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PRELIMINARY HYDROLOGY STUDY TR 30492 COTTONWOOD HILLS PA 14 7-2002
PRELIMINARY HYDROLOGY STUDY For ' TENTATIVE TRACT No. 30492 COTTONWOOD HILLS Planning Area 14 City of Lake Elsinore i Prepared for: THE PARDEE CONSTRUCTION COMPANY Prepared by: BV ENGINEERING 1181 California Avenue, Suite 102 Corona, Ca. 92881 (909) 280-4144 Fax: (909) 280-4150 Date: July, 2002 Our Job no. 51.009 TABLE OF CONTENT 1. Purpose & Scope 2. Existing Watershed Description 3. Vicinity Map 4. Isohyetols - Riverside County Flood Control District 5. Appendix a. Onsite hydrology for 10 & 100-year storm frequency b. Offsite hydrology c. Debris calculations d. Hydrology Maps Purpose and Scope This report summarizes the preliminary/conceptual hydrology analysis performed for the Cottonwood Hills Communities Tract No. 20492, a proposed 87-acre of residential development. This preliminary drainage report was prepared as a guideline for sizing of the future storni drain infrastructin-c. This study was prepared to determine the quantity of proposed onsite and offsite storm runoff discharging from the water shed areas into the proposed drainage course. The rational peak discharges for the 10-year and 100-year storms were used to size the on-site storm drain system. Also,the unit hydrograph(3-hour storm)method was used to size the main storm drain line which collects offsite runoff from the south and discharge into Cottonwood Hill Creek. A 5-acres debris basin was proposed along the southerly tract boundary to intercept any potential debris generated from the offsite drainage tributary areas from the south. The Tantum Method was used to determine the quantity of debris generated from the 100- year, 3-hour storm, assuming it occurs 5 years after 100% of the area has been burned. The basin should be checked and cleaned after every storm event because of their locations adjacent the residential lots. A combination of trash rack and CMP riser will be proposed at the storm drain pipe inlet. Design Guidelines The following criteria will be used to design proposed drainage facilities: 1. Ten-year storm water flows should not be allowed to overtop the curb of the roadway section. Should the water overtop the curb then a catch basin is recommended to reduce the surface flow quantity. 2. 100-year storm water flows should not be allowed to overtop the right of way of the roadway section. 3. Cross gutter will be used to convey concentrated flows across street intersection. 4. All catch basins will be designed so that the water level in the catch basin is a minimum of six inches (6")below the inlet of the catch basin flowline. 5. All sump catch basins should have an emergency overland escape route to prevent water reaching the finish floors of residential structures. 6. A riprap energy dissipater should be placed at the outlet of a storm drainpipe to minimize downstream erosion if water is discharged into a natural streambed. 7. The elevation of the top of the headwall of a culvert type inlet or a catch basin should be placed above the 10-year storm ponding water elevation at the pipe inlet. Existing Watershed Description The project watershed has a tributary drainage area of 600 acres. This land is fairly covered with open brush. The watershed runoff drains from the south to north and into the Cottonwood Hill creek. I I I i I , l_ L Awz 0 74 cr ER O Z3 Rp NEWPORT RD RAILROAD yON CYN. HILLS RD �q 1215 N SITE COTTON OD CYN. RD L O C A T I O RD SCO BUNDY CYN. 15 CLIN TON KEI TH RD N VICINITY MAP NOT TO SCALE THOMAS BROS. MAP PG. 28, GRID D4. i �� ;` - :,�, t Y�-• , �, ��c,s� •�=�, �- ` �% " � �r,�-_ - ;., .r 5 .__= -4N w�'7 ;YD _ ■red LS•'�c;.�� �: l` ���� !�i�>� u.,t+•4„ r•Cf"'�-LQ i � .°�{�ft4G't, .►t.>d P c Y / -- ;l l+i+Yc ityy���. 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'` �TT��_(y„��b�•{�1 bt�.'��`ysf\-�'•tOTOMM .'!5-i ;the APPENDIX "A" ONSITE HYDRLOGY FOR 10 & 100 YEAR STORM FREQUENCY �9lIvS / T46 : /G - IVZOA S Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5 .0 Rational Hydrology Study Date: 07/12/02 File:pal4.out ------------------------------------------------------------------------ PA14 - ONSITE ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ BV ENGINEERING, One Corporate Park, Irvine, CA - SIN 705 ------------------------------------------------------------------------ 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3 .540 (In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980 (In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 900.000 (Ft. ) Top (of initial area) elevation = 586.400 (Ft.) Bottom (of initial area) elevation = 552 .200 (Ft. ) Difference in elevation = 34.200 (Ft. ) Slope = 0.03800 s (percent) = 3 .80 TC = k(0.390) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 11.397 min. Rainfall intensity = 2 .175 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 1 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.318 (CFS) Total initial stream area = 1.900 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 552 .200 (Ft. ) End of street segment elevation = 531.000 (Ft. ) Length of street segment = 700.000 (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 = 18.500 (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 [11 side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.850 (CFS) Depth of flow = 0.326 (Ft. ) , Average velocity = 4.156 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.560 (Ft. ) Flow velocity = 4.16 (Ft/s) Travel time = 2.81 min. TC = 14.20 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.957 (In/Hr) for a 10.0 year storm Subarea runoff = 4.509 (CFS) for 2.900 (Ac. ) Total runoff = 7.827 (CFS) Total area = 4 .800 (Ac. ) Street flow at end of street = 7.827 (CFS) Half street flow at end of street = 7.827 (CFS) Depth of flow = 0.355 (Ft. ) , Average velocity = 4.460 (Ft/s) Flow width (from curb towards crown) = 12.976 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12 .000 to Point/Station 12.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4 .800 (Ac. ) Runoff from this stream = 7.827 (CFS) Time of concentration = 14 .20 min. Rainfall intensity = 1.957 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000 (Ft. ) Top (of initial area) elevation = 574.000 (Ft.) Bottom (of initial area) elevation = 531.500 (Ft. ) Difference in elevation = 42 .500 (Ft.) Slope = 0.04250 s (percent) = 4.25 TC = k(0.390) * [ (lengthA3) / (elevation change) ] '0.2 Initial area time of concentration = 11.625 min. Rainfall intensity = 2 .155 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.542 (CFS) Total initial stream area = 6.100 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12 .000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.100 (Ac. ) Runoff from this stream = 10.542 (CFS) Time of concentration = 11.62 min. Rainfall intensity = 2.155 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.827 14.20 1.957 2 10.542 11.62 2.155 Largest stream flow has longer or shorter time of concentration Qp = 10.542 + sum of Qa Tb/Ta 7.827 * 0.818 = 6.405 Qp = 16.947 I Total of 2 main streams to confluence: Flow rates before confluence point: 7.827 10.542 Area of streams before confluence: 4.800 6.100 Results of confluence: Total flow rate = 16.947 (CFS) Time of concentration = 11.625 min. f Effective stream area after confluence 10.900 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 986.000 (Ft.) Top (of initial area) elevation = 586.400 (Ft. ) Bottom (of initial area) elevation = 560.100 (Ft.) Difference in elevation = 26.300 (Ft. ) r Slope = 0.02667 s (percent)= 2 .67 i TC = k(0.390) * [ (length�3) / (elevation change) ) "0.2 Initial area time of concentration = 12.688 min. Rainfall intensity = 2 .066 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2 .475 (CFS) Total initial stream area = 1.500 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.200 to Point/Station 10.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 560.100 (Ft. ) End of street segment elevation = 553 .400 (Ft.) Length of street segment = 226.000 (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 = 18.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side (s) of the street ` Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 f Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3 .796 (CFS) Depth of flow = 0.290 (Ft. ) , Average velocity = 3.716 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.748 (Ft. ) Flow velocity = 3 .72 (Ft/s) Travel time = 1.01 min. TC = 13.70 min. Adding area flow to street SINGLE FAMILY (1/4 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.991 (In/Hr) for a 10.0 year storm Subarea runoff = 2.536 (CFS) for 1.600 (Ac. ) Total runoff = 5.011 (CFS) Total area = 3 .100 (Ac. ) Street flow at end of street = 5.011 (CFS) Half street flow at end of street = 5.011 (CFS) Depth of flow = 0.313 (Ft. ) , Average velocity = 3 .971 (Ft/s) Flow width (from curb towards crown)= 10.911 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000 (Ft.) Top (of initial area) elevation = 563 .000 (Ft. ) Bottom (of initial area) elevation = 528.000 (Ft. ) Difference in elevation = 35.000 (Ft. ) Slope = 0.03889 s (percent)= 3 .89 TC = k(0.390) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 11.345 min. Rainfall intensity = 2 .180 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.052 (CFS) Total initial stream area = 4.600 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000 (Ft. ) Top (of initial area) elevation = 537.500 (Ft. ) Bottom (of initial area) elevation = 525.000 (Ft. ) Difference in elevation = 12 .500 (Ft. ) Slope = 0.01786 s (percent)= 1.79 TC = k(0.390) * [ (length'3)/ (elevation change) ] '0.2 Initial area time of concentration = 11.988 min. Rainfall intensity = 2 .123 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.931 (CFS) Total initial stream area = 2.900 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.900 (Ac. ) Runoff from this stream = 4.931 (CFS) Time of concentration = 11.99 min. Rainfall intensity = 2.123 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000 (Ft. ) Top (of initial area) elevation = 541.200 (Ft. ) Bottom (of initial area) elevation = 525.100 (Ft. ) Difference in elevation = 16.100 (Ft. ) Slope = 0.02683 s (percent)= 2.68 TC = k(0.390) * [ (length'3)/ (elevation change) ] ^0.2 Initial area time of concentration = 10.389 min. Rainfall intensity = 2 .274 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.149 (CFS) Total initial stream area = 3 .900 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ r Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3 .900 (Ac. ) Runoff from this stream = 7.149(CFS) Time of concentration = 10.39 min. Rainfall intensity = 2.274 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.931 11.99 2.123 2 7.149 10.39 2 .274 Largest stream flow has longer or shorter time of concentration Qp = 7.149 + sum of Qa Tb/Ta 4.931 * 0.867 = 4 .274 Qp = 11.423 Total of 2 main streams to confluence: Flow rates before confluence point: 4.931 7.149 Area of streams before confluence: 2.900 3 .900 Results of confluence: Total flow rate = 11.423 (CFS) Time of concentration = 10.389 min. Effective stream area after confluence = 6.800 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.100 to Point/Station 19.200 **** INITIAL AREA EVALUATION **** re Initial area flow distance = 900.000 (Ft. ) r�Yd�6�y Top (of initial area) elevation = 1800.000 (Ft.) Bottom (of initial area) elevation = 1580.000 (Ft. ) Difference in elevation = 220.000 (Ft. ) Slope = 0.24444 s (percent)= 24.44 TC = k(0.530) * [ (length'3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.674 min. Rainfall intensity = 2.245 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.821 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.315 (CFS) 1 r Total initial stream area = 5.600 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.200 to Point/Station 19.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1580.000 (Ft. ) End of natural channel elevation = 1550.000 (Ft. ) Length of natural channel = 500.000 (Ft. ) Estimated mean flow rate at midpoint of channel = 16.670 (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 = 6.99 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0600 Corrected/adjusted channel slope = 0.0600 Travel time = 1.19 min. TC = 11.87 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.133 (In/Hr) for a 10.0 year storm Subarea runoff = 12.025 (CFS) for 6.900 (Ac.) Total runoff = 22 .340 (CFS) Total area = 12.500 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.300 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 550.000 (Ft. ) Downstream point/station elevation = 529.000 (Ft.) Pipe length = 640.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.340 (CFS) l Nearest computed pipe diameter = 21.00 (In. ) Calculated individual pipe flow = 22 .340 (CFS) Normal flow depth in pipe = 13.92 (In. ) Flow top width inside pipe = 19.85 (In. ) Critical Depth = 19.74 (In. ) Pipe flow velocity = 13 .19 (Ft/s) Travel time through pipe = 0.81 min. Time of concentration (TC) = 12 .68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12 .500 (Ac. ) Runoff from this stream = 22 .340 (CFS) Time of concentration = 12 .68 min. Rainfall intensity = 2.067 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 980.000 (Ft. ) Top (of initial area) elevation = 541.000 (Ft. ) Bottom (of initial area) elevation = 529.000 (Ft. ) Difference in elevation = 12.000 (Ft. ) Slope = 0.01224 s (percent) = 1.22 ` TC = k(0.390) * [ (length'3) / (elevation change) ] A0.2 Initial area time of concentration = 14.790 min. Rainfall intensity = 1.919(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.762 (CFS) Total initial stream area = 5.100 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.100 (Ac. ) Runoff from this stream = 7.762 (CFS) Time of concentration = 14.79 min. l Rainfall intensity = 1.919 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22 .340 12 .68 2.067 2 7.762 14 .79 1.919 Largest stream flow has longer or shorter time of concentration I Qp = 22.340 + sum of Qa Tb/Ta 7.762 * 0. 857 = 6.652 Qp = 28.992 Total of 2 main streams to confluence: Flow rates before confluence point: 22 .340 7.762 Area of streams before confluence: 12.500 5.100 Results of confluence: Total flow rate = 28.992 (CFS) Time of concentration = 12 .675 min. Effective stream area after confluence = 17.600 (Ac. ) r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 529.000 (Ft. ) Downstream point/station elevation = 520.000 (Ft. ) Pipe length = 0.10 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.992 (CFS) Nearest computed pipe diameter = 6.00 (In. ) Calculated individual pipe flow = 28.992 (CFS) Normal flow depth in pipe = 3 .16 (In.) Flow top width inside pipe = 5.99 (In. ) Critical depth could not be calculated. Pipe flow velocity = 276.94 (Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12 .68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.600 (Ac. ) Runoff from this stream = 28.992 (CFS) Time of concentration = 12 .68 min. Rainfall intensity = 2 .067 (In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.100 to Point/Station 20.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 870.000 (Ft. ) Top (of initial area) elevation = 535.000 (Ft. ) Bottom (of initial area) elevation = 527.000 (Ft. ) Difference in elevation = 8. 000 (Ft. ) f Slope = 0.00920 s (percent) = 0.92 TC = k(0.390) * [ (length'3) / (elevation change) ] ^0.2 Initial area time of concentration = 14.933 min. Rainfall intensity = 1.910 (In/Hr) for a 10.0 year storm i SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.088 (CFS) Total initial stream area = 2.700 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.200 to Point/Station 20.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 527.000 (Ft. ) End of street segment elevation = 520.000 (Ft. ) Length of street segment = 600.000 (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 = 18.500 (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 [11 side (s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.480 (CFS) Depth of flow = 0.418 (Ft. ) , Average velocity = 3 .173 (Ft/s) Streetflow hydraulics at midpoint of street travel: ` Halfstreet flow width = 16.129 (Ft. ) Flow velocity = 3.17 (Ft/s) Travel time = 3.15 min. TC = 18.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.785 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.743 (In/Hr) for a 10.0 year storm Subarea runoff = 7.933 (CFS) for 5.800 (Ac. ) Total runoff = 12 .022 (CFS) Total area = 8.500 (Ac. ) Street flow at end of street = 12 .022 (CFS) Half street flow at end of street = 12.022 (CFS) Depth of flow = 0.464 (Ft. ) , Average velocity = 3 .458 (Ft/s) Flow width (from curb towards crown) = 18.454 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.785 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 = 0.500; Impervious fraction = 0.500 Time of concentration = 18.09 min. Rainfall intensity = 1.743 (In/Hr) for a 10.0 year storm Subarea runoff = 2.189 (CFS) for 1.600 (Ac.) Total runoff = 14.210 (CFS) Total area = 10.100 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.100 (Ac. ) Runoff from this stream = 14.210 (CFS) Time of concentration = 18.09 min. Rainfall intensity = 1.743 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.992 12.68 2.067 2 14.210 18.09 1.743 Largest stream flow has longer or shorter time of concentration Qp = 28.992 + sum of Qa Tb/Ta 14.210 * 0.701 = 9.959 Qp = 38.952 Total of 2 main streams to confluence: Flow rates before confluence point: 28.992 14.210 Area of streams before confluence: 17.600 10.100 Results of confluence: Total flow rate = 38.952 (CFS) Time of concentration = 12.675 min. Effective stream area after confluence 27.700 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20 .000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 520.000 (Ft.) Downstream point/station elevation = 519.500 (Ft. ) Pipe length = 50.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.952 (CFS) Nearest computed pipe diameter = 30.00 (In. ) Calculated individual pipe flow = 38.952 (CFS) Normal flow depth in pipe = 23 .34 (In. ) Flow top width inside pipe = 24 .93 (In. ) Critical Depth = 25.27 (In. ) Pipe flow velocity = 9.51 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12 .76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.700 (Ac. ) Runoff from this stream = 38.952 (CFS) Time of concentration = 12 .76 min. Rainfall intensity = 2 .060 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.100 to Point/Station 21.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000 (Ft. ) Top (of initial area) elevation = 531.000 (Ft. ) Bottom (of initial area) elevation = 525.000 (Ft. ) Difference in elevation = 6.000 (Ft. ) Slope = 0.00845 s (percent)= 0.85 TC = k(0.390) * [ (length'3) / (elevation change) ) '0.2 Initial area time of concentration = 14.002 min. Rainfall intensity = 1.970 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3 .760 (CFS) Total initial stream area = 2 .400 (Ac.) Pervious area fraction = 0.500 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.200 to Point/Station 21.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** l Top of street segment elevation = 525.000 (Ft. ) End of street segment elevation = 520.000 (Ft. ) Length of street segment = 400.000 (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 = 18.500 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 i Street flow is on [13 side (s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 f Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.013 (CFS) Depth of flow = 0.354 (Ft. ) , Average velocity = 2 .863 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.960 (Ft. ) Flow velocity = 2.86 (Ft/s) Travel time = 2 .33 min. TC = 16.33 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.789 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.830 (In/Hr) for a 10.0 year storm Subarea runoff = 2 .311 (CFS) for 1.600 (Ac. ) Total runoff = 6.071 (CFS) Total area = 4.000 (Ac. ) Street flow at end of street = 6.071 (CFS) Half street flow at end of street = 6.071 (CFS) Depth of flow = 0.374 (Ft. ) , Average velocity = 3 .000 (Ft/s) Flow width (from curb towards crown) = 13 .972 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.000 (Ac. ) Runoff from this stream = 6.071 (CFS) Time of concentration = 16.33 min. Rainfall intensity = 1.830 (In/Hr) Program is now starting with Main Stream No. 3 f ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 21.000 I **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000 (Ft. ) Top (of initial area) elevation = 531.000 (Ft. ) Bottom (of initial area) elevation = 520.000 (Ft. ) Difference in elevation = 11.000 (Ft. ) Slope = 0.01100 s (percent) = 1.10 TC = k(0.390) * [ (length^3) / (elevation change) ] '0.2 Initial area time of concentration = 15.233 min. Rainfall intensity = 1.892 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.694 (CFS) Total initial stream area = 3 .800 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3 .800 (Ac.) Runoff from this stream = 5.694 (CFS) Time of concentration = 15.23 min. Rainfall intensity = 1.892 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 38.952 12.76 2 .060 2 6.071 16.33 1.830 3 5.694 15.23 1.892 Largest stream flow has longer or shorter time of concentration Qp = 38.952 + sum of Qa Tb/Ta 6.071 * 0.782 = 4.744 Qa Tb/Ta 5.694 * 0.838 = 4.770 Qp = 48.466 Total of 3 main streams to confluence: Flow rates before confluence point: 38.952 6. 071 5.694 Area of streams before confluence: 27.700 4 .000 3.800 Results of confluence: Total flow rate = 48.466 (CFS) Time of concentration = 12 .763 min. Effective stream area after confluence = 35.500 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.500 to Point/Station 19.600 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000 (Ft. ) Top (of initial area) elevation = 960.000 (Ft. ) Bottom (of initial area) elevation = 940.000 (Ft. ) /7 y,DYoGoJ Ms4� Difference in elevation = 20.000 (Ft.) o� NooJ f9.S� Slope = 0.02222 s (percent) = 2.22 F TC = k(0.530) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 17.243 min. Rainfall intensity = 1.783 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.802 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.728 (CFS) Total initial stream area = 6.800 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.600 to Point/Station 19.700 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 640.000 (Ft . ) End of natural channel elevation = 525.000 (Ft. ) Length of natural channel = 1100.000 (Ft. ) Estimated mean flow rate at midpoint of channel = 24.749(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 = 10.27 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1045 Corrected/adjusted channel slope = 0.1045 Travel time = 1.79 min. TC = 19.03 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 i Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.701 (In/Hr) for a 10.0 year storm Subarea runoff = 28.505 (CFS) for 21.000 (Ac. ) Total runoff = 38.233 (CFS) Total area = 27.800 (Ac. ) End of computations, total study area = 88.70 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. i Area averaged pervious area fraction(Ap) = 0.727 Area averaged RI index number = 76.7 l ( SI TIC : fdo • YEAA SMRM Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 07/12/02 File:pal4 .out -------------- ------------------------------------------------ PA 14 - ONSITE ----------------------- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file BV ENGINEERING, One Corporate Park, Irvine, CA - SIN 705 ------------------------------------------------------------ - --- ------ -- 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 [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540 (In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500 (In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000 (Ft. ) Top (of initial area) elevation = 586.400 (Ft. ) Bottom (of initial area) elevation = 552 .200 (Ft.) Difference in elevation = 34.200 (Ft. ) Slope = 0.03800 s (percent)= 3 .80 TC = k(0.390) * [ (lengthA3) / (elevation change) ] "0.2 Initial area time of concentration = 11.397 min. Rainfall intensity = 3 .329 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 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 IDecimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.259 (CFS) Total initial stream area = 1.900 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 552.200 (Ft. ) End of street segment elevation = 531.000 (Ft. ) Length of street segment = 700.000 (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 = 18.500 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street ` Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.272 (CFS) Depth of flow = 0.372 (Ft. ) , Average velocity = 4.648 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13 .869 (Ft. ) Flow velocity = 4 .65 (Ft/s) Travel time = 2 .51 min. TC = 13 .91 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3 .026 (In/Hr) for a 100.0 year storm Subarea runoff = 7.245 (CFS) for 2 .900 (Ac. ) Total runoff = 12 .504 (CFS) Total area = 4.800 (Ac. ) Street flow at end of street = 12 .504 (CFS) l Half street flow at end of street = 12.504 (CFS) Depth of flow = 0.407 (Ft. ) , Average velocity = 5.002 (Ft/s) Flow width (from curb towards crown) = 15.584 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12 .000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 4 .800 (Ac. ) Runoff from this stream = 12 .504 (CFS) Time of concentration = 13 .91 min. Rainfall intensity = 3 .026 (In/Hr) Program is now starting with Main Stream No. 2 r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000 (Ft. ) Top (of initial area) elevation = 574.000 (Ft. ) Bottom (of initial area) elevation = 531.500 (Ft. ) Difference in elevation = 42 .500 (Ft. ) Slope = 0.04250 s (percent) = 4.25 TC = k(0.390) * [ (length'3) / (elevation change) ] '0.2 Initial area time of concentration = 11.625 min. Rainfall intensity = 3 .298 (In/Hr) for a 100. 0 year storm i SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 1 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.713 (CFS) Total initial stream area = 6.100 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12 .000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.100 (Ac. ) Runoff from this stream = 16.713 (CFS) Time of concentration = 11.62 min. Rainfall intensity = 3 .298 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.504 13 .91 3 .026 2 16.713 11.62 3 .298 Largest stream flow has longer or shorter time of concentration Qp = 16.713 + sum of Qa Tb/Ta 12.504 * 0.836 = 10.452 Qp = 27.165 i ITotal of 2 main streams to confluence: Flow rates before confluence point: 12.504 16.713 Area of streams before confluence: 4.800 6.100 f Results of confluence: Total flow rate = 27.165 (CFS) Time of concentration = 11.625 min. Effective stream area after confluence = 10.900 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 986.000 (Ft.) Top (of initial area) elevation = 586.400 (Ft. ) Bottom (of initial area) elevation = 560.100 (Ft.) Difference in elevation = 26.300 (Ft.) Slope = 0.02667 s (percent) = 2 .67 TC = k(0.390) * [ (length'3) / (elevation change) ] "0.2 Initial area time of concentration = 12 .688 min. Rainfall intensity = 3 .162 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.929 (CFS) Total initial stream area = 1.500 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.200 to Point/Station 10.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 560.100 (Ft. ) End of street segment elevation = 553 .400 (Ft. ) Length of street segment = 226.000 (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 = 18.500 (Ft. ) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side (s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.024 (CFS) Depth of flow = 0.330 (Ft. ) , Average velocity = 4.152 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.746 (Ft. ) Flow velocity = 4 .15 (Ft/s) Travel time = 0.91 min. TC = 13 .60 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.059 (In/Hr) for a 100.0 year storm Subarea runoff = 4 .044 (CFS) for 1.600 (Ac. ) Total runoff = 7.973 (CFS) Total area = 3.100 (Ac.) Street flow at end of street = 7.973 (CFS) Half street flow at end of street = 7.973 (CFS) Depth of flow = 0.358 (Ft.) , Average velocity = 4.444 (Ft/s) Flow width (from curb towards crown)= 13 .126 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000 (Ft.) Top (of initial area) elevation = 563.000 (Ft. ) Bottom (of initial area) elevation = 528.000 (Ft. ) Difference in elevation = 35.000 (Ft.) Slope = 0.03889 s (percent) = 3.89 TC = k(0.390) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 11.345 min. Rainfall intensity = 3.337 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12 .762 (CFS) Total initial stream area = 4.600 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000 (Ft. ) Top (of initial area) elevation = 537.500 (Ft. ) Bottom (of initial area) elevation = 525.000 (Ft. ) Difference in elevation = 12 .500 (Ft. ) Slope = 0.01786 s (percent) = 1.79 TC = k(0.390) * [ (length'3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.988 min. Rainfall intensity = 3 .249 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 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 = 0.500; Impervious fraction = 0 .500 Initial subarea runoff = 7.821(CFS) Total initial stream area = 2.900 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2 .900 (Ac. ) Runoff from this stream = 7.821 (CFS) Time of concentration = 11.99 min. Rainfall intensity = 3 .249 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000 (Ft. ) Top (of initial area) elevation = 541.200 (Ft. ) Bottom (of initial area) elevation = 525.100 (Ft. ) Difference in elevation = 16.100 (Ft. ) Slope = 0.02683 s (percent) = 2 .68 TC = k(0.390) * [ (lengthA3) / (elevation change) ] A0.2 Initial area time of concentration = 10.389 min. Rainfall intensity = 3 .480 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.834 Decimal fraction soil group A = 0.000 I 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.320 (CFS) Total initial stream area = 3.900 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3 .900 (Ac.) Runoff from this stream = 11.320 (CFS) Time of concentration = 10.39 min. Rainfall intensity = 3 .480 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.821 11.99 3 .249 2 11.320 10.39 3.480 Largest stream flow has longer or shorter time of concentration Qp = 11.320 + sum of Qa Tb/Ta 7.821 * 0.867 = 6.778 QP = 18.098 Total of 2 main streams to confluence: Flow rates before confluence point: 7.821 11.320 Area of streams before confluence: 2 .900 3 .900 Results of confluence: Total flow rate = 18.098 (CFS) Time of concentration = 10.389 min. Effective stream area after confluence = 6.800 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Sf f Process from Point/Station 19.100 to Point/Station 19.200 INITIAL AREA EVALUATION **** y�ro . Initial area flow distance = 900.000 (Ft. ) Top (of initial area) elevation = 1800.000 (Ft. ) /n Bottom (of initial area) elevation = 1580.000 (Ft. ) I Difference in elevation = 220.000 (Ft.) No i✓GS Slope = 0.24444 s (percent)= 24.44 TC = k(0.530) * [ (length"3) / (elevation change) ] "0.2 l/ •�� �p,3 Initial area time of concentration = 10.674 min. / Rainfall intensity = 3 .436 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.847 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) = 86.00 Pervious area fraction = 1. 000; Impervious fraction = 0. 000 Initial subarea runoff = 16.286 (CFS) Total initial stream area = 5.600 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.200 to Point/Station 19.300 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1580.000 (Ft. ) End of natural channel elevation = 1550.000 (Ft. ) Length of natural channel = 500.000 (Ft. ) Estimated mean flow rate at midpoint of channel = 26.320 (CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8 (q(English Units) A.352) (slopeA0.5) Velocity using mean channel flow = 7.91(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0600 Corrected/adjusted channel slope = 0.0600 Travel time = 1.05 min. TC = 11.73 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3 .284 (In/Hr) for a 100.0 year storm Subarea runoff = 19.128 (CFS) for 6.900 (Ac. ) Total runoff = 35.415 (CFS) Total area = 12.500 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.300 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 550.000 (Ft. ) Downstream point/station elevation = 529.000 (Ft. ) Pipe length = 640.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.415 (CFS) Nearest computed pipe diameter = 24.00 (In. ) Calculated individual pipe flow = 35.415 (CFS) Normal flow depth in pipe = 17.23 (In. ) Flow top width inside pipe = 21.60 (In. ) Critical depth could not be calculated. Pipe flow velocity = 14.68 (Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 12 .45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 f Stream flow area = 12.500 (Ac. ) Runoff from this stream = 35.415 (CFS) Time of concentration = 12 .45 min. Rainfall intensity = 3 .190 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 980.000 (Ft. ) Top (of initial area) elevation = 541.000 (Ft. ) Bottom (of initial area) elevation = 529.000 (Ft.) Difference in elevation = 12 .000 (Ft. ) Slope = 0.01224 s (percent) = 1.22 TC = k(0.390) * [ (length'3) / (elevation change) ] '0.2 Initial area time of concentration = 14.790 min. Rainfall intensity = 2.938 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.343 (CFS) Total initial stream area = 5.100 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.100 (Ac. ) Runoff from this stream = 12.343 (CFS) Time of concentration = 14.79 min. Rainfall intensity = 2.938 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.415 12 .45 3 .190 2 12.343 14.79 2 .938 Largest stream flow has longer or shorter time of concentration Qp = 35.415 + sum of Qa Tb/Ta 12 .343 * 0.842 = 10.393 Qp = 45.808 Total of 2 main streams to confluence: Flow rates before confluence point: 35.415 12 .343 Area of streams before confluence: 12 .500 5.100 Results of confluence: Total flow rate = 45.808 (CFS) Time of concentration = 12.454 min. Effective stream area after confluence = 17.600 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 529.000 (Ft.) Downstream point/station elevation = 520.000 (Ft.) Pipe length = 0.10 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.808 (CFS) Nearest computed pipe diameter = 6.00 (In. ) Calculated individual pipe flow = 45.808 (CFS) Normal flow depth in pipe = 4.29 (In. ) Flow top width inside pipe = 5.42 (In. ) Critical depth could not be calculated. Pipe flow velocity = 304 .88 (Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12 .45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.600 (Ac. ) Runoff from this stream = 45.808 (CFS) Time of concentration = 12.45 min. Rainfall intensity = 3.190 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.100 to Point/Station 20.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 870.000 (Ft. ) Top (of initial area) elevation = 535.000 (Ft. ) Bottom (of initial area) elevation = 527.000 (Ft. ) Difference in elevation = 8.000 (Ft. ) Slope = 0.00920 s (percent) = 0.92 TC = k(0.390) * [ (length^3) / (elevation change) ] "0.2 Initial area time of concentration = 14 .933 min. Rainfall intensity = 2 .924 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.502 (CFS) Total initial stream area = 2 .700 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.200 to Point/Station 20.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 527.000 (Ft. ) f End of street segment elevation = 520.000 (Ft.) Length of street segment = 600.000 (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 = 18.500 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13 .485 (CFS) Depth of flow = 0.481 (Ft.) , Average velocity = 3.557 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.286 (Ft. ) Flow velocity = 3 .56 (Ft/s) Travel time = 2 .81 min. TC = 17.74 min. Adding area flow to street SINGLE FAMILY (1/4 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 i RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2 .692 (In/Hr) for a 100.0 year storm Subarea runoff = 12 .773 (CFS) for 5.800 (Ac. ) l Total runoff = 19.274 (CFS) Total area = 8.500 (Ac. ) Street flow at end of street = 19.274 (CFS) Half street flow at end of street = 19.274 (CFS) I IDepth of flow = 0.536 (Ft. ) , Average velocity = 3 .909 (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 = 1.81 (Ft. ) Flow width (from curb towards crown)= 20.000 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 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 = 0.500; Impervious fraction = 0.500 Time of concentration = 17.74 min. Rainfall intensity = 2 .692 (In/Hr) for a 100.0 year storm Subarea runoff = 3.523 (CFS) for 1.600 (Ac. ) Total runoff = 22 .798 (CFS) Total area = 10.100 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.100 (Ac. ) Runoff from this stream = 22 .798 (CFS) Time of concentration = 17.74 min. Rainfall intensity = 2.692 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.808 12 .45 3 .190 2 22 .798 17.74 2 .692 Largest stream flow has longer or shorter time of concentration Qp = 45.808 + sum of Qa Tb/Ta 22.798 * 0.702 = 16.001 Qp = 61.809 Total of 2 main streams to confluence: Flow rates before confluence point: 45.808 22 .798 Area of streams before confluence: 17.600 10.100 Results of confluence: Total flow rate = 61.809 (CFS) Time of concentration = 12.454 min. Effective stream area after confluence 27.700 (Ac. ) f ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 520.000 (Ft. ) Downstream point/station elevation = 519.500 (Ft. ) Pipe length = 50.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.809 (CFS) Nearest computed pipe diameter = 36.00 (In. ) Calculated individual pipe flow = 61.809 (CFS) Normal flow depth in pipe = 27.38 (In. ) Flow top width inside pipe = 30.73 (In. ) I Critical Depth = 30.40 (In.) 11 Pipe flow velocity = 10.71 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 12.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.700 (Ac. ) Runoff from this stream = 61.809 (CFS) Time of concentration = 12.53 min. Rainfall intensity = 3 .181 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.100 to Point/Station 21.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000 (Ft. ) Top (of initial area) elevation = 531.000 (Ft. ) Bottom (of initial area) elevation = 525.000 (Ft. ) Difference in elevation = 6.000 (Ft. ) Slope = 0.00845 s (percent)= 0.85 TC = k(0.390) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 14.002 min. l Rainfall intensity = 3 .016 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.975 (CFS) I Total initial stream area = 2 .400 (Ac. ) r Pervious area fraction = 0.500 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.200 to Point/Station 21.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 525.000 (Ft. ) End of street segment elevation = 520.000 (Ft. ) Length of street segment = 400.000 (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 = 18.500 (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 [11 side (s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft. ) Gutter hike from flowline = 1.500 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.966 (CFS) Depth of flow = 0.406 (Ft. ) , Average velocity = 3.207 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.534 (Ft. ) Flow velocity = 3.21(Ft/s) Travel time = 2.08 min. TC = 16.08 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2. 822 (In/Hr) for a 100.0 year storm Subarea runoff = 3 .708 (CFS) for 1.600 (Ac. ) Total runoff = 9.683 (CFS) Total area = 4 .000 (Ac. ) Street flow at end of street = 9.683 (CFS) Half street flow at end of street = 9.683 (CFS) Depth of flow = 0.430 (Ft. ) , Average velocity = 3 .364 (Ft/s) Flow width (from curb towards crown) = 16.754 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4 .000 (Ac. ) Runoff from this stream = 9.683 (CFS) Time of concentration = 16.08 min. Rainfall intensity = 2.822 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000 (Ft. ) Top (of initial area) elevation = 531.000 (Ft.) Bottom (of initial area) elevation = 520.000 (Ft. ) Difference in elevation = 11.000 (Ft. ) Slope = 0.01100 s (percent) = 1.10 TC = k(0.390) * [ (length�3) / (elevation change) ] '0.2 Initial area time of concentration = 15.233 min. Rainfall intensity = 2.896 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 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 .500; Impervious fraction = 0.500 Initial subarea runoff = 9.057 (CFS) Total initial stream area = 3 .800 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3 .800 (Ac. ) Runoff from this stream = 9.057 (CFS) Time of concentration = 15.23 min. Rainfall intensity = 2.896 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 61.809 12.53 3 .181 2 9.683 16.08 2.822 3 9.057 15.23 2.896 Largest stream flow has longer or shorter time of concentration Qp = 61.809 + sum of Qa Tb/Ta 9.683 * 0.779 = 7.546 Qa Tb/Ta 9.057 * 0.823 = 7.451 Qp = 76.806 Total of 3 main streams to confluence: IFlow rates before confluence point: 61.809 9.683 9.057 Area of streams before confluence: 27.700 4.000 3 .800 I Results of confluence: Total flow rate = 76.806 (CFS) Time of concentration = 12 .532 min. Effective stream area after confluence - 35.500 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.500 to Point/Station 19.600 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000 (Ft. ) 5AE6 0F1-'S17'47 /yam/Urn 4 y Top (of initial area) elevation = 960.000 (Ft. ) Bottom (of initial area) elevation = 940.000 (Ft. ) Difference in elevation = 20.000 (Ft. ) �9 S 1 q f Slope = 0.02222 s (percent) = 2 .22 TC = k(0.530) * [ (length'3) / (elevation change) ] '0.2 Initial area time of concentration = 17.243 min. Rainfall intensity = 2 .729 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.834 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 15.472 (CFS) Total initial stream area = 6.800 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.600 to Point/Station 19.700 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 640.000 (Ft. ) End of natural channel elevation = 525.000 (Ft. ) Length of natural channel = 1100.000 (Ft. ) Estimated mean flow rate at midpoint of channel = 39.362 (CFS) Natural valley channel type used t 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 = 11.69 (Ft/s) Correction to ma p slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1045 Corrected/adjusted channel slope = 0.1045 Travel time = 1.57 min. TC = 18.81 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.617 (In/Hr) for a 100.0 year storm Subarea runoff = 45.681 (CFS) for 21.000 (Ac. ) Total runoff = 61.153 (CFS) Total area = 27.800 (Ac.) End of computations, total study area = 88.70 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.727 Area averaged RI index number = 76.7 APPENDIX "B" OFFSITE HYDRLOGY Offa.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 01/09/02 File:OFFA.out ------------------------------------------------------------------------ OFFSITE ' AREA "A" f ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ BV ENGINEERING, One Corporate Park, Irvine, CA - SIN 705 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual fStorm event (year) = 100.00 Antecedent Moisture Condition = 2 i Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 2280.000(Ft.) Bottom (of initial area) elevation = 2060.000(Ft.) Difference in elevation = 220.000(Ft.) Slope = 0.36667 s(percent)= 36.67 TC = k(0.530)*[(length''3)/(elevation change)]"0.2 Initial area time of concentration = 8.369 min. Rainfall intensity = 3.861(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.852 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 24.676(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 2060.000(Ft.) End of natural channel elevation = 1920.000(Ft.) Length of natural channel = 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 40.303(CFS) Page 1 IOffa.out I Natural valley channel type used I 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 = 14.35(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1556 Corrected/adjusted channel slope = 0.1556 Travel time = 1.05 min. TC = 9.41 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.849 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.649(In/Hr) for a 100.0 year storm Subarea runoff = 29.448(CFS) for 9.500(Ac.) Total runoff = 54.124(CFS) Total area = 17.000(Ac.) Process from Point/Station 3.000 to Point/Station 4.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1920.000(Ft.) End of natural channel elevation = 1720.000(Ft.) Length of natural channel = 700.000(Ft.) Estimated mean flow rate at midpoint of channel = 79.594(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 = 23.70(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.2857 Corrected/adjusted channel slope = 0.2857 Travel time = 0.49 min. TC = 9.91 min. l Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.848 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.561(In/Hr) for a 100.0 year storm Subarea runoff = 48.331(CFS) for 16.000(Ac.) Total runoff = 102.455(CFS) Total area = 33.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1720.000(Ft.) End of natural channel elevation = 1640.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 136.762(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Page 2 Offa.out Velocity(ft/s) = (7 + 8(q(English Units)^.352) (slope"0.5) Velocity using mean channel flow = 12.47(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0571 Corrected/adjusted channel slope = 0.0571 Travel time = 1.87 min. TC = 11.78 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.277(In/Hr) for a 100.0 year storm Subarea runoff = 61.135(CFS) for 22.100(Ac.) r Total runoff = 163.589(CFS) Total area = 55.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1640.000(Ft.) End of natural channel elevation = 1580.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 170.715(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 = 13.68(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0600 Corrected/adjusted channel slope = 0.0600 Travel time = 1.22 min. TC = 13.00 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.126(In/Hr) for a 100.0 year storm Subarea runoff = 12.627(CFS) for 4.800(Ac.) Total runoff = 176.217(CFS) Total area = 59.900(Ac.) Process from Point/Station 6.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 13.00 min. Rainfall intensity = 3.126(In/Hr) for a 100.0 year storm Page 3 r Offa.out I l Subarea runoff = 72.607(CFS) for 27.600(Ac.) Total runoff = 248.824(CFS) Total area = 87.500(Ac.) Process from Point/Station 6.000 to Point/Station 7.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** f Top of natural channel elevation = 1580.000(Ft.) End of natural channel elevation = 1560.000(Ft.) Length of natural channel = 800.000(Ft.) Estimated mean flow rate at midpoint of channel = 277.830(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 = 10.27(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0250 ( Corrected/adjusted channel slope = 0.0250 Travel time = 1.30 min. TC = 14.29 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.839 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) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.986(In/Hr) for a 100.0 year storm Subarea runoff = 51.114(CFS) for 20.400(Ac.) Total runoff = 299.938(CFS) Total area = 107.900(Ac.) End of computations, total study area = 107.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Page 4 I % I *t , OF F SIR TE s9Xf*J A--- * 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 - 1998, Version 5.1 Study date 07/10/02 File: OFF123100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------- - -- - -- - -------------------------- ------------------------ ----- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 BV ENGINEERING, One Corporate Park, Irvine, CA - SIN 705 ----------------------------------------------------- ---------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------------------- -- - - -- --- ------- ------------------ - OFFSITE 'A-1 & A-2" ---------------- - -- -- -- -- ---------------------------------------------- - Drainage Area = 395.00 (Ac.) = 0.617 Sq. Mi. Length along longest watercourse = 7400.00 (Ft. ) Length along longest watercourse measured to centroid = 2800.00 (Ft. ) Length along longest watercourse = 1.402 Mi. Length along longest watercourse measured to centroid = 0.530 Mi. Difference in elevation = 555.00 (Ft.) Slope along watercourse = 396.0000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.206 Hr. Lag time = 12.39 Min. 25% of lag time = 3.10 Min. 40% of lag time = 4.95 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] 395.00 1.00 395.00 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall (In) [2] Weighting[1*2] 395.00 2.40 948.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.000 (In) Area Averaged 100-Year Rainfall = 2.400 (In) Point rain (area averaged) = 2.400 (In) Areal adjustment factor = 99.83 % Adjusted average point rain = 2.396 (In) Sub-Area Data: Area(Ac.) Runoff Index Impervious 395.000 81.00 0.000 Total Area Entered = 395.00 (Ac.) RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-2 (fin/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 81.0 81.0 0.233 0.000 0.233 1.000 0.233 Sum (F) = 0.233 Area averaged mean soil loss (F) (In/Hr) = 0.233 Minimum soil loss rate ( (In/Hr) ) = 0.116 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 - ------ ------------------------------ - - -- ------------------------- -- U n i t H y d r o g r a p h FOOTHILL S-Curve ----- ----------------------------------------------------- ------------- Unit Hydrograph Data - --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 40.367 3.173 12.631 2 0.167 80.733 11.978 47.682 3 0.250 121.100 31.831 126.716 4 0.333 161.466 22.030 87.698 5 0.417 201.833 9.892 39.378 6 0.500 242.200 6.578 26.188 7 0.583 282.566 4.677 18.618 8 0.667 322 .933 3.356 13 .361 9 0.750 363.299 2.335 9.297 10 0.833 403.666 1.563 6.223 11 0.917 444.032 0.772 3.072 12 1.000 484.399 0.455 1.812 13 1.083 524.766 0.374 1.489 14 1.167 565.132 0.260 1.035 15 1.250 605.499 0.306 1.217 16 1.333 645.865 0.222 0.883 17 1.417 686.232 0.129 0.513 18 1.500 726.599 0.068 0.272 Sum = 100.000 Sum= 398.086 ----------------------------- -- --------------- -- --- -------- - ------ - ------ - Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max I Low (In/Hr) 1 0.08 1.30 0.374 0.233 --- 0.14 2 0.17 1.30 0.374 0.233 - - - 0.14 3 0.25 1.10 0.316 0.233 -- 0.08 4 0.33 1.50 0.431 0.233 -- - 0.20 5 0.42 1.50 0.431 0.233 --- 0.20 6 0.50 1.80 0.518 0.233 - - - 0.28 7 0.58 1.50 0.431 0.233 -- 0.20 8 0.67 1.80 0.518 0.233 -- - 0.28 9 0.75 1.80 0.518 0.233 --- 0.28 10 0.83 1.50 0.431 0.233 --- 0.20 11 0.92 1.60 0.460 0.233 - 0.23 12 1.00 1.80 0.518 0.233 -- 0.28 13 1.08 2.20 0.633 0.233 --- 0.40 14 1.17 2 .20 0.633 0.233 - - 0.40 15 1.25 2.20 0.633 0.233 _ - 0.40 16 1.33 2.00 0.575 0.233 - -- 0.34 17 1.42 2.60 0.748 0.233 -- 0.51 18 1.50 2.70 0.776 0.233 - 0.54 19 1.58 2.40 0.690 0.233 --- 0.46 20 1.67 2.70 0.776 0.233 --- 0.54 21 1.75 3 .30 0.949 0.233 - 0.72 22 1.83 3 .10 0.891 0.233 - -- 0.66 23 1.92 2.90 0.834 0.233 --- 0.60 24 2.00 3.00 0.863 0.233 --- 0.63 25 2.08 3 .10 0.891 0.233 0.66 26 2.17 4.20 1.208 0.233 - -- 0.97 27 2 .25 5.00 1.438 0.233 --- 1.20 28 2.33 3 .50 1.006 0.233 --- 0.77 29 2.42 6.80 1.955 0.233 - -- 1.72 30 2.50 7.30 2.099 0.233 - - 1.87 31 2 .58 8.20 2.358 0.233 - -- 2.12 32 2.67 5.90 1.696 0.233 --- 1.46 33 2.75 2.00 0.575 0.233 --- 0.34 34 2.83 1.80 0.518 0.233 --- 0.28 35 2.92 1.80 0.518 0.233 --- 0.28 36 3.00 0.60 0.173 0.233 0.155 0.02 Sum = 100.0 Sum = 20.5 Flood volume = Effective rainfall 1.70 (In) times area 395.0 (Ac. )/ [ (In)/ (Ft. ) ] = 56.1(Ac.Ft) Total soil loss = 0.69 (In) Total soil loss = 22.757 (Ac.Ft) Total rainfall = 2.40 (In) Flood volume = 2443994.8 Cubic Feet Total soil loss = 991298.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 647.023 (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) 0 175.0 350.0 525.0 700.0 0+ 5 0.0123 1.78 Q 0+10 0.0709 8 .52 Q 0+15 0.2479 25.69 VQ 0+20 0.5012 36.78 V Q 0+25 0.7804 40.54 V Q 0+30 1.1582 54.86 V Q 0+35 1.6289 68.34 IV Q 0+40 2 .1879 81.16 IV Q 0+45 2.7744 85.17 IV Q 0+50 3 .4156 93 .09 V Q 0+55 4.0850 97.21 I V 0 1+ 0 4.7192 92.08 I V Q 1+ 5 5.3729 94.91 I V Q I I I 1+10 6.1199 108.47 V Q 1+15 7.0025 128.15 V Q 1+20 7.9645 139.69 V Q 1+25 8.9638 145.10 V Q 1+30 9.9998 150.43 VQ 1+35 11.1731 170.37 V Qj 1+40 12.4543 186.03 I V Q I I 1+45 13.7674 190.65 VQ 1+50 15.1930 207.00 VQ I 1+55 16.7992 233.23 IV Q I 2+ 0 18.4685 242 .38 Q 2+ 5 20.1288 241.07 I QV I I 2+10 21.8443 249.08 I QV 2+15 23.7301 273.83 QV 2+20 25.9584 323 .55 Q 2+25 28.5350 374.12 VQ 2+30 31.2933 400.51 I Q 2+35 34.8141 511.21 I I V QI 2+40 39.0305 612.22 I I I V I Q I 2+45 43 .4866 647.02 I I I IV Q 2+50 47.3469 560.53 I I I I QV 2+55 50.0179 387.83 I I I Q I V 3+ 0 51.9008 273.39 I I Q I I V 3+ 5 53.3339 208.09 I IQ I I V 3+10 54.2958 139.66 I Q I I I V 3+15 54.9079 88.88 I Q I I VI 3+20 55.3100 58.39 I Q I I I VI 3+25 55.5716 37.99 I Q I I I VI 3+30 55.7405 24.51 IQ I I I VI 3+35 55.8584 17.12 Q I I I VI 3+40 55.9433 12.33 Q ( I I VI 3+45 56.0043 8.85 Q I I VI 3+50 56.0486 6.43 Q I I I VI 3+55 56.0766 4.06 Q I I I VI 4+ 0 56.0924 2.30 Q I ( I VI 4+ 5 56.1006 1.19 Q I I I VI 4+10 56.1041 0.51 Q I I I VI 4+15 56.1058 0.24 Q I I VI 4+20 56.1064 0.09 Q I I I VI 4+25 56.1064 0.00 Q I I I V Offab310 .out 41 2 1 Z 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 - 1998, Version 5.1 Study date 01/09/02 File: OFFAB310O.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++r+++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 BV ENGINEERING, One Corporate Park, Irvine, CA - SIN 705 - -------------------------------- --------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---------------------------------- AREA "All AND nBn -------------------------------------------------------------------- Drainage Area = 462.00(Ac.) = 0.722 Sq. Mi. Length along longest watercourse = 9400.00(Ft.) Length along longest watercourse measured to centroid = 4800.00(Ft.) ` Length along longest watercourse = 1.780 Mi. Length along longest watercourse measured to centroid = 0.909 Mi. Difference in elevation = 611.00(Ft.) Slope along watercourse = 343.2000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.285 Hr. Lag time = 17.11 Min. 25% of lag time = 4.28 Min. 40% of lag time = 6.84 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] f 462.00 1.00 462.00 k 100 YEAR Area rainfall data: l Area(Ac.) [1] Rainfall(In) [2] Weighting[1*2] 462.00 2.40 1108.80 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.400(In) lPoint rain (area averaged) = 2.400(In) Areal adjustment factor = 99.80 % Adjusted average point rain = 2.395(In) Sub-Area Data: k Area(Ac.) Runoff Index Impervious 96 408.000 81.00 0.000 54.000 69.00 0.500 Total Area Entered = 462.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F Page 1 IOffab310 .out I AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 81.0 81.0 0.233 0.000 0.233 0.883 0.205 f 69.0 69.0 0.373 0.500 0.205 0.117 0.024 Sum (F) = 0.229 Area averaged mean soil loss (F) (In/Hr) = 0.229 Minimum soil loss rate ((In/Hr)) = 0.115 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 -------------------------------------------------------------------- - U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 29.227 2.080 9.682 2 0.167 58.454 6.595 30.705 3 0.250 87.681 12.674 59.010 r 4 0.333 116.907 27.992 130.331 !I 5 0.417 146.134 16.558 77.095 6 0.500 175.361 8.525 39.695 7 0.583 204.588 6.118 28.488 8 0.667 233.815 4.592 21.382 i 9 0.750 263.042 3.608 16.801 10 0.833 292.268 2.832 13.185 11 0.917 321.495 2.251 10.480 12 1.000 350.722 1,706 7.942 13 1.083 379.949 1.279 5.953 14 1.167 409.176 0.916 4.266 ' 15 1.250 438.403 0.461 2.145 16 1.333 467.629 0.340 1.583 17 1.417 496.856 0.297 1.382 18 1.500 526.083 0.246 1.144 19 1.583 555.310 0.177 0.824 20 1.667 584.537 0.214 0.998 21 1.750 613.764 0.221 1.028 22 1.833 642.990 0.133 0.621 23 1.917 672.217 0.100 0.466 24 2.000 701.444 0.086 0.403 Sum = 100.000 Sum= 465.609 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 1.30 0.374 0.229 --- 0.14 2 0.17 1.30 0.374 0.229 --- 0.14 3 0.25 1.10 0.316 0.229 --- 0.09 4 0.33 1.50 0.431 0.229 --- 0.20 5 0.42 1.50 0.431 0.229 --- 0.20 6 0.50 1.80 0.517 0,229 --- 0.29 7 0.58 1.50 0.431 0.229 --- 0.20 8 0.67 1.80 0.517 0.229 --- 0.29 9 0.75 1.80 0.517 0.229 --- 0.29 10 0.83 1.50 0.431 0.229 --- 0.20 11 0.92 1.60 0.460 0.229 --- 0.23 12 1.00 1.80 0.517 0.229 --- 0.29 13 1.08 2.20 0.632 0.229 --- 0.40 14 1.17 2.20 0.632 0.229 --- 0.40 15 1.25 2.20 0.632 0.229 --- 0.40 16 1.33 2.00 0.575 0.229 --- 0.35 17 1.42 2.60 0.747 0.229 --- 0.52 18 1.50 2.70 0.776 0.229 --- 0.55 19 1.58 2.40 0.690 0.229 --- 0.46 20 1.67 2.70 0.776 0.229 --- 0.55 21 1.75 3.30 0.948 0.229 --- 0.72 22 1.83 3.10 0.891 0.229 --- 0.66 23 1.92 2.90 0.834 0.229 --- 0.60 24 2.00 3.00 0.862 0.229 --- 0.63 25 2.08 3.10 0.891 0.229 --- 0.66 Page 2 Offab310 .out 26 2.17 4.20 1.207 0.229 --- 0.98 27 2.25 5.00 1.437 0.229 --- 1.21 28 2.33 3.50 1.006 0.229 --- 0.78 29 2.42 6.80 1.954 0.229 --- 1.73 30 2.50 7.30 2.098 0.229 --- 1.87 31 2.58 8.20 2.357 0.229 --- 2.13 32 2.67 5.90 1.696 0.229 --- 1.47 33 2.75 2.00 0.575 0.229 --- 0.35 34 2.83 1.80 0.517 0.229 --- 0.29 35 2.92 1.80 0.517 0.229 --- 0.29 36 3.00 0.60 0.172 0.229 0.155 0.02 Sum = 100.0 Sum = 20.6 Flood volume = Effective rainfall 1.71(In) times area 462.0(Ac.)/[(In)/(Ft.)] = 66.0(Ac.Ft) Total soil loss = 0.68(In) Total soil loss = 26.255(Ac.Ft) Total rainfall = 2.40(In) Flood volume = 2873129.1 Cubic Feet Total soil loss = 1143679.5 Cubic Feet ---------------------------------------------------- ---- Peak flow rate of this hydrograph = 686.465(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) 0 175.0 350.0 525.0 700.0 ----------------------------------------------------------------------- 0+ 5 0.0096 1.40 Q 0+10 0.0498 5.83 Q i 0+15 0.1447 13.79 Q 0+20 0.3648 31.95 VQ 0+25 0.6624 43.22 V Q 0+30 1.0004 49.07 V Q 0+35 1.4519 65.56 V Q 0+40 1.9925 78.50 IV Q 0+45 2.6307 92.66 IV Q I 0+50 3.2937 96.27 IV Q I I 0+55 4.0163 104.92 I V Q I 1 1+ 0 4.7689 109.28 I V Q 1+ 5 5.5072 107.20 I V Q 1+10 6.2967 114.64 I V Q 1+15 7.1930 130.13 V Q 1+20 8.2231 149.57 V Q 1+25 9.3325 161.09 V QI 1+30 10.5011 169.69 V QI 1+35 11.7204 177.04 V Q 1+40 13.0871 198.44 V IQ 1+45 14.5699 215.30 V I Q 1 1+50 16.1088 223.44 I VI Q 1+55 17.7784 242.43 I V Q 1 2+ 0 19.6256 268.23 I V Q 2+ 5 21.5302 276.54 1 V Q 2+10 23.4621 280.51 V Q 2+15 25.5185 298.60 V Q 2+20 27.7762 327.82 V Q 2+25 30.4168 383.41 V 'iQ I 2+30 33.4886 446.02 1 V Q 2+35 36.8307 485.27 i I 1 V Q 2+40 41.0010 605.53 I I I V Q 2+45 45.6779 679.09 1 j I V Q 2+50 50.4057 686.47 I V Q 2+55 54.4301 584.35 I Q 3+ 0 57.2913 415.44 Q V 3+ 5 59.4462 312.89 Q I V 3+10 61.1579 248.54 Q V 3+15 62.3941 179.50 Q V 3+20 63.2994 131.45 Q I I V 3+25 63.9840 99.40 Q I V 3+30 64.5020 75.21 1 Q I V Page 3 Offab310 .out 3+35 64.8837 55.42 1 Q I V� 3+40 65.1589 39.96 Q V1 3+45 65.3534 28.25 Q VI 3+50 65.4949 20.54 Q I VI 3+55 65.6039 15.84 Q Vi 4+ 0 65.6900 12.49 Q VI 4+ 5 65.7598 10.14 Q VI 4+10 65.8181 8.46 Q VI 4+15 65.8661 6.97 Q V� 4+20 65.9028 5.33 Q V 4+25 65.9273 3.55 Q I V 4+30 65.9435 2.35 Q V 4+35 65.9520 1.24 Q V 4+40 65.9553 0.47 Q I V 4+45 65.9571 0.26 Q V 4+50 65.9579 0.12 Q I V 4+55 65.9580 0.01 Q I I V Page 4 1 - APPENDIX "C" { DEBRIS CALCULATIONS I r 1 I i i C f LC . I(/- .-fl?4-4 Go/I GE/vT/1.4 ity /l/o OE ,tom 0 0 , Gv!'�. �T ♦ .s6s� vyougr+� % v eh s T/ =- 7mT�G w• Gov2.sE r-4 off Svc � /3v o Z 6oD �t 8'd c? /,�.Q/�riri�-G-� ,pFir�Sr%y = ��S�Z _ �=6 ? ���,�,�i• 2- O •/62s- fj`yr.�oSo!'Iilc�'�G .G�Io�cl�C 9-0 2aTro - /.s"6s 317r- �l�1Si i`y o •�3 •3 ©-33 a 3 a .02 I z rs/ sr- /��'f✓L �- yfol/L /✓!i!i'�'! �// /1eo�Gc_G�`�'vy /c !f 2- S- O- SFr / - . —)4'f . rtj� = zizo LP /.s—ems' _ -3 9'6- ¢ ��.-r��• Z /•¢o Z - Flo o /`his s- 200 0 /Z O G,o = Is-6s— /fr4 2 -3 .� ��/ - Torte G •¢ 7 �- 3 0- 33 / •� G .ate 4S CF �9'au d® o x o •o¢6,S U. S. AKDC ENG=IS DISTRICT CORPS OF E=:CJ121- I 10.00 1 1 r t -tt • I I -I i1; 1' , - , I Illi' i ! ITT 1 i I ( ' 1 1 1 1 1 I . , 11 ' I �' i 191 I:I 5.00 _ 1;1� I!.' -.��� =17i -I. 'L;I Igo' o'.co ' . rid l: : ;- ; lly lei a _ ii '4j ... 1.00I J--11: iii 'J.i' ir T :: i 2.00 _ i 11 'T'i r' I-�+.ii Iil� ;rji . .l •., r i - :1,. ,.:. - I _ ADJUSTED 1'0 FIRST YE AR 4i ,.*i 100 PERCENT BLn I 1.00 �, it• 1 I , T. 1111 l II III: j 444 1 �t I 'ii lil: _.I: SIiL�J_-t)c _ i•� L-, h i ,' ii Oil - t Q7 -., I:• " V J: J.1 , r , a 0.50 !• :L� llT :,• _�• . . 4141 .1,: 0.40 M . MI i 0.30 I I. t: ; - W'. '�:r +, ' U - i i i 'l.�;f tct j i l!c 3_ T 1.?; _=', r �i ' �� -�:; 2i; : 1'. - __ s i• r,i - - - Iz,. ';�� , � III-' �!ii Z 0.20 + 1 I r { Hill! 11'i yITI jl!i it: i I p j ! �'1: :;'•I t i' _ EPIVF:i.OPING CURVE(NOT DJUS -1. i 1 jilj ii~ ii T+; t, r1T-ED) - 0.10 ill; Ili I t +II� �r Il(f F-1 FillI : :I .�I�: .17. •n L - I lii: , '�j .• F � r.! f ± FA - t :j ! I) iJ IIi 'GI , i '�-�--� 'T I !7 a 0.05 ' i ;aut 0 01, 1. t i!j � 4.11. 1 a :lilt .� o a - MTLul I 40.0 ;ii r l - - f. :IJ i:il ;:1: A -_ rl !1!1 '!, -,• 1 ! i •.. 1 ,I�. ;:Ij 0.0 ' "! ,• i i.11.1 j 1 li: 7'i a, ):'1 ; 1! i,l I.'iI F' . -ITIlIT i li-i — r I! 11 i III .03` r,I? .- I 0 (i I I r I • �`l l I .1 .2 .3 .5 2' 31 t a 10 TP..fII!:3E ym-FS NOTE: EI`tVEWPING CUT R V;:;S OF NU::B::'_TtS II€DIVIM, DZi.XLS PASMS Of' ERV1:D D!MRIS PRODUCTION AS LISM IN 'I!AZLT,? 2 A--J) DA!ZA U ail- ADJUSVED TO IOO PURCE;:T BUTIN 'l r1lCc;:ii IRC':'I COLD--S 3 AM 10. 1ST YF:AEt, FOit ONE MAJOR :;TOiJf IU. S. ARMY ENGINEER DISTRICT CORPS OF 100 f► I 90 1 E.. 80 ' H o 70 H � � W U 60 a a, o 0 50 i z 4o z O ' O H E-+ U / A 30 oM a a' 20 M R; ® 10 O 3 5 7 8 9 10 TIME. IN YEARS AFTER BURN NOTE: DEBRIS PRODUCTION RWES FOILMING BUM BASED ON U. S. FOREST SERVICE REPORT (SEE TE::T). U. S. Aru.,y E~,gineer Distr ic'.. ~t Lai An-eles, COrPS Of I'aner dated�23 Jan-1 cb_1-?ujj �� � FLf1i h i U. S. ARrSY ENGINEER DISTRICT CORPS OF EFiGINEERS 6 5 z � H f 3 MC - � a 1 a 0 ! O 10 20 30 40 50 60 70 80 90 100 PERCENT OF C0RRECTIO11 DRAINAGE DENSITY I i 1600 i400 i 1 I � J 1200 ' Iwo H "0 800 I � / + 600 f w s N W 0 o 10 20 30 •50 70 90 1O0 PERCENT OF CORRECTION SLOP; CURVES I11DICATING CORRECTION OF DEBRIS PRODUCTION _ _.:-—I U. S. !•mom j Er.-in^er Dist: Los Angeles, Corps of min--crs I ,— Pe >er detail- P(3 Jen-1 Feb 196_ - — Pit1T'c•'. 6 i SU. S. ARI•`.Y ENGINEER DISTRICT MIPS OF' � 5 t x z 3 _ } O H 2 P4 H 1 �U 0 10 20 30 40 50 60 70 80 90 100 PERCEAT OF COXRECTIO;: 1 MAXD"4 3-HOUR PRECIPITATIOIi i `j 1.00 7 j� I .90 i i •70 f H L^ f cn .60 � a a .50 o .30 J •20 e .10 0 0 10 20 30 40 53 uD 70 60 90 100 PERCENT Or COP E;;TIO;i HYPSOML-TRIC-NiALYSI3 I:i-D>iti CUARMS 1:,'DICATI?:G M31-EC IC."' O: DE- CIS Pi;OD*-J.: 1�,:: APPENDIX "D" HYDROLOGY MAPS f AN 10 ,/!%/ _.,� 'i j' )1') !.�' �, `,/.�\\\ ---•1� ,i •sue 1.1; .♦ •\ -/ ,'Jy, �1� •,K t t //;jy f � -)) /�. t ,�• �.+` ,\_ C)V. ,,�J 'Jl J" r RRR��' ��/r: '4��` G•r ,( t-i'�•�,� ,\ 7 ;. t•'Ir.. ) Ifji�' ,;� f��;,�...•. _ �" 7 , '\ -�'• 1 -a,! t\\` `�+ J i�lf`•r of") .�.\ �:. �! 'K � �, ! 't I"y� i�{j•s. `.j / .i l� J'! -,r rf•' .. �t'�'. ., ' , t` '� ,J/- \ �t rt, Af ol /147L le kV 31 IF! get 9400 p IS, N�- (Otto 4-f NO ZZ, o .r ,lr % � t t /• •�•: ,,may:. ��.: _ f�• �:. .))y �: UP 4r ZI "EM WE-..... '_-._// C r lI r,r '�r-.J _�� \' T 1. `3'.' '.�1 `:.i^ �l��' y' �(j• r/,/,c•'/ ,•� t r: ! ! ♦ /,n/ 1 P 7• ( •) , y �. .` atz lal , 7M� ZZ 17-1 6-7 gg fl4:j Aw. LEGEND mmm� DRAINAGE AREA DESIGNATION •mmmmmm■ SUB DRAINAGE AREA BOUNDARY 74 B TEN TA Tl VE TRA C T No. 30492 B1 DRAINAGE AREA DESIGNATION �•�Q ACRES Epp NODE DESIGNATION COTTONWOOD HILLS PLANNING AREA 14 Rµ� Y15 Q CALCULATED RUNOFF (CFS) SITE 000 p0 TI 1m saD FS PRORATED RUNOFF QFS> DRAINA GE MAP LOCA Bm7 FS FINISHED SURFACE 'g Tc TIME OF CONCENTRATION (MINUTES) —► DIRECTION OF FLOW ❑ CATCH BASIN STORM DRAIN (R.C.P) N ! 00 VICINITY MAP `� ! o ° u n • �'''J) T OMAS BROS.NAP M 25.GRID 04. �! 21.2 O, �s Lap L',q 00 RO O _' 'q0 _ ssz— If 11 � ° I •` \ IT ts 3.9 1I � - - p1 b 89 B� 0. + amr s ,ffi 2Qt °�,° sJ I �S'°I `Y 'Y� •° LET _ __—_ _ __— _ — fi I — .L eF ° �_� — — — -- I e Y e4 e h' I e'R a°� e M e°a` `lip' 7 --- _ —► e TENTATIVE TRACT w E+ROEH TRAP.CHANNEL 1 N z ` 4P�b 19.3 15 0 TRIB AREA--1 AC I AREA * 4' .7 AREA=27.8 AC 9 •PSI 1 `\J O AREA ° \ _ 0 OFFSITE RAINAGE CIVIL ENGINEERING SCALE. 1"-100' LAND PLANNING a LAND SURVEYING 0 100 200 300 z ONE CORPORATE PARK STE. 101•IRVINE CALIFORNIA 92606 (949) 852-0517 FAX (949) 852-9582 g