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Parcel Map 35039 Parcel 3 Hydrological Report April 2, 2007
• Hydrology and Hydraulic Calculations For A.P.N. 945 - 080 -017 City of Temecula Prepared for: Steve & Yvette Anthony 43135 Avenida de San Pasqual Temecula, CA 92592 ared b Michael A. Medofer, PE Medofer Engineering Inc. 28610 Midsummer Lane P, Menifee, California 92584 (909) 816 -5830 Z7 5 �Me � o7 ichaeI Adofer Date '• RCE 47604, expires 12/31/07 0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/24/06 File:3067EX100A.OUt ---- ------ --------- ---------- ------ {____ _ + + + + + + + ++ Hydrology Study Control Information ** * * * * * *+ English (in -lb) Units used in input data file _______ -------- ------------ ------ __- __--- __ - - -- Medofer Engineering, Inc., Menifee, CA - SIN 959 -------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 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 [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In /Hr) 10 year storm 60 minute intensity = 0.880(In /Hr) 100 year storm 10 minute intensity = 3.480(ln /Hr) 100 year storm 60 minute intensity = 1.300(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In /Hr) Slope of intensity duration curve = 0.5500 • Process from Point /Station * ** 1.100 to Point /Station 1.200 * * ** INITIAL AREA EVALUATION Initial area flow distance = 184.000(Ft.) Top (of initial area) elevation = 1216.500(Ft.) Bottom (of initial area) elevation = 1204.000(Ft.) Difference in elevation = 12.500(Ft.) Slope = 0.06793 s(percent)= 6.79 TC = k(0.480) +[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.618 min. Rainfall intensity = 4.370(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction - 0.200 Initial subarea runoff = 1.762(CFS) Total initial stream area = 0.530(AC.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.200 to Point /Station 1.300 * * ** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *i ** '1'Op or natural channel elevation = 12U9.000(kt.) End of natural channel elevation = 1130.000(Ft.) Length of natural channel = 244.000(Ft.) Estimated mean flow rate at midpoint of channel = 3.840(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(q ^.33)(slope ^.492) • Velocity using mean channel flow = 4.75(Ft/5) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) • Normal channel slope = 0.3033 Corrected /adjusted channel slope = 0.3033 Travel time = 0.86 min. TC = 7.47 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.753 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 4.087(In /Hr) for a 100.0 year storm Subarea runoff = 3.848(CFS) for 1.250(AC.) Total runoff = 5.610(CFS) Total area = 1.780(Ac.) End of computations, total study area = 1.78 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.800 Area averaged RI index number = 56.0 • is • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study _ Date: 03/24/06 File:3067EX100B.out ----- --- ---------------------- -- - - -- Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------- ---- ------ -- ------ ---- - - --- Medofer Engineering, Inc., Menifee, CA - S/N 959 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 [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In /Hr) 10 year storm 60 minute intensity = 0.880(In /Hr) 100 year storm 10 minute intensity = 3.480(In /Hr) 100 year storm 60 minute intensity = 1.300(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In /Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + ++ • Process from Point /Station 2.100 to Point /Station 2.200 ' * ** INITIAL AREA EVALUATION * Initial area flow distance = 343.000(Ft.) Top (of initial area) elevation = 1268.000(Ft.) Bottom (of initial area) elevation = 1214.000(Ft.) Difference in elevation = 54.000(Ft.) Slope = 0.15743 s(percent)= 15.74 TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.177 min. Rainfall intensity = 4.180(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.756 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 6.961(CFS) Total initial stream area = 2.210(AC.) Pervious area fraction = 0.800 Process from Point /Station 2.200 to Point /Station 2.300 * **' NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *' ** Top of natural channel elevation = 1214.000(Ft.) End of natural channel elevation = 1148.000(Ft.) Length of natural channel = 762.000(Ft.) Estimated mean flow rate at midpoint of channel = 17.657(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(q ^.33)(slope ^.492) • Velocity using mean channel flow = 4.24(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) • Normal channel slope = 0.0866 Corrected / adjusted channel slope = 0.0866 Travel time = 2.99 min. TC = 10.17 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for 5oi1(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 3.450(In /Hr) for a 100.0 year storm Subarea runoff = 17.081(CFS) for 6.760(AC.) Total runoff = 24.062(CFS) Total area = 8.970(AC.) Process from Point /Station 2.200 to Point /Station 2.300 * * ** CONFLUENCE OF MAIN STREAMS ' * *' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.970(AC.) Runoff from this stream = 24.062(CFS) Time of concentration = 10.17 min. Rainfall intensity = 3.450(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.100 to Point /Station 3.200 ' * ** INITIAL AREA EVALUATION ' * ** • Initial area flow distance = 363.000(Ft.) Top (of initial area) elevation = 1250.000(Ft.) Bottom (of initial area) elevation = 1192.00O(Ft.) Difference in elevation = 58.000(Ft.) Slope = 0.15978 s(percent)= 15.98 TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.320 min. Rainfall intensity = 4.135(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 7.549(CFS) Total initial stream area = 2.420(AC.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 3.200 to Point /Station 2.300 ''^ NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * ** Top of natural channel elevation = 1192.000(Ft.) End of natural channel elevation = 1148.000(Ft.) Length of natural channel = 574.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.915(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(q ^.33)(slope ^.492) Velocity using mean channel flow = 3.60(Ft /s) Correction to map slope used on extremely rugged channels with • drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0767 Corrected /adjusted channel slope = 0.0767 Travel time = 2.66 min. TC = 9.98 min. C� • 17J Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.734 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 3.488(In /Hr) for a 100.0 year storm Subarea runoff = 8.802(CFS) for 3.440(AC.) Total runoff = 16.351(CFS) Total area = 5.860(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.200 to Point /Station 2.300 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.860(AC.) Runoff from this stream = 16.351(CFS) Time of concentration = 9.98 min. Rainfall intensity = 3.488(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr) 1 24.062 10.17 3.450 2 16.351 9.98 3.488 Largest stream flow has longer time of concentration Qp = 24.062 + sum of Qb Ia /Ib 16.351 0.989 = 16.177 Qp = 40.240 Total of 2 main streams to confluence: Flow rates before confluence point: 24.062 16.351 Area of streams before confluence: 8.970 5.860 Results of confluence: Total flow rate = 40.240(CFS) Time of concentration = 10.171 min. Effective stream area after confluence = 14.830(AC.) End of computations, total study area = 14.83 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.800 Area averaged RI index number = 56.0 • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/03/07 File:3067DEV100.out ---------------------------------------- ------ __--- -- - - - - -_ Pcl. 4 of P.M. 8632 Offsite Hydrology 100 -year storm is ----------------------------------------------------------------- -- - - -- Hydrology Study Control Information * * * * * * * *'* English (in -lb) Units used in input data file ------------------------------------------------------------------------ Medofer Engineering, Inc., Menifee, CA - SIN 959 ------------------------------------------------------------------------ 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 ( Murrieta,Tmc,Rnch CaNOrco ) area used. 10 year storm 10 minute intensity = 2.360(In /Hr) 10 year storm 60 minute intensity = 0.880(In /Hr) 100 year storm 10 minute intensity = 3.480(In /Hr) 100 year storm 60 minute intensity = 1.300(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In /Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.100 to Point /Station 1.200 ***' INITIAL AREA EVALUATION * * ** Initial area flow distance = 644.000(Ft.) Top (of initial area) elevation = 1257.000(Ft.) Bottom (of initial area) elevation = 1245.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01863 s(percent)= 1.86 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.496 min. Rainfall intensity = 3.226(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.519(CFS) Total initial stream area = 5.700(AC.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + +4 + + + + + + +ii + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.200 to Point /Station 1.300 *' ** PIPEFLOW TRAVEL TIME (Program estimated size) *' ** Upstream point /station elevation = 1240.000(Ft.) Downstream point /station elevation = 1215.000(Ft.) Pipe length = 540.00(Ft.) Manning's N = 0.013 • No. of pipes = 1 Required pipe flow = 14.519(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 14.519(CFS) Normal flow depth in pipe = 10.49(In.) • Flow top width inside pipe = 17.75(In.) Critical Depth = 16.73(In.) Pipe flow velocity = 13.58(Ft /s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 12.16 min. ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.200 to Point /Station 1.300 " CONFLUENCE OF MAIN STREAMS " " The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.700(AC.) Runoff from this stream = 14.519(CFS) Time of concentration = 12.16 min. Rainfall intensity = 3.128(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.310 to Point /Station 1.300 " " INITIAL AREA EVALUATION . *" Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1222.000(Ft.) Difference in elevation = 33.000(Ft.) Slope = 0.03300 s(percent)= 3.30 TO = k(0.390) *[(length ^3) /(elevation change)]-0.2 Initial area time of concentration = 12.228 min. Rainfall intensity = 3.118(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 24.533(CFS) Total initial stream area = 10.000(AC.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.310 to Point /Station 1.300 -- CONFLUENCE OF MAIN STREAMS " " The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.000(AC.) Runoff from this stream = 24.533(CFS) Time of concentration = 12.23 min. Rainfall intensity = 3.118(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 14.519 12.16 3.128 2 24.533 12.23 3.118 Largest stream flow has longer time of concentration Qp = 24.533 + sum of Qb Ia /Ib 14.519 0.997 = 14.474 Qp = 39.008 Total of 2 main streams to confluence: Flow rates before confluence point: 14.519 24.533 • Area of streams before confluence: 5.700 10.000 • Results of confluence: Total flow rate = 39.008(CFS) Time of concentration = 12.228 min. Effective stream area after confluence = 15.700(AC.) ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.300 to Point /Station 1.400 ** " PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point /station elevation = 1215.000(Ft.) Downstream point /station elevation = 1205.000(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.008(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 39.008(CFS) Normal flow depth in pipe = 14.91(In.) Flow top width inside pipe = 19.06(In.) Critical depth could not be calculated. Pipe flow velocity = 21.36(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.32 min. ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.400 to Point /Station 1.500 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *' ** Top of natural channel elevation = 1205.000(Ft.) End of natural channel elevation = 1190.000(Ft.) Length of natural channel = 371.000(Ft.) Estimated mean flow rate at midpoint of channel = 57.021(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) • Velocity using mean channel flow = 8.08(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0404 Corrected /adjusted channel slope = 0.0404 Travel time = 0.76 min. TC = 13.09 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.714 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 3.004(In /Hr) for a 100.0 year storm Subarea runoff = 31.091(CFS) for 14.500(AC.) Total runoff - 70.098(CFS) Total area = 30.200(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.500 to Point /Station 1.600 " " NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ` *a. Top of natural channel elevation = 1190.000(Ft.) End of natural channel elevation = 1176.000(Ft.) Length of natural channel = 732.000(Ft.) Estimated mean flow rate at midpoint of channel = 90.292(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft /s) _ (7 + B(q(English Units) ^.352)(slope^0.5) Velocity using mean channel flow = 6.37(Ft /s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0191 • Corrected /adjusted channel slope = 0.0191 Travel time = 1.92 min. TC = 15.00 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.703 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.786(In /Hr) for a 100.0 year storm Subarea runoff = 39.095(CFS) for 17.900(AC.) Total runoff = 109.193(CFS) Total area = 97.600(AC.) ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.600 to Point /Station 1.700 ... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION " " Top of natural channel elevation = 1176.000(Ft.) End of natural channel elevation = 1155.000(Ft.) Length of natural channel = 992.000(Ft.) Estimated mean flow rate at midpoint of channel = 135.167(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope^0.5) velocity using mean channel flow = 7.76(Ft /s) ++++++++++++++ a++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.700 to Point /Station 1.800 " " NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION -* Top of natural channel elevation = 1155.000(Ft.) End of natural channel elevation = 1190.000(Ft.) Length of natural channel = 693.000(Ft.) Estimated mean flow rate at midpoint of channel = 173.273(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft /s) _ (7 + B(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 8.57(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0233 Corrected /adjusted channel slope = 0.0233 Travel time = 1.25 min. TC = 18.28 min. • Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0223 Corrected /adjusted channel slope = 0.0223 Travel time = 2.02 min. TC = 17.03 min. • Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.693 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.599(In /Hr) for a 100.0 year storm Subarea runoff = 50.985(CFS) for 26.300(AC.) Total runoff = 155.179(CFS) Total area = 75.900(AC.) ++++++++++++++ a++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.700 to Point /Station 1.800 " " NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION -* Top of natural channel elevation = 1155.000(Ft.) End of natural channel elevation = 1190.000(Ft.) Length of natural channel = 693.000(Ft.) Estimated mean flow rate at midpoint of channel = 173.273(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft /s) _ (7 + B(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 8.57(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0233 Corrected /adjusted channel slope = 0.0233 Travel time = 1.25 min. TC = 18.28 min. • Adding area flow to channel SINGLE FAMILY (1 Acre Lot) • Runoff Coefficient = 0.687 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.500(In /Hr) for a 100.0 year storm Subarea runoff = 30.413(CFS) for 17.700(AC.) Total runoff = 185.592(CFS) Total area = 93.600(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.800 to Point /Station 1.900 -- NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION "`* Top of natural channel elevation = 1140.000(Ft.) End of natural channel elevation = 1133.000(Ft.) Length of natural channel = 498.000(Ft.) Estimated mean flow rate at midpoint of channel = 201.851(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 6.97(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0141 Corrected /adjusted channel slope = 0.0141 Travel time = 1.19 min. TC = 19.47 min. Process from Point /Station 1.900 to Point /Station 1.110 ` + *' NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 1133.000(Ft.) End of natural channel elevation = 1118.800(Ft.) Length of natural channel = 565.000(Ft.) Estimated mean flow rate at midpoint of channel = 232.316(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 9.74(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0251 Corrected /adjusted channel slope = 0.0251 Travel time = 0.97 min. TC = 20.43 min. Adding area flow to channel area flow to channel SINGLE FAMILY (1 Acre Lot) SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.682 Runoff Coefficient = 0.678 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 A = 0.000 Decimal fraction soil group C = 0.000 fraction soil fraction soil group group Decimal fraction soil group D = 0.000 Decimal RI index for soil(AMC 2) = 56.00 D = 0.000 Pervious area fraction = 0.800; RI index Impervious fraction = 0.200 56.00 Rainfall intensity = 2.414(In /Hr) for a 100.0 year storm Subarea runoff = 27.011(CFS) for 16.400(AC.) Total runoff = 212.602(CFS) Total area = 110.000(AC.) Process from Point /Station 1.900 to Point /Station 1.110 ` + *' NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 1133.000(Ft.) End of natural channel elevation = 1118.800(Ft.) Length of natural channel = 565.000(Ft.) Estimated mean flow rate at midpoint of channel = 232.316(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 9.74(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0251 Corrected /adjusted channel slope = 0.0251 Travel time = 0.97 min. TC = 20.43 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A = 0.000 • Decimal Decimal fraction soil fraction soil group group B = C = 1.000 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.351(Ln /Hr) for a 100.0 year storm Subarea runoff = 32.519(CFS) for 20.400(AC.) Total runoff = 245.122(CFS) Total area = 130.400(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.110 to Point /Station 1.120 .. ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1118.600(Ft.) Downstream point /station elevation = 1117.700(Ft.) Pipe length = 79.10(Ft.) Manning's N = 0.015 No. of pipes = 2 Required pipe flow = 245.122(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 122.561(CFS) Normal flow depth in pipe = 36.56(In.) Flow top width inside pipe = 35.13(In.) Critical Depth = 39.90(In.) Pipe flow velocity = 12.76(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 20.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.110 to Point /Station 1.120 ` ' CONFLUENCE OF MAIN STREAMS ** ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 130.400(Ac.) Runoff from this stream = 245.122(CFS) Time of concentration = 20.54 min. Rainfall intensity = 2.344(In /Hr) Program is now starting with Main Stream No. 2 • ++++++++++++++++++++++++++++++*«.++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.100 to Point /Station 2.200 .... INITIAL AREA EVALUATION Initial area flow distance = 823.000(Ft.) Top (of initial area) elevation = 1285.000(Ft.) Bottom (of initial area) elevation = 1245.000(Ft.) Difference in elevation = 40.000(Ft.) Slope = 0.04660 s(percent)= 4.86 TC = k(0.480)`[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 12.885 min. Rainfall intensity = 3.030(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.715 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 18.629(CFS) Total initial stream area = 8.600(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.200 to Point /Station 2.300 * ` NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION . * *` Top of natural channel elevation = 1245.000(Ft.) End of natural channel elevation = 1220.000(Ft.) Length of natural channel = 660.000(Ft.) Estimated mean flow rate at midpoint of channel = 32.818(CFS) Natural valley channel type used • L.A. County flood control district formula for channel velocity: Velocity(ft /s) = (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 6.68(Ft /s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0379 Corrected /ad3usted channel slope = 0.0379 Travel time = 1.65 min. TC = 14.53 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.706 Decimal fraction soil group A = 0.000 Decimal fraction Soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.836(In /Hr) for a 100.0 year storm Subarea runoff = 26.218(CFS) for 13.100(AC.) Total runoff = 44.847(CFS) Total area = 21.700(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.300 to Point /Station 2.400 ' ' NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION " :r Top of natural channel elevation = 1220.000(Ft.) End of natural channel elevation = 1153.000(Ft.) Length of natural channel = 1710.000(Ft.) Estimated mean flow rate at midpoint of channel = 85.871(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) velocity using mean channel flow = 8.98(Ft /s) Correction to map slope used on extremely rugged channels with • drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0392 Corrected /ad3usted channel slope = 0.0392 Travel time = 3.17 min. TC = 17.71 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.690 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.544(In /Hr) for a 100.0 year storm Subarea runoff = 69.678(CFS) for 39.700(AC.) Total runoff = 114.525(CFS) Total area = 61.400(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.400 to Point /Station 1.120 " NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION '`" Top of natural channel elevation = 1153.000(Ft.) End of natural channel elevation = 1117.700(Ft.) Length of natural channel = 1401.000(Ft.) Estimated mean flow rate at midpoint of channel = 134.576(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 8.24(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) • Normal channel slope = 0.0252 Corrected /ad3usted channel slope = 0.0252 Travel time = 2.83 min. TC = 20.54 min. • Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.344(In /Hr) for a 100.0 year storm Subarea runoff = 34.154(CFS) for 21.500(AC.) Total runoff = 148.679(CFS) Total area = 82.900(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.400 to Point /Station 1.120 " " CONFLUENCE OF MAIN STREAMS —" The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 82.900(AC.) Runoff from this stream = 148.679(CFS) Time of concentration = 20.54 min. Rainfall intensity = 2.344(In /Hr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (min) (In /Hr) 1 245.122 20.54 2.344 2 148.679 20.54 2.344 Largest stream flow has longer or shorter time of concentration Qp = 245.122 + sum of Qa Tb /Ta 148.679 1.000 = 148.665 On = 393.787 Total of 2 main streams to confluence: Flow rates before confluence point: 245.122 148.679 Area of streams before confluence: 130.400 82.900 Results of confluence: Total flow rate = 393.787(CFS) Time of concentration = 20.536 min. Effective stream area after confluence = 213.300(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++ Process from Point /Station 1.120 to Point /Station 1.130 "'. NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION `*" Top of natural channel elevation = 1117.700(Ft.) End of natural channel elevation = 1113.700(Ft.) Length of natural Channel = 129.000(Ft.) Estimated mean flow rate at midpoint of channel = 393.787(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft /s) _ (7 + 8(q(English Units) ^.352)(slope ^0.5) Velocity using mean channel flow = 12.78(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0310 Corrected /adjusted channel slope = 0.0310 Travel time = 0.17 min. TO = 20.70 min. • Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.677 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.334(In /Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(AC.) Total runoff = 393.787(CFS) Total area = 213.300(Ac End of computations, total study area = 213.30 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.778 Area averaged RI index number = 56.0 • • ul W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' CIS DATA STATION INVEPT SECT 1000,000 111].]00 1 ELEMENT NO '- 15 A PEACH ' U/S DATA STATION INVERT SECT N 1079.140 1118.800 1 .015 ELEMENT NO 3 i, A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1079.140 1118,800 2 500 ELEMENT NO 4 I3 A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1079.140 1118 800 2 Page 1 PAGE NO 2 W S ELEV 1120.100 RADIUS ANGLE AND PT MAN! H 000 .000 .000 0 W S ELEV 1118 800 zantiagO36.EDT T FILE =an[tago36 WSW W 5 P G W - EDIT LISTING - Version 14,06 Date. 4- 3 -2007 T1me:12: 5],3] WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2L 2P INV Y(1) Y(2) Y(3) Y(4) Y151 I(e) Y(]) 'IIPI Y(9) i00) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 3 3 000 CD 2 2 0 .000 5 000 13.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE 110 I IS - SonLiago Road Improvements HEADING LINE NO 2 IS - 36" CM? Culverts HEADING LINE NO 3 IS - • ul W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' CIS DATA STATION INVEPT SECT 1000,000 111].]00 1 ELEMENT NO '- 15 A PEACH ' U/S DATA STATION INVERT SECT N 1079.140 1118.800 1 .015 ELEMENT NO 3 i, A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1079.140 1118,800 2 500 ELEMENT NO 4 I3 A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1079.140 1118 800 2 Page 1 PAGE NO 2 W S ELEV 1120.100 RADIUS ANGLE AND PT MAN! H 000 .000 .000 0 W S ELEV 1118 800 antr ago36.0UT FILE san a ago36 WSW W 5 P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number. 1649 WATER SURFACE PROFILE LISTING Dale: 9- 3-2007 TLme:12:57:43 Santiago Road Improvements 36" CHIP Culverts .... ............................... ... I Inver[ I DePLh I Water Station I Elev I IFTI I Elev _I_ _I_ L /Elem ICh Slope I I 1000.000 1117 700 3.000 1120 700 "19 140 0139 1 1 1 1079.140 1118.800 3 481 1122.281 -I- -I- -I- WALL ENTRANCE I I 1019.140 111 ?.800 6.390 1125.190 -I- -I- -I- - • is .................................................. ............................... ........ Q 1 Val Vel I Energy I Super ICritrcallFlov ToplHeight /IBass W[I INO Wth ICFS1 I (FPS) Head I Grd.El.l Slav I Depth I Width IDla. - FT for I.D.I ZL IPrs /Pip -I- 11 - - -I- -I- -I- -I- -I- -I- -I- -I SF Ave1 HE ISE Dpthl Froude N[NOrm Dp I "N" I a -Fa111 OR [Type Ch ..............1....... 1......... L......1........ 1........1.......1.......1..... 1....... 295.10 11 56 2.07 1122.77 .00 2.79 .00 3.000 000 .00 3 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .0200 1.58 3.00 .00 3.00 .015 .00 00 Pi PE I I I I I 1 1 245 10 11.56 2.07 1124.36 .00 2.19 00 3.000 .000 .00 3 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 245.10 2.95 .14 1125.33 .00 2.23 13.00 5.000 13.000 00 0 .0 Page 1 100 0 100 200 SCALE: 1" =100' LEGEND FLOW ARROW PROPOSED STORM DRAIN EXISTING STORM DRAIN TO BE REMOVED EXISTING STORM DRAIN TO REMAIN ® PROPOSED BUILDING NUMBER DRAINAGE ID :N ACRES Q100 FLOW 2 NODE NUMBER 61 2 ELEVATION NODE E 0 C6 r O N N N W Q O --- .... - - .,, :I , , ` C:-, - ! i„ - ' -- ' - - - - -- _ - " -.. - - - -- - - -- -- , - , -- -_ - -- - `- ...}.. -' 11 - -__-\ 'r . • ;�. ,� - - 1. - - ` ---- -- - -- - - -- -._' - - -' -'- T'-\ -- - - ,' - - -- - - -- _ _ "- -- - I -- _ .l 'N _' Ilc ', _ -._ -____- - _ I/ \t, ` ••�, `,i -..,�_ 5.- �.4, 'f'���" ;' - _ _ ., I,_',,. ��' I . , .,c Li�.. •.,r. 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M�,O��Fy m A cY a No. 47604 b ,* EXP. 12 -31 -07 * s, CIV �,e gTFOF CAL�Fp� Designed By Drawn By Checked By Medder Engineering, Ig, Inc. 28610 Midsummer Lane Menifee, CA 92584 909- 816 - 5830%951- 301 -6792 fax medofereng®oerizon.net PORTION OF PARCEL 4 OF P.M. 8632 HYDROLOGY EXHIBIT OFFSITE DRAINAGE Sheet 1 of � M.A.M. M.A.M. M.A.M. Plans Prepared Under supervision Of Date: MICHAEL A. MEDOFER R.C.E. No. 47604 Expires 12,/31 /07 saitrago36.0UT • FILE: Santiago36 WSW W S P G W - CIVILDESIGN Ver ... n 14.06 PAGE 1 Program Package Serial Number: 1648 WATER SURFACE PROFILE LISTING Date:11-14 -2007 Time:1O 35 42 Santiago Road Improvements Dual 36" CMP Culverts ........... ..a.u. ........ ...0 .u.0 Invert Depth Water Station Elev (FT) Slav L /Elam Ch Slope 1000.000 1117 700 3.000 1120.700 79.140 .0139 1079.140 1118.800 4 176 1122.976 WALL ENTRANCE 1079.190 1118.800 9.239 1128.039 11- I1- 07P05:23 RCVD Q Vol VeI (CFS) (FPS) Head SF Ave 245.10 17.34 4 67 .0288 245.101 17 34 4.67 245.10 2 04 .06 __ __ Energy Super Critical Flow Top Height/ Base Wt No Wth Grd.El. Elev Deprh Width is 'T or I.D. ZL Pre /Pip HF S£ Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch 1125 37 .00 2 95 .00 3.000 .000 .00 2 .0 2.28 3.00 .00 3.00 .012 .00 .00 PIPE 1127 64 .00 2.95 .00 3.000 .000 .00 2 .0 1128.10 00 2 23 13.00 6.000 13 000 00 0 .0 Page 1 L C11 LA ii • • • • • • • -• • Z_ 1141=1 1 ACC'D BENCH `MARK om mm lff "�" .p NZ it f, h, IEm I rp1 '1,r_ wpm; EM; �i i 1� `_�Y i � w' 1 �/ `•� �� �1' �= i_:• . III • MiL 0 1 SU,B RAUNOT )JECT FILL, SUBGRADE, ANI .LOW THE RECOMMEDNDATI( )TECHNICAL ENGINEER.': MY NOTE CONSTRUCTION NOTES T L" <Pu 7O CONSTRUCT STRAIGHT -TYPE BOUBLE HEADWALL PER CALTRANS STD. D89 USE L = 22' ® CONSTRUCT TRIPLE 36" RCP 1500 -0, LAYOUT PER DETAIL BELOW 9O INSTALL RIP RAP DISSIPATOR PER DETAIL AT LEFT \ -rwV-�E \ 11 CONSTRUCT WING -TYPE ROUBLE HEADWALL PER CALTRANS STD. D90A \\ 12 CONSTRUCT DOUBLE 36" CMP 14 GAGE, LAYOUT PER DETAIL BELOW 1 o� �1 it 11 II SAND BEDDING IF - Qc7WF_EN PIPES (PIPE (PIPE IP3PE CE DATA TRIPLE 36" PIPE NO SCALE COMPACTED 1 r EXISTING GRADE/ ri co FINISH GRADE OVER PIPE,, I AT W R WATER SURFACE GRADE FLOWLINE OFD TRIPLE 36' RCP J w3' w 0 J< al w 14 LF (PER PIPE) HYDRAULIC DATA 0100 =2451 CFS WAX =11.6 FPS M-11MR-61-10 TO "T 1120 1110 RECEIVED NOV 15 1007 CITY OF TEMECULA PUBLIC WORKS DEPARTMENT II II'llr 4— I I ��' z � II I III JN / III II III a;"d :HT —OF —WAY TO4E IIr II III F'O$ I GATED PER FlNAL MAP II I I I I� ° o c6 yl9ST. T —OF —WAY — I I I I M 1 If II —I — II 2 �" — — L= 544.84' v t1 p1Nfi� 9 IIIc� II II EXISTING GAS MAINS OF _ P� I CIF II II rRIGHT -OF —= II II I S.D. °F II Ir I ISTING 24' CMP I Ing[ II $ ��; II EXISTING 46.5' WADE I � I I GAS ESMT.