 Q I I I VI 21 +15 0.1159 0.01 Q 1 I I VI �v� 21 +20 0.1159 0.00 Q I I I VI 21 +25 0.1159 0.01 Q I I I VI 21 +30 0.1160 0.01 Q I I I VI 21 +35 0.1161 0.01 Q I I I VI 21 +40 0.1161 0.01 Q I I I VI 21 +45 0.1162' 0.01 Q I I I VI 21 +50 0.1162 0.01 Q I I I VI 21 +55 0.1163 0.01 Q I I I VI 22+ 0 0.1163 0.01 Q I I I VI 22+ 5 0.1164 0.01 Q I I I VI 22 +10 0.1164 0.01 Q I I I VI 22 +15 0.1165 0.01 Q I I I VI 22 +20 0.1165 0.01 Q I I I VI 22 +25 0.1166 0.01 Q I 1 1 VI 22 +30 0.1166 0.01 Q I 1 11 VI 22 +35 0.1167 0.01 Q I I I VI 22 +40 0.1168 0..01 Q I I I VI 22 +45 0.1169 0.01 Q I I I VI 22 +50 0.1170 0.01 Q I I I VI 22 +55 0.1170 0.01 Q I I I VI 23+ 0 0.1171 0.01 Q I I I VI 23+ 5 0.1172 0.01 Q I I I VI 23 +10 0.1173 0.01 Q I I I VI 23 +15 0.1174 0.01 Q I I I VI 23 +20 0.1174 0.01 Q I I I VI 23 +25 0.1175 0.01 Q I I I VI 23 +30 0.1176 0.01 Q I I I VI 23 +35 0.1177 0.01 Q I I I VI 23 +40 0.1178 0.01 Q I I I VI 23 +45 0.1179 0.01 Q I I I VI 23 +50 0.1180 0.01 Q I I I VI 23 +55 0.1180 0.01 Q I I I VI 24+ 0 0.1181 0.01 Q I I I VI 24+ 5 0.1182 0.01 Q I I I VI 24 +10 0.1183 0.01 Q I I I VI 24 +15 0.1183 0.01 Q I I 1 VI 24 +20 0.1183 0.00 Q I I I VI 24 +25 0.1184 0.00 Q I I I VI 24 +30 0.1184 0.00 Q I I I VI 24 +35 0.1184 0.00 Q I I I VI 24 +40 0.1184 0.00 Q I I I V1 24 +45 0.1184 0.00 Q I I I VI 24 +50 0.1184 0.00 Q I I I VI ..24 +55 0.1184 0.00 Q I I I VI 25+ 0. 0.1184 0.00 Q I I I VI 25+ 5 0.1184 0.00 Q I I I VI 25 +10 0.1184 0.00 0 1 1 1 VI 25 +15 0.1184 0.00 Q I I I VI 25 +20 0.1184 0.00 Q I. I I VI 25 +25 0.1184 0.00 Q 1 I. 1 VI 25 +30 ----------------------------------------------------------------- 0.1184 0.00 Q I I I VI - - - - -- Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 08/15/06 File:051107monroe.out ------------------------------------------------------------------------ MONROE NORMAN - TRACT No.32742 MONROE STREET - OFFSITE DRAINAGE 100yr STORM EVENT ---------------------------=----------=--------------------------------- ********* Hydrology Study Control Information English (in -lb) Units used in input data file -------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual y Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = .462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)*= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.856 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.405(CFS) 'I Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(Ft.) '4 Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break— 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate.at midpoint of street = 0.498(CFS) Depth of,flow = 0.234(Ft.), Average velocity = 1.204(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.359(Ft.) Flow velocity = 1.20(Ft /s) Travel time = 8.28 min. TC = 13.28 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.827 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.837(In /Hr) for a 100.0 year storm Subarea runoff = 1.460(CFS) for 0.460(Ac.) Total runoff = 1.865(CFS) Total area = 0.530(Ac.) Street flow at end of street = 1.865(CFS) Half street flow at end of street = 1.865(CFS) Depth of flow = 0.332(Ft.), Average velocity = 1.582(Ft /s) Flow width (from curb towards crown)= 10.259(Ft.) End of computations, total study area = 0.530 (Ac.) Riverside County Rational Hydrology Program e CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 06/19/07 File:051107monroel0offs.out -----=------------------------------------------------------------------ MONROE NORMAN - TRACT No.32742 MONROE STREET - OFFSITE DRAINAGE 10yr STORM EVENT ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** a English (in -lb) Units used in input data file -------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 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 Standard intensity- duration curves For the [ Palm Springs ] area used 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D -4.1) 2.830(In /Hr) 1.000(In /Hr) = 4.520(In /Hr) = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.500(Ft.) Top (of initial area) elevation = 463.000(Ft.) Bottom (of initial area) elevation = 462.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.01802 s(percent)= 1.80 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming.the ` time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.833 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 = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.246(CFS) Total initial stream area = 0.070(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 70.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA.FLOW ADDITION * * ** Top of, street segment elevation = 462.000(Ft.) End of street segment elevation = 459.150(Ft.) Length of street segment = 598.110(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 [2] side(s) of the street Distance from curb to' property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's 0 in gutter = 0.0150 Manning's N from gutter to grade break = 0.0.150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.303(CFS) Depth of flow = 0.149(Ft.), Average velocity = 1.143(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity = 1.14(Ft /s) Travel time = 8.72 min. TC 13.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot)' Runoff Coefficient = 0.790 uecimal traction 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 = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.353(In /Hr) for a 10.0 year storm Subarea runoff = 0.856(CFS) for 0.460(Ac.) Total runoff = 1.102(CFS) Total area = 0.530(Ac.) Street flow.at end of street = 1.102(CFS) Half street flow at end of street = 0.551(CFS) Depth of flow = 0.240(Ft.), Average velocity = 1.225(Ft /s) Flow width (from curb towards crown)= 5.685(Ft.) End of computations, total study area = 0.530 (Ac.) SNOIIvlfl3lV3 Dilfiv2IQA13 flACKIR INGINCERING, INC. CIVIL ENGINEERING LAND SURVEYING PLANNING 77 -530 Enfield Ln, Bldg E Palm Deserf,'CA 92 .211 Phone: (760) 360 -6900 Fax: (760) 36(}6999 engineerftackerengineering.com AMENDED TRACT N0.32742 CITY OF LA QUINTA, CA '� i2 ROBERT RIPPe 051107 Ate' L S. 10/30/2008 • f . Kb STORM EVENT (100 YEAR) HR 1 a 3 6 24 VOLUME (FROM UNIT HYDROGRAPH) CF 57,887 80,664 81,488 115,102 SAFETY FACTOR 1.0 1.0 1.0 1.0 TOTAL CAPACITY REQUIRED CF 57,887 80,664 81,488 115`,102 DEPTH FT 4.0 4.0 4.0., 4.0 BOTTOM AREA SF 18,606 18,606 18,696 18,606 TOP AREA SF 25,800 25,800 25,800 25,800 VOLUME CF •88,421 88,421 88,421 88,421 .. ..�00 800, .. INrEftwCOLIAIQN,, PERCOLATION RATE b INIHR Y.. A. �.; 1.4 1.4 1.4 1.4 TOTAL PERCOLATION CF 2,590 7,771• 15,542 "28 BASIN VOLUME CF 88,421 88,421 J 88,421 88,421 PERCOLATION CF .2,590 7,771 15,542 62,168 TOTAL BASIN CAPACITY CF 91,011 96,192 103,963 50,589 Please see attached Infiltration /Percolation test by Sladden Eng. Maxwell Plus System was sized using "Torrent Resources" recommendations based on total Q as follow�� i TOTAL COS = (Required Retention (ft3))/(Hours Acceptable x 3600)61 AVLo TOTAL CFS = 115,102/72 "3600 = 0.44 cfs (Torrent recommends 0.25 to 0.50 cfs per'system) � Number of MaxWell Plus systems (based on Paved & Landscaped. surfaces) = 2 i Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 February 8, 2006 1 Monterra Holdings, LLC ?? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ?? California r� Project: Proposed Plaza Residential Development Tentative Tract 32742 APN 767 - 580 -015 Monroe Street La Quinta, California Subject: Infiltration/Percolation Testing for Stormwater Retention Project No. 544 -4326 06 -05 -464 As requested, we have .performed percolation/infiltration testing on the subject site in order to determine the infiltration potential of the surface soils. The percolation rates determined should be useful in assessing stormwater retention needs. It is our understanding that on -site stormwater retention will be required. It is proposed to collect the stormwater runoff within one shallow retention basin. The proposed retention basin will be located on the southeast corner of the site. Infiltration, testing was performed within two shallow test holes excavated in the area of the proposed retention basin. 'vA Per testing was performed on May 2 and May 3, 2006. Testing involved filling the test holes with water and recording the drop in the water surface with time. Tests results are summarized below: J Rate Test Hole No. (inches/hour) �/� 6,J 1 (� A 1.8�(p' Y B 1.4 It should be noted that the infiltration rates determined are ultimate rates based upon field test results. An app ro ria count for subsoil inconsistencies an potential silting of the percolatin soils. The safety factor should be etermined with consideration to other factors in the stormwater retention system design (particularly stormwater volume estimates) and the safety factors associated with those design components. J .Q AL-1 I. North MApproximate Percolation Test Locations Cr Neal •M ,.A Percolation Test Location Map Proposed Residential Development Tentative Tract 32742 55-101 Monroe Street La Ouinta. California Sladden Engineering ect Number: 544-4326 jDate: 5-8-06 77 -530 Enfield Ln., Bldg. E -1 Palm Desert, CA. 92211 Phone: (760) 360 -6900 Fax: (760) 360 -6999 email: engineer @hackerengineering.com AMENDED TRACT N0. 32742 Client: BoB RIPPE WO No.: 051107 1 Calc'd: L. S. Date: 10/23/08 1 Chk'd: M.D.H. Sump Conditions Catch Basin Capacity - Weir Equation (10 year) Q = CW(L +1.8W)d �.s 4' C.B.'s ' Cw= 2.3 L= 4 W= 4 d= 0.5 Q= 9.11 7' C.B.'s Cw= 2.3 L= 7 W= 4 d= 0.5 Q= 11.55 10' C.B.'s Cw= 2.3 L= 10 W= 4 d= 0.5 Q= 13.99 Catch Basin Capacity - Orifice Equation (100 year) Q= CohL42gdo 4' C.B.'s Co= 0.67 h= 0.75 L= 4 g= 32.2 do= di- (h/2)sinO di= 1.03 0= 340 do= 0.83 Q= 14.71 8' C.B.'s Co= 0.67 h= 0.75 L= 8 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 29.42 10' C.B.'s Co= 0.67 h= 0.75 L= 10 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 36.77 14' C.B.'s Cw= 2.3 L= 14 W= 4 d= 0.5 Q= 17.24 14' C.B.'s Co= 0.67 h= 0.75 L= 14 g= 32.2 do =; di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 51.48 USE 8' CATCH BASIN AT SOUTH OF THE STREET. Q100= 29.3 cfs CATCH BASIN AT MONROE ST. Q100= 1.86 cfs ,q 20' C.B.'s; Cw= 2.3 L= 20 W= 4 d= 0.5 Q= 22.12 20' C.B.'s Co= 0.67 h= 0.75 L= 20 g= 32.2 do= di- (h/2)sin0 di= 1.03 0= 340 do= 0.83 Q= 73.55 Combination Inlet at Monroe Street Worksheet for Combination Inlet On Grade Options Calculation Opt Use Both Grate Flow Opti:lude None Results Curb Opening Length 7.51 ft Grate Length 7.51 ft Intercepted Flow Project Description Bypass Flow 0.18 cfs Worksheet Combination Inlet - 1 Depth 0.20 ft Type Combination Inlet On Gutter Depression 0.0 in Solve For Equal Opening••Lengtf � Velocity 1.81 ft/s Splash Over Velocity 19.44 ft/s - Frontal Flow Factor 1.00 Input Data 0.83 Grate Flow Ratio 0.44 Discharge 1.86 cfs Tj Length Factor Local Depression 4.0 in 0.00 ft 1 f :i I; i Local Depression \ 4.00 ft basin at monroe.fm2 00/19/07 07:42:04 AM Efficiency 0.90 Slope 0.003700 ft/ft Gutter Width 2.00 ft Gutter Cross SlopE 0.020000 ft/ft Road Cross Slope Mannings CoefficiE . 0.020000 ft/ft 0.013 Grate Width 2.00 ft Grate Type ) mm (P- 1 -7/8 ") Clogging 0.0 % Options Calculation Opt Use Both Grate Flow Opti:lude None Results Curb Opening Length 7.51 ft Grate Length 7.51 ft Intercepted Flow 1.68 cfs Bypass Flow 0.18 cfs Spread 10.14 ft Depth 0.20 ft Flow Area 4 1.0 ft2 Gutter Depression 0.0 in Total Depression 4.0 in � Velocity 1.81 ft/s Splash Over Velocity 19.44 ft/s - Frontal Flow Factor 1.00 ! Side Flow Factor 0.83 Grate Flow Ratio 0.44 Equivalent Cross Slol062748 ft/ft Active Grate Length 7.51 ft Length Factor 0.00 Total Interception Lei r. �I `i 0.00 ft 1 f :i I; i (�I \ ... \051107 \reports \catch basin at monroe.fm2 00/19/07 07:42:04 AM © Haestad Methods; Inc. Project Engineer: . FlowMaster v6.0 [614b] 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Combination Inlet On Grade Project Description Worksheet Combination Inlet - 1 Type Combination Inlet On Solve For Equal Opening L -engtf Section Data Discharge 1.86 cfs Local Depression 4.0 in Local Depression l 4.00 ft Efficiency 0.90 Slope 0.003700 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.020000 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficie 0.013 Curb Opening Len, 7.51 ft Grate Width 2.00 ft Grate Length 7.51 ft Grate Type ).mm (P- 1 -7/8 ") Clogging .0.0 % 0.500 i 0.00 0 +00 '0 +02 0 +04 0 +06 0 +08 0 +10 0 ±12 V:1 N HA NTS -r Project Engineer: Jerry A. Salumbides Jr.,P.E. h:\... \051107 \reports \catch basin at monroe.fm2 Hunsaker& Associates FlowMaster v6.0 [614b] 06/19/07 07:42:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 I• Pipe between catch basins Worksheet for Circular Channel Project Description 1.25 ft Worksheet Pipe between Catch I Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Results Depth 1.25 ft Input Data 1.6 ft2 Mannings Coeffic 0.012 Slope 018000 ft/ft Diameter 18 in Discharge 15.46 cfs Critical Slope 0.015958 ft/ft Results Depth 1.25 ft Flow Area 1.6 ft2 Wetted Perime 3.44 ft Top Width 1.12 ft Critical Depth 1.41 ft Percent Full 83.2 % Critical Slope 0.015958 ft/ft Velocity 9.84 ft/s Velocity Head 1.51 ft Specific Energ, 2.75 ft Froude Numbe 1.47 Maximum Disch 16.42 cfs Discharge Full 15.27 cfs Slope Full 0.018459 ft/ft Flow Type supercritical Title: MONROE NORMAN - TRACT No.32742 ,A h: \proj \2005 \051107 \reports \monroe norman.fm2 08/14106 04:42:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Project Engineer: L. FlowMaster v6.0 Pagi .v J: h: \proj \2005 \051107 \reports \monroe norman.fm2 08/14106 04:42:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Project Engineer: L. FlowMaster v6.0 Pagi Pipe to the Retention Basin Worksheet for Circular Channel Project Iescription 2.01 ft WorkshEet Pipe to the Retention E Flow Element Circular Channel Method Manning's Formula Solve Fcr Channel Depth Input Data 80.6 % Mannings Coeffic' 0.012 Slope 005000 ft/ft Diameter 30 in Discharge 30.92 cfs Results 0.88 Depth 2.01 ft Flow Area 4.2 ft2 Wetted F.erime 5.57 ft Top Width 1.98 ft Critical Depth 1.90 ft Percent Full 80.6 % Critical S ope 0.005683 ft/ft Velocity 7.30 ft/s Velocity Head 0.83 ft Specific Energ, 2.84 ft Froude Numbe 0.88 Maximurr Disch 33.80 cfs Discharge Full ' 31.42 cfs Slope FuN 0.004843 ft/ft .Flow Type 3ubcritical Title: MONROE NORMAN - TRACT N0.32742 Project Engineer: L. Santos h: \proj\2005 \D51107\reports \monroe norman.fm2 FlowMaster v6.0 [614b] 08/14/06 04.43:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Pipe from Monroe to basin Worksheet for Circular Channel Project Description Worksheet Pipe from Monroe to Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 063000 ft/ft Diameter 18 in Discharge 1.86 cfs Results Depth 0.26 ft Flow Area. 0.2 ft2 Wetted Perime 1.29 ft Top Width 1.13 ft Critical Depth 0.51 ft Percent Full 171 % Critical Slope 0.004199 fUft Velocity 9.11 fus Velocity Head 1.29` ft Specific Energ, 1'.55 ft Froude Numbe 3.79 Maximum Disch 30.72 cfs Discharge Full 28.56 cfs Slope Full 0.000267 ft/ft Flow Type supercritical Title: MONROE NORMAN.- TRACT No.32742 Project Engineer: L. Santos h:\proj\2005 \051107 \reports \monroe norman.fm2 FlowMaster v6.0 [614b] 08/28/06 05:03:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 1 Pipe in the basin from Monroe Worksheet for Circular Channel Project Description Worksheet Pipe in the basin from M Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 016000 'ft /ft Diameter 1.8 in Discharge 1.86 cfs Results Depth 0.36 ft Flow Area 0.3 ftz Wetted Perime 1.55 ft Top Width 1.29 ft Critical Depth 0.51 ft Percent Full 24.3 % Critical Slope 0.004199 ft/ft Velocity 5.61 ft/s Velocity Head 0.49 ft Specific Energ, 0.85 ft Froude Numbe 1.95 Maximum Disch 15.48 cfs Discharge Full 14.39 cfs Slope Full 0.000267 ft /ft Flow Type supercritical .j Title: MONROE NORMAN - TRACT No.32742 Project Engineer: L. Santos h: \proj\2005 \0511.07 \reports\monroe norman.fm2 FlowMaster v6.0 [614b) 08/28/06 05:04:33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 I l\'I i f.� 'tt 1 ! !+r #� D RAINAGE STUDY MAP EXHIBIT 1 ' IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA w � AMENDED TRACT NO. 32742 ' 18 �� i�' i A PORTION OF THE NE 1/4 OF THE SE 1/4 OF SECTION 15, TOWNSHIP 6 SOUTH, RANGE 7 EAST, S.B.M. 0 / /10 0 15 /i '1` I t } 1 t t t+ ;t \ 't 14 ` t 13 I I I 1 I t 16 IT' 20 ° 1� R V W III W Z 1 • r� I•. ^ r i -22 - -- — - - -23 ° R � U 7 � j W U 1 20 Z 24 25 C .i t "E 1273.06' i t ..1 31 36 37 1%r,00,0p 30 38 29 ; i / & � f rre� •mil I, `t `` � '' J ,1 ���� � ^, V' ' YA ;� \�. �' , �'•1 ' � gip, . , �. ' ,1; � �!�'' € ...a sp #29 �•�- .. , ....., � •� ,, � €. i' 1 I 1 I ('( ' � —� Lei 32 35 ; oc w 39 s F A. �- 1 Z J , 27 3 34 ,, 40 JII r— I W 3 Z I J ;/ � € � I � r r• t 6 � I V i r i ,r .,c ' STREET a ' ,. ° FOUR SEASONS PLACE E` ETE ;a 4 r BASIN._..._ i 196TTOM= 454.0 DEPTH =4' 8' CATCH BASIN t Qioo IN= 29.3CFS 54.6 10 g1 8 7 6 - 5 l J �'� ------- - - - - -- - -� - \ �\ — —�- f�$ UNIT HYDR0GRAPH ANALYS YS `�' ��" ,,� Dee -� 0 c�� --, RATIONAL HYDROLOGY RETENTION BASIN DATA OWNER �° °�f'�' LEGEND�'�' ONSITE DRAINAGE AREA = 13.93 ACRES OFFSITE DRAINAGE AREA = 0.46. ACRES �' %`-��f DEPTH = 4.0' ROBERT RIPP SLIDE SLOPE ` 3� �� r; �e�� �.-' ��% P.0 BOX 1396- ,..�_ °� ' PREPARED BY TOTAL BASIN EARAerT� = 150.589 C.F. f N� ,��- Q UI NTA, CA 9--2-24771396 � _ ,. ,,�.. -(760) 702 -0684 TOTAL VOLUME REQUIRED = 15 102 C. flACKIR �NGIV RING, INC. CIVIL ENGINEERING - LAND SURVEYING - PLANNING o� 77 -530 Enfield Lane, Suite E -1 Phone: (760) 360 -6900 Palm Desert, California 92211 Fax: (760) 360 -6999 - TOTAL P to - EAK FLOW Q = 16 99CFS STORM EVENT PEAK FLOW REQUIRED _ (YR -HR) (CFS) FLOO�VOLUM (C P IC FEET) 100YR -1 HR 25.83 e57,887 100YR -3HR 17.59 80,664 100YR -6HR 14.40 81,488 100YR -24HR 5.48 115,102 STORM EVENT PEAK FLOW REQUIRED (YR -HR) (CFS) FLOOD VOLUME (CUBIC FEET) 100YR -1 HR 1.15 2,108 100YR -3HR 0.72 3,235 100YR -6HR 0.6 3,724 100YR -24HR 0.24 5,159 0 �I t€ STUDY SUMMARY � FLOW DIRECTION TRIBUTARY AREA TO RETENTION BASIN AT POINT X30 �,30`�`7NDIC�4TE,� POINT /STATION # # "A" = - AREA " - AREA " L4 hJ �S b by �`� "4 - TOTAL Qioo ®PT #25 = 15.89 CFS / d y ,h - - TOTAL Qioo ® PT #30 = 29.28 C TOTAL PEAK FLOW Qioo = 29.28 CFS STORM EVENT PEAK FLOW REQUIRED _ (YR -HR) (CFS) FLOO�VOLUM (C P IC FEET) 100YR -1 HR 25.83 e57,887 100YR -3HR 17.59 80,664 100YR -6HR 14.40 81,488 100YR -24HR 5.48 115,102 STORM EVENT PEAK FLOW REQUIRED (YR -HR) (CFS) FLOOD VOLUME (CUBIC FEET) 100YR -1 HR 1.15 2,108 100YR -3HR 0.72 3,235 100YR -6HR 0.6 3,724 100YR -24HR 0.24 5,159 0 �I t€ STORM EVENT PEAK FLOW REQUIRED (YR -HR) (CFS) FLOOD VOLUME (CUBIC FEET) 100YR -1 HR 1.15 2,108 100YR -3HR 0.72 3,235 100YR -6HR 0.6 3,724 100YR -24HR 0.24 5,159 0 �I t€ 0 �I t€