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HomeMy WebLinkAboutSierra Lakes Project Vol 1g F SIERRA LAKES PROJECT Response to Questions Concerning the Integrated Flood Control, Water Conservation, and Storm Water Quality Management Concept Volume I October 1993 Prepared by: John M. Tettemer & Associates, Ltd. LIST OF DOCUMENTS FOR VOLUME I E ■ RESPONSE TO QUESTIONS E i ■ APPENDIX • Description of Off -Site Drainage Boundary • Supporting Calculations • Watershed Information • Rainfall Data • Hydrologic Soils Map • Loss Rate Calculations - Day 1 of 2 -Day Storm • Loss Rate Calculations - Day 2 of 2 -Day Storm • Rational Method Calculation - Day 1 of 2 -Day Storm • Rational Method Calculation - Day 2 of 2 -Day Storm E • Hydrologic Parameter Summary • Small Area Hydrograph Calculations - Day 1 of 2 -Day Storm • Small Area Hydrograph Calculations - Day 2 of 2 -Day Storm • Small Area Hydrograph Calculations - 110 Percent of 100 -Year Rainfall • Small Area Hydrograph Calculations - 120 Percent of 100 -Year Rainfall • Small Area Hydrograph Calculations - 130 Percent of 100 -Year Rainfall • Stage /Storage/Discharge Data for Infiltration Basins F�l I SIERRA LAKES PROJECT Response to Questions Concerning the Integrated Flood Control, Water Conservation, and Storm Water Quality Management Concept 1. Provide hydrologic parameters in San Bernardino County Flood Control District (SBCFCD) formats for checking purposes. The hydrologic and flood routing data used for our most recent analysis of the Sierra Lakes groundwater recharge system are included in the Appendix to this document. This package provides complete information for SBCFCD use in checking the hydrologic and hydraulic performance of the Sierra Lakes groundwater recharge system. The SBCFCD format was followed as closely as possible. Please refer to the report entitled "Integrated Flood Control, Water Conservation, and Storm Water Quality Management Concept" dated August, 1993 for the design infiltration rate curve (Figure 23) and the related adjustment factors listed in Table 3 on Page 39. The AES software does not have the capability to compute "small drainage area" hydrographs. Because of the ease of entering the calculated small area hydrographs, we have used the HEC -1 program for flood routing purposes. Small drainage area hydrographs were computed in accordance with manual requirements and input directly to HEC -1. Also included in the Appendix are the 100 -scale grading plans for the golf course areas. These plans were used to determine storage volumes for flood routing purposes. 2. Provide a contact where storm water recharge has been successfully used previously. Owner. City of Marina, California Location: Near Fort Ord in Central California Contact: Director of Public Works /City Engineer Mr. Vince DiMaggio (408) 384 - 2721 x5402 System Description: Sixty infiltration ponds with no outlets. All storm water runoff infiltrates into sandy soils. Grease and debris traps provided upstream of inlets to ponds. System Maintenance: Crews breakup surface crusting of pond bottoms in September /October. Scarification of pond bottoms 10/14/93 -1- r and removal of debris along pond banks is also performed. Monitoring of infiltration rates has not been done. System Performance. Ponds are designed for 100 -year flood volumes. Ponds have been in use since the early 1970's. All previous storm inflows have been contained. Storm return period data has not yet been obtained. FEMA Approval: FEMA has approved the infiltration ponds and relieved approximately 200 residences in the City of Marina from flood insurance premiums. This project has been evaluated by the Federal Emergency Management Agency's (FEMA) technical consultant, Ensign and Buckley (E &B), consulting engineers located in Sacramento, California. E &B's technical report has been received from FEMA. A copy of the report is being forwarded to the SBCFCD. 3. Provide a definition o the ' rst ush" storm event. f f .� .fl Most of the sediment and contaminant load in urban runoff occurs in "first- flush" storm runoff. Almost no rainfall occurs in Southern California between April 15th and October 15th. During this dry season, airborne particulates settle over the drainage area and spills, drippings, and wastes disposed of improperly accumulate. The first vigorous storm of the season flushes the watershed, carrying sediments and pollutants into the drainage system. The U. S. Environmental Protection Agency has studied the relationship between runoff and the percentage of pollutants removed from the street surface. Table 1 shows that 90 percent of contaminants are removed by an event which has a total runoff of 0.5 inch. This runoff can be achieved by a variety of intensities and durations, such as 0.1 inch per hour for 5 hours or 0.5 inch per hour for 1 hour. For shorter durations and lower intensities, the percentage of removals is smaller. Figure 1 shows the relationship between the percentage of street surface contaminant removal and total runoff. This relationship is useful in modeling the pollutant discharge of a drainage area as a result of actual or simulated storm events. As the rainfall continues after the first -flush, subsequent runoff becomes less contaminated. After the rainfall stops, pollutants slowly begin building up in the drainage area again. Should another storm occur soon after the flushing storm, t the runoff would be relatively clean. If a long dry period follows the flushing storm, the next runoff event will contain higher pollutant concentrations. 10/14/93 -2- r_ H 1 E ll 10/14/93 -3- Figure 2 is a plot of watershed runoff rate versus time, called a hydrograph. It illustrates the concepts of nuisance flow and a first -flush storm. The nuisance flow is a small, fairly uniform flow rate that continues day after day during the year. The storm produces a substantially higher flow rate that occurs only a few times during the year and lasts only a short time. flushing Pollutant Figure 3 describes the pollutant buildup and cycle. accumulation in the watershed increases during the buildup phase. When the storm occurs, a portion of the pollutants is flushed off the watershed impervious surfaces and carried down the drainage system. After the storm, the pollutant buildup in the watershed resumes and continues until the next storm. E l r_ H 1 E ll 10/14/93 -3- U 71"- MTETTEPTR & A550OATM LM Source: U. S. EPA, "Water Quality Management Planning for Urban Runoff ", 1974. g 3 Da Subject _s.�►rrg l �kc.0 jf�e 4L' L7� Sheet No - - Checked by_Dat gy r � L l fZuhD {� Job No L Table 1 Percent of Contaminants Removed from Street Surfaces by Runoff Rate /Duration Runoff Duration (hr.) RunoffRate ---------------------------------------------- - - - -�- (in .Jhr ) 0.25 0.5 1.0 2.0 3.0 4.0 5.0 6.0 0.1 10.9 20.5 36.9 60.1 74.8 84.1 90.0 >90.0 0.2 20.5 36.9 60.1 84.1 >90.0 >90.0 >90.0 0.3 29.1 49.8 74.8 >90.0 0.4 36.9 60.1 84.1 0.5 43.7 68.3 90.0 El 0.6 49.8 74.8 >90.0 0.7 55.3 80.0 0.8 60.1 84.1 0.9 64.5 87.4 1.0 68.3 90.0 Source: U. S. EPA, "Water Quality Management Planning for Urban Runoff ", 1974. g 3 Da Subject _s.�►rrg l �kc.0 jf�e 4L' L7� Sheet No - - Checked by_Dat gy r � L l fZuhD {� Job No L =06. F4 V 111'" MTETTEMM& A550GV1!5LM 0 0.1 0.2 0.3 0.4 0.5 TOTAL INCHES OF RUNOFF By Date Subject Sheet No of Checked by—Date-- 00 9r 1rr7 4 — C41A70 ln Job No Source: USEPA 'Water Quality Management Planing for Urban Runoff' 1974 90 L 80 Z 70 L E 60 M L 50 z 2 40 E- O U. 0 r 30 z w a cc w IL 20 10 0 0.1 0.2 0.3 0.4 0.5 TOTAL INCHES OF RUNOFF By Date Subject Sheet No of Checked by—Date-- 00 9r 1rr7 4 — C41A70 ln Job No Source: USEPA 'Water Quality Management Planing for Urban Runoff' 1974 TIME g Da Subject Sheet No of Checked by----Date- Job N W . W LL LL 0 TIME g Da Subject Sheet No of Checked by----Date- Job N rR mi E z 0 IL w TIME g Da Subject -0/eAr-1 -4-?*ex Ro Sheet No ot— Checked by----pate 15,1 7" - ryq S- ' e6eiV06E Job No r L 4. Explain the meaning of the statement that the golf course fairway basins will be designed to collectively hold "the 100 year multi -day storm volume less the infiltration volume...," Page 49 of the report text. The total storm runoff volume delivered to the golf course fairways, when they are at peak stage, will be the runoff volume in storage plus the volume which has infiltrated at the time of the peak stage. Therefore, the fairway areas need only be sized to hold the ponded volume at peak stage, not the total runoff volume at the time of the peak. 5. Provide a hydrologic evaluation of the upper watershed (Duncan Canyon) area. Madole and Associates, Inc. has evaluated the direction of flows from the mouth of Duncan Canyon. Its review indicates that the flows will not affect the Sierra Lakes project site because of the I -15 Freeway embankment, existing roadway ditches, and constructed flood control berms. The direction of the runoff from Duncan Canyon and its location relative to the Sierra Lakes project is shown in Figure 4. C J 10/14/93 4- err f p ly � i ���� ��5 �s � � l l , l• � 8►ASSOdL� ATl70 ••�� I ` �� / /• ^ \', �_ ~-� ,�\ 1.15 `.�' E!T 10'X 6' RCO 't �:' 7 y � - • Sit � .. , -` -'S�� i��` �• `•►', =� �.._.�..::..... AN CANYON IST •10' X 8' RCB� , f5r1 JAWFORC) C14ANNEL \ \" � EXI RCP - 1 �yp M DEBRIS BASIN r EXIST. A 1 RC 194 B4 - nk Am =8RI5 BASIN �\ p � ,' , • IQ d( ♦ •y laeo (� ID '' \ o. ROAD • � � al N N i a .� 11 N • II IK W •. N 3 �- u at .. 77 —• ■.•0Esssss as)•ssrcc e�.i _._ - __ ;.as, -a. •, ,� �a"��� ' u , W n • X J N u AVE �• K 1666 -^•� - -- sf E339lIF� = /FP R�Ssssi tlissiaF RS133t- sccs as3 a Q � ><h Cfir z � .K: w lsta 2�_.. — �•.� N • V, r . • 1 � 1 M \ U •} moo ! , N • ,�....••••..••.•• ....•....:. HIBHLANO H76 • q• { • .•• /sy � Z••r. •.••...• •.....••••• IX lY�FIl. ...L..wI Mccs.�...s.�.r • • • • _ •11tp� - - --- - • WEII B �h9� Da /O B Subject SlCr*wl 4o k es r's'v /G>Gf ' Sheet No o f Checked by Dat o f Job No - IQGNO yAP po omrard mf A4", d'o /G I o9Scx 6. Describe the escape route as mentioned on Page 49 of the text and determine the probable return period for severe storm overflow to downstream areas. 16 The hydrologic model was analyzed for storms where the 100 -year rainfall was increased by 10, 20, and 30 percent. Increasing the rainfall by 30 percent produces a peak flow approximately 135 percent of the 100 -year peak, which is approximately equivalent to the 1,000 -year return period storm. The return periods for the 10 and 20 percent increases in 100 -year rainfall was determined by plotting the peak discharges for the 100 -year and 1,000 -year return period storms on semi -log paper and connecting the two points. Entering this plot with the peak flows computed for the 10 and 20 percent increases in rainfall provides the return Ell periods for these storms. Refer to Figure 5. The credibility of the estimated return periods was checked by comparing them with Riverside County Flood Control and Water Conservation District rainfall data for the Prado Dam gage. The ratio for the various return period storms to the 100 -year storm for the Sierra Lakes project peak flows and the Prado Dam rainfall are as follows: Ratio or the Various Storms to the 100 -Year Storm E Return Prado Dam Sierra Lakes Period, years Rain all Peak Flows Floods exceeding this return period will overflow through the southerly escape routes as described above and as shown on Figure 6. Escape routes will be provided for flows exceeding the capacity of the system at the southern limits of Basin I (Fairway No. 3) and Basin F (Fairway Nos. 11 and 12). These flows will exit on to Street "A" and subsequently leave the project by way of Street "E" to 10/14/93 -5- i� 100 1.00 1.00 200 1.10 1.11 500 1.23 1.24 1,000 1.33 1.35 * As defined by SBCFCD The hydrologic analysis performed for the three storms assumed that the collector systems could deliver the off -site runoff. This is a conservative assumption since the off -site systems will be designed to convey the 100 -year flows. The results of the return period analysis are shown on Table 2. The results of the study indicate that there will be no outflow from the project site to downstream areas for storm return periods of up to 450 years. The table also indicates that for the 450 -year event, there will be no overflow from the individual recharge basins except for a slight discharge from Basin C to Basin H. The freeboard indicated in the table represents the distance in feet from the peak stage in the basin to the overflow elevation. Floods exceeding this return period will overflow through the southerly escape routes as described above and as shown on Figure 6. Escape routes will be provided for flows exceeding the capacity of the system at the southern limits of Basin I (Fairway No. 3) and Basin F (Fairway Nos. 11 and 12). These flows will exit on to Street "A" and subsequently leave the project by way of Street "E" to 10/14/93 -5- i� eia`t -- cam -to° etjW�-and subset]tfently leave -the dje t tsy',w of ee Highland Avenue. The escape routes will be either direct flow from the golf course fairway to a street, a cul -de -sac backing up to the golf course fairway, or a swale created between lots designed to convey a specific overflow discharge. 0 - C 0 E 10/14/93 -6- it Table 2 Return Frequency Analysis for Large Storm Discharge from Project C iE D Subarea 100 -Year Peak Flow cfs 110% of 100 -Year Rainfall 120% of 100 -Year Rainfall 130% of 100 -Year Rainfall Peak Flow (cfs) Change Peak Flow cfs Change Peak Flow (cfs) Change A 232 259 12% 286 23% 313 35% B 91 102 12% 113 24% 124 36% C 90 101 12% 114 27% 125 39% D 143 159 11% 176 23% 192 34% E 111 124 12% 137 23% 150 35% F 449 498 11% 551 23% 601 34% H 38 42 11% 47 24% 52 37% 1 105 117 11% 129 23% 142 35% J 75 84 12% 93 24% 101 35% OS 1103 1228 11% 1353 23% 1478 34% Avera a 12% 23% 1 1 35% Subarea Spill Elevation ft 110% of 100 -Year Rainfall 120% of 100 -Year Rainfall 130% of 100 -Year Rainfall Peak Stage (ft) Freeboard (ft) Peak Stage (ft) Freeboard (ft) Peak Stage (ft) Freeboard ft A 1588.00 1586.99 1.01 1587.87 0.13 1588.78 -0.78 B 1616.00 1614.65 1.35 1615.26 0.74 1615.90 0.10 C 1602.00 1601.19 0.81 1602.04 -0.04 1602.63 -0.63 D 1620.00 1618.80 1.20 1619.45 0.55 1620.19 -0.19 E 1602.00 1598.44 3.56 1598.93 3.07 1599.44 2.56 F 1550.00 1547.74 2.26 1548.82 1.18 1549.91 0.09 H 1572.00 1570.34 1.66 1570.55 1.45 1571.56 0.44 1 1556.00 1555.21 0.79 1555.97 0.03 1557.01 -1.01 J 1562.00 1559.76 2.24 1560.21 1.79 1560.59 1.41 Note: Based on Q1000 = 1.35 x Q100 from the San Bernardino County Detention Basin Design Criteria: - 110% of 100 -year rainfall is approximately a 220 -year return frequency storm, - 120% of 100 -year rainfall is approximately a 455 -year return frequency storm, - 130% of 100 -year rainfall is approximately a 1000 -year return frequency storm. ii C 1 1 slrf.wk3 15- Oct -93 tdg ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■wommm■!■■■■■■■■■■■■ mmmmmmmmmimm■mmmmmmmi mmmmimmmmmmmmmmmmmmmm m iimmiimiiiii ciiimmii �iiii \ \ii�iiiiiiiiiiii MCiiii \ \iiiiiiiiiiimii MCM MkIl iiimiii mmm www��wwww�•w��wwwwww�w www���wwww.�ww�wwwwwwww ww��wwwwww��w�wwwwww�w www�ww�www���� wwwwwww www wwwwwwww►��wwwwwwww w wwww ww w w w w .www w w ww w w - - - - - - - - - - - _ •mow ww ww ww w w w ww w w w www w w �. w wwwwwww www wwwwwwwww��� wwwwwww w w w w w w w w w w w wry � ww w w w w w �wwr�wwwwwwww�w��wwwwww ��.w w �w����w�wwww��w�•�ww�w F-I ON m■m mmm mmm iii iai Mii =w wwwwwww ww w w ww w wwww w w w wwww w w w ww ww w w w wwww w w w w wwww w w � www w 7. Describe the hydraulic "self- regulating" performance of a typical wetland facility including its inlet. The ideal configuration of the typical storm drain inlet and the water quality wetland is shown on Figure 7. During the first -flush storm event (a storm event that usually occurs more than once a year), all the on -site runoff will be diverted from the storm drain outlet conduit to the water quality wetland. When the on -site storm drain flows exceed the first -flush discharge for a typical wetland, flow will begin to discharge into the fairway area through the outlet structure. As this flow is occurring, additional flow will be directed into the wetland. This additional flow will occur into the wetland until the water surface in the wetland approaches the hydraulic grade line in the outlet structure. As the water surface rises, the flow into the wetland will approach zero. The first -flush diversion pipe will be fitted either with a flapgate or operable valve at its outlet into the wetland to prevent backflow. Figure 7 shows the hydraulic relationship between the outlet structure and the wetland which must exist to assure hydraulic control of flow into the wetland. The above description represents the ideal configuration of the wetland facility and the storm drain outlet facility for hydraulic control. This configuration may not be possible to achieve with every wetland facility required on the golf course. Where these conditions cannot be met, a provision will be included in the design of the wetland to provide for overflow onto the golf course fairways. In this case, the wetland becomes a "flow- through" facility during peak storm flows. Because the flow rates are small (metered by the small diameter first -flush diversion conduit), the velocity of flow through the ponded wetland will be small, most probably between 1 and 3 fps. These low velocities will not disturb sediments and other pollutants deposited on the wetland bottom. Where "flow - through' conditions must be considered during peak flows, provisions will be included to prevent erosion of the wetland or the turfed areas of the golf course should overflow occur. C I 1 10/14/93 -7- 0 pry! h StruC. 7gooe Quo �p•t,��urtc JOM MTETTEMER& A550QATMLTD S{jr'ryi D►'!li H Dude f Coc��/L+ /7� emirs' � F�crs�i Di vrrt�oh Co7elc�/ � �wa�c� �• %f� Gv��l�/�rd P G4/V Al, 77 5 Qior� f1GL Rising' lv� �cr' L c ve- N6L � k StR 9 e m W e w — j Vi/ ✓c or f(. o y4`& SEettC)" .14 A' /�/• r: S. � aploo�S eh loe P61- = /ago yesv Pay k L f���/r+xCliG Grod /.re Q <oo Q /}�L= �rrff �IrIL�7 {7�ocv ff�q'ia� / <c G�»d� lake S6CCT/ OAI N•T'S g fh4 Da 9 e9 9 Subject S�� rra kit f'�i�G7` Sheet No — 1 —oL—Z— Checked by ---Da t e Alw 4'� it /!G.!' O o!� tSe, Gt�G t /fiord jai /� f rGS Job No �9. 7 { 8. Provide documentation that harvested wetland plants and sediments can be disposed of in sanitary landfills. Detailed studies were conducted for the Fresno Metropolitan Flood Control District to evaluate to what extent urban runoff is contributing to water quality problems and to evaluate various management practices for controlling urban runoff. A report entitled "Fresno Nationwide Urban Runoff Project, Fresno Metropolitan Flood Control District, Final Report," dated May, 1984, documents the results of this evaluation. i LrI h 10/14/93 -8- The report indicates that for drainage basins where the land uses are predominately single- family residential, multiple - family residential, and commercial, a situation similar to the Sierra Lakes project, the concentrations of all metals and pesticides in the soil water and groundwater were within the Safe Drinking Water Act criteria (Reference: Pages 9 -2 and 9 -4 of the above mentioned report). Therefore, provided long -term accumulations of pollutants are not permitted to occur, the constituents in the wetland soils and vegetation can be expected to be within the Department of Health Services (DHS) criteria or the total threshold limit concentration (TTLC). Table 7 -4, taken from the report, compares the results of constituent concentrations in soil samples with Hazardous Waste criteria. Soils with constituent concentrations which are below DHS criteria may be disposed of in conventional landfills. j To assure that pollutants which may accumulate in wetland soils do not exceed DHS criteria, a routine soil monitoring program has been proposed for the Sierra Lakes project. When constituent levels approach the DHS criteria, soil removal activities would be scheduled. i LrI h 10/14/93 -8- 7 -10 Table 7 -4. Comparison of Toxic Constituent Concentrations in Soil Samples with Hazardous Wastes Criteria aBased on samples fram all five test basins. br'otal threshold limit concentration. Concentration, mg/kg Control samples Basin samples Sample depth, TI'LC, b Constituent meters Median Maximum Median Maximum mg/kg Arsenic 0.00 - 0.02 5.4 12.0 11.5 48.0 500 0.24 - 0.30 2.0 3.2 3.4 8.4 2.7 - 3.0 2.5 4.9 2.6 28.0 Nickel 0.00 - 0.02 20.0 35.0 35.5 83.0 2,000 0.24 - 0.30 10.0 45.0 10.5 42.0 2.7 - 3.0 9.2 23.0 8.2 190.0 Copper 0.00 - 0.02 16.0 49.0 26.5 79.0 250 0.24 - 0.30 8.2 25.0 5.4 15.0 2.7 - 3.0 13.0 17.0 6.1 49.0 Lead 0.00 - 0.02 37.0 107.0 740.0 1,600.0 1 0.24 - 0.30 5.1 5.6 6.2 28.0 2.7 - 3.0 2.9 6.7 2.6 8.9 Mercury 0.00 - 0.02 - - 0.07 0.10 20 Chlordane 0.00 - 0.02 <0.03 <0.03 0.93 2.90 2.5 0.24 - 0.30 <0.03 0.04 <0.03 <0.03 2.7 - 3.0 <0.03 <0.03 <0.03 <0.03 Lindane 0.00 - 0.02 <0.01 <0.01 <0.01 0.02 4.0 0.24 - 0.30 <0.01 <0.01 <0.01 <0.01 2.7 - 3.0 <0.01 <0.01 <0.01 <0.01 DDT,DDE 0.00 - 0.02 <0.03 <0.03 <0.03 0.47 1.0 0.24 - 0.30 <0.03 <0.03 <0.03 <0.03 2.7 - 3.0 <0.03 <0.03 <0.03 <0.03 PCB 0.00 - 0.02 - - 0.30 0.43 50 aBased on samples fram all five test basins. br'otal threshold limit concentration. 9. Provide erosion control for flows within the golf course areas. Detailed design studies will include a determination of velocities at structure outlets and over pour velocities from severe storm conditions, from water quality wetlands, and from an upstream recharge basin to a downstream recharge basin. Energy dissipators will be used to reduce velocities at outlet structures. Turfed areas would be protected from erosion using materials such as Enkamat, Miramat, and turf block. Where required below outlet structures, riprap would be used in a manner consistent with adjacent golf course facilities. VM 10. Explain how the rate of infiltration will be preserved. r The rate of infiltration will be affected by silt accumulation in the sand filter waste areas which will be located in the low areas of the golf course fairways. Because of the presence of the water quality wetland facilities, pollutants and sediments generated from the on -site residential areas will be prevented from reaching the sand filter areas. However, during severe storm events some sediments may be deposited within the sand filter areas. Over time these sediments can be expected to accumulate in the filter areas. Based on the results of Test Program No. 4, the effect of siltation on infiltration rate was determined. The effect of silt migration into the sand filter for various levels of silt was determined by lab testing and plotted on Figure 18 of the Sierra Lakes report. Based on the results of the siltation tests, the rate of infiltration resulting from 1.5 inches of siltation (Test Program No. 4A) was chosen as the design infiltration rate (Figures 17 and 23). The sizes of the infiltration areas and the sand filter areas were based on this design rate. When the silt accumulation in the sand filter approaches that shown on Figure 18 for Test Program No. 4A, maintenance of the sand filter must be performed. The accumulation of silt in the filter will be determined by periodic sampling and laboratory testing of the filter material. If the accumulation of the Number 200 sieve size material exceeds the limit defined by curve No. 4A within any 6 -inch increment of depth, the sand will be removed and washed or replaced with new sand. This approach will assure that sand filter flow capacity will also be greater than that assumed for the design infiltration rate. 0 11. Provide the total ponding time on the fairways to a "zero" depth condition. An analysis was performed to determine the ponding time for each recharge basin from the beginning to the end of ponding. An analysis was also made to determine total ponding time from a depth of 1 foot up to peak stage, and then down to a depth of 1 foot. The results for both analyses are summarized on Table 3. 10/14/93 -9- Table 3 Infiltration Basin Summary Basin A B C D E F H I J Total Location - Fairway 14 & 15 16 & 17 Practice 8 6 11 &12 1 &10 2&3 6 -- Sand Area acres 0.40 0.10 0.00 0.76 0.08 0.32 0.42 0.40 0.14 2.62 Infiltration Area acres 3.64 0.91 0.00 6.91 0.73 2.91 3.82 3.64 1.27 23.82 Adjustment Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 -- Basin Infiltration Rate Ponding Depth feet Design Curve (feet/day) Basin A cfs ) Basin B (cfs) Basin C (cfs) Basin D (cfs) Basin E (cfs) Basin F (cfs) Basin H (cfs) Basin I (cfs) Basin J (cfs) Total (cfs 0.0 10.5 12.9 3.2 0.0 24.5 2.6 10.3 13.5 12.9 4.5 84.5 2.0 14.8 18.2 4.5 0.0 34.5 3.6 14.5 19.1 18.2 6.4 119.1 4.0 24.8 30.5 7.6 0.0 57.9 6.1 24.4 32.01 30.5 10.7 199.5 6.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 8.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 10.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 12.0 35.51 43.6 10.91 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 14.0 35.51 43.6 10.91 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 Basin A B C D E F H I J Total Minimum Elev. ft 1578.0 1606.0 1588.0 1610.0 1592.0 1536.0 1566.0 1546.0 1554.0 Spill Elev. ft 1588.0 1616.0 1602.0 1620.0 1602.0 1550.0 1572.0 1556.0 1562.0 -- Peak Stage ft * 1586.2 1614.1 1600.5 1618.2 1598.0 1546.8 1570.2 1554.4 1559.3 -- Freeboard ft 1.8 1.9 1.5 1.8 4.0 3.3 1.8 1.6 2.8 -- Peak Outflow cfs ** 44 11 124 83 91 35 96 44 14 -- Ponding Duration hr * ** 30.58 29.42 26.50 28.83 34.331 41.58 25.171 32.50 12.67 -- Drain Time hr * * ** 32.08 33.33 28.17 32.08 42.00T 43.KL 28.001 35.501 25.17 * Peak stage based on multiday storm. ** Peak Outflow is the infiltration rate from the basin except for Basins C and H. The is no direct infiltration from Basin C, but discharges to Basins A and H through storm drains. Basin H has direct infiltration and discharges to Basin I through a storm drain. * ** Ponding duration is the period time when the depth of water is 1' or greater. * * ** Drain time is measured from the beginning of the 24 -hour storm until the basin is completely drained. slp.wk3 14- Oct -93 tdg d 12. Do any of the recharge basins involve embankments and basins of a size and storage capacity which would be considered "dams" under the State Division of Safety of Dams Water Code? The State Water Code indicates that an embankment which is between 6 and 25 feet high and stores more than 50 acre -feet of water is a jurisdictional dam. If an embankment is in excess of 25 feet high and stores more than 15 acre -feet of water, it will be a jurisdictional dam. None of the recharge basins meet the criteria for jurisdictional dams considering both compacted fill and native material acting as containments. A section was taken through the development from north to south through the low and high points of the golf course grading. This section was plotted to show the proposed finish grade and the existing ground. This plot shows that the earthwork within the golf course is primarily excavation. Included in the Appendix as a part of the response to Question No. 1 are the 100 -scale golf course grading plans and the existing ground topography with the cross section lines shown. 13. What will be FEMA requirements for responsible agency involvement in the maintenance of the recharge system? 1k A Mr. Ray Lenaburg of FEMA was requested to respond to the agency's requirements for maintenance of the recharge system. FEMA's written response follows. f] J 10/14/93 -10- M AN Z Federal Emergency Management Agency Region IX Building 105 Presidio of San Francisco San Francisco, California 94129 OCT 8 ;99 Mr. Alan A. Swanson Vice President, Engineering John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q -1 Costa Mesa, California 92626 Dear Mr. Swanson: This is in response to your letter of October 1, 1993 regarding operation and maintenance of storm water recharge /flood control systems. As you are aware, the key factor in the analysis of any storm water recharge system is the rate of infiltration. To define reasonable and supportable parameters of the infiltration rates) used in the design it is most important that the operations and maintenance of the basin(s) be specified. For the Federal Emergency Management Agency (FEMA) review and recognition of infiltration rates) for storm water recharge /flood control systems we would expect at a minimum the following criteria to be submitted. 1. The systems must be maintained in accordance with an officially adopted maintenance plan, and a copy of this plan must be provided to FEMA by the owner of the system. A 2. Any revision to the adopted maintenance plan must be provided to FEMA. 3. All maintenance activities must be under the jurisdiction of a Federal or State agency, an agency created by Federal or State law, or an agency of a community participating in the National Flood Insurance Program that must assume ultimate responsibility for maintenance. 4. This plan must document the formal procedures and equipment used for the maintenance of the basins. 5. A schedule of or the frequency at which the maintenance is performed. We appreciate the opportunity to review and comment on this important integrated storm water recharge /water quality management and water conservation concept for the proposed Sierra Lakes development in the City of Fontana, California. 0 If you have any questions or need further information in regards to this matter, please contact Raymond T. Lenaburg at 415/923 -7181. sincerely, Jo WVhief dridge, Bran Flood Insurance Progr cc: Mr. Joe Oleson, Lewis Homes Mr. Bob Weddle, City of Fontana J 111 0 l 0 G ® � .�M•artr. JON" MT{=TT �M�t & A5600ATE� LTII K r p =L %• II �� ,soy „ ROAD LL_ —�— --- - / 82 �k = — ____— ir II 11 1 0 , II - .� p II �� II I ij� li • t �. II it + i / � I� IlReservoir it II ?. rYU II Tn Gtr II a to • /574 � L _ _ _ �_ _ _ _ Yiy • Well '• II 1.1111 k� , II r ' ao it 1 Well 7 • •Q Q —�__ -_ -- -- - - - -' ii n Reser,o,, EO i• 'f :o Q. 1 1 1. I, «. «...«. Q• L � 1480 3 By Da Subject Sheet No of Checked by----Dat —S tTe Job No L �J J 11 Sierra Lakes Project Description of Off -Site Drainage Boundary The off -site drainage area shown indicates the assumed ultimate or fully developed watershed area which will be tributary to the Sierra Lakes project. The drainage area was sized to deliver a 100 -year multi -day storm runoff volume which could be managed within the Sierra Lakes recharge basins with no outflow from the downstream limits of the Sierra Lakes project. A Sierra Lakes Project Im Supporting Calculations for the Integrated Flood Control and Water Conservation Concept The calculations and related data included herein represent supporting information for the Integrated Flood Control and Water Conservation concept proposed for the Sierra Lakes project. The project and the flood control strategy are described in the report entitled "Sierra Lakes Project, Integrated Flood Control Water Conservation, and Storm Water Quality Management Concept," dated August, 1993. These calculations are preliminary but provide sufficient detail to validate the proposed recharge concept as a flood control option. The data which follows includes: Ll ■ Hydrologic Soils Data ■ Rainfall Analysis ■ Small Area Hydrograph Calculations ■ HEC -1 Flood Hydrograph Routing ■ Loss Rate Calculations ■ Rational Method Calculations ■ Stage /Storage/Discharge Data for Recharge Basins Also included are the following maps and drawings: ■ Golf Course 100 -Scale Grading Plans ■ Existing Condition Topographic Maps ■ Watershed Subarea Map ■ Profile Plot through Golf Course I � '-�l [.] I� j G i PROJECT: SI F.e Ar tAl::Pls DATE: 1 SUFSA A DA-1 212, ENGINEER: E26 1. Enter the design storm return frequency (years) 00 2. Enter catchment y% w5iwo $ .2 3. Enter the catchment area (acres) 4. Enter basef low (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed a A Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour Q'34 7. Enter low loss fraction, Y (decimal) 3(p� 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area- averaged 30- minute point rain- I 15 Enter watershed area - averaged 1 -hour point rainfall (inches)* II Enter watershed area - averaged 3 -hour point rainfall (inches)* I M P P Enter watershed area - averaged 6 -hour point rainfall (yes)* 438 Enter watershed area - averaged 24 -hour point rainfall (ias)* 10.15 9. Enter 24 -hour storm unit interval (minutes) 4 5.0 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 f Figure E-7 G [l u G PROJECT: SJ CeZA- CA-erS DATE: /0/13/-73 SU PRA A 8 VW Z12. ENGINEER: T� 1. Enter the design storm return frequency (years) 1 2. Enter catchment �g (F n s) Z� • g 3. Enter the catchment area (acres) 44.3 4. Enter basef low (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (indVhour) 7. Enter low loss fraction, Y (decimal) Zgj 8. Enter watershed area - averaged 5- minute point rainfall ( inches )* 0 . c. Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 - hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall 3$ (inches)* Enter watershed area - averaged 24 -hour point rainfall ()* 10-16 _ 9. Enter 24 -hour storm unit interval (minutes) Q *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 0 f1_1 r� F u r_ PROJECT: SI CZe k [fi -L/,ES DATE /0113 193 SU -ee C •l 2T ENGINEER: TDG 1. Enter the design storm return frequency (years) 00 2. Enter catchment a" » =) 7_ 3. Enter the catchment area (acres) 3$ •1 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Develope Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) fir• (�_ 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Q . C.71 Enter watershed area- averaged 30- minute point rain- I 15 * , Enter watershed area - averaged 1 -hour point rainfall (inches)* I Enter watershed area - averaged 3 -hour point rainfall (inches)* 2 . Enter watershed area - averaged 6 -hour point rainfall ()* 438 Enter watershed area - averaged 24 -hour point rainfall (inches)* I o . is 9. Enter 24 -hour storm unit interval (minutes) 5. *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -T El n 0 N nil 0 � tia G' F PROJECT: SI CZZA (}I - L2 - S DATE: /D //3 /93 su aAie64 D DA4 2/_, ENGINEER: �Y 1. Enter the design storm return frequency (years) o0 2. Enter catchment 1 g 111.9 3. Enter the catchment area (acres) 2 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) .4 4 q4 7. Enter low loss fraction, Y (decimal) . 27'1 8. Enter watershed area - averaged 5- minute point rainfall 0 Ci1 (inches)* . Enter watershed area - averaged 30- minute point rain- ' 15 f all (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area- averaged 3 -hour point rainfall (inches)* 2 • �� Enter watershed area - averaged 6 -hour point rainfall (inches)* 438 Enter watershed area - averaged 24 -hour point rainfall (yes)* 9. Enter 24 -hour storm unit interval (minutes) . 0 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 11 1�11 H11 J PROJECT: S I Ee-F— pr LA112-S DATE: ENGINEER: SDG 1. Enter the design storm return frequency (years) oo 2. Enter catchment 0 ) 13• Q' 3. Enter the catchment area (acres) . 1 4. Enter basef low (cfs/square mile) S. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) . 0i 7. Enter low loss fraction, Y (decimal) • 40 8. Enter watershed area - averaged 5-minute point rainfall 0 (inches)* Enter watershed area - averaged 30- minute point rain- ' 15 a ll wa Enter watershed area - averaged 1 -hour point rainfall (inches)* 1 .53 Enter watershed area - averaged 3 -hour point rainfall (inches)* 2 . Enter watershed area - averaged 6 -hour point rainfall (inches)* 438 Enter watershed area - averaged 24 -hour point rainfall (inches)* 10.1 9. Enter 24 -hour storm unit interval (minutes) 5. O *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 ri r I D 0 HT N PROJECT: S I 6CZ A- LA-t!ES DATE: SUOA -ems F CK4 212 ENGINEER: 1. Enter the design storm return frequency (years) 100 2. Enter catchment (rte) D •S 3. Enter the catchment area (acres) 177. 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) .213 7. Enter low loss f raction, Y (decimal) Z +_ 8. Enter watershed area - averaged 5- minute point rainfall 0 C21 (inches)* - Enter watershed area - averaged 30- minute point rain- I 15 f all l Enter watershed area - averaged 1 -hour point rainfall (inches)* I . C.) 7 3 Enter watershed area - averaged 3 -hour point rainfall (inches)* 2. d Enter watershed area - averaged 6 -hour point rainfall (inches)* 4 Enter watershed area- averaged 24 -hour point rainfall ups) �� �� 5 .� -.E _ 9. Enter 24 -hour storm unit interval (minutes) 1 5.0 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 C F1 f9 C 1 H11- 0 PROJECT: S 1 E4ee ,4 LA1: ,- DATE: /D/13�9 SU OA eF 14 owl Z /2 ENGINEER: TDG 1. Enter the design storm return frequency (years) oo 2. Enter catchment l , Wt m) IS-9 3. Enter the catchment area (acres) ��7• (,( 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) . tyB4 7. Enter low loss fraction, Y (decimal) 0 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0 Enter watershed area- averaged 30- minute point rain- all s I �5 Enter watershed area - averaged 1 -hour point rainfall (inches)* I Enter watershed area - averaged 3 -hour point rainfall (inches)* 2. d Enter watershed area - averaged 6 -hour point rainfall (inches I 4 Enter watershed area - averaged 24 -hour point rainfall (inches)* 10.15 9. Enter 24 -hour storm unit interval (minutes) , O *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 �a i� , A �s 0 u u u n PROJECT: SI F.eeA- &4-L S DATE: 10115 1 1 5(458 r 0^4 21 ENGINEER: TDG 1. Enter the design storm return frequency (years) 00 2. Enter catchment (zh) 14 7 3. Enter the catchment area (acres) . ?j 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) �( 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Q . G Enter watershed area - averaged 30- minute point rain- I. 15 fall unches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* 1.53 Enter watershed area - averaged 3 -hour point rainfall (inus)* 2.112 Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* Io. t5 9. Enter 24 -hour storm unit interval (minutes) Q *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 � I PROJECT: S I EPe A- (A - L / ,ES . DATE /0//3/,93 _5u5AA,=4 S Dom/ 212 ENGINEER: T" . r C I. Enter the design storm return frequency (years) 2. Enter catchment () 3. Enter the catchment area (acres) 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (indVhour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain - fall GmJ es)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL 00 -1 •443 Q -eo 1.1 i� 2• � 438 10-15 .O _ E -28 Figure E -7 0 H1 t f9 n [1 0 PROJECT: S I6Ze DATE: /D1131 3 SUP Ag*4 as DI Y? � ENGINEER: r" I. Enter the design storm return frequency (years) 1 I 2. Enter catchment lag (t�s) 17.7 3. Enter the catchment area (acres) 439 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed �A Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) 0 7. Enter low loss fraction, Y (decimal) . 31 8. Enter watershed area - averaged 5-minute point rainfall (inches)* 0 . r.1 Enter watershed area - averaged 30- minute point rain- fall Gnches)* Enter watershed area - averaged 1 -hour point rainfall (i Enter watershed area- averaged 3 -hour point rainfall ()* 2. o Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 10.15 9. Enter 24 -hour storm unit interval (minutes) 5. Q *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 " .• / I I I Z ( 14 } i �.. • H IC f �/� • • \ I l7/9 I 1 9. �� L/ • I .0 • 1 5 1 7� I < �� -� - 1 1 fMlN9f FE- RAP• • Am Mlrl L T • � 1 • � h• I / 1 7 2 ( Z.ic ONG o LT �- SA SEv 1 s AK 9 0 - - -er ,•- k4 I AI( Alf 1 3 n�i I. � AP Q. • �� ,� :O w l m s ) 1 i � y • I WILS0 14 AVE �/ I — _ IT t f \ LW T r "• Project Site • l S T . ��' 11 , W I • + MIONIA AL 11 „ W • • • m 4 • I � 1 W � '� t fr, TMI •1 I r • r/ yI M • t F OTMI ;, V ARM A I ROUTE • x w RIALT • p = +- .T . s _ R 1 - • T ON + RR - T u i " I t f -- • • ANE. 1 , p i � 1 • • • • W • � W • � � • • z I • WO • O t , _ AV ` t 'I • T4N COLT FREE•IA _ r 4 • S - i R - r • tin — < - —} _ W _7 ,I S I • U' �� • W W p J 4 �« • UU U•� E. A \ 1.2 Y i •L Z A. \111/ • 1 \11 /11.1111/ ` \ 11 I //' J / :/ * ♦JI T ` 11 N �ti \ �1 \\ JII � - • , I • � 111, • ; ,� ,,, I ' Sierra Lakes K ", " ""'�, ,I 100 —Year, 1 —Hour Isohyetal Map C ,,1•� N X ' If • xx I + AV }� S` 6 6.0 � G 6.3 II - - t - - * - --- - - CGOAFI _ I S►IIINOS TEL EORAPr- o U • — AM �' mipr s F YTLE I I i I C K _ CU \ —f( �.� SEVAI - lI - ( PEAK A �O u i E I ' V J f • i ?��, T , Am .0 Nip tt: T. W ILlIft AVE. — 4 — — 1 ♦ u ' Project Site `- ��;1,: „ STS �� I x I. � �•. :i MIi11LA' AL I . 3 t i0 •HIL • 4 • f t I F NI LL J � Ii r RO " w " 1 I,� 0 AR R I A N IC ! AT III s 1_ _, R. F O N T A N A -A — " 3. S I 0 LT 11 " • FREE w is i) r t r y r 4 10 Y 4 2 \,II \l I�11.,,11 // \,11111 / /I_ M.I r � I • '�! P\ \ S <" '° ,11 Sierra Lakes 'I 1111,, 1j \� s - 100 —Year, 6 —Hour Isohyetal Map r "AVE. a , ,r C♦ ,4 3 s X16.0 1 °� r~ c�oAwl + rEIE GRAFr AR M1� � F _— TL / CIS I ti UCAWONCA W PEAK * — \� 0.0, i f 14.0 W J rr J )�o 12.0 OR l s '; � � I Y 9 •� •MNOt'r � ` I' 10.0 Project Site . 11 ST 1/ 1 A - AVE t • • •�' It1pMLA Al TA „ %' ;; 4 1 MA SA3ELviEi. - AV -a N „ F W < . • 4 4� r W I W r• I�U i'. •hl L �C ' " t t OOT � ARROW ROUTE N ARR M R ALTO * � �_ -- + ' t — RRI AVE. ' 'IR �0 Z ' � F t J � nr• AVE \ Y L _ W " K444 0 LT • - -71 � t ¢0 .0 �' tL � AV , 2 III I/� \ ` i/l /. „1' J /• : % C INN �URUPA Sierra Lakes A VE ,c 1111, 1111 ' 100 —Year, 24 —Hour Isohyetal Map 1 r+� i A - I ��r ` J y C EFE EM qNs - `:1� � ]�✓ � _ 'away } "����.� : r• �� r • �i :r '�. � n.-_ � .� ,yam 6` J. t L I° . f .`` 7 W 171, 1 .. i` ... ,It l ' - •' ',: ;1• I' ' � ' l :;� •j ; ' + .r. M �•,,.,�.4,]`� ��: ~ -, � , 1 �• � 1 f� T•'~ .1'� t( �' � - : ..'+pd• i ..� %r �1' k ice' � `_�•`�. . - . �1�• I . : , ♦ r /� "'� r S � � - .� ?.,.. I•� � �� >.'�� *.C - .�.�' "' , f''�1�.. , � .. , r _ '\���.t �,. 't�i �- ,"N!•`,. `µ„ i': e r.?���.: -n •7 1�-p�• ''ry'...r'C. `'',q,y R +� �, r � ' 3:r'SY F. �� •'i l � 'i' � �•� ':..>�: A 1 # .w. y � �," ��lr., • 5 �' � 4 w a � �• ( w `ll - � X47 'N,. "r J wJ'- :.r'. ! ' r' 7j �i i; '��� � 'el 1 '� ..1 ..�';;'1 � r � +� - M•� ;s. •� ^� - L ��•�ty ly..,jyr.e {{ ,� �p� :i �y� .1�' •.�- 4- . /.' r l, �• '� f I i .� ..IY" I'f�.:.l„ /� 11 • '.s� ).. •I4 1- 1' . � �� 'A 1. Vwlrl. ll.Yr � • � 1 r.� i ' � � Vy' -���� ! ;�R"if:' • "� r.. '7 -'fit: • ' ' ! + .� '!, 7 � - 11�c R` 'sue! ; : ,.f.M'� = ••�% `` y ,f ^ \ �y �1 ' .�f- - ice. 7 � ''t\/'1' -�.. `�t ±�' l `.,,,4 rJ \ti. r. .,� i'�!�•' :j: of - "`• d� :.• ---t'' .��T -' ll ,, �.. /- ._./ ?M" _Jl'• �''[,. - , ..JF'�, �.•.;��''. .: i Ir.,'?y�C?v' tY -. ,�' );,;a; .' - ,., 1 ` � ,.��� r �� \ ":°` - '. ,f ': •,;'(•�.; '., 'et' r� i Tom• a i.�i'. �'� ; ' \ '- �� ,,i,.: `� eY ,!� ' 1 � t' ;,':Jy \'� .�(� a '�� . J is 18 ,... ...,•. �, 1 � J'�6r •:i1 •. ',� ' •"i,. ` ',-" �: .•:i .. A y �is_ f.f� `v'" 1 �...� I le' 22 ......... . -'- 7 26 .09 Site �' .•.,r 3C 3 ' 12 ' -�I��� W1F .�� - - 'M N • ' .7f� — �.;•i -_ �.I - _• - — sF:o�- ''_ j�: ' - ti� r.e.,.. :i�� .. V. t:�: �'j._'� . � �! � _'i r - vi .. °t. 5 i:n_' .• ;NAT •� . I l,ra, j_ rl / s,k , •,. ` • � 3 .— -S •�\ ( 1 - :I .raT':`= .a._.�. 6. i -w.i •. -'� jsS�' . �. -. • - - - -.-. _wna,w,_ .��`'_ �' �� � . : - • '.Illy[ 11 • �1 ^: �' ... lYi>aR.. � -�•- ',� :I.. '- - , t'``om:*• .. :.•�..- `�';_ = i •. rt � •.� Sierra Lakes iL Hydrologic Soils Map X1.7 '. 4 � r,,, w , rvuiq� � . I .S► �?'� -.� « , . — - .+,.. - ��; u: �- ". +tom-- ---4r'!!•�"_: -•:w�' ::"'.. John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) Subarea: A 24 -Hour Point Rainfall: 3.65 inches ✓ Land Use and Conditions Area acres Area Fraction Soil Group AMC II 1 CN AMC I 1 2 3 Adjusted Cl' S Y Weighted Y Fp in /hr A Fm in /hr Weighted Fm f n/hr Residential % Pervious.....: 50 60.4 0.314 0.314 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.025 0.294 0.740 0.500 0.370 0.233 Park % Pervious.....: 60 20.2 0.126 0.084 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.011 0.079 0.720 0.600 0.432 0.091 Golf Course % Pervious.....: 95 15.5 0.153 0.008 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.014 0.008 0.720 0.950 0.684 0.110 Total 96.1 1.000 Area - average Catchment Yield Fraction (Y) = 0.431 Area - average Low Loss Fraction (Y -bar) = 0.569 Area - Average Adjusted Loss Rate (in /hr) 0.434 Subarea: B John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) 24 -Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Group AMC II CN AMC 1 2 3 Adjusted CN S Y Weighted Y m/hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 24.2 0.273 0.273 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.022 0.256 0.740 0.500 0.370 0.202 Park % Pervious.....: 90 6.2 0.126 0.014 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.011 0.013 0.720 0.900 0.648 0.091 Golf Course % Pervious.....: 95 13.9 0.298 0.016 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.027 0.015 0.720 0.950 0.684 0.215 Total 44.3 1.000 Area - average Catchment Yield Fraction M = 0.344 Area - average Low Loss Fraction (Y -bar) = 0.656 Area - Average Adjusted Loss Rate (in /hr) 0.507 John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) Subarea: C 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II CN AMC 1 2 3 Adjusted CN S Y Weighed Y Fp in/hr A Fm in /hr Weighed Fm in /hr Residential % Pervious.....:. 50 14.4 0.186 0.186 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.015 0.174 0.740 0.500 0.370 0.138 Golf Course % Pervious.....: 95 24.3 0.597 0.031 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.054 0.029 0.720 0.950 0.684 0.429 Total 38.7 1.000 Area — average Catchment Yield Fraction (Y) = 0.272 Area — average Low Loss Fraction (Y —bar) = 078 Area — Average Adjusted Loss Rate (in /hr) 0.567 r Subarea: D John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Group AMC II 1 CN AMC 1 2 3 Adjusted CN S Y Weight Y hed p in /hr A Fm in /hr IFm Weighted in /hr Residential % Pervious.....: 50 43.0 0.383 0.383 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.031 0.359 0.740 0.500 0.370 0.283 Golf Course % Pervious.....: 95 13.2 0.223 0.012 A 33 981 3 53 981 8.868 0.200 0.090 0.937 0.020 0.011 0.720 0.950 0.684 0.161 Total 56.2 1.000 Area — average Catchment Yield Fraction (Y) = 0.420 Area — average Low Loss Fraction (Y —bar) = 0.580 Area — Average Adjusted Loss Rate (in/hr) 0.444 r m es m m e M an m m m ea c1 on 02 ear a r e � Subarea: E John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) 24 -Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II CN AMC 1 2 3 Adjusted CN S Y Weighted Y Fp m /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 17.8 0.236 0.236 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.019 0.221 0.740 0.500 0.370 0.175 Golf Course % Pervious.....: 95 15.8 0.398 0.0211 A 33 981 3 53 981 8.868 0.200 0.090 0.937 0.036 0.020 0.720 0.950 0.684 0.287 Club House % Pervious.....: 20 4.1 0.022 0.087 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.002 0.082 0.740 0.200 0.148 0.016 Total 37.7 1.000 Area- average Catchment Yield Fraction (Y) = 0.379 Area - average Low Loss Fraction (Y -bar) = 0.621 Area - Average Adjusted Loss Rate (in /hr) 0.477 John M. Tettemer & Associates, Ltd. Subarea: F SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) 24 -Hour Point Rainfall: 3.65 inches Land Use Area Area Soil AMC II AMC Adjusted WeigMsd Fp Fm Weighted and Conditions acres Fraction Group CN 1 1 2 3 I CN S Y Y in/hr A in /hr Fm in /hr Residential % Pervious.....: 50 44.0 0.124 A 32 3 52 9.231 0.081 0.010 0.740 0.500 0.370 0.092 0.124 98 98 0.200 0.937 0.116 Residential % Pervious.....: 35 11.3 0.022 A 32 3 52 9.231 0.081 0.002 0.740 0.350 0.259 0.017 0.041 981 98 0.200 0.9371 0.039 Residential % Pervious.....: 30 31.3 0.053 A 32 3 52 9.231 0.081 0.004 0.740 0.300 0.222 0.039 0.124 1 98 98 0.200 0.937 0.116 Residential % Pervious.....: 20 74.2 0.084 A 32 3 52 9.231 0.081 0.007 0.740 0.200 0.148 0.062 0.335 981 98 0.200 0.9371 0.314 Golf Course % Pervious.....: 95 16.3 0.087 A 33 3 53 8.868 0.090 0.008 0.720 0.950 0.684 0.063 0.005 98 98 0.200 0.937 0.004 I I I I I ____ L Total 177.1 1.000 Area- average Catchment Yield Fraction m = 0.620 Area - Average Adjusted Area - average Low Loss Fraction (Y -bar) = 0.380 Loss Rate (in /hr) 0.273 a Subarea: H John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II CN . AMC 1 2 3 Adjusted CN S Y Weighed Y Fp in /hr A Fm in /hr Weighted Fm in /hr Golf Course % Pervious.....: 95 15.6 0.950 0.050 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.085 0.047 0.720 0.950 0.684 0.684 F_ Total 15.6 1.000 Area — average Catchment Yield Fraction (Y) = 0.132 Area — average Low Loss Fraction (Y —bar) = 0.868 Area — Average Adjusted Loss Rate (in /hr) 0.684 Subarea: I John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Group AMC II 1 CN AMC I 1 2 3 Adjusted CN S Y Weighted Y Fp in /hr A Fm m /hr Weighted Fm in /hr Residential % Pervious.....: 50 20.3 0.265 0.265 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.021 0.248 0.740 0.500 0.370 0.196 Golf Course % Pervious.....: 95 18.0 0.446 0.023 A 33 98 3 53 981 8.868 0.200 0.090 0.937 0.040 0.022 0.720 0.950 0.684 0.321 Total 38.3 1.000 Area — average Low Loss Fraction (Y —bar) = 0.668 Area — average Catchment Yield Fraction (Y) = 0.332 Area — Average Adjusted Loss Rate (in /hr) 0.518 1111111 411; Subarea: J John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y— bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II 1 CN AMC 1 2 3 Adjusted CN S Y Weighted Y Fp m /hr A Fm m /hr Weighed Fm in /hr Residential % Pervious.....: 50 15.5 0.252 0.252 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.020 0.237 0.740 0.500 0.370 0.187 Golf Course % Pervious.....: 95 15.2 0.470 0.025 A 33 98 3 53 98 8.868 0.200 0.090 0.937 0.042 0.023 0.720 0.950 0.684 0.339 Total 30.7 1.000 Area— average Catchment Yield Fraction (Y) = 0.322 Area — average Low Loss Fraction (Y —bar) = 0.678 Area — Average Adjusted Loss Rate (in /hr) 0.525 Subarea: Off —site John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 3.65 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II CN AMC 1 2 3 Adjusted CN S Y Weighted Y Fp in /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 438.0 0.500 0.500 A 32 98 3 52 98 9.231 0.200 0.081 0.937 0.040 0.469 0.740 0.500 0.370 0.370 Total 438.0 1.000 Area — average Catchment Yield Fraction (Y) = 0.509 Area — average Low Loss Fraction (Y —bar) = 0.491 Area — Average Adjusted Loss Rate (in /hr) 0.370 M «.. ift IN *01 11 John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y- bar) and Loss Rate (Fm) Subarea: A 24 -Hour Pant Rainfall: 10.15 Inches V� Land Use and Conditions Area acres Area Fraction Soil Group AMC II 1 CN AMC 1 2 3 Adjusted CN S Y Weighted I F Y Fp in /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 60.4 0.314 0.314 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.122 0.307 0.740 0.500 0.370 0.233 Park % Pervious.....: 60 20.2 0.126 0.0841 A 33 981 3 53 98 8.868 0.200 0.401 0.9771 0.051 0.082 0.720 0.600 0.432 0.091 1 Golf Course % Pervious.....: 95 15.5 0.153 0.008 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.061 0.008 0.720 0.950 0.684 0.110 Total 96.1 1.000 Area - average Catchment Yield Fraction (Y) = 0.631 Area - average Low Loss Fraction (Y -bar) = 0.369 Area - Average Adjusted Loss Rate (in /hr) 0.434 John M. Tettemer & Associates, Ltd. Subarea: B SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) 24 -Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acres Area Fraction Soil Group AMC II 1 CN AMC 1 2 3 Adjusted CN S Y Weighed Y Fp in /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 24.2 0.273 0.273 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.106 0.267 0.740 0.500 0.370 0.202 Park % Pervious.....: 90 6.2 0.126 0.014 A 1 33 981 3 53 981 8.868 0.200 0.401 0.977 0.050 0.014 0.720 0.900 0.648 0.091 Golf Course % Pervious.....: 95 13.9 0.298 0.016 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.119 0.015 0.720 0.950 0.684 0.215 Total 44.3 1.000 Area - average Catchment Yield Fraction (Y) = 0.572 Area - average Low Loss Fraction (Y -bar) = 0.428 Area - Average Adjusted Loss Rate (in /hr) 0.507 Subarea: C John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss "Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acresl I Area Fraction Soil Grou AMC II CN AMC (1 Adjusted CN S Y Weighted Y Fp in /hr Al2 Fm n /hr Weighted Fm in /hr Residential % Pervious.....: 50 14.4 0.186 0.186 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.072 0.182 0.740 0.500 0.370 0.138 Golf Course % Pervious.....: 95 24.3 0.597 0.031 A 33 98 3 53 981 8.868 0.200 0.401 0.977 0.239 0.031 0.720 0.950 0.684 0.429 Total 38.7 1.000 Area — average Catchment Yield Fraction (Y) = 0.524 Area — average Low Loss Fraction (Y —bar) = 0.476 Area Average Adjusted Loss Rate (in /hr) 0.567 John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y— bar) and Loss Rate (Fm) 0 Subarea: D 24 —Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acres Area Fraction Soil I Group AMC II CN AMC 1,2,3) Adjusted CN S Y Weighted Y Fp in /hr Ap Fm in /hr Weighted Fm in/hr Residential % Pervious.....: 50 43.0 0.383 0.383 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.148 0.374 0.740 0.500 0.370 0.283 Golf Course % Pervious.....: 95 13.2 0.223 0.012 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.089 0.011 0.720 0.950 0.684 0.161 Total 56.2 1.000 Area — average Catchment Yield Fraction M = 0.623 Area — average Low Loss Fraction (Y —bar) = 0.377 Area — Average Adjusted Loss Rate (in /hr) 0.444 1 . John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) Subarea: E 24 -Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC it CN 1 AMC 1 2 3 Adjusted CN S Y Weighted Y Fp m /hr Ap Fm n /hr Weighted Fm in /hr Residential % Pervious.....: 50 17.8 0.236 0.236 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.091 0.231 0.740 0.500 0.370 0.175 Golf Course % Pervious.....: 95 15.8 0.398 0.021 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.160 0.020 0.720 0.950 0.684 0.287 Club House % Pervious.....: 20 4.1 0.022 0.087 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.008 0.085 0.740 0.200 0.148 0.016 Total 37.7 1.000 Area- average Catchment Yield Fraction m = 0.596 Area - average Low Loss Fraction (Y -bar) = 0.404 Area - Average Adjusted Loss Rate (in /hr) 0.477 ® a s Subarea: F John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y -bar) and Loss Rate (Fm) 24 -Hour Point Rainfall: 10.15 inches Land Use Area Area Soil AMC II AMC Adjusted Weighted I Fn Fm Weighted and Conditions acres Fraction Group CN 1 1 2 3 CN S Y Y fin r) A in /hr Fm in /hr Residential % Pervious.....: 50 44.0 0.124 A 32 3 52 9.231 0.387 0.048 0.740 0.500 0.370 0.092 0.124 98 98 0.200 0.977 0.121 Residential % Pervious.....: 35 11.3 0.022 A 32 3 52 9.231 0.387 0.009 0.740 0.350 0.259 0.017 0.041 98 98 0.200 0.977 0.041 Residential % Pervious.....: 30 31.3 0.053 A 32 3 52 9.231 0.387 0.021 0.740 0.300 0.222 0.039 0.124 98 98 0.200 0.977 0.121 Residential % Pervious.....: 20 74.2 0.084 A 32 3 52 9.231 0.387 0.032 0.740 0.200 0.148 0.062 0.3351 98 98 0.200 0.977 0.327 Golf Course % Pervious.....: 95 16.3 0.087 A 33 3 53 8.868 0.401 0.035 0.720 0.950 0.684 0.063 0.005 98 98 0.200 0.977 0.004 Total 177.1 1.000 Area - average Catchment Yield Fraction M = 0.759 Area Adjusted Area - average Low Loss Fraction (Y- bar) = 0.241 Loss Rate (in /hr) 0.273 John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) Subarea: H 24 —Hour Point Rainfall: 10.15 inches Land Use Area Area Soil AMC 11 AMC Adjusted Weighted Fp Fm Weighted and Conditions (acres) Fraction Group CN (1,2,3) CN S Y Y (in /hr) Ap (in /hr) Fm (in /hr) , i Golf Course % Pervious 4 95 15.6 0.950 A 33 3 53 8.868 0.401 0.381 0.720 0.950 0.684 0.684 0.050 98 98 0.200 0.977 0.049 Total 15.6 1.000 Area — average Catchment Yield Fraction (Y) = 0.430 Area — Average Adjusted Area— average Low Loss Fraction (Y —bar) = 0.570 Loss Rate (in /hr) 0.684 Subarea: I John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acres Area Fraction Soil Grou AMC II CN AMC 1 2 3 Adjusted CN S Y Weighted Y Fp in /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 20.3 0.265 0.265 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.103 0.259 0.740 0.500 0.370 0.196 Golf Course % Pervious.....: 95 18.0 0.446 0.023 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.179 0.023 0.720 0.950 0.684 0.321 Total 38.3 1.000 Area — average Catchment Yield Fraction M = 0.563 Area — average Low Loss Fraction (Y —bar) = 0.437 Area— Average Adjusted Loss Rate (in /hr) 0.518 N ,J Subarea: J John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 10.15 Inches Land Use and Conditions Area acres Area Fraction oil Grou AMC II CN AMC 1 2 3 Adjusted CN S Y Weighted Y Fp n /hr A Fm in /hr Weighted Fm in /hr Residential % Pervious.....: 50 15.5 0.252 0.252 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.098 0.247 0.740 0.500 0.370 0.187 Golf Course % Pervious.....: 95 15.2 0.470 0.025 A 33 98 3 53 98 8.868 0.200 0.401 0.977 0.189 0.024 0.720 0.950 0.684 0.339 Total 30.7 1.000 Area — average Catchment Yield Fraction M = 0.557 Area— average Low Loss Fraction (Y —bar) = 0.443 Area— Average Adjusted Loss Rate (in /hr) 0.525 Subarea: Off —site John M. Tettemer & Associates, Ltd. SIERRA LAKES HYDROLOGY Catchment Low Loss Fraction (Y —bar) and Loss Rate (Fm) 24 —Hour Point Rainfall: 10.15 inches Land Use and Conditions Area acres Area Fraction Soil Group AMC II I CN AMC I 1 2 3 Adjusted CN S Y Weighted Y Fp in /hr A Fm in/hr) Weighted Fm n /hr Residential % Pervious.....: 50 438.0 0.500 0.500 A 32 98 3 52 98 9.231 0.200 0.387 0.977 0.194 0.488 0.740 0.500 0.370 0.370 Total 438.0 1.000 Area— average Catchment Yield Fraction (Y) = 0.682 Area — average Low Loss Fraction (Y —bar) = 0.318 Area— Average Adjusted Loss Rate (in /hr) 0.370 P •-+----------------------------------------------------------------------------------------------------- - - - + -+ 1 0 x F, M L' -------- --- -- ------ -------- ----- - - - - -- --[SAN BERNARDINO COUNTY]--------------------------------- STUDY NAME: CALCULATED CHECKED BY: BY: 100.0-YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF ----- ---- -- ----- -- ---- -------E(c) 1983-1992 ADVANCED ENGINEERING SOFTWARE]------------------- CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc I Fm Fm C PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA - SUM - TYPE TYPE MIN. - MIN. in /h - - -- (Avg) - - SUM - (ft) ft /ft FPS. ---- AND - NOTES -- ,. 560 .0196 .. INITIAL SUBAREA 1.02 2.3 2.3 A 6D /AC - --- 10.7 1.54 .48 .485 2.2 ---- -- - -- -- -- ----------- ---- ------- - - - - -- - - - - - - - --- - - - -- 420 .0310 2.7 *Caw- 2.9cfs 32.ft- STREET DEPTH- 20 ft. FLOW TO PT.# 2.8 FLOODWIDTH =16.0 1.02 ------- - - -- -- 1.7 - - - - - -- 4.0 - ----- A - -- 6D /AC - - - -- ---- 13.5 - - - -- 1.35 - - -- .49 -- -- .485 - 3.1 -- - -- - - -- 540 --- -- .0093 - - -- 2.6 --- --- ------ - -- *Cav= 7.7cfs 32.ft- STREET DEPTH= .28 ft. FLOW TO PT.# 4.3 FLOODWIDTH =16.0 1.03 14.9 18.9 A 6D /AC - - -- 17.8 1.14 .49 .485 11.2 ---- -- - -- - --- -------- ------- ------------- - - - - - -- -- - - -- - -- - - - -- - - - -- - - -- - - -- - - - -- - - - - -- 560 .0143 7.7 *Cav= 11.2cfs n =.0130 Dn= 1.2 ���Illlii 1.2 18.0 11 -PIPE 1.04 8.6 27.5 A 6D /AC - - -- 19.0 1.10 .49 .485 15.2 - - -- - ---- -- -- - --- ----------- ------------- -- - - - -- - - - - -- - -- - -- -- - --- ,. --- -- - - -- - - -- --- -- - - - - -- ---- 780 - - - -- .0231 - --- .. --------- - - - - -- INITIAL SUBAREA 1.22 6.6 6.6 A Park - - -- 14.7 1.28 .82 .825 2.7 - - -- --- -- - - -- --------------- ------------- - - -- - -- ---- -- - -- - - - -- -- - -- - - -- - --- - - --- - - ---- 130 .0231 6.5 *Cav= 2.7cfs .3 n =.0130 Dn= .4 18.0"_ P 1.23 13.6 20.2 A Sch - - -- 15.1 1.26 .58 .661 10.9 - - -- -- - -- -- -- ---- - ------- - -- --- - - - - - -- - - ---- - -- - - - -- - - --- - - -- ---- - - - -- ------ 1700 .0112 7.1 *Cav= 10.9cfs n =.0130 Dn= 1.1 PR 4.0 21.0" -PIPE 1.24 17.5 37.7 A 6D /AC - - -- 19.0 1.09 .49 .579 17.5 - - -- - - --- - - -- ---- ------- - -- ------------- - - - - - -- - - - - -- - -- ---- - - - - -- - - -- - - -- - - - -- - - - - -- 600 .0533 14.3 *Cav 17.5cfs n =.0130 Dn= 1.0 1.05 15.5 53.2 A Park .7 - - -- 19.7 1.07 .82 .651 20.1 -- -- - - - -- ---- 18.0 - --- L --------------------- --- -------- ---------- - *Footnotes: (1)= User - specified Runoff Parameters - - --- ---------------------------------- ------------ --- - - - - -* +-+--------------------- ------- ----------- ---- ---- ----- ----------------------- ------------ --------- ------- +-+ 0 x F, M L' 17 Fj� u El +-+--------------------------------------------------------------•-------------------------------------- - - -t -+ ------- -- -- ------ -------------- STUDY NAME: ---- -- --[SAN BERNARDINO COUNTY] --------------------------------- CALCULATED BY. CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF --------------------------- - -[(c) 1983 -1992 ADVANCED ENGINEERING SOFTWARE]--- - - -- - ---------------------- CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc I Fm Fm 0 PATH SLOPE V HYDRAULICS - POINT - NUMBER SUBAREA ----- SUM --- - -- TYPE - -- TYPE - - - -- MIN. - - -- MIN. -- - -- in /h -- -- - -- (Avg) - --- - SUM - - (ft) (ft) ft /ft - - -- ----- FPS. ---- - --- ---- --- - - - - -- - - - - - -- - ----- - -- ----- - --- -- - -- - - -- - - -- - -- -- - - - - -- ---- --- -- 500 .0120 - - -- .. --------------- INITIAL SUBAREA 1.12 7.3 7.3 A 6D /AC - - -- 11.3 1.50 .485 6.6 - - -- - - - -- - --- -- ------------ ------------- - -- ---- - - - - -- - -- - - - -- - ---- -- -- -. 49 - - - - -- - - - - -- 700 .0143 6.9 Qav= 6.6cfs n =.0130 Dn= .8 1.13 ------- - - - - -- 8.1 - - - - --- 15.4 - ----- A - -- 6D /AC ----- 1.7 -- -- - - -- 13.0 - - - -- 1.38 ---- .49 .485 ---- - - - -- 12.4 - --- -- - --- - -- -- -- -- -- - -- - - -- - -- - 18.0 -PIPE ----- ---- - ----- -------- - - -- - -- 2.02 6.2 6.2 A Park .. - - -- 18.3 1.12 .82 .825 1.7 920 .0109 - - -- - - - -- .. - - -- INITIAL SUBAREA --------- - - - - -- ------- - - - --- - ------ - - - - -- - -- - - - -- -- - -- ---- ---- -- --- -- - - -- 820 .0098 4.1 *Qav= 1.7cfs n =.0130 Dn= .4 3.3 18.0" -PIPE 2.03 ------- - - - - -- 6.4 - - - - - -- 12.6 -- ---- A - -- 6D /AC - -- -- - - -- 21.6 - -- -- 1.02 - - -- .49 .652 -- -- - - - -- 4.1 -- - - -- - --- - - - -- 640 .0094 - - -- 5.2 --------- - - ---- *Qav= 4.1cfs n =.0130 Dn= .7 2.0 18.0" -PIPE 2.04 17.8 30.4 A 6D /AC - - -- 23.6 .96 .49 .554 11.3 - - -- - - - -- ---- ------ --- - - -- -- ------------- - - - -- -- -- - - -- - -- -- --- - --- MEAN Fp = .970;Ap = .571 ---- -- --- - -- ------ ------------- - - - - - -- --- - -- - -- - ---- ----- - - -- - - -- - - - -- - - - - -- 250 .0880 15.6 *----- Qav-- 11.3cfs n =.0130 Dn= .6 .3 18.0" -PIPE 2.05 ------- -- ---- - - ----------- 13.9 - - - -- -- - - - - - -- 44.3 ------ - - -- - - A --- - - - Park - - - -- - - - -- - - -- - - -- -- - - 23.9 - - - - .96 F -- - - .82 .639 .970;Ap = - - - - -- - -- 13.0 .659 - - - - -- - - -- -- - -- - -- - - - -- - --- -- -- - - -- ------ --- - - ---- ----- -- ---- --- - .. 460 .0065 .. INITIAL SUBAREA 4.02 1.7 1.7 A 6D /AC - - -- 12.4 1 42 .49 .485 1.4 - - -- - - --- ---- - -------- --- --- ------------- - - - - - -- ------ --- - -- -- - - - -- .0106 2.0 *Qav= 3.4cfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 5.5 FLOODWIDTH =16.0 4.03 6.3 8.0 A 6D /AC - - -- 17.9 *Footnotes: (1)= User - specified Runoff Parameters \1.141470 .49 .485 4.7 - --- ----- ---- --------------- +-+-------------------------------- ---------------- - - --------------------------------------------------- Fj� u El J ` D 1 C + - + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + - + ------- --- -- - --- -- ------ ---- ---- - - --- --[SAN STUDY NAME: BERNARDINO C NTY]----------------------------------------- CALCULATED BY: CHECKED BY: 100.0 -TEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF -- --- ------------ --I(c) 1983-1992 ADVANCED E INEERING SOFTWARE] ------------------------------ CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc I Fm Fm G PATH SLOPE V HYDRAULICS NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in/ (Avg) SUM (ft) ft /ft FPS. --- AND - NOTES -- - POINT ------------- - - - - - -- - - - - -- - -- ----- - - - -- - - - - -- - - -- - - - -- - - - - -- 520 .0192 2.3 *Oav= 6.3cfs 32.ft- STREET FLOW TO PT.# 3.3 DEPTH= .24 ft. FLOODWIDTH =16.0 4.04 6.4 14.4 A 6D /AC - --- 21.2 1.03 .49 .485 7.0 -- -- - - - -- - - -- --------- - - - - -- ------------- -- - ---- - - - - -- - -- - - - -- - --- ---- - --- - - - -- -- - - -- 650 .0338 9.7 *Oav= 7.Ocfs n =.0130 Dn= .6 4.05 24.3 38.7 A Park 1.1 - - -- 22.3 1.00 .82 .698 10.4 - - -- - - - -- - - -- 18.0" -PIPE --------- - - - - -- .. 650 .0154 .. INITIAL SUBAREA 3.02 3.4 3.4 A 6D /AC - - -- 12.0 1.45 .49 .485 2.9 - - -- - - - -- - - -- -- ---- --------- ------------- - - -- - -- - - ---- --- - - - -- - - - -- - - -- - - -- - - - -- - - - --- 640 .0188 2.9 *Gav= 6.1cfs 32.ft-STREET DEPTH= .24 ft. FLOW TO PT.# 4.1 FLOODWIDTH =16.0 3.03 ------- -- ---- 9.9 -- ----- 13.3 - - - - -- A 6D /AC - -- - - - -- - - -- 16.1 ----- 1.21 ---- .49 - --- .485 --- -- - 8.7 -- --- - - -- 760 - ---- .0066 - - -- 5.5 --- -- ---- - - ---- *Gav= 8.7cfs n =.0130 Dn= 1.1 2.3 21.0" -PIPE 3.04 6.3 19.6 A 6D /AC ---- 18.4 1.12 .49 .485 11.2 - - -- - -- -- ---- --- ------ -- - - -- 3 ------------- - - - - - -- - - - - -- --- ----- -- -- .. -- --- - - -- - - -- - - - -- -- - - -- ---- 950 - - --- .0179 - - - - .. ------- -- - - - - -- INITIAL SUBAREA 3.12 4.4 4.4 A 6D /AC - - -- 13.5 1.35 .49 .485 3.4 - - -- - - - -- - - -- --------- - -- - -- ------------- 32.ft- STREET - - ----- - - - - -- - -- - - - -- - - - -- -- -- - - -- - - - -- - - -- -- 920 .0174 3.1 *Gav= 8.7cfs DEPTH= .26 ft. FLOW TO PT.# 5.3 FLOODWIDTH =16�0 3.13 19.0 23.4 A 6D /AC - - -- 18.8 1.10 .49 .485 13.0 - - -- - - - -- - - -- ------- - - - - -- - - - - - -- - - - - -- - -- - -- -- - - - -- - --- - - -- - - - -- - - - - -- 400 .0500 13.1 *Gav= 13.Ocfs .5 n =.0130 Dn= .8 18.0 3.14 13.2 36.6 A Park - - -- 19.3 1.09 .82 .607 15.8 - - -- -- - -- - - -- --------------- *Footnotes: (1)= User - specified Runoff Parameters * +-+------------------- ------------------ -- ----- - -- - -- ------------------------- ----------- ---------- ---- - -- --- J ` D 1 J E +-+-------------------------------------------------------- - - - - -- -------------------------------------- - - - + -+ ------- --- ----- ----- --- --------- STUDY NAME: - - -- -- --[SAN BERNARDINO COU TY]---------------------------------------- CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF -- -- -------- -----------------((c) 1983 -1992 ADVANCED ENG EERING SOFTWARE] ------------ --------- -- ------- CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc I m Fm 0 PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA - SUM - TYPE - TYPE MIN. MIN. in /h -•- (Avg) - SUM - (ft) ft /ft FPS. AND NOTES --- ---- -- - - -- - - - - - -- - - - - -- --- --- -- ---- -- - -- -- -- - - -- - - - -- - - ---- ---- 520 - - - -- .0288 - - -- .. --------------- INITIAL SUBAREA 5.02 2.3 2.3 A 6D /AC -- -- 9.6 1 5 .48 .485 2.4 - - -- - - - -- - - -- ---- ----- - - - - -- - - - -- - -- - - - -- - - - -- - -- - - -- - - - -- - - - - -- 740 .0189 3.1 *Oav= 8.2cfs 32.ft-STREET DEPTH 26 ft. ' FLOW TO PT.# 6D /AC 4.5 - - -- 14.1 1.31 .49 .485 13.2 - - -- - - - -- - - -- FLOODWIDTH =16.0 --------- - -- --- -- - - - - -- - 5_03 A -- - 15.5 - - - 17_8 - -- - - - -- - - -- - - -- - - -- - - - -- - - - - -- 1030 .0223 9.5 *Oav= 13.2cfs n =.0130 Dn= 1.1 1.8 18.0" -PIPE 5.04 - ------- --- 15.8 ----- 33.6 - - -- A - Park - -- - - -- -- 15.9 1.22 -- .82 -- .645 - -- 17.3 - - -- - - -- -- - - - -- --- - - -- -- -------- - - - - -- ------- - ----- .. 570 .0175 .. INITIAL SUBAREA 5.12 4.1 4.1 A 11 +Du - - -- 9.2 1.69 .19 194 5.5 - - -- - - - -- • --- - -- ------ - - - --- .. 660 .0182 .. INITIAL SUBAREA 6.02 4.1 4.1 A 6D /AC - --- 11.6 1.47 .49 .485 3.6 - - -- - - --- ---- --------- -- - --- ------------- - - ----- --- - -- - -- - - - -- --• -- - - -- - - -- - - - -- - - - - -- 570 .0228 2.2 *Oav= S.Ocfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 4.5 FLOODWIDTH =16.0 6.03 4.1 8.2 A 6D /AC - - -- 16.2 1.21 .49 .485 5.3 - - -- - - - -- - - -- ----- ---- - - - - -- ------------- 32.ft- STREET - - - - - -- --- --- --- - - - -- - - - -- - --- -- -- --- -- - - - - -- 530 .0057 1.8 *Oav= 7.1cfs DEPTH= .28 ft. FLOW TO PT.# 4.5 FLOODWIDTH =16.0 6.03 7.3 15.5 A 60/AC - - -- 20.6 1.04 .49 .485 7.8 - - -- - ---- ---- ---- ---- ------- ------------- - - ----- -•- - -- - -- - - - -- - ---- - - -- - - -- - - - -- - - - --- 550 .0727 13.2 *Oav= 7.8cfs n=.0130 Dn= .6 .7 180° - PIPE 6.04 15.2 30.7 A Park - - -- 21.3 1.02 .82 .653 10.2 -- -- - -- -- -- -- ---- - ---------------------------------- --------- *Footnotes: (1)= User - specified Runoff Parameters - -- - -- -------- --------------------- - - - - -• * +-+---------------------------- -- -•--- -- -------- - ----- ------------------------- ------------------------ - - - + -+ J F, I ------------- ----- ---- ---- ------- ---- -- ISAN STUDY NAME I COUNTY]------------------ CALCULATED BY: -------------------------------------------------------------------------------------------------------- - - - - -+ 7! 0 I I LI 1 ------------- ----- ---- ---- ------- ---- -- ISAN STUDY NAME BERNARDINO COUNTY]------------------ CALCULATED BY: CHECKED BY: 100.0-YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF ------ -- ------------ -- -------I(c) 1983 -1992 ADVANCED ENGINEERING SOFTWARE]- -- - -------------------------- CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc I Fm Fm Q PATH SLOPE V HYDRAULICS - POINT NUMBER SUBAREA - SUM - TYPE TYPE MIN. MIN. in /h - -- (Avg) SUM (ft) ft /ft FPS. - - -- AND - NOTES -------- -- - -- - ---- -- - ----- --- - -- -- -- -- ----- -- -- ---- - ---- -- ---- ---- 520 - - - -- .0173 ---- .. --------------- INITIAL SUBAREA 7.02 2.6 2.6 A 6D /AC - - -- 10.7 1.55 2.5 - - -- - - - -- - --- - *---- --- -- --- ------------- - - ----- - - - --- --- - - - -- - - --- -- -- _49 - -_4 85 - - - - -- 780 .0321 3.4 Qav= 5.8cfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 5.3 FLOODWIDTH =16.0 7.03 9.6 12.2 A 6D /AC - - -- 16.0 1.22 .49 .485 8.0 - - -- - - - -- - - -- - ------ ------------- - - - - - -- - - - - -- - -- - - - -- - - - -- -- -- - - -- -- - -- - - - - -- 550 .0473 11.3 *------ Qav 8.Ocfs n =.0130 Dn= .6 ,g 18.0" -PIPE - ----- -- - - - - -- - - - - - -- - ----- - -- - -- -- - - -- ,. - ---- - - -- - --- - - - -- ------ - - -- 590 - - - -- .0119 - --- .. - -------- - - - - -- INITIAL SUBAREA 7.12 3.9 3.9 A 6D /AC -- -- 12.1 1.44 .49 .485 3.3 -- -- -- - -- ---- - ----- --------- ------------- 32.ft- STREET - - - - --- - - - - -- - -- - - - -- -- - -- - - -- - - -- --- -- - - - - -- 600 .0283 3.1 *Qav-- 4.8cfs DEPTH= .22 ft. FLOW TO PT.# 3.7 FLOODWIDTH =16.0 7.13 4.2 8.1 A 6D /AC - - -- 15.8 1.22 .49 .485 5.4 - - -- - -- -- ---- ---- ----------- ------------- - - - - - -- ------ - -- - -- -- - - --- - - -- - - -- ----- - - - - -- 250 .0560 10.8 *Qav= 5.4cfs n =.0130 Dn= .5 .4 18_ 0"-PIPE 7.14 ------------- 18.0 - ---- -- 26.1 - - ---- A Park - -- - - - -- - - -- - - -- 16.2 --- 1.21 - - -- .82 - --- .719 --- -- 11.5 - -- - -- ---- - - -- -- - -- -- - -- ---- - - -- ---- - - ------ -- -- - - -- 720 .0042 .. INITIAL SUBAREA 8.02 3.7 3.7 A 6D /AC - --- 16. 1.21 .49 .485 2.4 - --- - - --- - -- - - ------ - ------- ------------- - - --- -- - - - --- - -- - - - -- - ---. - - -- - - -- - ---- - ----- 500 .0340 3.3 *Qav= 6.5cfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 3.1 FLOODWIDTH =16.0 8.03 14.7 18.4 A 6D /AC - - -- 19.2 .09 .49 .485 10.0 - - -- --- -- ---- -- ------------ ------------- - -- -- -- - --- -- --- - ---- - -- -- - -- -- -- - - - -- -- -- -- 640 .0078 6.1 Qav- 10.Ocfs n =.0130 Dn= 1.1 8 - --- 3 - 29 7 /AC 1.8 - 448 15 - 6 -- - -- ---------- -- 21.0" -PIPE -------- - -- - - -- ------ ------ --- -- -A - -� - -------- *Footnotes: (1)=User- specified Runoff Parameters * - - - -- ---39 --- --- +-+----------------------- ----- -------- ------- ----- -- -- -- ------------------------- --------- --------- -- - - - -- 0 I I LI 1 +-+----------------------------------------------------------------------------------------------------- - - - + -+ ----------------------------- --- - - - - -- --[SAN BERNARDINO COUNTY]----------------------------------------- STUDY NAME: CALCULATED BY: CHECKED BY: 100.0-YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF -- ------ -------- - - -----------[(c) 1983-1992 ADVANCED ENGINEERING SOFTWARE]------------------ CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc I Fm Fm 0 PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in /h (Avg) SUM (ft) ft /ft FPS. AND NOTES - ------------ - - -- - -- - - - --- - -- - - - -- - - -- - - - -- -- -- - - -- --- -- --- - -- - - -- - - - -- - - -- --- --- --- - - - - -- ------------- - -- ---- - ----- - -- - - - -- -- - -- -- -- - - -- - - - -- - - - - -- 700 .0071 6.5 *Qav- 15.6cfs n =.0130 Dn= 1.4 1.8 24.0" -PIPE 8.05 20.4 50.1 A 11 +Du - - -- 22.8 .98 .19 .345 28.8 - - -- - - - -- - - -- ----- --- - - - - -- ------------- - - - - - -- - - - --- - -- - - - -- - ---- - --- ---- -- - -- - - - - -- 900 .0056 6.7 *Qav- 28.8cfs n =.0130 Dn= 2.0 2.2 30.0 -PIPE 8.06 11.8 61.9 A 11 +Du - - -- 25.0 .93 .19 .316 34.9 ---- - - - -- - --- -- ------- - - - - -- ------------- - ------ -- - - -- - -- - - - -- - - -- MEAN Fp = .970;Ap = .326 - --- - - - -- - - -- --------------- ------------- ------- ------ I --- I - ---- I - - -- I -- - -- I - - -- -- -- I - - --- - -- --- - --- - - - -- - - -- --------------- 8.06 MAINSTREAM COPIED ONTO MEMORY BANK # 1 - ----- - ------ - - - - --- - ----- --- --- -- ---- --- -- - --- ---- ----- - - ---- -- -- - ---- ---- ------ --- --- --- .. 700 .0057 .. INITIAL SUBAREA 8.12 3.4 3.4 A 6D /AC - - -- 15.0 1.26 .49 .485 2.4 - - -- - - - -- -- -- - ----- --- - - - - -- ------------- - - - - - -- - -- --- - -- - - --- - - - -- - - -- - - -- - - - -- - - - - -- 300 .0200 2.4 *Qav - - 3.4cfs 32.ft-STREET DEPTH= .22 ft. FLOW TO PT.# 2.6 FLOODWIDTH =16.0 8.13 3.5 6.9 A 6D /AC - - -- 17.6 1.15 .49 .485 4.1 - - -- - - - -- - - -- --------- - - - - -- ------------- ------- -- - - -- - -- - - - -- -- - -- - - -- - - -- - - - -- - ----- 580 .0207 2.0 *Qav= S.Ocfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 4.6 FLOODWIDTH =16.0 8.13 3.6 10.5 A 6D /AC -- -- 22.2 1.00 .49 .485 4.9 - - -- ----- -- -- - -------- - - - - -- ------------- - - - - - -- - - - - -- --- - - --- - --- - - - -- - - -- - - -- - - - -- - - - - -- - - -- - - - -- - - -- ------ --- ------ .. 1000 .0190 .. INITIAL SUBAREA 8.22 3.4 3.4 A 6D /AC - - -- 13.6 1.34 .49 .485 2.6 - - -- - - - -- - - -- -------- ------- ------------- - ------ ------ - -- - - --- - - -- - - - -- - - -- -- -- ----- ---- -- - - -- - - - -- - --- --------- - - - - -- .. 630 .0286 .. INITIAL SUBAREA 8.32 3.2 3.2 A 6D /AC - - -- 10.4 1.57 .49 .485 3.1 - - -- - - - -- - - -- -- -- --- -- - -- - -- --------------------- ------- ---- --------------------------------------------- ------ ----- ----------- - - - - - � *Footnotes: (1)= User - specified Runoff Parameters * +-+------------------------------------------------------------------------------------- -- -------------- - - - + -+ C Li 1 'd n I u J +-+----------------------------------------------------------------------------------------------------- - - - + -+ -------- ----- --- ------ --------- - ----- -- [ SAN BERNARDINO COUNTY) ---- --- ---------- -------- -- - -- -- ---- --- STUDY NAME: CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF -- --- --- -- -------------------E(c) 1983 -1992 ADVANCED ENGINEERING SOFTWARE)---------------------- CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc 1 Fm Fm 0 PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in /h (Avg) SUM (ft) ft /ft FPS. AND NOTES ----- --- - ---- ----- -- - - - - -- --- --- -- - --- -- --- - --- - --- ----- - ----- - --- -- --- ---- ------- -------- ------------- - - - - - -- --- --- - -- -- - -- - - - -- - - -- - --- - - --- ---- -- 400 .0125 2.2 *0av- 4.6cfs 32.ft- STREET DEPTH= .24 ft. FLOW TO PT.# 3.5 FLOODWIDTH =16.0 8.32 3.8 7.0 A 6D /AC - - -- 13.9 1.32 .49 .485 5.3 - - -- ----- - - -- - ------------- ------------- - - -- - -- - - - - -- - -- -- - -- - - --- - - -- - - -- --- -- - - - --- 340 .0147 2.5 *0av 6.8cfs 32.ft-STREET DEPTH= .26 ft. FLOW TO PT.# 2.5 FLOODWIDTH =16.0 8.33 4.7 11.7 A 6D /AC - - -- 16.4 1.20 .49 .485 7.5 - - -- -- - -- -- -- ----- ---- ------ ------- - - 32.ft- STREE' FLOW TO PTJ ---- ---- - 8.41 8.4! 8.41 8.4' Footnotes: ( - - - - - I t i 10.1 13.2 i 13.3 i 7.9 12.5 1)= User -s1 - - 5.4 - - 15.5 28.7 42.0 49.9 62.4 )ecifie - -A- A A A A i Ru 11 +Du 11 +Du 11 +Du 11 +Du 11 +Du 11 +Du toff Pi 2.4 2.1 .7 1.8 2.4 2.3 frame - - 9.9 - 12.3 14.4 15.1 16.8 19.3 tern 1.62 1.42 1.30 1.26 1.18 1.09 - .19 - .19 .19 .19 .19 .19 - _194 - .194 .194 .194 .194 .194 - -.6. - - 17.2 28.5 40.2 44.2 50.2 600 490 1160 400 820 1050 1040 .0133 .0245 .0172 .0125 .0061 .0048 .0048 4.0 *0av= 12.6cfs DEPTH= .28 ft. FLOODWIDTH =16.0 9.2 *Oav= 17.2cfs n =.0130 Dn= 1.3 21.0" -PIPE 9.3 *Oav= 28.5cfs n =.0130 Dn= 1.6 27.0" -PIPE 7.8 *0av= 40.2cfs n =.0130 Dn= 2.1 36.0" -PIPE 7.3 *0av= 44.2cfs n =.0130 Dn= 2.2, - -- 39.0 "_PIPE 7.4 *0av= 50.2cfs n =.0130 Dn= 2.5 39.0" -PIPE --------------------- I* , +-+------------------------------------------------------------------------ -- ------- -- ----------- ----- - - -- INITIAL SUBAREA a u p" 0 L! n u F +-+----------------------------------------------------------- I------------------------------------------ - - - + -+ ----------------------------- ----------- BERNARDIN0 STUDY NAME: 100.0-YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES -- ------------- --------------[(c) 1983-1992 ADVANCED CONCENTRATION AREA - (ACRES) SOILIDEV. Tt - Tc I POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in/ -- --------- 8_06 --- 10_9 - - 73_3 - A I11 + _ - -- - 21.6 1 - P 8.06 MEMORY BANK # 1 CONFLUENCED WIT MA Q(cfs) Tc(min) Fp(avg) A avg 87.82 21.59 .970 .25 83.97 25.03 .970 .26 ------- --- --- - - - - - -- - - - --- --- - - - -- -- -- - - -- - --- ------------- ------- - - - --- - -- - - - -- ---- ---- .4 8.07 16.3 143.0 A Park -- -- 22.0 1.01 ------- - - ---- - - - - - -- - - - - -- - -- - - --- ---- --- -- -- 9.02 15.6 15.6 A Park - - -- 15.8 1.23 9.02 15.6 - - -- 15.8 EFFECTIVE AREA(ACRES)= 15.60 TOTAL AREA( CRES)= TIME OF CONCENTRATION(MIN.)= 15.76 MEAN VALIS: Fp ------------ I --- ---- I -- ---- I --- I --- -- I --- - I - - -- I- - -- FWNITJ ----------------------------------------- / I CALCULATED BY: CHECKED BY: PAGE NUMBER OF GINEERING SOFTWARE)------------------------------ fm Fm G PATH SLOPE V HYDRAULICS - - -- (Avg) - - SUM - (ft) ft /ft FPS. - -- AND - NOTES .19 .194 54.2 - - -- - - - -- - - -- --------- - - - - -- N-STREAM Fm(avg) I(in /hr) Ae(acres) .245 1.02 126.70 .250 .93 135.20 - - -- - - - -- - - - - -- - - -- - - - -- - - -- --------- - - - - -- ---- - - - -- - - - - -- 400 .0350 18.0 *Gav -- 87.8cfs n =.0130 Dn= 2.1 33.0" -PIPE .82 .311 89.3 - - -- - - - -- - - -- --------------- 1100 .0327 .. INITIAL SUBAREA .82 .825 5.6 - - -- - - - -- - - -- ---- ----- ------ 5.6 - - -- - - - -- - - -- STREAM SUMMARY 15.60 PEAK FLOW RATE(CFS)= 5.65 IN /HR) _ .970; Ap = .850; Fm(IN /HR) _ .825 --- - I ----- ------ I ---- --- -- I ---- I ----- -- -- - - - --- -------------------------------------------------------- ----------------------------------------------- Footnotes: (1) =User- specified Runoff Parameters 1 ' +-+---------------------------------------------------------- i----------------------------- --- --- ---------- +-+ N CUT PAPER ALONG OUTSIDE BORDERLINE V +-+----------------------------------------------------------------------------- ------ ------ ---- --- ------- - + -+ `; 7 I Ci 0 u J u 0 71 ----7--------------------------------------------------------------------------------------------------- STUDY NAME: CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY PAGE NUMBER OF -------------- --- - - - - [A D V A N C E D E N G I N E E R I N G S 0 F T W A R E)---------------------- CONCENTRATION AREA (ACRES) - SOIL DEV. Tt Tc I Fm Fm Q PATH SLOPE V HYDRAULICS - POINT NUMBER SUBAREAI - SUM TYPE TYPE MIN. - MIN. in /h - - -- (Avg) - - SUM - (ft) ft /ft FPS - - -- AND - NOTES -- i + -4 .. 800 .0313 .. INITIAL SUBAREA 1.00 10.0 10.0 1 9 - - -- 12.7 1.40 .28 .280 10.0 - - - - -- - - -- --------- - - - - -- ------------- - - - - - -- - - - - -- - - -- - --- - - - -- - --- -- -- - - - -- - - - - -- 600 .0267 9.6 *Qav= 10.Ocfs n =.0130 Dn= 1.0 1.0 15.0" -PIPE 2.00 65.0 75.0 1 9 - - -- 13.7 1.33 .280 .280 71.0 - - -- - - - -- - - -- --------- - - - - -- ------------- -- -- - -- - - - - -- - - -- - - -- - - --- -- -- - - -- - - - -- - - - - -- 450 .0244 15.4 *Qav -- 71.Ocfs n =.0130 Dn= 2.0 .5 33.0" -PIPE 3.00 82.0 157.0 1 9 - - -- 14.2 1.30 .280 .280 144.7 - - -- - - - -- - - -- --------- - - - - -- ------------- - - - - - -- - - - - -- - - -- - - -- -- - -- - - -- - - -- -- - -- - - ---- 900 .0311 20.2 *Qav= 144.7cfs n =.0130 Dn= 2.4 .7 42.0" -PIPE 4.00 73.0 230.0 1 9 -- -- 15.0 1.27 .280 .280 203.9 - - -- --- -- - - -- --------- - - - - -- ------------- - - - - --- - - -- -- -- -- - - -- - - - -- - - -- - - -- - - - -- - - - - -- 1250 .0280 21.1 *Qav= 203.9cfs n =.0130 Dn= 2.9 1.0 48.0" -PIPE 5.00 100.0 330.0 1 9 - - -- 16.0 1.22 .280 .280 278.5 - - -- - - - -- - - -- --------- - - - - -- ------------- - -- - - -- - - - - -- - - -- - - -- - - - -- - - -- - - -- - - - -- - - - - -- 3450 .0113 16.2 *Qav= 278.5cfs n =.0130 Dn= 3.9 3.6 63.0 PIPE PIPE 6.00 108.0 438.0 1 9 - - -- 19.5 1.08 .280 .280 315.0 - - -- - - - -- - - -- - --- 6.00 438.0 - - -- 19.5 315.0 - - -- - - - -- - - -- STREAM SUMMARY EFFECTIVE AREA(ACRES)= 438.00 TOTAL STUDY REA(ACRES)= 438.00 PEAK FLOW RATE(CFS)= 314.97 --- ---- - -- - -- - - - ---- - -- --- - - -- - - -- - - -- - - -- - --- -- -- - ---- -- - - -- - --- -- - -- -- -- --------------- DEV TYPES: 1= Com,2= MF,3= Apt,4= Con,5 =SFR 11+ D /AC,6 8- 10D /AC ,7= 5- 7D /AC, SOIL TYPES: 1= A,2= B,3= C,4 =D,' 8= 3- 4D/ AC, 9= 2D/ AC, 10= 1D/ AC,11= 0.4D /AC,12= Sch,13= PK,14 =A ,15= PC,16= AC,17 =DC 0,5= SPECIFIED RUNOFF COEFF. ' 29 L� n 0 +-}----------------------------------------------------------------------------------------------------- - - -}_} STUDY NAME: 100.0 -YEAR ST CONCENTRATION - POINT NUMBER 1.02 32.ft- STREET FLOW TO PT.# 1.02 32.ft- STREET FLOW TO PT .# 1.03 1.04 1.22 1.23 1.24 1.05 ORM RAT AREA ( SUBAREA 2.3 1.7 -_ - 14_9 8.6 - - - - 6.6 13.6 - - 17.5 15.5 ;OVAL ME 1CRES) sum 2.3 4.0 - 18_9 27.5 6.6 20.2 - 37.7 53.2 THOD [(c) SOIL TYPE A A A A -A- A A A STUDY 1983 - DEV. - TYPE 6D /AC 6D /AC 6D /AC 6D /AC Park Sch 6D /AC Park -[SAN BERNARDINC (AMC II LOSSES) 1992 ADVANCED EN Tt Tc I MIN. MIN. in /h - - -- 10.7 4.30 2.0 - -- 12.7 3.88 2.4 - -- 15.1 3.50 .8 - - -- 15.9 3.39 - - -- 14.7 3.55 .2 - - -- 14.9 3.52 2.8 - -- 17.7 3.18 .5 Q8.2 3.13 COUN GINEE Fm .48 .49 .49 .49 .82 .58 .49 .82 TY] --- RING S Fm (Avg) .485 .485 .485 .485 .825 .661 .579 .651 OFTWARE Q SUM 7.9 12.2 51.3 71.9 i 16.2 52.0 - 88.3 118.7 CALC C PAGE PATH (ft) 560 420 540 560 780 130 1700 600 ULATED NECKED NUMBE SLOPE ft /ftl .0196 .0310 .0093 .0143 .0231 .0231 .0112 .0533 BY: BY: R V FPS. 4.1 4.6 11.3 10.3 10.2 20.9 OF HYDRAULICS AND NOTES INITIAL SUBAREA *Qav= 10.5cfs DEPTH= .26 ft. FLOODWIDTH =16.0 *Qav= 32.6cfs DEPTH= .43 ft. FLOODWIDTH =16.0 *Qav= 51.3cfs n =.0130 Dn= 2.0 33.0" -PIPE --------------- INITIAL SUBAREA *Qav= 16.2cfs n =.0130 Dn= 1.1 21.0" -PIPE *Qav= 52.Ocfs n =.0130 Dn= 2.2 33.0" -PIPE *Qav = 88.3cfs n =.0130 Dn= 2.0 30.0 "-PIPE ------------------ ------ ----- ------ ---- - - - - -- ---------------------- ------ ----- ----- ------ -- - - -- -* I *Footnotes: (1)= User - specified Runoff Parameters _}------------------------- •-- •_---- _- _-- _- __------- --- --- ------------------- --- ----- ------ ----- ---- -- - - - }_} Q I 11 0 H f� L IN D is Fil r G +-+----------------------------------------------------------------------------------------------------- - - - + -+ STUDY NAME: 100.0 -YEAR S1 CONCENTRATION POINT NUMBER 1.12 - 1.13 ------- - - - 2.03 2.04 2.05 4.02 32.ft- STREET FLOW TO PT.# 4.03 ORM RAT AREA SUBAREA 7.3 - - - 8.1 - - - -6 6.4 17.8 13.9 1.7 6.3 TONAL ME \ORES) SUM 7.3 - 15.4' - -6 .2 12.6 30.4 44.3 1.7 8.0 THOD STUD) [(c) 1983• SOIL DEV. TYPE TYPE A 6D /AC - A 6D /AC - A Park A 6D /AC A 6D /AC A Park A 6D /AC A 6D /AC -[SAN BERNARDINC (AMC II LOSSES) 1992 ADVANCED EN Tt Tc I MIN. MIN. in /h - -- 11.3 4.16 1.3 12_6 3.91 - - -- 18.3 3.12 2.0 - - -- 20.3 2.94 1.3 - - -- 21.6 2.83 .2 - - -- 21.8 2.81 - -- 12.4 .95 2.7 - - -- 15.1 3. COUN GINEE Fm .49 .49 .82 .49 .49 .82 .49 .49 TY] --- RING Fm (Avg) .485 _485 .825 .652 .554 .639 .485 .485 OFTWARE C SUM 24.2 47_4 ".12. 25.9 62.2 86.6 5.3 21.7 CAL( PAGE PATH (f t) 500 700 920 820 640 250 460 470 ULATE[ HECKE[ NUMBS SLOPE ft /ft .0120 .0143 .0109 .0098 .0094 .0880 .0065 .0106 BY: BY: R OF V HYDRAULICS FPS. AND NOTES - --- ------- --- --- -- ---- -------- - ------ .. INITIAL SUBAREA 9.3 *Gav= 24.2cfs n =.0130 Dn= 1.5 24.0 11 -PIPE .. INITIAL SUBAREA 6.9 *Cav= 12.8cfs n =.0130 Dn= 1.3 21.0" -PIPE 8.1 *Gav= 25.9cfs n =.0130 Dn= 1.7 27.0 11 -PIPE 23.1 *Gav= 62.2cfs n =.0130 Dn= 1.6 24.0" -PIPE -- -- --- ------ --- - -- ---- ---- ----- - -- - -- .. INITIAL SUBAREA 3.5 *Gav= 13.9cfs DEPTH= .32 ft. - - -- FLOODWIDTH =16.0 --------- - ----------------- -- ------ -- --------- - - - - -- -- ---------------------- ------------------ - - - - -* I *Footnotes: (1)= User - specified Runoff Parameters * -+ L✓ 0 c C 0 u n n +-+--------------------------------------------------------------/-------------------------------------- - - - + -+ ------- ----- ------------------ - --- -- -- [ SAN BERNARDINO C NTY] ----------------------------------------- STUDY NAME: CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF --------------------------- --[(c) 1983-1992 ADVANCED E INEERING SOFTWARE] ------------------------------ CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc I Fm Fm Q PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in/ (Avg) SUM (ft) ft /ft FPS. AND NOTES ----------- -- - - - - --- ------ - -- ----- - - -- -- - -- -- - ---- -- - -- - -- - -- - - -- - ---- - - -- - -- --- --- - - - - -- ------------- - - - - - -- - - - - -- - -- - - - -- -- - -- - -- - - -- - - - -- - - ---- 520 .0192 4.9 *Qav= 29.7cfs 32.ft- STREET DEPTH= .36 ft. FLOW TO PT.# 1.8 FLOODWIDTH =16.0 4.04 6.4 14.4 A 6D /AC - - -- 16.9 .27 .49 .485 36.1 - - -- ----- - - -- --------------- ------------- - --- - -- - --- -- - -- - - --- - - -- - - -- - --- - - - -- - ----- 650 .0338 14.3 *Qav= 36.tcfs n =.0130 Dn= 1.5 ,8 24.0" -PIPE 4.05 24.3 38.7 A Park ---- 17.7 3.19 .82 .698 86.7 - - -- - - --- -- -- -------- ------- 650 .0154 .. INITIAL SUBAREA 3.02 3.4 3.4 A 6D /AC - - -- 12.0 4.03 .49 .485 10.8 - - -- --- -- - --- -- -- --- -------- ------------- - - - - - -- - - - - -- - -- - - - -- - - - -- - - -- - - -- - - - -- - - - - -- 640 .0188 5.1 *Qav= 24.7cfs 32.ft- STREET DEPTH= .34 ft. FLOW TO PT.# 2.4 FLOODWIDTH =16.0 3,03 9.9 13.3 A 6D /AC - - -- 14.3 3.61 .49 .485 37.4 - - -- - - - -- - --- ------ ---- - -- -- ------------- - - - - --- - - - - -- - -- - - - -- - - --- - - -- - - -- - - - -- - - - - -- 760 .0066 7.8 *Qav= 37.4cfs n =.0130 Dn= 2.1 1.6 33.0 -PIPE 3.04 6.3 19.6 A 6D /AC - - -- 16.0 3.39 .49 .485 51.2 - - -- --- -- - - -- ----- --- ------- ------------- - - - - - -- - - - - -- --- - - - -- -- -- - - - -- ---- - - -- - - --- - - -- -- - - -- - ---- - - -- --------- ---- -- 950 .0179 .. INITIAL SUBAREA 3.12 4.4 4.4 A 6D /AC - - -- 13.5 3.74 .49 .485 12.9 - - -- - - - -- - --- - -------------- ------------- - ------ - - - - -- - -- - - - -- ----- - - -- - --- - - - -- - -- - -- 920 .0174 6.0 *Qav= 37.1cfs 32.ft- STREET DEPTH= .40 ft. FLOW TO PT.# 3.0 FLOODWIDTH =16.0 3.13 19.0 23.4 A 6D /AC - - -- 16.6 3.31 .49 .485 59.6 ---- - - - -- - - -- ----- - ----- ------------- - - - - - -- - - - - -- - -- - - - -- - - --- - - -- - - -- - ---- - - ---- 400 .0500 18.7 *Qav= 59.6cfs n =.0130 Dn= 1.7 ,4 --- 27_ 3.14 13.2 36.6 A Park - - -- 16.9 3.27 .82 .607 87.7 ---- - - - -- - - -- - ------------------------------------------ -- - - - - -- --------------------------------------------- *Footnotes: (1)= User - specified Runoff Parameters * +-+--------------------- --- -------- --------- ----- -- ---- -----------------------=-- ------------ ----- ---- --- +-+ D �M e- +-+-----------------------------------------------------------}----------------------------------------- - - - + -+ - --------------- ---------- - ----- --------[SAN BERNARDINO OUNTY] ----------------------------------------- STUDY NAME: CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER Of -- ---- ------------------ --- - -[(c) 1983 -1992 ADVANCED E GINEERING SOFTWARE] --------- --------------------- CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc I Fm Fm Q PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in/ (Avg) SUM (ft) ft /ft FPS. AND NOTES ------------- -- ----- ---- -- - -- --- -- - - -- - -- -- -- ---- - ---- - - ---- ---- --- -- ---- --------- ------ ------------- - ------ - ----- - -- -- - -- - - -- -- --- -- - ---- --- -- --- - -- - - -- - - --- ---- -- ------- ------ .. 520 .0288 .. INITIAL SUBAREA 5.02 2.3 2.3 A 6D /AC - - -- 9.6 .58 .48 .485 8.5 - --- - - --- - - -- -------- - - --- -- ------------- - - - ---- ------ - -- - - - -- - - - -- --- ---- ----- - - - - -- 740 .0189 6.1 *Qav= 33.Ocfs 32.ft- STREET DEPTH= .38 ft. FLOW TO PT.# 2.5 FLOODWIDTH =16.0 5.03 15.5 17.8 A 6D /AC - - -- 12. 3.98 .49 .485 56.1 - - -- -- - -- -- -- ---- ---- - - --- -- ------------- - -- - - -- - -- --- - -- - - - -- - --- -- -- - - -- - - - -- - - - - -- 1030 .0223 13.5 *Qav= 56.1cfs n =.0130 Dn= 2.0 1.3 30.0" -PIPE 5.04 15.8 33.6 A Park - - -- 13.4 3.75 .82 .645 94.0 - - -- - - - -- - - -- --- ---- -- - - - - -- ------------- - - - - --- - - ---- - -- - - - -- - - -- - -- - - -- - --- - - - -- - - - - -- - - -- - ---- - - -- -------- - -- - - -- .. 570 .0175 .. INITIAL SUBAREA 5.12 4.1 4.1 A 11 +Du - - -- 9.2 4.71 .19 .194 16.7 - - -- - - - -- - - -- --------- - - - - -- ------------- - ------ - - - - -- - -- - - - -- -- -- - - --- - --- - --- - - - -- - ----- -- -- - -- -- - - -- --- ---- --- - - - -- .. 660 .0182 .. INITIAL SUBAREA 6.02 4.1 4.1 A 6D /AC - - -- 11.6 4.09 .49 .485 13.3 -- -- - ---- - - -- -- ---- --- ------ ------------- - -- ---- - - - - -- - -- - - --- --- -- -- -- - - -- - - - -- - - - --- 570 .0228 4.3 *Qav= 19.2cfs 32.ft- STREET DEPTH= .32 ft. FLOW TO PT.# 2.4 FLOODWIDTH =16.0 6.03 4.1 8.2 A 6D /AC - - -- 14.1 3.66 .49 .485 23.4 - - -- - - - -- ---- - -- -- ---- - - - - -- ------------- - - - - - -- - - - - -- - -- - - - -- - - - -- - - -- - --- - - - -- - -- - -- 530 .0057 3.5 *Qav= 32.7cfs 32.ft- STREET DEPTH= .47 ft. FLOW TO PT.# 2.7 FLOODWIDTH =16.0 6.03 7.3 15.5 A 6D /AC - - -- 16.7 3.29 .49 .485 39.2 - - -- -- - -- - - -- -- -- --------- -- ------------- - - - - - -- - --- -- - -- - - - -- - - - -- - - -- -- -- - - - -- - - - - -- 550 .0727 19.2 *Qav= 39.2cfs n =.0130 Dn= 1.4 .5 21.0" -PIPE 6.04 15.2 30.7 A Park - - -- 17.2 3.24 .82 .653 71.4 - - -- - - - -- - - -- - --- --- ----- - -- I ------------------------------------------- - - - - -- ------------------------------------------------- - - - - -� I *Footnotes: (1)= User - specified Runoff Parameters * +-+------------------------ -------- ---------- ---- - ---- -------------------------- --- ------------- -- --- -- --- +-+ j Ll it a r +-+----------------------------------------------------------------------------------------------------- - - - + -+ STUDY NAME; 100.0 -YEAR S CONCENTRATIOI - POINT NUMBEF -- --- -- - - - 32.ft-STREEI FLOW TO PT.0 -- --- -- -- i i _J 7.1i 32.ft- STREET FLOW TO PT.0 7.1: 7.14 8.0; 32.ft- STREEI FLOW TO PT.I ------ - - - 8. 04 Footnotes: - (' TORM RATIONAL ME AREA (ACRES) ISUBAREAI SUM 2.6 - - 2.6 9.6 - 12.2 3.5 1 I 4.2 18.0 ' 3.7 t - - 14.1 11.: ) =Used 3.9 8.1 26.1 3.7 _18.4 29.7 pecifiei THOD STUDY [(c) 1983 - SOIL DEV. TYPE TYPE A 6D /AC A 6D /AC A 6D /AC A 6D /AC A Park A 6D /AC - A 6D /AC A 9D /AC Runoff Pa - - - [SAA (AM( 1992 Tt MIN. 2.7 - - - BERNA II LC ADVANC Tc MIN. 10.7 13 -4 RDINC SSES) ED EN I in /h 4.31 3 -76 -- -1 12.114.00 2.3 - -- 14.5 3.59 .3 - -- 14.7 3.55 - - - -1 16.243.36 1.5 - - -- 17.7 3 19 1.2 - -- 18.9 3.0 rameters COUI GINEI - Fm - - .49 .49 .49 .49 .82 .49 .49 .39 -.. ITY) --- :RING Fm (Avg)' .485 - .485 .485 .485 .719 .485 .485 .448 I �7 0 ITWARI Q SUM _8.9 36.0 12.3 22.7 66.6 9.6 - 44.7 69.9 CALL t PAGE ]- --- PATH (ft) 520 780 550 590 600 i --- 250 720 500 640 ,ULATE[ IHECKE[ : NUMBE SLOPE ft /ft .0173 .0321 .0473 .0119 .0283 .0560 .0042 .0340. .0078 i BY: BY: R V FPS., 5.9 16.4 4.6 15.2 6.6 8.8 OF HYDRAULICS AND NOTES INITIAL SUBAREA *Oav= 23.3cfs DEPTH= .32 ft. FLOODWIDTH =16.0 *Gav= 36.Ocfs n =.0130 Dn= 1.3 24.0 11 -PIPE *Gav= 18.2cfs DEPTH= .30 ft. FLOODWIDTH =16.0 *oav= 22.7cfs n =.0130 Dn= 1.2 18.0" -PIPE ----- ---- -- - - -- --------------- INITIAL SUBAREA *Gav= 27.4cfs DEPTH= .32 ft. FLOODWIDTH =16.0 *Cav= 44.7cfs n =.0130 Dn= 2.0 36.011-PIPE Jli -1 u It I F-1 0 L +-+----------------------------------------------------------------------------------------------------- - - - + -+ STUDY NAME: 100.0-YEAR STORM RATIONAL MI ------ -- --------- ------ - - - - -- CONCENTRATION AREA (ACRES) POINT NUMBER SUBAREA SUM - - ------ ------------- - -- - 8.05 20.4 50.1 8.06 11.8 61.9 8.06 MAIN-STREi ---- --- -- - -- ----- -- I -- - - -- I 8.12 32.ft- STREET FLOW TO PT.# 8.13 32.ft- STREET FLOW TO PT.# 8.13 8.22 8.32 32.ft- STREET FLOW TO PT.# 8.32 'Footnotes: 0 I i 3.4 3.5 3.6 3.4 - - - 3.2 3.8 1= User -si 3.4 6.9 10.5 3.4 - - 3.2 7.0 )ecifie ---- - - - - -- -[SAN BERNI THOD STUDY (AMC 11 L( [(c) 1983-1992 ADVAN( SOIL DEV. Tt Tc TYPE TYPE MIN. MIN_, 1.2 A 11+Du - - -- 20.1 1.6 A 11 +Du - - -- 21.7 1M COPIED ONTO MEMORY -- - - - - - - I - - - - --- A 6D /AC A 6D /AC A 6D /AC A 6D /AC A 6D /AC A 6D /AC i Runoff P, 1.5' - 2_5 2.1 frame 15.0 16.6 19.0 13.6 I 10.4 12.6 :ers RDINO COUNTY]-------------------------------- CALCULATED BY: CHECKED BY: ISSES) PAGE NUMBER OF ;ED ENGINEERING SOFTWARE]------------ I Fm Fm 0 PATH SLOPE V HYDRAULICS in /h - -- (Avg) - SUM - (ft) ft /ft FPS. - -- AND - NOTES - - -- - --- - - - -- - - -- - - - -- - - - - -- 700 .0071 9.4 *oav= 69.9cfs n =.0130 Dn= 2.5 42.0" -PIPE 2.95 .19 .345 117.4 - - -- - - - -- ---- -- -- ------- -- -- ---- - - -- - - - -- - - - - -- 900 .0056 9.6 *oav= 117.4cfs n =.0130 Dn= 3.4 51.0" -PIPE 2.82 .19 .316 139.4 - --- - - - -- - - -- --------------- BANK # 1 700 .0057 .. INITIAL SUBAREA 3.51 .49 .485 9.3 -- -- - ---- - - -- -- ------- - - - --- ---- - - -- - - - -- - - - - -- 300 .0200 3.6 *oav= 13.7cfs DEPTH= .30 ft. FLOODWIDTH =16.0 3.31 .49 .485 17.6 - - -- - ---- - - -- --- ---- -------- ---- - - -- - - - -- - - - - -- 580 .0207 4.4 *oav= 21.7cfs DEPTH= .34 ft. FLOODWIDTH =16.0 - - - -- - - -- 3.05 .49 .485 24.2 - - -- --- ---------- -- ---- - --- - - - -- - -- - -- - - -- - - - -- - --- --------------- 1000 .0190 .. INITIAL SUBAREA 3.72 .49 .485 9.9 - - -- ----- - - -- --------------- 630 .0286 .. INITIAL SUBAREA 4.37 .49 .485 11.2 - --- - -- -- - - -- -- ------ ------ ---- - - -- - - - -- - - - - -- 400 .0125 3.5 oav 17.1cfs DEPTH= .34 ft. FLOODWIDTH =16.0 3.91 .49 .485 21.5 ---- - - - -- -- -- --------------- ------------------------------------------------------- ----------------------------- ----- ------ -------- -- -- - - -- I R, F� C] C 0 0 +-+----------------------------------------------------------------------------------------------------- - - - + -+ STUDY NAME: 100.0 -YEAR S1 CONCENTRATION - POINT NUMBER 32.ft- STREET FLOW TO PT.# -- - - - - -- - ---- --- -- - 32.ft- STREET FLOW TO PT.# 8.43 8.44 8.45 8.46 8.47 8.06 ORM RAT AREA G SUBAREA - - - 4.7 5.4 -- - 10.1 13.2 13.3 7.5 12.5 10.5 TONAL ME 1CRES) - SUM - 11_7 5.4 - 15.5 28.7 42.0 49.9 62.4 73.3 THOD STUDY [(c) 1983 - SOIL DEV. TYPE TYPE A 6D /AC A 11 +Du - A - 11 +Du A 11 +Du A 11 +Du A 11 +Du A 11 +Du A 11 +Du - [SAN (AMC 1992 Tt MIN. 1.4 1.4 1.6 .5 1.3 1.8 _1. BERNAI I I L01 ADVANCI Tc - MIN. - 13_9 9.9 - 11 .3 12.9 13.4 14.7 16.5 18.2 tD I NC ;SESJ :D EN I in /h 5.67 :.50 -16 3.85 3.76 3.55 3.32 3.13 COUN G1NEE Fm .49 .19 - .19 .19 .19 .19 .19 .19 TY] --- RING 5 Fm (Avg) _485 .194 -_ 194 .194 .194 .194 .194 .194 I OFTWARE Q - SUM - 33_6 20.9 - 55.3 94.4 134.6 150.8 175.3 193.5 CALC C PAGE PATH (ft) 340 600 490 1160 400 820 1050 1040 ULATEC HECKEC NUMBE SLOPE ft /ft .01331 .0245 .0172 .0125 .0061 .0048 .0048 BY: BY: R OF V HYDRAULICS FPS. -_ - AND NOTES 4.6 *Qav= 28.3cfs DEPTH= .38 ft. I - ------ --- --- - - - 0 .. INITIAL SUBAREA 6.4 *Qav= 38.9cfs DEPTH= .38 ft. FLOODWIDTH =16.0 12.4 *Qav= 55.3cfs n =.0130 Dn= 1.9 33.0" -PIPE 12.5 *Qav= 94.4cfs n =.0130 Dn= 2.6 42.0 -PIPE 10.4 *Qav= 134.6cfs n =.0130 Dn= 3.4 54.0" -PIPE 9.8 *Qav= 150.8cfs n =.0130 Dn= 3.7 60.0" -PIPE 10.2 *Qav -- 175.3cfs n=.0130 Dn= 3.9 63.011-PIPE - I -------=-------=------------------------------------------------------- ---------------- ------ - - - - -* - -- - -- *Footnotes: (1)= User - specified Runoff Parameters * +-+------------------------------------------------------------------------------- ---- ------ ------ ------ --- +-+ U F a ------------------------------------------------------------ / ii H LI N L� ------- ------ ----- ---- ------------- -- [SAN BERNARDINO STUDY NAME: C TY)--------------------------------------- CALCULATED BY: CHECKED BY: 100.0-YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER OF -- ------------------- 1983 -1992 ADVANCED EN NEERING SOFTWARE) ----- ------------------------- CONCENTRATION AREA (ACRES) SOILIDEV. Tt Tc 1 TYPE in /h - - POINT_NUMBER SUBAREA - SUM - E TYPE MIN. MIN. -- ---� ---- - ---- - -- Fm Fm - -- (Avg) - -- G PATH SLOPE V SUM(ft) ft /ft - -- FPS. - --- HYDRAULICS ---- -------- ------- - - - -- I ----- 8.06 MEMORY BANK # 1 CONFLUENCED WITH IN-STREAM G(cfs) Tc(min) Fp(avg) Ap( vg) Fm(avg) I(in /hr) Ae(acres) 325.17 18.23 .970 .25 .245 3.13 125.36 312.53 21.1% .970 .26 .250 2.82 135.20 - - -- - - - -- -- -- --------- - - - --- r ------- -- - - -- - - - - - -- - - - - -- - -- - ---- - - -- - - --- -- -- - - -- - - - -- ------------- - - - - - -- - -- - -- - -- - - - -- - - -- - - -- - - -- - - - -- - - - - -- - - - - -- 400 .0350 24.9 *Gav= 325.2cfs n =.0130 Dn= 3.4 .3 54.0" -PIPE 8.07 16.3 141.7 A Park -- -- 18.5 3.10 .82 .311 355.5 -- -- ----- - - -- ---------- ----- ------------- - - -- - -- -- - --- --- - -- -- - --- - -- - --- - .. --- -- - -- - - - - -- - --- - - - -- - --- 1100 .0327 .. --------- - ----- INITIAL SUBAREA 9.02 15.6 15.6 A Park - - -- 15.8 3.41 .82 .825 36.3 - - -- - - - -- ---- --------------- ---- 9.02 15.6 ---- 15.8 ------- - - - - -- -- - - - -- - - - --- --- - - - -- - - -- --- - - -- - EFFECTIVE AREA(ACRES)= 15.60 TOTAL AREA( RES)= --- - - - -- 15.60 36.3 - - -- - - - -- ---- STREAM SUMMARY - - - - -- ---- - - - -- - - -- --------------- PEAK FLOW RATE(CFS)= 36.34 TIME OF CONCENTRATION(MIN.)= 15.76 MEAN VALU S: Fp(IN/HR) _ - --- -- -- -- -- - - - -- .970; Ap = .850; Fm(IN /HR) _ .825 ---- -- -- -- ----- -- -- -- -- ------- -- -- ---------- - -- - ------ - ----- --- ----- ---- ------------------------ ----- --- --------- --- ----- ---- *Footnotes: (1)=User-specified Runoff Parameters -- ---------------- -- ------- ---- --- ----- ------- - -* * ------------------------- ----------------- - - - + -+ H LI N L� rte, A Alf 0 I y CUT PAPER ALONG OUTSIDE BORDER -LINE V +-+---------------------------------------------------------------------------- --- -- ---------------- ---- - - - +-+ ________________________________________________________________________ ___________ &---- ____ _--- - -____ STUDY NAME: CALCULATED BY: CHECKED BY: 100.0 -YEAR STORM RATIONAL METHOD STUDY PAGE NUMBER OF -------- --- ---- ------[A D V A N C E D E N G I N E E R I N G S 0 F T W A R E)--------=--- CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc I Fm Fm Q PATH SLOPE V HYDRAULICS - POINT NUMBER ISUBARE TYPE TYPE MIN_ - MIN. in /h -_ -- I (Avg ) __SUM_ (f t) ft /ft FPS - - -- AND - NOTES -- 800 .0313 .. INITIAL SUBAREA 1.00 10.0 10.0 1 9 -- -- 12.7 3.88 .28 .280 32.4 - - -- -- --- - --- --------------- ------------- - - - - - -- - - - - -- -- -- - - -- - -- -- - - -- - - -- - - - -- - --- -- 600 .0267 13.0 *Qav= 32.4cfs n =.0130 Dn= 1.5 ,8 24.0" -PIPE 2.00 65.0 75.0 1 9 - --- 13.5 3.75 .280 .280 234.2 - - -- - - - -- ---- - ---- ---- -- -- -- ------------- - - - - - -- -- ---- - - -- - - -- - - - -- - - -- - - -- --- -- - - ---- 450 .0244 20.6 *Qav= 234.2cfs n =.0130 Dn= 3.2 ,4 51.0" -PIPE 3.00 82.0 157.0 1 9 - - -- 13.8 3.69 .280 .280 481.9 - - -- --- -- -- -- --------------- ------------- - - - - - -- - - - - -- - - -- - - -- - - - -- - - -- - - -- - - - -- - - - - -- 900 .0311 26.9 *Qav= 481.9cfs n =.0130 Dn= 4.0 ,6 ___63_0"_ - PIPE 4.00 73.0 230.0 1 9 ---- 14.4 3.60 .280 .280 688.1 ---- ----- ---- - ----- -- - - - - -- - - --- -- - - - - -- - - -- - - -- - - - -- - - -- -- -- - - - -- - - - - -- 1250 .0280 28.0 *Qav -- 688.1cfs n =.0130 Dn= 4.9 ,7 72.0" -PIPE 5.00 100.0 330.0 1 9 - - -- 15.1 3.50 .280 .280 955.4 - - -- --- -- ---- - -- ------ --- ------------- -- - - - -- - - ---- - --- - - -- - - - -- - - -- - - -- - - - -- - - - - -- 3450 .0113 22.1 *Qav= 955.4cfs n =.0130 Dn= 6.0 2.6 102.0 PIPE PIPE 6.00 108.0 438.0 1 9 - - -- 17.7 3.18 .280 .280 1143.0 -- -- -- - -- ---- -- ------------- - - - - - -- - - - --- -- -- - - -- -- -- - -- - - -- - - -- - -- -- --- - -- - - -- - -- -- - - -- --------------- 6.00 438.0 - - -- 17.7 1143.0 - - -- ----- ---- STREAM SUMMARY ----- ---- -- -- - - --- -- - - ---- - - -- - --- - - -- - -- ---- - - -- - -- -- --- --- - --- - EFFECTIVE - AREA (ACRES) = - -- 438 00 -- TOTAL STUDY REA(ACRES)= 438.00 -- PEAK FLOW - RATE(CFS)= --- 1142_98 - i ---------------------- -------- --------- ------ -- - - -- ----------------------------------- �DEV TYPES: 1= Com,2= MF,3= Apt,4= Con,S 11 + D /AC, = 8- 10D /AC,7=5- 7D /AC, SOIL TYPES: 1 =A,2=B,3 =C,4=D,' " 8= 3- 4D/ AC, 9= 2D/ AC, 10= 1D /AC,11= 0.4D /AC,12= Sch,13= PK,14= g,15= PC,16= AC,17 =DC 0,5= SPECIFIED RUNOFF COEFF. ' ------------------------------------------------------ ------------------ -------------- ------ ----------- oS III John M. Tettemer & Associates, Ltd. Sierra Lakes Hydrologic Parameter Summary C First 24 Hours of 48 -Hour Storm Subarea Tributary Area Tc (min) Ybar Fm (in /hr) (ac) (sq mi) A 96.1 0.150 19.7 0.569 0.434 B 44.3 0.069 23.9 0.656 0.507 C 38.7 0.060 22.3 0.728 0.567 D 56.2 0.088 19.3 0.580 0.444 E 37.7 0.059 15.9 0.621 0.477 F 177.1 0.277 22.0 0.380 0.273 H 15.6 0.024 15.8 0.868 0.684 1 38.3 0.060 16.2 0.668 0.518 J i 30.7 0.048 21.3 0.678 0.525 OS 1 438.01 0.6841 19.51 0.4911 0.370 Second 24 Hours of 48 -Hour Storm Subarea Tributary Area Tc (min) Ybar Fm (in /hr) (ac) (sq mi) A 96.1 0.150 18.2 0.369 0.434 B 44.3 0.069 21.8 0.428 0.507 C 38.7 0.060 17.7 0.476 0.567 D 56.2 0.088 16.9 0.377 0.444 E 37.7 0.059 13.4 0.404 0.477 F 177.1 0.277 18.5 0.241 0.273 H 15.6 0.024 15.8 0.570 0.684 1 38.3 0.060 14.7 0.437 0.518 J 30.7 0.048 17.2 0.443 0.525 OS 1 438.0 0.6841 17.71 0.3181 0.370 sirf.wk3 08- Oct -93 tdg A 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm ----------------------------------------------------------------------- First 24 Hours of 48 -Hour Storm Subarea A .i Point Rainfall 5- Minute = 0.21 inches 30- Minute = 0.41 1 -Hour = 0.55 inches inches 3 -Hour = 1.04 inches 6-Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.15 square miles Fm 0.434 inches /hour Ybar 0.569 Tc Coefficients Exponents 19.7 minutes for Area - Adjusted and Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 i Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.351 0.351 0.142 0.209 0.635 55 2 0.463 0.112 0.064 0.048 0.147 13 3 0.547 0.084 0.048 0.036 0.111 10 4 0.645 0.098 0.056 0.042 0.129 11 5 0.735 0.090 0.051 0.039 0.118 10 6 0.817 0.082 0.047 0.035 0.108 9 7 0.894 0.077 0.044 0.033 0.101 9 8 0.966 0.072 0.041 0.031 0.095 8 9 10 1.035 1.102 0.069 0.067 0.039 0.038 0.030 0.029 0.090 0.088 8 8 11 1.166 0.064 0.037 0.028 0.084 7 12 1.228 0.062 0.035 0.027 0.081 7 13 1.288 0.060 0.034 0.026 0.079 7 14 1.346 0.058 0.033 0.025 0.076 7 15 1.402 0.056 0.032 0.024 0.074 6 16 1.457 0.055 0.031 0.024 0.072 6 17 1.510 0.054 0.030 0.023 0.070 6 18 19 1.563 1.614 0.052 0.052 0.030 0.029 0.023 0.022 0.069 0.068 6 6 20 1.665 0.051 0.029 0.022 0.067 6 21 1.715 0.050 0.028 0.022 0.066 6 22 1.765 0.049 0.028 0.021 0.064 6 23 1.813 0.048 0.027 0.021 0.063 5 24 1.860 0.047 0.027 0.020 0.062 5 25 1.907 0.047 0.027 0.020 0.061 5 26 1.953 0.046 0.026 0.020 0.060 5 27 28 1.998 2.042 0.045 0.045 0.026 0.025 0.019 0.019 0.059 0.058 5 5 29 2.086 0.044 0.025 0.019 0.058 5 30 2.130 0.043 0.025 0.019 0.057 5 31 2.172 0.043 0.024 0.018 0.056 5 32 2.215 0.042 0.024 0.018 0.055 5 33 2.256 0.042 0.024 0.018 0.055 5 34 2.297 0.041 0.023 0.018 0.054 5 35 2.338 0.041 0.023 0.018 0.053 5 36 2.378 0.040 0.023 0.017 0.053 5 37 2.418 0.040 0.023 0.017 0.052 5 38 2.458 0.039 0.022 0.017 0.052 4 39 2.497 0.039 0.022 0.017 0.051 4 40 2.535 0.039 0.022 0.017 0.051 4 0 41 2.574 0.038 0.022 0.016 0.050 4 42 2.611 0.038 0.022 0.016 0.050 4 43 2.649 0.038 0.021 0.016 0.049 4 44 2.686 0.037 0.021 0.016 0.049 4 45 2.723 0.037 0.021 0.016 0.048 4 46 2.760 0.037 0.021 0.016 0.048 4 47 2.796 0.036 0.021 0.016 0.048 4 48 2.832 0.036 0.020 0.015 0.047 4 49 2.867 0.036 0.020 0.015 0.047 4 50 2.903 0.035 0.020 0.015 0.046 4 51 2.938 0.035 0.020 0.015 0.046 4 52 2.972 0.035 0.020 0.015 0.046 4 53 3.007 0.035 0.020 0.015 0.045 4 54 3.041 0.034 0.019 0.015 0.045 4 55 3.075 0.034 0.019 0.015 0.045 4 56 3.109 0.034 0.019 0.015 0.044 4 57 3.143 0.034 0.019 0.014 0.044 4 58 3.176 0.033 0.019 0.014 0.044 4 59 3.209 0.033 0.019 0.014 0.043 4 60 3.242 0.033 0.019 0.014 0.043 4 61 3.274 0.033 0.019 0.014 0.043 4 62 3.307 0.032 0.018 0.014 0.043 4 63 3.339 0.032 0.018 0.014 0.042 4 64 3.371 0.032 0.018 0.014 0.042 4 65 3.403 0.032 0.018 0.014 0.042 4 66 3.435 0.032 0.018 0.014 0.042 4 67 3.466 0.031 0.018 0.014 0.041 4 68 3.497 0.031 0.018 0.013 0.041 4 69 3.528 0.031 0.018 0.013 0.041 4 70 3.559 0.031 0.018 0.013 0.041 4 71 3.590 0.031 0.017 0.013 0.040 3 72 3.621 0.031 0.017 0.013 0.040 3 73 3.651 0.030 0.017 0.013 0.040 3 74 3.681 0.030 0.017 0.013 0.040 3 ['1 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 48 -Hour Storm ----------------------------------------------------------------------- Subarea B Point Rainfall D 5-Minute = 0.21 inches 30- Minute = 0.41 inches 1 -Hour = 0.55 inches 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.07 square miles Fm 0.507 inches /hour Ybar 0.656 Tc 23.9 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T - 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 2 0.379 0.379 0.502 0.123 0.202 0.081 0.177 0.042 0.444 0.106 18 4 3 0.611 0.109 0.072 0.038 0.094 4 4 0.722 0.111 0.073 0.038 0.096 4 5 0.823 0.100 0.066 0.034 0.087 3 6 0.915 0.092 0.060 0.032 0.080 3 7 1.000 0.086 0.056 0.030 0.074 3 8 1.082 0.082 0.054 0.028 0.071 3 9 10 1.161 0.079 1.236 0.075 0.052 0.049 0.027 0.026 0.068 0.065 3 3 11 1.308 0.072 0.047 0.025 0.062 2 12 1.377 0.069 0.046 0.024 0.060 2 13 1.445 0.067 0.044 0.023 0.058 2 14 1.510 0.065 0.043 0.022 0.056 2 15 1.573 0.063 0.041 0.022 0.055 2 16 1.636 0.063 0.041 0.022 0.054 2 17 1.697 0.061 0.040 0.021 0.053 2 18 1.757 0.060 0.039 0.021 0.052 2 19 1.815 0.059 1.872 0.057 0.038 0.038 0.020 0.020 0.051 0.050 2 2 20 21 1.929 0.056 0.037 0.019 0.049 2 22 1.984 0.055 0.036 0.019 0.048 2 23 2.038 0.054 0.036 0.019 0.047 2 24 2.091 0.053 0.035 0.018 0.046 2 25 2.144 0.052 0.034 0.018 0.045 2 26 2.195 0.052 0.034 0.018 0.045 2 27 2.246 0.051 0.033 0.017 0.044 2 28 2.296 0.050 2.346 0.049 0.033 0.032 0.017 0.017 0.043 0.043 2 2 29 30 2.394 0.049 0.032 0.017 0.042 2 31 2.442 0.048 0.032 0.017 0.042 2 32 2.490 0.047 0.031 0.016 0.041 2 33 2.537 0.047 0.031 0.016 0.040 2 34 2.583 0.046 0.030 0.016 0.040 2 35 2.629 0.046 0.030 0.016 0.040 2 36 2.674 0.045 0.030 0.016 0.039 2 37 2.719 0.045 2.763 0.044 0.029 0.029 0.015 0.015 0.039 0.038 2 2 38 39 2.807 0.044 0.029 0.015 0.038 2 40 2.850 0.043 0.028 0.015 0.037 1 D 41 2.893 0.043 0.028 0.015 0.037 42 2.936 0.043 0.028 0.015 0.037 43 2.978 0.042 0.028 0.015 0.036 44 3.020 0.042 0.027 0.014 0.036 45 3.061 0.041 0.027 0.014 0.036 46 3.103 0.041 0.027 0.014 0.035 47 3.143 0.041 0.027 0.014 0.035 48 3.184 0.040 0.026 0.014 0.035 49 3.224 0.040 0.026 0.014 0.035 50 3.263 0.040 0.026 0.014 0.034 51 3.303 0.039 0.026 0.014 0.034 52 3.342 0.039 0.026 0.013 0.034 53 3.381 0.039 0.025 0.013 0.034 54 3.419 0.039 0.025 0.013 0.033 55 3.457 0.038 0.025 0.013 0.033 56 3.495 0.038 0.025 0.013 0.033 57 3.533 0.038 0.025 0.013 0.033 58 3.571 0.037 0.025 0.013 0.032 59 3.608 0.037 0.024 0.013 0.032 60 3.645 0.037 0.024 0.013 0.032 61 3.681 0.037 0.024 0.013 0.032 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 48 -Hour Storm ----------------------------------------------------------------------- Subarea C Point Rainfall 5- Minute = 0.21 inches 30- Minute 1 -Hour = 0.41 inches = 0.55 inches 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches 24-Hour = 3.65 inches Drainage Area 0.06 square miles Fm 0.567 inches /hour Ybar 0.728 Tc 22.3 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.369 0.369 0.211 0.087 0.158 0.032 0.425 0.087 15 3 2 0.487 0.119 3 0.587 0.099 0.072 0.027 0.073 3 4 0.694 0.107 0.078 0.029 0.078 3 5 0.790 0.096 0.070 0.026 0.070 2 6 0.878 0.088 0.064 0.024 0.065 2 7 0.961 0.082 0.060 0.022 0.060 2 8 1.039 0.078 0.057 0.021 0.057 2 9 1.114 0.075 0.055 0.020 0.055 2 10 1.186 0.072 0.069 0.052 0.050 0.020 0.019 0.053 0.051 2 2 11 12 1.255 1.322 0.067 0.049 0.018 0.049 2 13 1.386 0.064 0.047 0.018 0.047 2 14 1.449 0.062 0.045 0.017 0.046 2 15 1.509 0.061 0.044 0.017 0.044 2 16 1.568 0.059 0.043 0.016 0.043 1 17 1.627 0.059 0.043 0.016 0.043 1 18 1.684 0.057 0.042 0.016 0.042 1 19 1.740 0.056 1.795 0.055 0.041 0.040 0.015 0.015 0.041 0.040 1 1 20 21 1.849 0.054 0.039 0.015 0.039 1 22 1.902 0.053 0.039 0.014 0.039 1 23 1.954 0.052 0.038 0.014 0.038 1 24 2.005 0.051 0.037 0.014 0.037 1 25 2.056 0.050 0.037 0.014 0.037 1 26 2.105 0.049 0.036 0.013 0.036 1 27 2.154 0.049 0.035 0.013 0.036 1 28 2.202 0.048 2.249 0.047 0.035 0.034 0.013 0.013 0.035 0.035 1 1 29 30 2.296 0.047 0.034 0.013 0.034 1 31 2.342 0.046 0.034 0.013 0.034 1 32 2.387 0.046 0.033 0.012 0.033 1 33 2.432 0.045 0.033 0.012 0.033 1 34 2.477 0.044 0.032 0.012 0.033 1 35 2.521 0.044 0.032 0.012 0.032 1 36 2.564 0.043 0.032 0.012 0.032 1 37 2.607 0.043 2.650 0.042 0.031 0.031 0.012 0.012 0.031 0.031 1 1 38 39 2.692 0.042 0.031 0.011 0.031 1 40 2.733 0.042 0.030 0.011 0.030 1 0 41 2.774 0.041 0.030 0.011 0.030 42 2.815 0.041 0.030 0.011 0.030 43 2.856 0.040 0.029 0.011 0.030 44 2.896 0.040 0.029 0.011 0.029 45 2.936 0.040 0.029 0.011 0.029 46 2.975 0.039 0.029 0.011 0.029 47 3.014 0.039 0.028 0.011 0.029 48 3.053 0.039 0.028 0.011 0.028 49 3.091 0.038 0.028 0.010 0.028 50 3.129 0.038 0.028 0.010 0.028 51 3.167 0.038 0.028 0.010 0.028 52 3.204 0.038 0.027 0.010 0.027 53 3.242 0.037 0.027 0.010 0.027 54 3.279 0.037 0.027 0.010 0.027 55 3.315 0.037 0.027 0.010 0.027 56 3.352 0.036 0.027 0.010 0.027 57 3.388 0.036 0.026 0.010 0.026 58 3.424 0.036 0.026 0.010 0.026 59 3.459 0.036 0.026 0.010 0.026 60 3.495 0.035 0.026 0.010 0.026 61 3.530 0.035 0.026 0.010 0.026 62 3.565 0.035 0.025 0.010 0.026 63 3.600 0.035 0.025 0.009 0.025 64 3.634 0.035 0.025 0.009 0.025 65 3.669 0.034 0.025 0.009 0.025 66 3.703 0.034 0.025 0.009 0.025 M A C+ SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 48-Hour Storm ----------------------------------------------------------------------- Subarea D Point Rainfall 5- Minute = 0.21 inches PR 30- Minute 1-Hour = 0.41 = 0.55 inches inches 3-Hour = 1.04 inches 6 -Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.09 square miles Fm 0.444 inches /hour Ybar 0.580 Tc 19.3 minutes Exponents for Area - Adjusted Mass Rainfall: Coefficients and T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 R wi Peak ' Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) ---- -------- 1 ----------- 0.348 ----------- 0.348 ----------- 0.143 ----------------------------- 0.205 0.639 32 2 0.459 0.111 0.064 0.047 0.145 7 3 0.543 0.083 0.048 0.035 0.109 6 4 0.638 0.095 0.055 0.040 0.124 6 5 0.726 0.088 0.051 0.037 0.116 6 6 0.808 0.081 0.047 0.034 0.106 5 7 0.883 0.076 0.044 0.032 0.099 5 8 0.955 0.071 0.041 0.030 0.093 5 El 9 10 1.023 1.088 0.068 0.066 0.039 0.038 0.028 0.028 0.088 0.086 4 4 11 1.152 0.063 0.037 0.027 0.083 4 12 1.213 0.061 0.035 0.026 0.080 4 13 1.272 0.059 0.034 0.025 0.077 4 14 1.329 0.057 0.033 0.024 0.075 4 15 1.385 0.056 0.032 0.023 0.073 4 16 1.439 0.054 0.031 0.023 0.071 4 17 1.492 0.053 0.031 0.022 0.069 3 18 1.544 0.052 0.030 0.022 0.067 3 19 1.595 0.051 0.029 0.021 0.066 3 .20 1.645 0.050 0.029 0.021 0.066 3 21 1.694 0.049 0.029 0.021 0.064 3 22 1.743 0.048 0.028 0.020 0.063 3 23 1.790 0.048 0.028 0.020 0.062 3 24 1.837 0.047 0.027 0.020 0.061 3 25 1.883 0.046 0.027 0.019 0.060 3 26 1.928 0.045 0.026 0.019 0.059 3 27 1.973 0.045 0.026 0.019 0.058 3 28 2.017 0.044 0.026 0.018 0.057 3 29 2.060 0.043 0.025 0.018 0.057 3 30 2.103 0.043 0.025 0.018 0.056 3 31 2.145 0.042 0.024 0.018 0.055 3 32 2.187 0.042 0.024 0.018 0.054 3 33 2.228 0.041 0.024 0.017 0.054 3 34 2.269 0.041 0.024 0.017 0.053 3 35 2.309 0.040 0.023 0.017 0.053 3 36 2.349 0.040 0.023 0.017 0.052 3 37 2.388 0.039 0.023 0.017 0.051 3 38 2.427 0.039 0.023 0.016 0.051 3 39 2.466 0.039 0.022 0.016 0.050 3 40 2.504 0.038 0.022 0.016 0.050 3 C+ 41 2.542 0.038 0.022 0.016 0.049 2 42 2.579 0.037 0.022 0.016 0.049 2 43 2.616 0.037 0.021 0.016 0.048 2 44 2.653 0.037 0.021 0.015 0.048 2 45 2.689 0.036 0.021 0.015 0.048 2 46 2.725 0.036 0.021 0.015 0.047 2 47 2.761 0.036 0.021 0.015 0.047 2 48 2.797 0.035 0.021 0.015 0.046 2 49 2.832 0.035 0.020 0.015 0.046 2 50 2.867 0.035 0.020 0.015 0.046 2 51 2.901 0.035 0.020 0.015 0.045 2 52 2.936 0.034 0.020 0.014 0.045 2 53 2.970 0.034 0.020 0.014 0.045 2 54 3.004 0.034 0.020 0.014 0.044 2 55 3.037 0.034 0.019 0.014 0.044 2 56 3.071 0.033 0.019 0.014 0.044 2 57 3.104 0.033 0.019 0.014 0.043 2 58 3.137 0.033 0.019 0.014 0.043 2 59 3.169 0.033 0.019 0.014 0.043 2 60 3.202 0.032 0.019 0.014 0.042 2 61 3.234 0.032 0.019 0.014 0.042 2 62 3.266 0.032 0.019 0.013 0.042 2 63 3.298 0.032 0.018 0.013 0.042 2 64 3.329 0.032 0.018 0.013 0.041 2 65 3.361 0.031 0.018 0.013 0.041 2 66 3.392 0.031 0.018 0.013 0.041 2 67 3.423 0.031 0.018 0.013 0.041 2 68 3.454 0.031 0.018 0.013 0.040 2 69 3.485 0.031 0.018 0.013 0.040 2 70 3.515 0.031 0.018 0.013 0.040 2 71 3.546 0.030 0.018 0.013 0.040 2 72 3.576 0.030 0.018 0.013 0.039 2 73 3.606 0.030 0.017 0.013 0.039 2 74 3.636 0.030 0.017 0.013 0.039 2 75 3.666 0.030 0.017 0.012 . 0.039 2 76 3.695 0.030 0.017 0.012 0.039 2 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 48-Hour Storm ----------------------------------------------------------------------- Subarea E Point Rainfall 5- Minute = 0.21 inches 30- Minute = 0.41 inches 1 -Hour = 0.55 inches 3-Hour = 1.04 inches 6-Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.06 square miles Fm 0.477 inches /hour Ybar 0.621 Tc 15.9 minutes L Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.323 0.323 0.126 0.196 0.741 25 2 0.424 0.101 0.063 0.038 0.145 5 3 0.501 0.077 0.048 0.029 0.110 4 4 0.570 0.069 0.043 0.026 0.098 3 5 0.649 0.079 0.049 0.030 0.113 4 6 0.721 0.073 0.045 0.028 0.104 4 7 0.789 0.068 0.042 0.026 0.097 3 8 0.853 0.064 0.040 0.024 0.091 3 9 0.914 0.061 0.038 0.023 0.087 3 10 0.971 0.058 0.036 0.022 0.083 3 11 1.027 0.055 0.034 0.021 0.079 3 12 1.081 0.054 0.034 0.021 0.077 3 13 1.134 0.053 0.033 0.020 0.075 3 14 1.185 0.051 0.032 0.019 0.073 2 15 1.234 0.050 0.031 0.019 0.071 2 16 1.283 0.048 0.030 0.018 0.069 2 17 1.330 0.047 0.029 0.018 0.067 2 18 1.376 0.046 0.029 0.017 0.066 2 19 1.421 0.045 0.028 0.017 0.064 2 20 1.465 0.044 0.027 0.017 0.063 2 21 1.508 0.043 0.027 0.016 0.062 2 22 1.550 0.042 0.026 0.016 0.061 2 23 1.592 0.042 0.026 0.016 0.060 2 24 1.633 0.042 0.026 0.016 0.060 2 25 1.674 0.041 0.025 0.016 0.059 2 26 1.715 0.040 0.025 0.015 0.058 2 27 1.754 0.040 0.025 0.015 0.057 2 28 1.794 0.039 0.024 0.015 0.056 2 29 1.832 0.039 0.024 0.015 0.055 2 30 1.870 0.038 0.024 0.014 0.054 2 31 1.908 0.038 0.023 0.014 0.054 2 32 1.945 0.037 0.023 0.014 0.053 2 33 1.981 0.037 0.023 0.014 0.052 2 34 2.018 0.036 0.022 0.014 0.052 2 35 2.053 0.036 0.022 0.014 0.051 2 36 2.089 0.035 0.022 0.013 0.051 2 37 2.124 0.035 0.022 0.013 0.050 2 38 2.158 0.035 0.021 0.013 0.050 2 39 2.193 0.034 0.021 0.013 0.049 2 40 2.226 0.034 0.021 0.013 0.049 2 L �l P T N f Pt 41 2.260 0.034 0.021 0.013 0.048 42 2.293 0.033 0.021 0.013 0.048 43 44 2.326 2.359 0.033 0.033 0.020 0.020 0.012 0.012 0.047 0.047 45 2.391 0.032 0.020 0.012 0.046 46 2.423 0.032 0.020 0.012 0.046 47 2.455 0.032 0.020 0.012 0.045 48 2.487 0.032 0.020 0.012 0.045 49 2.518 0.031 0.019 0.012 0.045 50 2.549 0.031 0.019 0.012 0.044 51 2.580 0.031 0.019 0.012 0.044 52 2.610 0.031 0.019 0.012 0.044 53 2.641 0.030 0.019 0.011 0.043 54 2.671 0.030 0.019 0.011 0.043 55 2.701 0.030 0.019 0.011 0.043 56 2.730 0.030 0.018 0.011 0.042 57 2.760 0.029 0.018 0.011 0.042 58 2.789 0.029 0.018 0.011 0.042 59 2.818 0.029 0.018 0.011 0.042 60 2.847 0.029 0.018 0.011 0.041 61 2.876 0.029 0.018 0.011 0.041 62 2.904 0.028 0.018 0.011 0.041 63 2.932 0.028 0.018 0.011 0.040 64 2.960 0.028 0.017 0.011 0.040 65 2.988 0.028 0.017 0.011 0.040 66 3.016 0.028 0.017 0.011 0.040 67 3.044 0.028 0.017 0.010 0.040 68 3.071 0.027 0.017 0.010 0.039 69 3.099 0.027 0.017 0.010 0.039 70 3.126 0.027 0.017 0.010 0.039 71 3.153 0.027 0.017 0.010 0.039 72 3.180 0.027 0.017 0.010 0.038 73 3.206 0.027 0.017 0.010 0.038 74 3.233 0.027 0.016 0.010 0.038 75 3.259 0.026 0.016 0.010 0.038 76 3.286 0.026 0.016 0.010 0.038 77 3.312 0.026 0.016 0.010 0.037 78 3.338 0.026 0.016 0.010 0.037 79 3.364 0.026 0.016 0.010 0.037 80 3.389 0.026 0.016 0.010 0.037 81 3.415 0.026 0.016 0.010 0.037 82 3.440 0.025 0.016 0.010 0.036 83 3.466 0.025 0.016 0.010 0.036 84 3.491 0.025 0.016 0.010 0.036 85 3.516 0.025 0.016 0.010 0.036 86 3.541 0.025 0.016 0.009 0.036 87 3.566 0.025 0.015 0.009 0.036 88 3.591 0.025 0.015 0.009 0.035 89 3.616 0.025 0.015 0.009 0.035 90 3.640 0.025 0.015 0.009 0.035 91 3.665 0.024 0.015 0.009 0.035 92 3.689 0.024 0.015 0.009 0.035 �l P T N f Pt L� SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA 100 -Year 24 -Hour Storm METHOD First 24 Hours of 48 -Hour Storm ----------------------------------------------------------------------- Subarea F Point Rainfall 5- Minute = 0.21 inches 30-Minute = 0.41 inches 1 -Hour = 0.55 inches 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.28 square miles Fm 0.273 inches /hour Ybar 0.380 Tc 22.0 minutes Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.367 0.367 0.100 0.267 0.727 116 2 0.485 0.118 0.045 0.073 0.200 32 3 0.582 0.097 0.037 0.060 0.165 26 4 0.688 0.106 0.040 0.066 0.179 29 5 0.784 0.095 0.036 0.059 0.161 26 6 0.872 0.088 0.033 0.054 0.148 24 7 0.953 0.082 0.031 0.051 0.138 22 8 1.030 0.077 0.029 0.048 0.130 21 9 1.105 0.074 0.028 0.046 0.126 20 10 1.176 0.071 0.027 0.044 0.121 19 11 1.245 0.069 0.026 0.043 0.116 19 12 1.311 0.066 0.025 0.041 0.112 18 13 1.375 0.064 0.024 0.040 0.108 17 14 1.437 0.062 0.024 0.038 0.105 17 15 1.497 0.060 0.023 0.037 0.102 16 16 1.556 0.059 0.022 0.036 0.099 16 17 1.614 0.058 0.022 0.036 0.098 16 18 1.671 0.057 0.022 0.035 0.096 15 19 1.726 0.056 0.021 0.035 0.094 15 20 1.781 0.055 0.021 0.034 0.092 15 21 1.834 0.053 0.020 0.033 0.090 14 22 1.887 0.052 0.020 0.033 0.089 14 23 1.938 0.052 0.020 0.032 0.087 14 24 1.989 0.051 0.019 0.031 0.086 14 25 2.039 0.050 0.019 0.031 0.084 13 26 2.088 0.049 0.019 0.030 0.083 13 27 2.136 0.048 0.018 0.030 0.082 13 28 2.184 0.048 0.018 0.030 0.081 13 29 2.231 0.047 0.018 0.029 0.079 13 30 2.277 0.046 0.018 0.029 0.078 12 31 2.323 0.046 0.017 0.028 0.077 12 32 2.368 0.045 0.017 0.028 0.076 12 33 2.412 0.045 0.017 0.028 0.075 12 34 2.457 0.044 0.017 0.027 0.074 12 35 2.500 0.044 0.017 0.027 0.074 12 36 2.543 0.043 0.016 0.027 0.073 12 37 2.586 0.043 0.016 0.026 0.072 11 38 2.628 0.042 0.016 0.026 0.071 11 39 2.670 0.042 0.016 0.026 0.071 11 40 2.711 0.041 0.016 0.026 0.070 11 L� 41 2.752 0.041 0.016 0.025 0.069 11 42 2.792 0.040 0.015 0.025 0.068 11 43 2.832 0.040 0.015 0.025 0.068 11 44 2.872 0.040 0.015 0.025 0.067 11 45 2.912 0.039 0.015 0.024 0.067 11 46 2.951 0.039 0.015 0.024 0.066 11 47 2.989 0.039 0.015 0.024 0.065 10 48 3.028 0.038 0.015 0.024 0.065 10 49 3.066 0.038 0.014 0.024 0.064 10 50 3.104 0.038 0.014 0.023 0.064 10 51 3.141 0.037 0.014 0.023 0.063 10 52 3.178 0.037 0.014 0.023 0.063 10 53 3.215 0.037 0.014 0.023 0.062 10 54 3.252 0.037 0.014 0.023 0.062 10 55 3.288 0.036 0.014 0.023 0.062 10 56 3.324 0.036 0.014 0.022 0.061 10 57 3.360 0.036 0.014 0.022 0.061 10 58 3.396 0.036 0.014 0.022 0.060 10 59 3.431 0.035 0.013 0.022 0.060 10 60 3.466 0.035 0.013 0.022 0.059 9 61 3.501 0.035 0.013 0.022 0.059 9 62 3.536 0.035 0.013 0.022 0.059 9 63 3.570 0.034 0.013 0.021 0.058 9 64 3.605 0.034 0.013 0.021 0.058 9 65 3.639 0.034 0.013 0.021 0.058 9 66 3.672 0.034 0.013 0.021 0.057 9 L Drainage Area 0.02 square miles Fm 0.684 inches /hour Ybar 0.868 Tc 15.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm 0.1092 0.3917 First 24 Hours of 48 -Hour Storm ----------------------------------------------------------------------- Subarea H T <= 60 Point Rainfall 0.1020 5- Minute = 0.21 inches 30-Minute = 0.41 inches T <= 3 1 -Hour = 0.55 inches 0.5820 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches hrs. 24 -Hour = 3.65 inches Drainage Area 0.02 square miles Fm 0.684 inches /hour Ybar 0.868 Tc 15.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: 0 T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T <= 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.322 0.322 0.180 0.142 0.539 7 2 0.423 0.101 0.088 0.013 0.051 1 3 0.500 0.077 0.067 0.010 0.039 1 4 0.568 0.068 0.059 0.009 0.034 0 5 0.646 0.079 0.068 0.010 0.039 1 6 0.719 0.072 0.063 0.010 0.036 1 7 0.786 0.067 0.059 0.009 0.034 0 8 0.850 0.064 0.055 0.008 0.032 0 9 0.910 0.060 0.052 0.008 0.030 0 10 0.968 0.058 0.050 0.008 0.029 0 11 1.023 0.055 0.048 0.007 0.028 0 12 1.077 0.054 0.047 0.007 0.027 0 13 1.129 0.053 0.046 0.007 0.026 0 14 1.180 0.051 0.044 0.007 0.026 0 15 1.230 0.049 0.043 0.007 0.025 0 16 1.278 0.048 0.042 0.006 0.024 0 17 1.325 0.047 0.041 0.006 0.024 0 18 1.370 0.046 0.040 0.006 0.023 0 19 1.415 0.045 0.039 0.006 0.022 0 3 20 1.459 0.044 0.038 0.006 0.022 0 21 1.502 0.043 0.037 0.006 0.022 0 22 1.544 0.042 0.037 0.006 0.021 0 23 1.586 0.042 0.036 0.005 0.021 0 24 1.627 0.041 0.036 0.005 0.021 0 25 1.668 0.041 0.035 0.005 0.020 0 26 1.708 0.040 0.035 0.005 0.020 0 27 1.748 0.040 0.034 0.005 0.020 0 28 1.787 0.039 0.034 0.005 0.020 0 29 1.825 0.038 0.033 0.005 0.019 0 30 1.863 0.038 0.033 0.005 0.019 0 31 1.900 0.037 0.032 0.005 0.019 0 32 1.937 0.037 0.032 0.005 0.019 0 33 1.974 0.036 0.032 0.005 0.018 0 34 2.010 0.036 0.031 0.005 0.018 0 35 2.045 0.036 0.031 0.005 0.018 0 36 2.081 0.035 0.031 0.005 0.018 0 37 2.116 0.035 0.030 0.005 0.017 0 38 2.150 0.034 0.030 0.005 0.017 0 39 2.184 0.034 0.030 0.005 0.017 0 40 2.218 0.034 0.029 0.004 0.017 0 0 I � LI L is 41 2.251 0.033 0.029 0.004 0.017 0 42 2.285 0.033 0.029 0.004 0.017 0 43 44 2.317 2.350 0.033 0.033 0.028 0.028 0.004 0.004 0.016 0 0.016 0 45 2.382 0.032 0.028 0.004 0.016 0 46 2.414 0.032 0.028 0.004 0.016 0 47 2.446 0.032 0.027 0.004 0.016 0 48 2.477 0.031 0.027 0.004 0.016 0 49 2.508 0.031 0.027 0.004 0.016 0 50 2.539 0.031 0.027 0.004 0.015 0 51 2.570 0.031 0.027 0.004 0.015 0 52 2.600 0.030 0.026 0.004 0.015 0 53 2.631 0.030 0.026 0.004 0.015 0 54 2.661 0.030 0.026 0.004 0.015 0 55 2.690 0.030 0.026 0.004 0.015 0 56 2.720 0.030 0.026 0.004 0.015 0 57 2.749 0.029 0.025 0.004 0.015 0 58 2.778 0.029 0.025 0.004 0.015 0 59 2.807 0.029 0.025 0.004 0.015 0 60 2.836 0.029 0.025 0.004 0.014 0 61 2.865 0.029 0.025 0.004 0.014 0 62 2.893 0.028 0.025 0.004 0.014 0 63 2.921 0.028 0.024 0.004 0.014 0 64 2.949 0.028 0.024 0.004 0.014 0 65 2.977 0.028 0.024 0.004 0.014 0 66 3.005 0.028 0.024 0.004 0.014 0 67 3.032 0.028 0.024 0.004 0.014 0 68 3.060 0.027 0.024 0.004 0.014 0 69 3.087 0.027 0.024 0.004 0.014 0 70 3.114 0.027 0.023 0.004 0.014 0 71 3.141 0.027 0.023 0.004 0.013 0 72 3.167 0.027 0.023 0.004 0.013 0 73 3.194 0.027 0.023 0.004 0.013 0 74 3.220 0.026 0.023 0.003 0.013 0 75 76 3.247 3.273 0.026 0.026 0.023 0.023 0.003 0.003 0.013 0 0.013 0 77 3.299 0.026 0.023 0.003 0.013 0 78 3.325 0.026 0.022 0.003 0.013 0 79 3.351 0.026 0.022 0.003 0.013 0 80 3.376 0.026 0.022 0.003 0.013 0 81 3.402 0.026 0.022 0.003 0.013 0 82 3.427 0.025 0.022 0.003 0.013 0 83 3.453 0.025 0.022 0.003 0.013 0 84 3.478 0.025 0.022 0.003 0.013 0 85 3.503 0.025 0.022 0.003 0.013 0 86 3.528 0.025 0.022 0.003 0.012 0 87 3.552 0.025 0.022 0.003 0.012 0 88 3.577 0.025 0.021 0.003 0.012 0 89 3.602 0.025 0.021 0.003 0.012 0 90 3.626 0.024 0.021 0.003 0.012 0 91 3.651 0.024 0.021 0.003 0.012 0 92 3.675 0.024 0.021 0.003 0.012 0 I � LI L is J D SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm ----------------------------------------------------------------------- First 24 Hours of 48 -Hour Storm Subarea I Point Rainfall 5- Minute = 0.21 inches 30- Minute = 0.41 inches 1-Hour = 0.55 inches 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches 24-Hour = 3.65 inches Drainage Area 0.06 square miles Fm 0.518 inches /hour Ybar 0.668 Tc Coefficients Exponents 16.2 minutes for Area-Adjusted Mass and Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T - 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) IF ----------------------- --------------------------------------------------- 1 0.325 0.325 0.140 0.185 0.687 24 2 0.427 0.102 0.068 0.034 0.126 4 3 0.505 0.078 0.052 0.026 0.096 3 4 0.576 0.071 0.047 0.024 0.087 3 5 0.656 0.080 0.053 0.027 0.098 3 6 0.729 0.073 0.049 0.024 0.090 3 7 0.798 0.068 0.046 0.023 0.084 3 8 0.862 0.064 0.043 0.021 0.079 3 9 0.923 0.061 0.041 0.020 0.075 3 10 0.982 0.058 0.039 0.019 0.072 2 11 1.038 0.056 0.037 0.019 0.069 2 12 1.093 0.055 0.037 0.018 0.068 2 13 1.146 0.053 0.036 0.018 0.066 2 14 1.198 0.052 0.035 0.017 0.064 2 15 1.248 0.050 0.034 0.017 0.062 2 16 1.297 0.049 0.033 0.016 0.060 2 17 1.345 0.048 0.032 0.016 0.059 2 18 1.391 0.047 0.031 0.015 0.057 2 19 1.436 0.045 0.030 0.015 0.056 2 20 1.481 0.045 0.030 0.015 0.055 2 21 1.525 0.044 0.029 0.014 0.054 2 22 1.567 0.043 0.029 0.014 0.053 2 23 1.610 0.043 0.028 0.014 0.052 2 24 1.652 0.042 0.028 0.014 0.052 2 25 1.694 0.041 0.028 0.014 0.051 2 26 1.734 0.041 0.027 0.014 0.050 2 27 1.774 0.040 0.027 0.013 0.049 2 28 1.814 0.040 0.026 0.013 0.049 2 29 1.853 0.039 0.026 0.013 0.048 2 30 1.891 0.038 0.026 0.013 0.047 2 31 1.929 0.038 0.025 0.013 0.047 2 32 1.967 0.037 0.025 0.012 0.046 2 33 2.004 0.037 0.025 0.012 0.046 2 34 2.041 0.037 0.024 0.012 0.045 2 35 2.077 0.036 0.024 0.012 0.044 2 36 2.112 0.036 0.024 0.012 0.044 2 37 2.148 0.035 0.024 0.012 0.044 2 38 2.183 0.035 0.023 0.012 0.043 1 39 2.218 0.035 0.023 0.012 0.043 1 40 2.252 0.034 0.023 0.011 0.042 1 D i 0 5 41 2.286 0.034 0.023 0.011 0.042 42 2.319 0.034 0.022 0.011 0.041 43 2.353 0.033 0.022 0.011 0.041 44 2.386 0.033 0.022 0.011 0.041 45 2.418 0.033 0.022 0.011 0.040 46 2.451 0.032 0.022 0.011 0.040 47 2.483 0.032 0.021 0.011 0.040 48 2.515 0.032 0.021 0.011 0.039 49 2.547 0.032 0.021 0.011 0.039 50 2.578 0.031 0.021 0.010 0.039 51 2.609 0.031 0.021 0.010 0.038 52 2.640 0.031 0.021 0.010 0.038 53 2.671 0.031 0.020 0.010 0.038 54 2.701 0.030 0.020 0.010 0.037 55 2.731 0.030 0.020 0.010 0.037 56 2.761 0.030 0.020 0.010 0.037 57 2.791 0.030 0.020 0.010 0.037 58 2.821 0.030 0.020 0.010 0.036 59 2.850 0.029 0.020 0.010 0.036 60 2.879 0.029 0.019 0.010 0.036 61 62 2.908 2.937 0.029 0.029 0.019 0.019 0.010 0.010 0.036 0.035 63 2.966 0.029 0.019 0.010 0.035 64 2.994 0.028 0.019 0.009 0.035 65 3.022 0.028 0.019 0.009 0.035 66 3.051 0.028 0.019 0.009 0.035 67 3.078 0.028 0.019 0.009 0.034 68 3.106 0.028 0.019 0.009 0.034 69 3.134 0.028 0.018 0.009 0.034 70 3.161 0.027 0.018 0.009 0.034 71 3.189 0.027 0.018 0.009 0.034 72 3.216 0.027 0.018 0.009 0.033 73 3.243 0.027 0.018 0.009 0.033 74 3.270 0.027 0.018 0.009 0.033 75 3.296 0.027 0.018 0.009 0.033 76 3.323 0.027 0.018 0.009 0.033 77 3.349 0.026 0.018 0.009 0.033 78 3.376 0.026 0.018 0.009 0.032 79 3.402 0.026 0.017 0.009 0.032 80 3.428 0.026 0.017 0.009 0.032 81 3.454 0.026 0.017 0.009 0.032 82 3.480 0.026 0.017 0.009 0.032 83 3.505 0.026 0.017 0.009 0.032 84 3.531 0.026 0.017 0.008 0.031 85 3.556 0.025 0.017 0.008 0.031 86 3.582 0.025 0.017 0.008 0.031 87 3.607 0.025 0.017 0.008 0.031 88 3.632 0.025 0.017 0.008 0.031 89 3.657 0.025 0.017 0.008 0.031 90 3.682 0.025 0.017 0.008 0.031 i 0 5 J L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm ----------------------------------------------------------------------- First 24 Hours of 48 -Hour Storm Subarea J Point Rainfall 5- Minute = 0.21 inches 30- Minute = 0.41 inches 1 -Hour = 0.55 inches 3-Hour = 1.04 inches 6-Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.05 square miles Fm 0.525 inches /hour Ybar 0.678 Tc Coefficients Exponents 21.3 minutes for Area - Adjusted and Mass Rainfall: T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T - 24 hrs. 0.0445 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (o) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.362 0.362 0.186 0.176 0.495 14 2 0.478 0.116 0.079 0.037 0.105 3 3 0.571 0.093 0.063 0.030 0.084 2 4 0.676 0.104 0.071 0.034 0.094 3 5 0.769 0.094 0.064 0.030 0.085 2 El 6 0.855 0.086 0.058 0.028 0.078 2 7 0.936 0.080 0.054 0.026 0.073 2 8 1.011 0.076 0.051 0.024 0.069 2 9 1.084 0.073 0.049 0.023 0.066 2 10 1.154 0.070 0.048 0.023 0.064 2 11 1.221 0.067 0.046 0.022 0.061 2 12 1.286 0.065 0.044 0.021 0.059 2 13 1.349 0.063 0.043 0.020 0.057 2 14 1.410 0.061 0.041 0.020 0.055 2 15 1.469 0.059 0.040 0.019 0.054 1 16 1.526 0.057 0.039 0.019 0.052 1 17 1.582 0.056 0.038 0.018 0.051 1 18 1.638 0.056 0.038 0.018 0.051 1 Ell 19 1.693 0.055 0.037 0.018 0.050 1 20 1.746 0.053 0.036 0.017 0.048 1 21 1.799 0.052 0.036 0.017 0.048 1 22 1.850 0.051 0.035 0.017 0.047 1 23 1.901 0.051 0.034 0.016 0.046 1 24 1.950 0.050 0.034 0.016 0.045 1 25 1.999 0.049 0.033 0.016 0.044 1 26 2.047 0.048 0.033 0.015 0.044 1 27 2.095 0.047 0.032 0.015 0.043 1 28 2.141 0.047 0.032 0.015 0.042 1 29 2.187 0.046 0.031 0.015 0.042 1 30 2.233 0.045 0.031 0.015 0.041 1 31 2.278 0.045 0.030 0.014 0.041 1 32 2.322 0.044 0.030 0.014 0.040 1 33 2.366 0.044 0.030 0.014 0.040 1 34 2.409 0.043 0.029 0.014 0.039 1 35 2.452 0.043 0.029 0.014 0.039 1 36 37 2.494 2.536 0.042 0.042 0.029 0.028 0.014 0.013 0.038 0.038 1 1 38 2.577 0.041 0.028 0.013 0.037 1 39 2.618 0.041 0.028 0.013 0.037 1 40 2.658 0.040 0.027 0.013 0.037 1 L 41 2.698 0.040 0.027 0.013 0.036 1 42 2.738 0.040 0.027 0.013 0.036 1 43 2.777 0.039 0.027 0.013 0.036 1 44 2.816 0.039 0.026 0.013 0.035 1 45 2.855 0.039 0.026 0.012 0.035 1 46 2.893 0.038 0.026 0.012 0.035 1 47 2.931 0.038 0.026 0.012 0.034 1 48 2.969 0.038 0.026 0.012 0.034 1 49 3.006 0.037 0.025 0.012 0.034 1 50 3.043 0.037 0.025 0.012 0.034 1 51 3.080 0.037 0.025 0.012 0.033 1 52 3.117 0.036 0.025 0.012 0.033 1 53 3.153 0.036 0.025 0.012 0.033 1 54 3.189 0.036 0.024 0.012 0.033 1 55 3.224 0.036 0.024 0.011 0.032 1 56 3.260 0.035 0.024 0.011 0.032 1 57 3.295 0.035 0.024 0.011 0.032 1 58 3.330 0.035 0.024 0.011 0.032 1 59 3.365 0.035 0.024 0.011 0.031 1 60 3.399 0.034 0.023 0.011 0.031 1 61 62 3.433 3.467 0.034 0.034 0.023 0.023 0.011 0.011 0.031 0.031 1 1 63 3.501 0.034 0.023 0.011 0.031 1 64 3.535 0.034 0.023 0.011 0.030 1 65 3.568 0.033 0.023 0.011 0.030 1 66 3.601 0.033 0.022 0.011 0.030 1 67 3.634 0.033 0.022 0.011 0.030 1 68 3.667 0.033 0.022 0.011 0.030 1 69 3.700 0.033 0.022 0.010 0.030 1 H_ F� SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 48 -Hour Storm ----------------------------------------------------------------------- Subarea OS Point Rainfall 5- Minute = 0.21 inches 30- Minute = 0.41 inches 1 -Hour = 0.55 inches 3 -Hour = 1.04 inches 6 -Hour = 1.58 inches 24 -Hour = 3.65 inches Drainage Area 0.68 square miles Fm 0.370 inches /hour Ybar 0.491 Tc 19.5 minutes for Area - Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.1092 0.3917 T <= 60 min. 0.1020 0.4119 El T <= 3 hrs. 0.0508 0.5820 T <= 6 hrs. 0.0475 0.5949 T - 24 hrs. 0.0445 0.6062 Peak E, Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (o) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.350 0.350 0.120 0.229 0.706 278 2 0.461 0.112 0.055 0.057 0.175 69 3 0.545 0.084 0.041 0.043 0.131 52 4 0.642 0.097 0.047 0.049 0.151 60 5 0.731 0.089 0.044 0.045 0.139 55 6 0.812 0.082 0.040 0.042 0.128 50 7 0.889 0.076 0.037 0.039 0.119 47 8 0.961 0.072 0.035 0.037 0.112 44 9 10 1.029 1.095 0.068 0.066 0.033 0.032 0.035 0.034 0.107 0.104 42 41 11 1.159 0.064 0.031 0.033 0.100 39 12 1.220 0.062 0.030 0.031 0.096 38 13 1.280 0.060 0.029 0.030 0.093 37 14 1.338 0.058 0.028 0.029 0.090 36 15 1.394 0.056 0.028 0.029 0.088 35 16 1.448 0.055 0.027 0.028 0.085 34 17 1.501 0.053 0.026 0.027 0.083 33 18 1.553 0.052 0.025 0.026 0.081 32 19 1.605 0.051 0.025 0.026 0.080 32 20 1.655 0.051 0.025 0.026 0.079 31 21 1.705 0.050 0.024 0.025 0.078 31 22 1.754 0.049 0.024 0.025 0.076 30 23 1.802 0.048 0.024 0.024 0.075 30 24 1.849 0.047 0.023 0.024 0.074 29 25 1.895 0.046 0.023 0.024 0.073 29 26 1.941 0.046 0.022 0.023 0.071 28 27 1.985 0.045 0.022 0.023 0.070 28 28 2.030 0.044 0.022 0.023 0.069 27 29 2.073 0.044 0.021 0.022 0.068 27 30 2.116 0.043 0.021 0.022 0.067 27 31 2.159 0.042 0.021 0.022 0.067 26 32 2.201 0.042 0.021 0.021 0.066 26 33 2.242 0.041 0.020 0.021 0.065 26 34 2.283 0.041 0.020 0.021 0.064 25 35 2.324 0.040 0.020 0.021 0.063 25 36 2.364 0.040 0.020 0.020 0.063 25 37 2.403 0.040 0.019 0.020 0.062 24 38 2.443 0.039 0.019 0.020 0.061 24 39 2.481 0.039 0.019 0.020 0.061 24 40 2.520 0.038 0.019 0.020 0.060 24 F� t E L� 41 2.558 0.038 0.019 0.019 0.060 23 42 2.595 0.038 0.018 0.019 0.059 23 43 2.633 0.037 0.018 0.019 0.058 23 44 2.670 0.037 0.018 0.019 0.058 23 45 2.706 0.037 0.018 0.019 0.057 23 46 2.742 0.036 0.018 0.018 0.057 22 47 2.778 0.036 0.018 0.018 0.056 22 48 2.814 0.036 0.018 0.018 0.056 22 49 2.850 0.035 0.017 0.018 0.055 22 50 2.885 0.035 0.017 0.018 0.055 22 51 2.920 0.035 0.017 0.018 0.055 21 52 2.954 0.035 0.017 0.018 0.054 21 53 2.988 0.034 0.017 0.017 0.054 21 54 3.022 0.034 0.017 0.017 0.053 21 55 3.056 0.034 0.017 0.017 0.053 21 56 3.090 0.034 0.016 0.017 0.053 21 57 3.123 0.033 0.016 0.017 0.052 21 58 3.156 0.033 0.016 0.017 0.052 20 59 3.189 0.033 0.016 0.017 0.051 20 60 3.222 0.033 0.016 0.017 0.051 20 61 3.254 0.032 0.016 0.017 0.051 20 62 3.286 0.032 0.016 0.016 0.050 20 63 3.319 0.032 0.016 0.016 0.050 20 64 3.350 0.032 0.016 0.016 0.050 20 65 3.382 0.032 0.016 0.016 0.050 20 66 3.413 0.031 0.015 0.016 0.049 19 67 3.445 0.031 0.015 0.016 0.049 19 68 3.476 0.031 0.015 0.016 0.049 19 69 3.507 0.031 0.015 0.016 0.048 19 70 3.537 0.031 0.015 0.016 0.048 19 71 3.568 0.031 0.015 0.016 0.048 19 72 3.598 0.030 0.015 0.015 0.048 19 73 3.629 0.030 0.015 0.015 0.047 19 74 3.659 0.030 0.015 0.015 0.047 19 75 3.689 0.030 0.015 0.015 0.047 18 t E L� L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea A Point Rainfall 5- Minute = 0.57 inches 30- Minute 1 -Hour = 1.15 = 1.53 inches inches 3 -Hour = 2.90 inches 6 -Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.15 square miles Fm 0.434 inches /hour Ybar 0.369 Tc 18.2 minutes at Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T - 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak � Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (C) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.946 0.946 0.132 0.814 2.683 232 2 1.245 0.300 0.111 0.189 0.624 54 3 1.472 0.226 0.084 0.143 0.471 41 4 1.712 0.241 0.089 0.152 0.500 43 5 1.950 0.237 0.088 0.150 0.494 43 6 2.168 0.218 0.081 0.138 0.454 39 7 2.372 0.204 0.075 0.128 0.423 37 8 2.563 0.192 0.071 0.121 0.399 34 9 2.745 0.182 0.067 0.115 0.378 33 10 2.919 0.174 0.064 0.110 0.362 31 11 3.089 0.170 0.063 0.107 0.354 31 12 3.254 0.164 0.061 0.104 0.341 29 13 3.412 0.159 0.059 0.100 0.330 29 14 3.566 0.154 0.057 0.097 0.320 28 15 3.715 0.149 0.055 0.094 0.311 27 16 3.861 0.145 0.054 0.092 0.303 26 17 4.003 0.142 0.052 0.089 0.295 25 18 4.141 0.138 0.051 0.087 0.288 25 19 4.276 0.135 0.050 0.085 0.282 24 20 4.409 0.133 0.049 0.084 0.277 24 21 4.542 0.132 0.049 0.084 0.275 24 22 4.672 0.130 0.048 0.082 0.270 23 23 4.799 0.128 0.047 0.081 0.265 23 24 4.925 0.125 0.046 0.079 0.261 23 25 5.048 0.123 0.046 0.078 0.257 22 26 5.170 0.121 0.045 0.077 0.253 22 27 5.289 0.120 0.044 0.075 0.249 22 28 5.407 0.118 0.044 0.074 0.245 21 29 5.523 0.116 0.043 0.073 0.242 21 30 5.638 0.115 0.042 0.072 0.239 21 31 5.751 0.113 0.042 0.071 0.235 20 32 5.863 0.112 0.041 0.071 0.233 20 33 5.974 0.110 0.041 0.070 0.230 20 34 6.083 0.109 0.040 0.069 0.227 20 35 6.190 0.108 0.040 0.068 0.224 19 36 6.297 0.107 0.039 0.067 0.222 19 37 6.403 0.105 0.039 0.067 0.219 19 38 6.507 0.104 0.039 0.066 0.217 19 39 6.610 0.103 0.038 0.065 0.215 19 40 6.712 0.102 0.038 0.065 0.213 18 L A L N Nle L 41 6.814 0.101 0.037 0.064 0.211 42 6.914 0.100 0.037 0.063 0.209 43 7.013 0.099 0.037 0.063 0.207 44 7.112 0.098 0.036 0.062 0.205 45 7.209 0.098 0.036 0.062 0.203 46 7.306 0.097 0.036 0.061 0.201 47 7.402 0.096 0.035 0.060 0.199 48 7.497 0.095 0.035 0.060 0.198 49 7.591 0.094 0.035 0.060 0.196 50 7.685 0.094 0.035 0.059 0.195 51 7.778 0.093 0.034 0.059 0.193 52 7.870 0.092 0.034 0.058 0.192 53 7.961 0.091 0.034 0.058 0.190 54 8.052 0.091 0.033 0.057 0.189 55 8.142 0.090 0.033 0.057 0.187 56 8.231 0.089 0.033 0.056 0.186 57 8.320 0.089 0.033 0.056 0.185 58 8.408 0.088 0.033 0.056 0.183 59 8.496 0.088 0.032 0.055 0.182 60 8.583 0.087 0.032 0.055 0.181 61 8.669 0.086 0.032 0.055 0.180 62 8.755 0.086 0.032 0.054 0.179 63 8.841 0.085 0.031 0.054 0.178 64 8.925 0.085 0.031 0.054 0.176 65 9.010 0.084 0.031 0.053 0.175 66 9.093 0.084 0.031 0.053 0.174 67 9.177 0.083 0.031 0.053 0.173 68 9.259 0.083 0.031 0.052 0.172 69 9.342 0.082 0.030 0.052 0.171 70 9.424 0.082 0.030 0.052 0.170 71 9.505 0.081 0.030 0.051 0.169 72 9.586 0.081 0.030 0.051 0.168 73 9.666 0.080 0.030 0.051 0.167 74 9.747 0.080 0.030 0.051 0.167 75 9.826 0.080 0.029 0.050 0.166 76 9.905 0.079 0.029 0.050 0.165 77 9.984 0.079 0.029 0.050 0.164 78 10.063 0.078 0.029 0.049 0.163 79 10.141 0.078 0.029 0.049 0.162 80 10.218 0.078, 0.029 0.049 0.161 A L N Nle L 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea B Point Rainfall 5- Minute = 0.57 inches 30- Minute = 1.15 inches 1-Hour = 1.53 inches 3 -Hour = 2.90 inches 6-Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.07 square miles Fm 0.507 inches /hour Ybar 0.428 Tc 21.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.015 1.015 0.184 0.831 2.286 91 2 1.341 0.327 0.140 0.187 0.514 20 3 1.609 0.267 0.114 0.153 0.421 17 4 1.902 0.293 0.126 0.168 0.462 18 5 2.166 0.264 0.113 0.151 0.415 17 6 2.408 0.242 0.104 0.139 0.382 15 7 2.634 0.226 0.097 0.129 0.356 14 8 2.847 0.213 0.091 0.122 0.335 13 9 3.053 0.205 0.088 0.117 0.323 13 10 3.250 0.197 0.085 0.113 0.311 12 11 3.440 0.190 0.081 0.108 0.298 12 12 3.622 0.183 0.078 0.105 0.288 11 13 3.799 0.177 0.076 0.101 0.278 11 14 3.970 0.171 0.073 0.098 0.270 11 15 4.137 0.166 0.071 0.095 0.262 10 16 4.298 0.162 0.069 0.093 0.255 10 17 4.458 0.159 0.068 0.091 0.251 10 18 4.615 0.157 0.067 0.090 0.247 10 19 4.769 0.154 0.066 0.088 0.242 10 El 20 4.919 0.151 0.064 0.086 0.237 9 21' 5.067 0.148 0.063 0.084 0.232 9 22 5.212 0.145 0.062 0.083 0.228 9 23 5.354 0.142 0.061 0.081 0.224 9 24 5.494 0.140 0.060 0.080 0.220 9 25 5.632 0.138 0.059 0.079 0.217 9 26 5.767 0.136 0.058 0.078 0.213 8 27 5.901 0.133 0.057 0.076 0.210 8 28 6.032 0.132 0.056 0.075 0.207 8 29 6.162 0.130 0.056 0.074 0.204 8 30 6.290 0.128 0.055 0.073 0.201 8 31 6.416 0.126 0.054 0.072 0.199 8 32 6.541 0.125 0.053 0.071 0.196 8 33 6.664 0.123 0.053 0.070 0.194 8 34 6.786 0.122 0.052 0.070 0.192 8 35 6.906 0.120 0.051 0.069 0.189 8 36 7.025 0.119 0.051 0.068 0.187 7 37 7.143 0.118 0.050 0.067 0.185 7 38 7.259 0.116 0.050 0.067 0.183 7 39 7.375 0.115 0.049 0.066 0.181 7 40 7.489 0.114 0.049 0.065 0.180 7 : 41 7.602 0. 113 0.048 0.065 0.178 7 42 7.713 0.112 0.048 0.064 0.176 7 43 7.824 0.111 0.047 0.063 0.174 7 44 7.934 0.110 0.047 0.063 0.173 7 45 8.043 0.109 0.047 0.062 0.171 7 46 8.151 0.108 0.046 0.062 0.170 7 47 8.258 0.107 0.046 0.061 0.168 7 48 8.364 0.106 0.045 0.061 0.167 7 49 8.469 0.105 0.045 0.060 0.166 7 50 8.573 0.104 0.045 0.060 0.164 7 51 8.677 0.104 0.044 0.059 0.163 6 52 8.780 0.103 0.044 0.059 0.162 6 53 8.882 0.102 0.044 0.058 0.161 6 54 8.983 0.101 0.043 0.058 0.159 6 55 9.083 0.100 0.043 0.057 0.158 6 56 9.183 0.100 0.043 0.057 0.157 6 57 9.282 0.099 0.042 0.057 0.156 6 58 9.381 0.098 0.042 0.056 0.155 6 59 9.478 0.098 0.042 0.056 0.154 6 60 9.575 0.097 0.042 0.056 0.153 6 61 9.672 0.096 0.041 0.055 0.152 6 62 9.768 0.096 0.041 0.055 0.151 6 63 9.863 0.095 0.041 0.054 0.150 6 64 9.957 0.095 0.040 0.054 0.149 6 65 10.051 0.094 0.040 0.054 0.148 6 66 10.145 0.093 0.040 0.053 0.147 6 67 10.238 0.093 0.040 0.053 0.146 6 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea C Coefficients and Exponents for Area-Adjusted Mass Rainfall: Point Rainfall min. 5- Minute = 0.57 inches �A 30- Minute = 1 -Hour = 1.15 inches 1.53 inches 3 -Hour = 2.90 inches 0.2833 6 -Hour = 4.38 inches 24-Hour = 10.15 inches T <= 3 Drainage Area 0.06 square miles 0.5820 Fm 0.567 inches /hour Ybar 0.476 hrs. Tc 17.7 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: is T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.935 0.935 0.167 0.768 2.603 90 2 1.231 0.296 0.141 0.155 0.526 18 3 1.455 0.224 0.107 0.117 0.397 14 4 1.685 0.230 0.109 0.120 0.408 14 5 1.918 0.234 0.111 0.122 0.415 14 6 2.133 0.215 0.102 0.113 0.381 13 7 2.333 0.200 0.095 0.105 0.356 12 8 2.522 0.189 0.090 0.099 0.335 12 9 10 2.701 2.872 0.179 0.171 0.085 0.081 0.094 0.090 0.318 0.303 11 10 11 3.039 0.167 0.079 0.087 0.296 10 12 3.200 0.161 0.077 0.085 0.287 10 13 3.356 0.156 0.074 0.082 0.277 10 14 3.507 0.151 0.072 0.079 0.269 9 15 3.654 0.147 0.070 0.077 0.261 9 16 3.797 0.143 0.068 0.075 0.254 9 17 3.937 0.139 0.066 0.073 0.248 9 18 4.073 0.136 0.065 0.071 0.242 8 19 4.206 0.133 0.063 0.070 0.236 8 20 4.336 0.130 0.062 0.068 0.231 8 21 4.466 0.129 0.062 0.068 0.230 8 22 4.593 0.128 0.061 0.067 0.227 8 23 4.719 0.125 0.060 0.066 0.223 8 24 4.842 0.123 0.059 0.065 0.219 8 25 4.964 0.121 0.058 0.064 0.216 7 26 5.083 0.119 0.057 0.063 0.212 7 27 5.201 0.118 0.056 0.062 0.209 7 28 5.317 0.116 0.055 0.061 0.206 7 29 5.431 0.114 0.054 0.060 0.203 7 30 5.544 0.113 0.054 0.059 0.200 7 31 5.655 0.111 0.053 0.058 0.198 7 32 5.765 0.110 0.052 0.058 0.195 7 33 5.873 0.109 0.052 0.057 0.193 7 34 5.981 0.107 0.051 0.056 0.191 7 35 6.087 0.106 0.050 0.056 0.188 7 36 6.192 0.105 0.050 0.055 0.186 6 37 6.295 0.104 0.049 0.054 0.184 6 38 6.398 0.103 0.049 0.054 0.182 6 39 6.499 0.102 0.048 0.053 0.180 6 40 6.600 0.101 0.048 0.053 0.179 6 is 0 0 P-Il!' Ill L 41 6.700 0.100 0.047 0.052 0.177 6 42 6.798 0.099 0.047 0.052 0.175 6 43 6.896 0.098 0.046 0.051 0.173 6 44 6.993 0.097 0.046 0.051 0.172 6 45 7.089 0.096 0.046 0.050 0.170 6 46 7.184 0.095 0.045 0.050 0.169 6 47 7.278 0.094 0.045 0.049 0.167 6 48 7.371 0.093 0.044 0.049 0.166 6 49 7.464 0.093 0.044 0.049 0.165 6 50 7.556 0.092 0.044 0.048 0.163 6 51 7.647 0.091 0.043 0.048 0.162 6 52 7.738 0.091 0.043 0.047 0.161 6 53 7.828 0.090 0.043 0.047 0.160 6 & 54 7.917 0.089 0.042 0.047 0.158 5 55 8.006 0.089 0.042 0.046 0.157 5 56 8.093 0.088 0.042 0.046 0.156 5 57 8.181 0.087 0.042 0.046 0.155 5 El 58 8.267 0.087 0.041 0.045 0.154 5 59 8.354 0.086 0.041 0.045 0.153 5 60 8.439 0.086 0.041 0.045 0.152 5 61 8.524 0.085 0.040 0.045 0.151 5 62 8.609 0.084 0.040 0.044 0.150 5 63 8.692 0.084 0.040 0.044 0.149 5 64 8.776 0.083 0.040 0.044 0.148 5 65 8.859 0.083 0.039 0.043 0.147 5 66 8.941 0.082 0.039 0.043 0.146 5 67 9.023 0.082 0.039 0.043 0.145 5 68 9.104 0.081 0.039 0.043 0.145 5 69 9.185 0.081 0.039 0.042 0.144 5 70 9.266 0.080 0.038 0.042 0.143 5 71 9.346 0.080 0.038 0.042 0.142 5 E, 72 9.425 0.080 0.038 0.042 0.141 5 73 9.505 0.079 0.038 0.041 0.141 5 74 9.583 0.079 0.037 0.041 0.140 5 75 9.662 0.078 0.037 0.041 0.139 5 Uil 76 9.739 0.078 0.037 0.041 0.138 5 77 9.817 0.077 0.037 0.041 0.138 5 78 9.894 0.077 0.037 0.040 0.137 5 79 9.971 0.077 0.037 0.040 0.136 5 80 10.047 0.076 0.036 0.040 0.136 5 81 10.123 0.076 0.036 0.040 0.135 5 82 10.199 0.076 0.036 0.040 0.134 5 0 0 P-Il!' Ill L N, SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea D Point Rainfall 5- Minute = 0.57 inches 30-Minute 1 -Hour = 1.15 = 1.53 inches inches 3 -Hour = 2.90 inches 6 -Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.09 square miles Fm 0.444 inches /hour Ybar 0.377 Tc 16.9 minutes Coefficients Exponents for Area - Adjusted Mass Rainfall: and T <= 30 min. 0.3034 0.3917 T - 60 min. 0.2833 0.4119 T - 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T - 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.918 0.918 0.125 0.793 2.817 143 2 1.208 0.289 0.109 0.180 0.640 32 3 1.427 0.220 0.083 0.137 0.486 25 4 1.640 0.213 0.080 0.132 0.470 24 5 1.867 0.227 0.086 0.142 0.503 26 6 2.077 0.209 0.079 0.130 0.462 23 7 2.271 0.195 0.073 0.121 0.431 22 8 2.455 0.184 0.069 0.114 0.406 21 9 2.629 0.174 0.066 0.109 0.385 20 10 2.795 0.166 0.063 0.104 0.368 19 11 2.956 0.161 0.061 0.100 0.355 18 12 3.113 0.157 0.059 0.098 0.347 18 13 3.265 0.152 0.057 0.095 0.336 17 14 3.412 0.147 0.055 0.092 0.325 16 15 3.555 0.143 0.054 0.089 0.316 16 16 3.694 0.139 0.052 0.087 0.308 16 17 3.830 0.136 0.051 0.085 0.300 15 18 3.962 0.132 0.050 0.083 0.293 15 19 4.092 0.130 0.049 0.081 0.286 15 20 4.219 0.127 0.048 0.079 0.280 14 21 4.343 0.124 0.047 0.077 0.275 14 22 4.466 0.124 0.047 0.077 0.273 14 23 4.588 0.122 0.046 0.076 0.270 14 24 4.708 0.120 0.045 0.075 0.265 13 25 4.826 0.118 0.044 0.073 0.261 13 26 4.943 0.116 0.044 0.072 0.257 13 27 5.057 0.114 0.043 0.071 0.253 13 28 5.170 0.113 0.042 0.070 0.249 13 29 5.281 0.111 0.042 0.069 0.246 12 30 5.390 0.110 0.041 0.068 0.243 12 31 5.499 0.108 0.041 0.067 0.239 12 32 5.606 0.107 0.040 0.067 0.236 12 33 5.711 0.106 0.040 0.066 0.233 12 34 5.815 0.104 0.039 0.065 0.231 12 35 5.918 0.103 0.039 0.064 0.228 12 36 6.020 0.102 0.038 0.064 0.225 11 37 6.121 0.101 0.038 0.063 0.223 11 38 6.221 0.100 0.038 0.062 0.221 11 39 6.320 0.099 0.037 0.062 0.218 11 40 6.418 0.098 0.037 0.061 0.216 11 N, 10 u D 41 6.514 0.097 0.036 0.060 0.214 11 42 6.610 0.096 0.036 0.060 0.212 11 43 44 6.705 6.799 0.095 0.094 0.036 0.035 0.059 0.059 0.210 0.208 11 11 45 6.893 0.093 0.035 0.058 0.206 10 46 6.985 0.092 0.035 0.058 0.204 10 47 7.077 0.092 0.035 0.057 0.203 10 48 7.168 0.091 0.034 0.057 0.201 10 49 7.258 0.090 0.034 0.056 0.199 10 50 7.347 0.089 0.034 0.056 0.198 10 51 7.436 0.089 0.033 0.055 0.196 10 52 7.524 0.088 0.033 0.055 0.195 10 53 7.611 0.087 0.033 0.054 0.193 10 54 7.698 0.087 0.033 0.054 0.192 10 55 7.784 0.086 0.032 0.054 0.190 10 56 7.870 0.085 0.032 0.053 0.189 10 57 7.955 0.085 0.032 0.053 0.188 10 58 8.039 0.084 0.032 0.053 0.186 9 59 8.123 0.084 0.032 0.052 0.185 9 60 8.206 0.083 0.031 0.052 0.184 9 61 8.288 0.083 0.031 0.051 0.183 9 62 8.371 0.082 0.031 0.051 0.182 9 63 81452 0.082 0.031 0.051 0.180 9 64 8.533 0.081 0.031 0.051 0.179 9 65 8.614 0.081 0.030 0.050 0.178 9 66 8.694 0.080 0.030 0.050 0.177 9 67 8.774 0.080 0.030 0.050 0.176 9 68 8.853 0.079 0.030 0.049 0.175 9 69 8.931 0.079 0.030 0.049 0.174 9 70 9.010 0.078 0.030 0.049 0.173 9 71 9.087 0.078 0.029 0.048 0.172 9 72 9.165 0.077 0.029 0.048 0.171 9 73 9.242 0.077 0.029 0.048 0.170 9 74 9.318 0.077 0.029 0.048 0.169 9 75 76 9.394 9.470 0.076 0.076 0.029 0.029 0.047 0.047 0.168 0.168 9 8 77 9.546 0.075 0.028 0.047 0.167 8 78 9.621 0.075 0.028 0.047 0.166 8 79 9.695 0.075 0.028 0.046 0.165 8 80 9.769 0.074 0.028 0.046 0.164 8 81 9.843 0.074 0.028 0.046 0.163 8 82 9.917 0.073 0.028 0.046 0.163 8 83 9.990 0.073 0.028 0.046 0.162 8 84 10.063 0.073 0.027 0.045 0.161 8 85 10.135 0.072 0.027 0.045 0.160 8 86 10.207 0.072 0.027 0.045 0.160 8 10 u D LJ SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24-Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea E Point Rainfall 5- Minute = 0.57 inches 30- Minute = 1.15 inches 1 -Hour = 1.53 inches 3-Hour = 2.90 inches 6-Hour = 4.38 inches 24 -Hour = 10.15 inches 0 Drainage Area 0.06 square miles Fm 0.477 inches /hour Ybar 0.404 Tc 13.4 minutes JFR ' Coefficients and Exponents for Area - Adjusted Mass Rainfall: T - 30 min. 0.3034 0.3917 T - 60 min. 0.2833 0.4119 T - 3 hrs. 0.1412 0.5820 T - 6 hrs. 0.1321 0.5949 T - 24 hrs. 0.1235 0.6062 Peak � Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) on ----------------------------------------- --------------------------------- 1 0.839 0.839 0.107 0.732 3.278 111 2 1.100 0.262 0.106 0.156 0.698 24 3 1.297 0.197 0.080 0.117 0.526 18 4 1.461 0.163 0.066 0.097 0.436 15 5 1.631 0.171 0.069 0.102 0.456 16 6 1.814 0.183 0.074 0.109 0.487 17 7 1.984 0.170 0.069 0.101 0.454 15 8 2.145 0.160 0.065 0.096 0.428 15 9 10 2.297 2.442 0.152 0.145 0.061 0.059 0.091 0.087 0.406 0.388 14 13 11 2.582 0.139 0.056 0.083 0.372 13 12 2.716 0.134 0.054 0.080 0.358 12 13 2.845 0.130 0.052 0.077 0.346 12 14 2.972 0.127 0.051 0.076 0.339 12 15 3.097 0.125 0.050 0.074 0.332 11 �1 16 3.218 0.121 0.049 0.072 0.323 11 17 3.336 0.118 0.048 0.070 0.315 11 18 3.452 0.115 0.047 0.069 0.308 10 19 3.564 0.113 0.046 0.067 0.301 10 20 3.675 0.110 0.045 0.066 0.295 10 21 3.783 0.108 0.044 0.064 0.289 10 22 3.889 0.106 0.043 0.063 0.283 10 23 3.993 0.104 0.042 0.062 0.278 9 24 4.096 0.102 0.041 0.061 0.273 9 25 4.196 0.101 0.041 0.060 0.269 9 26 4.295 0.099 0.040 0.059 0.264 9 27 4.393 0.098 0.040 0.058 0.261 9 28 4.491 0.098 0.040 0.058 0.261 9 29 4.588 0.097 0.039 0.058 0.258 9 30 4.683 0.095 0.038 0.057 0.254 9 31 4.777 0.094 0.038 0.056 0.251 9 32 4.870 0.093 0.038 0.055 0.248 8 33 4.962 0.092 0.037 0.055 0.245 8 34 5.052 0.091 0.037 0.054 0.242 8 35 5.142 0.090 0.036 0.053 0.239 8 36 5.230 0.089 0.036 0.053 0.236 8 37 5.318 0.088 0.035 0.052 0.234 8 38 5.405 0.087 0.035 0.052 0.231 8 39 5.490 0.086 0.035 0.051 0.229 8 40 5.575 0.085 0.034 0.051 0.227 8 0 0 N, 41 5.659 0.084 0.034 0.050 0.224 8 42 5.743 0.083 0.034 0.050 0.222 8 43 5.825 0.083 0.033 0.049 0.220 7 44 5.907 0.082 0.033 0.049 0.218 7 45 5.988 0.081 0.033 0.048 0.216 7 46 6.068 0.080 0.032 0.048 0.214 7 47 6.148 0.080 0.032 0.047 0.213 7 48 6.227 0.079 0.032 0.047 0.211 7 49 6.305 0.078 0.032 0.047 0.209 7 50 6.383 0.078 0.031 0.046 0.207 7 51 6.460 0.077 0.031 0.046 0.206 7 52 6.537 0.076 0.031 0.046 0.204 7 53 6.612 0.076 0.031 0.045 0.203 7 54 6.688 0.075 0.030 0.045 0.201 7 55 6.763 0.075 0.030 0.045 0.200 7 56 6.837 0.074 0.030 0.044 0.198 7 57 6.911 0.074 0.030 0.044 0.197 7 58 6.984 0.073 0.030 0.044 0.195 7 59 7.057 0.073 0.029 0.043 0.194 7 60 7.129 0.072 0.029 0.043 0.193 7 61 7.201 0.072 0.029 0.043 0.192 7 62 7.272 0.071 0.029 0.043 0.190 6 63 7.343 0.071 0.029 0.042 0.189 6 64 7.413 0.070 0.028 0.042 0.188 6 65 7.483 0.070 0.028 0.042 0.187 6 66 7.553 0.070 0.028 0.041 0.186 6 67 7.622 0.069 0.028 0.041 0.185 6 68 7.691 0.069 0.028 0.041 0.184 6 69 7.759 0.068 0.028 0.041 0.182 6 70 7.827 0.068 0.027 0.041 0.181 6 71 7.895 0.068 0.027 0.040 0.180 6 72 7.962 0.067 0.027 0.040 0.179 6 73 8.029 0.067 0.027 0.040 0.178 6 74 8.095 0.066 0.027 0.040 0.177 6 75 8.162 0.066 0.027 0.039 0.177 6 76 8.227 0.066 0.027 0.039 0.176 6 Li 77 8.293 0.065 0.026 0.039 0.175 6 78 8.358 0.065 0.026 0.039 0.174 6 79 8.423 0.065 0.026 0.039 0.173 6 80 8.487 0.064 0.026 0.038 0.172 6 81 8.551 0.064 0.026 0.038 0.171 6 82 8.615 0.064 0.026 0.038 0.170 6 83 8.679 0.064 0.026 0.038 0.170 6 84 8.742 0.063 0.026 0.038 0.169 6 85 8.805 0.063 0.025 0.038 0.168 6 86 8.868 0.063 0.025 0.037 0.167 6 87 8.930 0.062 0.025 0.037 0.166 6 88 8.992 0.062 0.025 0.037 0.166 6 89 9.054 0.062 0.025 0.037 0.165 6 90 9.115 0.062 0.025 0.037 0.164 6 91 9.177 0.061 0.025 0.037 0.164 6 92 9.238 0.061 0.025 0.036 0.163 6 93 94 9.298 9.359 0.061 0.060 0.025 0.024 0.036 0.036 0.162 6 0.161 5 95 9.419 0.060 0.024 0.036 0.161 5 96 9.479 0.060 0.024 0.036 0.160 5 97 9.539 0.060 0.024 0.036 0.159 5 98 9.598 0.059 0.024 0.035 0.159 S 99 9.658 0.059 0.024 0.035 0.158 5 100 9.717 0.059 0.024 0.035 0.158 5 101 9.775 0.059 0.024 0.035 0.157 5 102 9.834 0.059 0.024 0.035 0.156 5 103 9.892 0.058 0.024 0.035 0.156 5 104 9.950 0.058 0.023 0.035 0.155 5 105 10.008 0.058 0.023 0.035 0.154 5 106 10.066 0.058 0.023 0.034 0.154 5 107 10.123 0.057 0.023 0.034 0.153 5 108 10.181 0.057 0.023 0.034 0.153 5 0 N, Cl SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea F Point Rainfall N" 5- Minute = 0.57 inches 30-Minute 1 -Hour = 1.15 = 1.53 inches inches 3-Hour = 2.90 inches 6-Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.28 square miles �i Fm 0.273 inches /hour Ybar 0.241 Tc 18.5 minutes for Area - Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T - 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.952 0.952 0.084 0.867 2.813 449 2 1.254 0.302 0.073 0.229 0.744 119 3 1.482 0.228 0.055 0.173 0.561 90 4 1.729 0.247 0.060 0.187 0.608 97 5 1.968 0.240 0.058 0.182 0.590 94 6 2.189 0.220 0.053 0.167 0.542 87 7 2.394 0.205 0.050 0.156 0.506 81 8 2.588 0.194 0.047 0.147 0.476 76 9 10 2.771 2.948 0.184 0.176 0.044 0.042 0.139 0.134 0.452 0.434 72 69 11 3.120 0.172 0.041 0.131 0.423 68 12 3.285 0.166 0.040 0.126 0.408 65 13 3.446 0.160 0.039 0.122 0.394 63 14 3.601 0.155 0.037 0.118 0.382 61 i 15 3.752 0.151 0.036 0.115 0.371 59 16 3.899 0.147 0.035 0.111 0.361 58 17 4.042 0.143 0.035 0.109 0.352 56 18 4.182 0.140 0.034 0.106 0.344 55 19 4.318 0.137 0.033 0.104 0.336 54 20 4.453 0.135 0.033 0.103 0.333 53 21 4.587 0.134 0.032 0.101 0.329 53 22 4.718 0.131 0.032 0.100 0.323 52 23 4.847 0.129 0.031 0.098 0.317 51 24 4.974 0.127 0.031 0.096 0.312 50 25 5.098 0.125 0.030 0.095 0.307 49 26 5.221 0.123 0.030 0.093 0.302 48 27 5.342 0.121 0.029 0.092 0.297 47 28 5.461 0.119 0.029 0.090 0.293 47 29 5.578 0.117 0.028 0.089 0.289 46 30 5.694 0.116 0.028 0.088 0.285 45 31 5.809 0.114 0.028 0.087 0.281 45 32 5.922 0.113 0.027 0.086 0.278 44 33 6.033 0.112 0.027 0.085 0.274 44 34 6.143 0.110 0.027 0.084 0.271 43 35 6.252 0.109 0.026 0.083 0.268 43 36 6.360 0.108 0.026 0.082 0.265 42 37 6.466 0.107 0.026 0.081 0.262 42 38 6.572 0.105 0.025 0.080 0.259 41 39 6.676 0.104 0.025 0.079 0.257 41 40 6.779 0.103 0.025 0.078 0.254 41 N" Ill- u C� F 2 N 40 41 6.882 0.102 0.025 0.078 0.252 42 6.983 0.101 0.024 0.077 0.249 40 43 7.083 0.100 0.024 0.076 0.247 39 44 7.183 0.099 0.099 0.024 0.024 0.075 0.075 0.245 0.243 39 39 45 46 7.281 7.379 0.098 0.024 0.074 0.240 38 47 7.476 0.097 0.023 0.073 0.238 38 48 7.572 0.096 0.023 0.073 0.236 38 49 7.667 0.095 0.023 0.072 0.234 37 50 7.761 0.094 0.023 0.072 0.233 37 51 7.855 0.094 0.023 0.071 0.231 37 52 7.948 0.093 0.022 0.071 0.229 37 53 8.040 0.092 0.022 0.070 0.227 36 54 8.132 0.092 0.022 0.070 0.226 36 55 8.223 0.091 0.022 0.069 0.224 36 56 8.313 0.090 0.022 0.069 0.222 35 57 8.403 0.090 0.022 0.068 0.221 35 58 8.492 0.089 0.021 0.068 0.219 35 59 8.580 0.088 0.021 0.067 0.218 35 60 8.668 0.088 0.021 0.067 0.216 35 61 8.756 0.087 0.021 0.066 0.215 34 62 63 8.842 8.929 0.087 0.086 0.021 0.021 0.066 0.065 0.214 0.212 34 34 64 9.014 0.086 0.021 0.065 0.211 34 65 9.099 0.085 0.021 0.065 0.210 33 66 9.184 0.085 0.020 0.064 0.208 33 67 9.268 0.084 0.020 0.064 0.207 33 68 9.352 0.084 0.020 0.063 0.206 33 69 9.435 0.083 0.020 0.063 0.205 33 70 9.517 0.083 0.020 0.063 0.203 32 71 9.600 0.082 0.020 0.062 0.202 32 CA 72 9.681 0.082 0.020 0.062 0.201 32 73 9.763 0.081 0.020 0.062 0.200 32 74 9.844 0.081 0.019 0.061 0.199 32 75 9.924 0.080 0.019 0.061 0.198 32 MR 76 10.004 0.080 0.019 0.061 0.197 31 77 10.084 0.080 0.019 0.060 0.196 31 78 10.163 0.079 0.019 0.060 0.195 31 79 10.242 0.079 0.019 0.060 0.194 31 E Ill- u C� F 2 N SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm 0 Subarea H Point Rainfall 5-Minute = 0.57 inches 30-Minute = 1.15 inches 1 -Hour = 1.53 inches 3 -Hour = 2.90 inches 6 -Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.02 square miles Fm 0.684 inches /hour Ybar 0.570 Tc 15.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (9) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.895 0.895 0.180 0.714 2.713 38 2 1.175 0.280 0.160 0.121 0.458 6 3 1.388 0.214 0.122 0.092 0.349 5 4 1.577 0.189 0.107 0.081 0.308 4 5 1.796 0.219 0.125 0.094 0.357 5 6 1.997 0.201 0.115 0.086 0.328 5 7 2.184 0.187 0.107 0.081 0.306 4 8 2.361 0.177 0.101 0.076 0.288 4 9 2.528 0.168 0.095 0.072 0.274 4 10 2.688 0.160 0.091 0.069 0.261 4 11 2.841 0.153 0.087 0.066 0.250 3 12 2.991 0.150 0.085 0.064 0.244 3 13 3.137 0.146 0.083 0.063 0.238 3 14 3.278 0.141 0.081 0.061 0.231 3 15 3.416 0.137 0.078 0.059 0.224 3 16 3.549 0.134 0.076 0.057 0.218 3 17 3.680 0.130 0.074 0.056 0.213 3 18 3.807 0.127 0.073 0.055 0.208 3 19 3.931 0.124 0.071 0.054 0.203 3 20 4.053 0.122 0.069 0.052 0.199 3 21 4.173 0.119 0.068 0.051 0.195 3 22 4.290 0.117 0.067 0.050 0.191 3 23 4.405 0.115 0.066 0.050 0.188 3 24 4.520 0.115 0.066 0.050 0.188 3 25 4.633 0.113 0.065 0.049 0.185 3 26 4.745 0.111 0.064 0.048 0.182 3 27 4.855 0.110 0.063 0.047 0.179 2 28 4.963 0.108 0.062 0.047 0.177 2 29 5.070 0.107 0.061 0.046 0.174 2 30 5.175 0.105 0.060 0.045 0.172 2 31 5.279 0.104 0.059 0.045 0.170 2 32 5.381 0.103 0.058 0.044 0.168 2 33 5.483 0.101 0.058 0.044 0.165 2 34 5.583 0.100 0.057 0.043 0.164 2 35 5.682 0.099 0.056 0.043 0.162 2 36 5.780 0.098 0.056 0.042 0.160 2 37 5.877 0.097 0.055 0.042 0.158 2 38 5.972 0.096 0.055 0.041 0.156 2 39 6.067 0.095 0.054 0.041 0.155 2 40 6.161 0.094 0.053 0.040 0.153 2 0 I u 0.152 2 41 6.254 0.093 0.053 0.040 42 6.346 0.092 0.052 0.040 0.150 2 43 6.437 0.091 0.052 0.039 0.149 2 44 45 6.527 6.617 0.090 0.090 0.051 0.051 0.039 0.039 0.148 0.146 2 2 46 6.706 0.089 0.051 0.038 0.145 2 47 6.794 0.088 0.050 0.038 0.144 2 48 6.881 0.087 0.050 0.038 0.142 2 49 6.968 0.087 0.049 0.037 0.141 2 50 7.053 0.086 0.049 0.037 0.140 2 51 7.139 0.085 0.049 0.037 0.139 2 52 7.223 0.085 0.048 0.036 0.138 2 53 7.307 0.084 0.048 0.036 0.137 2 54 7.390 0.083 0.047 0.036 0.136 2 55 7.473 0.083 0.0.47 0.036 0.135 2 56 7.555 0.082 0.047 0.035 0.134 2 57 7.637 0.082 0.046 0.035 0.133 2 58 7.717 0.081 0.046 0.035 0.132 2 59 7.798 0.080 0.046 0.035 0.131 2 60 7.878 0.080 0.046 0.034 0.130 2 61 7.957 0.079 0.045 0.034 0.130 2 62 8.036 0.079 0.045 0.034 0.129 2 63 8.114 0.078 0.045 0.034 0.128 2 64 8.192 0.078 0.044 0.033 0.127 2 65 8.269 0.077 0.044 0.033 0.126 2 66 8.346 0.077 0.044 0.033 0.126 2 67 8.423 0.076 0.044 0.033 0.125 2 68 8.499 0.076 0.043 0.033 0.124 2 69 8.574 0.076 0.043 0.032 0.123 2 70 8.649 0.075 0.043 0.032 0.123 2 71 8.724 0.075 0.043 0.032 0.122 2 72 8.798 0.074 0.042 0.032 0.121 2 73 8.872 0.074 0.042 0.032 0.121 2 74 8.946 0.073 0.042 0.032 0.120 2 75 9.019 0.073 0.042 0.031 0.119 2 76 9.092 0.073 0.041 0.031 0.119 2 77 9.164 0.072 0.041 0.031 0.118 2 78 9.236 0.072 0.041 0.031 0.118 2 79 9.307 0.072 0.041 0.031 0.117 2 80 9.379 0.071 0.041 0.031 0.116 2 i 81 9.450 0.071 0.040 0.030 0.116 2 82 9.520 0.071 0.040 0.030 0.115 2 83 9.590 0.070 0.040 0.030 0.115 2 84 9.660 0.070 0.040 0.030 0.114 2 85 9.730 0.070 0.040 0.030 0.114 2 86 9.799 0.069 0.039 0.030 0.113 2 87 9.868 0.069 0.039 0.030 0.113 2 88 9.937 0.069 0.039 0.030 0.112 2 89 10.005 0.068 0.039 0.029 0.112 2 6 90 10.073 0.068 0.039 0.029 0.111 2 91 10.141 0.068 0.039 0.029 0.111 2 92 10.208 0.067 0.038 0.029 0.110 2 I u SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm Subarea I Point Rainfall 5- Minute = 0.57 inches 30- Minute = 1.15 inches 1 -Hour = 1.53 inches 3 -Hour = 2.90 inches 6-Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.06 square miles Fm 0.518 inches /hour Ybar 0.437 Tc 14.7 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) ---- .-- - - 1 2 - --- - - - --- 0. 870 0. 870 1.141 0.271 - - - -- - 0. 127 0.119 - - -- - - 0.743 0.153 - - -- - - 3.032 0.623 - - - -- --- 105 22 3 1.348 0.207 0.090 0.116 0.475 16 4 1.517 0.170 0.074 0.095 0.390 13 5 1.722 0.205 0.089 0.115 0.470 16 6 1.915 0.193 0.084 0.109 0.443 15 7 2.094 0.180 0.079 0.101 0.413 14 8 2.264 0.169 0.074 0.095 0.389 13 9 2.424 0.161 0.070 0.090 0.369 13 10 11 2.578 0.153 2.725 0.147 0.067 0.064 0.086 0.083 0.352 0.338 12 12 12 2.866 0.142 0.062 0.080 0.325 11 13 3.005 0.139 0.061 0.078 0.319 11 14 3.141 0.135 0.059 0.076 0.311 11 15 3.272 0.132 0.057 0.074 0.302 10 16 3.400 0.128 0.056 0.072 0.294 10 17 3.525 0.125 0.055 0.070 0.287, 10 18 3.647 0.122 0.053 0.069 0.280 10 19 20 3.766 0.119 3.883 0.117 0.052 0.051 0.067 0.066 0.274 0.268 9 9 21 3.997 0.114 0.050 0.064 0.263 9 22 4.109 0.112 0.049 0.063 0.258 9 23 4.219 0.110 0.048 0.062 0.253 9 24 4.328 0.108 0.047 0.061 0.249 9 25 4.435 0.107 0.047 0.060 0.247 9 26 4.542 0.107 0.047 0.060 0.245 8 27 4.647 0.105 0.046 0.059 0.242 8 28 4.751 0.104 0.045 0.058 0.238 8 29 4.853 0.102 0.045 0.058 0.235 8 30 4.953 0.101 0.044 0.057 0.232 8 31 5.053 0.099 0.043 0.056 0.229 8 32 5.151 0.098 0.043 0.055 0.226 8 33 5.248 0.097 0.042 0.055 0.223 8 34 5.344 0.096 0.042 0.054 0.220 8 35 5.439 0.095 0.041 0.053 0.218 8 36 5.532 0.094 0.041 0.053 0.215 7 37 5.625 0.093 0.040 0.052 0.213 7 38 5.717 0.092 0.040 0.052 0.211 7 39 5.807 0.091 0.040 0.051 0.209 7 40 5.897 0.090 0.039 0.051 0.206 7 F �j 1 i� C 41 5.986 0.089 0.039 0.050 0.204 42 6.074 0.088 0.038 0.050 0.202 43 6.162 0.087 0.038 0.049 0.201 44 6.248 0.086 0.038 0.049 0.199 45 6.334 0.086 0.037 0.048 0.197 46 6.419 0.085 0.037 0.048 0.195 47 6.503 0.084 0.037 0.047 0.194 48 6.586 0.084 0.037 0.047 0.192 49 6.669 0.083 0.036 0.047 0.190 50 6.751 0.082 0.036 0.046 0.189 51 6.833 0.082 0.036 0.046 0.187 52 6.914 0.081 0.035 0.046 0.186 53 6.994 0.080 0.035 0.045 0.185 54 7.074 0.080 0.035 0.045 0.183 55 7.153 0.079 0.035 0.045 0.182 56 7.232 0.079 0.034 0.044 0.181 57 7.310 0.078 0.034 0.044 0.179 58 7.387 0.077 0.034 0.044 0.178 59 7.464 0.077 0.034 0.043 0.177 60 7.541 0.076 0.033 0.043 0.176 61 7.616 0.076 0.033 0.043 0.175 62 7.692 0.075 0.033 0.042 0.173 63 7.767 0.075 0.033 0.042 0.172 64 7.841 0.075 0.033 0.042 0.171 65 7.915 0.074 0.032 0.042 0.170 66 7.989 0.074 0.032 0.041 0.169 67 8.062 0.073 0.032 0.041 0.168 68 8.135 0.073 0.032 0.041 0.167 69 8.207 0.072 0.032 0.041 0.166 70 8.279 0.072 0.031 0.040 0.165 71 8.351 0.072 0.031 0.040 0.164 72 8.422 0.071 0.031 0.040 0.163 73 8.493 0.071 0.031 0.040 0.163 74 8.563 0.070 0.031 0.040 0.162 75 8.633 0.070 0.031 0.039 0.161 76 8.702 0.070 0.030 0.039 0.160 77 8.772 0.069 0.030 0.039 0.159 78 8.841 0.069 0.030 0.039 0.158 79 8.909 0.069 0.030 0.039 0.157 80 8.977 0.068 0.030 0.038 0.157 81 9.045 0.068 0.030 0.038 0.156 82 9.113 0.068 0.030 0.038 0.155 83 9.180 0.067 0.029 0.038 0.154 84 9.247 0.067 0.029 0.038 0.154 85 9.313 0.067 0.029 0.037 0.153 86 9.380 0.066 0.029 0.037 0.152 87 9.446 0.066 0.029 0.037 0.152 88 9.511 0.066 0.029 0.037 0.151 89 9.577 0.065 0.029 0.037 0.150 90 9.642 0.065 0.028 0.037 0.150 91 9.707 0.065 0.028 0.036 0.149 92 9.771 0.065 0.028 0.036 0.148 93 9.835 0.064 0.028 0.036 0.148 94 9.899 0.064 0.028 0.036, 0.147 95 9.963 0.064 0.028 0.036 0.146 96' 10.026 0.063 0.028 0.036 0.146 97 10.090 0.063 0.028 0.036 0.145 98 10.153 0.063 0.028 0.035 0.145 99 10.215 0.063 0.027 0.035 0.144 F �j 1 i� C L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm Subarea J Point Rainfall 5- Minute = 0.57 inches 30- Minute = 1.15 inches 1 -Hour = 1.53 inches 3-Hour = 2.90 inches 6-Hour = 4.38 inches 24 -Hour = 10.15 inches Drainage Area 0.05 square miles Fm 0.525 inches /hour Ybar 0.443 Tc 17.2 minutes i Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T <= 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.925 0.925 0.150 0.774 2.701 75 2 1.217 0.292 0.129 0.163 0.567 16 3 1.438 0.221 0.098 0.123 0.430 12 4 1.657 0.219 0.097 0.122 0.426 12 5 1.887 0.230 0.102 0.128 0.446 12 6 2.098 0.211 0.094 0.118 0.410 11 7 2.295 0.197 0.087 0.110 0.383 11 8 2.480 0.185 0.082 0.103 0.360 10 9 2.656 0.176 0.078 0.098 0.342 9 10 2.824 0.168 0.074 0.094 0.326 9 11 2.987 0.163 0.072 0.091 0.317 9 12 3.146 0.159 0.070 0.088 0.308 9 13 3.299 0.153 0.068 0.085 0.298 8 14 3.448 0.149 0.066 0.083 0.289 8 15 3.593 0.144 0.064 0.080 0.281 8 16 3.733 0.141 0.062 0.078 0.273 8 17 3.870 0.137 0.061 0.076 0.266 7 18 4.004 0.134 0.059 0.075 0.260 7 19 4.135 0.131 0.058 0.073 0.254 7 20 4.263 0.128 0.057 0.071 0.249 7 21 4.389 0.126 0.056 0.070 0.244 7 22 4.514 0.126 0.056 0.070 0.244 7 23 4.638 0.123 0.055 0.069 0.240 7 24 4.759 0.121 0.054 0.068 0.236 7 25 4.878 0.119 0.053 0.066 0.232 6 26 4.996 0.117 0.052 0.065 0.228 6 27 5.111 0.116 0.051 0.064 0.225 6 28 5.225 0.114 0.050 0.063 0.221 6 29 5.337 0.112 0.050 0.063 0.218 6 30 5.448 0.111 0.049 0.062 0.215 6 31 5.558 0.109 0.048 0.061 0.213 6 32 5.666 0.108 0.048 0.060 0.210 6 33 5.772 0.107 0.047 0.059 0.207 6 34 5.878 0.105 0.047 0.059 0.205 6 35 5.982 0.104 0.046 0.058 0.202 6 36 6.085 0.103 0.046 0.057 0.200 6 37 6.187 0.102 0.045 0.057 0.198 5 38 6.288 0.101 0.045 0.056 0.196 5 39 6.388 0.100 0.044 0.056 0.194 5 40 6.486 0.099 0.044 0.055 0.192 5 L AT p �111 N L 41 6.584 0.098 0.043 0.054 0.190 5 42 6.681 0.097 0.043 0.054 0.188 5 43 44 6.777 6.872 0.096 0.095 0.043 0.042 0.053 0.053 0.187 5 0.185 5 45 6.966 0.094 0.042 0.053 0.183 5 46 7.060 0.093 0.041 0.052 0.182 5 47 7.153 0.093 0.041 0.052 0.180 5 48 7.244 0.092 0.041 0.051 0.179 5 49 7.336 0.091 0.040 0.051 0.177 5 50 7.426 0.090 0.040 0.050 0.176 5 51 7.516 0.090 0.040 0.050 0.174 5 52 7.605 0.089 0.039 0.050 0.173 5 53 7.693 0.088 0.039 0.049 0.172 5 54 7.781 0.088 0.039 0.049 0.170 5 55 7.868 0.087 0.039 0.048 0.169 5 56 7.954 0.086 0.038 0.048 0.168 5 57 8.040 0.086 0.038 0.048 0.167 5 58 8.125 0.085 0.038 0.047 0.166 5 59 8.210 0.085 0.037 0.047 0.164 5 60 8.294 0.084 0.037 0.047 0.163 5 61 8.377 0.084 0.037 0.047 0.162 4 62 8.460 0.083 0.037 0.046 0.161 4 63 8.543 0.082 0.037 0.046 0.160 4 64 8.625 0.082 0.036 0.046 0.159 4 65 8.706 0.081 0.036 0.045 0.158 4 66 8.787 0.081 0.036 0.045 0.157 4 67 8.868 0.080 0.036 0.045 0.156 4 68 8.948 0.080 0.035 0.045 0.155 4 69 9.027 0.080 0.035 0.044 0.155 4 70 9.106 0.079 0.035 0.044 0.154 4 71 9.185 0.079 0.035 0.044 0.153 4 72 9.263 0.078 0.035 0.044 0.152 4 73 9.341 0.078 0.034 0.043 0.151 4 74 9.418 0.077 0.034 0.043 0.150 4 75 76 9.495 9.572 0.077 0.077 0.034 0.034 0.043 0.043 0.150 4 0.149 4 77 9.648 0.076 0.034 0.042 0.148 4 78 9.724 0.076 0.034 0.042 0.147 4 79 9.799 0.075 .0.033 0.042 0.146 4 80 9.874 0.075 0.033 0.042 0.146 4 81 9.949 0.075 0.033 0.042 0.145 4 82 10.023 0.074 0.033 0.041 0.144 4 83 10.097 0.074 0.033 0.041 0.144 4 84 10.170 0.074 0.033 0.041 0.143 4 85 10.244 0.073 0.032 0.041 0.142 4 AT p �111 N L 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea OS Point Rainfall 5- Minute 30- Minute 1 -Hour 3 -Hour 6 -Hour 24 -Hour Drainage Ai Fm Ybar Tc = 0.57 inches = 1.15 inches = 1.53 inches = 2.90 inches = 4.38 inches = 10.15 inches , ea 0.68 square miles 0.370 inches /hour 0.318 17.7 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3034 0.3917 T <= 60 min. 0.2833 0.4119 Eli T <= 3 hrs. 0.1412 0.5820 T <= 6 hrs. 0.1321 0.5949 T - 24 hrs. 0.1235 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.935 0.935 0.109 0.826 2.800 1103 2 1.231 0.296 0.094 0.202 0.684 269 3 1.455 0.224 0.071 0.153 0.517 204 4 1.685 0.230 0.073 0.157 0.531 209 5 1.918 0.234 0.074 0.159 0.540 213 6 2.133 0.215 0.068 0.146 0.497 196 7 2.333 0.200 0.064 0.137 0.463 182 8 2.522 0.189 0.060 0.129 0.436 172 9 2.701 0.179 0.057 0.122 0.414 163 10, 2.872 0.171 0.054 0.116 0.395 156 ll 3.039 0.167 0.053 0.114 0.386 152 12 3.200 0.161 0.051 0.110 0.373 147 13 3.356 0.156 0.050 0.106 0.361 142 14 3.507 0.151 0.048 0.103 0.350 138 15 3.654 0.147 0.047 0.100 0.340 134 16 3.797 0.143 0.045 0.098 0.331 130 17 3.937 0.139 0.044 0.095 0.322 127 18 19 4.073 4.206 0.136 0.133 0.043 0.042 0.093 0.091 0.315 0.308 124 121 20 4.336 0.130 0.041 0.089 0.301 119 21 4.466 0.129 0.041 0.088 0.299 118 22 4.593 0.128 0.041 0.087 0.295 116 23 4.719 0.125 0.040 0.086 0.290 114 24 4.842 0.123 0.039 0.084 0.285 112 25 4.964 0.121 0.039 0.083 0.28,1 111 26 5.083 0.119 0.038 0.081 0.276 109 27 28 5.201 5.317 0.118 0.116 0.037 0.037 0.080 0.079 0.272 0.268 107 106 29 5.431 0.114 0.036 0.078 0.264 104 30 5.544 0.113 0.036 0.077 0.261 103 31 5.655 0.111 0.035 0.076 0.257 101 32 5.765 0.110 0.035 0.075 0.254 100 33 5.873 0.109 0.035 0.074 0.251 99 34 5.981 0.107 0.034 0.073 0.248 98 35 6.087 0.106 0.034 0.072 0.245 97 36 6.192 0.105 0.033 0.072 0.242 95 37 6.295 0.104 0.033 0.071 0.240 94 38 6.398 0.103 0.033 0.070 0.237 93 39 6.499 0.102 0.032 0.069 0.235 92 40 6.600 0.101 0.032 0.069 0.232 92 G E F� u 0 p � L j 41 6.700 0.100 0.032 0.068 0.230 91 42 6.798 0.099 0.031 0.067 0.228 90 43 6.896 0.098 0.031 0.067 0.226 89 44 6.993 0.097 0.031 0.066 0.224 88 45 7.089 0.096 0.031 0.065 0.222 87 46 7.184 0.095 0.030 0.065 0.220 87 47 7.278 0.094 0.030 0.064 0.218 86 48 7.371 0.093 0.030 0.064 0.216 85 49 7.464 0.093 0.029 0.063 0.214 84 50 7.556 0.092 0.029 0.063 0.213 84 51 7.647 0.091 0.029 0.062 0.211 83 52 7.738 0.091 0.029 0.062 0.209 82 53 7.828 0.090 0.029 0.061 0.208 82 54 7.917 0.089 0.028 0.061 0.206 81 55 8.006 0.089 0.028 0.060 0.205 81 56 8.093 0.088 0.028 0.060 0.203 80 57 8.181 0.087 0.028 0.060 0.202 80 58 8.267 0.087 0.028 0.059 0.200 79 59 8.354 0.086 0.027 0.059 0.199 78 60 8.439 0.086 0.027 0.058 0.198 78 61 62 8.524 8.609 0.085 0.084 0.027 0.027 0.058 0.058 0.196 0.195 77 77 63 8.692 0.084 0.027 0.057 0.194 76 64 8.776 0.083 0.027 0.057 0.193 76 65 8.859 0.083 0.026 0.057 0.192 75 66 8.941 0.082 0.026 0.056 0.190 75 67 9.023 0.082 0.026 0.056 0.189 75 68 9.104 0.081 0.026 0.056 0.188 74 69 9.185 0.081 0.026 0.055 0.187 74 70 9.266 0.080 0.026 0.055 0.186 73 71 9.346 0.080 0.025 0.055 0.185 73 72 9.425 0.080 0.025 0.054 0.184 72 73 9.505 0.079 0.025 0.054 0.183 72 74 9.583 0.079 0.025 0.054 0.182 72 75 9.662 0.078 0.025 0.053 0.181 71 76 9.739 0.078 0.025 0.053 0.180 71 77 9.817 0.077 0.025 0.053 0.179 71 78 9.894 0.077 0.025 0.053 0.178 70 79 9.971 0.077 0.024 0.052 0.177 70 80 10.047 0.076 0.024 0.052 0.176 70 81 10.123 0.076 0.024 0.052 0.176 69 82 10.199 0.076 0.024 0.052 0.175 69 G E F� u 0 p � L j SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea A Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 inches 1 -Hour = 1.68 inches 3 -Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.15 square miles Fm 0.434 inches /hour Ybar 0.369 Tc 18.2 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: J, T <= 30 min. 0.3338 0.3917 J - 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.040 1.040 0.132 0.908 2.995 259 2 1.370 0.330 0.122 0.208 0.686 59 3 1.619 0.249 0.092 0.157 0.518 45 4 1.883 0.265 0.098 0.167 0.550 48 5 2.145 0.261 0.096 0.165 0.543 47 6 2.385 0.240 0.089 0.152 0.499 43 7 2.609 0.224 0.083 0.141 0.466 40 8 2.820 0.211 0.078 0.133 0.439 38 9 3.020 0.200 0.074 0.126 0.416 36 10 3.211 0.191 0.071 0.121 0.398 34 11 3.398 0.187 0.069 0.118 0.390 34 12 3.579 0.181 0.067 0.114 0.376 32 13 3.753 0.175 0.064 0.110 0.363 31 14 3.923 0.169 0.062 0.107 0.352 30 15 4.087 0.164 0.061 0.104 0.342 30 16 4.247 0.160 0.059 0.101 0.333 29 17 4.403 0.156 0.058 0.098 0.324 28 18 4.555 0.152 0.056 0.096 0.317 27 19 4.704 0.149 0.055 0.094 0.310 27 20 4.850 0.146 0.054 0.092 0.304 26 21 4.996 0.146 0.054 0.092 0.303 26 22 5.139 0.143 0.053 0.090 0.297 26 23 5.279 0.140 0.052 0.089 0.292 25 24 5.417 0.138 0.051 0.087 0.287 25 25 5.553 0.136 0.050 0.086 0.282 24 26 5.687 0.134 0.049 0.084 0.278 24 27 5.818 0.132 0.049 0.083 0.274 24 28 5.948 0.130 0.048 0.082 0.270 23 29 6.076 0.128 0.047 0.081 0.266 23 30 6.202 0.126 0.047 0.080 0.262 23 31 6.326 0.125 0.046 0.079 0.259 22 32 6.449 0.123 0.045 0.078 0.256 22 33 6.571 0.121 0.045 0.077 0.253 22 34 6.691 0.120 0.044 0.076 0.250 22 35 6.809 0.119 0.044 0.075 0.247 21 36 6.927 0.117 0.043 0.074 0.244 21 37 7.043 0.116 0.043 0.073 0.241 21 38 7.158 0.115 0.042 0.072 0.239 21 39 7.271 0.114 0.042 0.072 0.236 20 40 7.384 0.112 0.041 0.071 0.234 20 J, III H fl 41 7.495 0.111 0.041 0.070 0.232 42 7.605 0.110 0.041 0.070 0.229 43 7.715 0.109 0.040 0.069 0.227 44 7.823 0.108 0.040 0.068 0.225 45 7.930 0.107 0.040 0.068 0.223 46 8.037 0.106 0.039 0.067 0.221 47 8.142 0.105 0.039 0.067 0.219 48 8.247 0.105 0.039 0.066 0.218 49 8.350 0.104 0.038 0.065 0.216 50 8.453 0.103 0.038 0.065 0.214 51 8.555 0.102 0.038 0.064 0.212 52 53 8.657 8.757 0.101 0.101 0.037 0.037 0.064 0.063 0.211 0.209 54 8.857 0.100 0.037 0.063 0.208 55 8.956 0.099 0.037 0.063 0.206 56 9.054 0.098 ' 0.036 0.062 0.205 57 9.152 0.098 0.036 0.062 0.203 58 9.249 0.097 0.036 0.061 0.202 59 9.345 0.096 0.036 0.061 0.200 60 9.441 0.096 0.035 0.060 0.199 61 9.536 0.095 0.035 0.060 0.198 62 9.631 0.094 0.035 0.060 0.197 63 9.725 0.094 0.035 0.059 0.195 64 9.818 0.093 0.034 0.059 0.194 65 9.911 0.093 0.034 0.059 0.193 66 10.003 0.092 0.034 0.058 0.192 67 10.094 0.092 0.034 0.058 0.191 68 10.185 0.091 0.034 0.057 0.189 69 10.276 0.091 0.033 0.057 0.188 70 10.366 0.090 0.033 0.057 0.187 71 10.456 0.090 0.033 0.056 0.186 72 10.545 0.089 0.033 0.056 0.185 73 10.633 0.089 0.033 0.056 0.184 74 10.721 0.088 0.032 0.056 0.183 75 10.809 0.088 0.032 0.055 0.182 76 10.896 0.087 0.032 0.055 0.181 77 10.983 0.087 0.032 0.055 0.180 78 11.069 0.086 0.032 0.054 0.179 79 11.155 0.086 0.032 0.054 0.179 80 11.240 0.085 0.032 0.054 0.178 III H fl I�� SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea B Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 inches 1 -Hour = 1.68 inches 3 -Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.07 square miles Fm 0.507 inches /hour Ybar 0.428 Tc 21.8 minutes for Area-Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Ell Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) PR --------------------------------------------- ----------------------------- V 1 1.116 1.116 0.184 0.932 2.565 102 2 1.476 0.359 0.154 0.206 0.566 22 3 1.770 0.294 0.126 0.168 0.463 18 4 2.092 0.323 0.138 0.185 0.508 20 5 2.382 0.290 0.124 0.166 0.457 18 6 2.649 0.267 0.114 0.153 0.420 17 7 2.898 0.249 0.106 0.142 0.391 16 8 3.132 0.234 0.100 0.134 0.369 15 9 3.358 0.226 0.097 0.129 0.356 14 10 3.575 0.217 0.093 0.124 0.342 14 11 3.784 0.209 0.089 0.119 0.328 13 12 3.985 0.201 0.086 0.115 0.316 13 13 4.179 0.194 0.083 0.111 0.306 12 14 4.367 0.188 0.081 0.108 0.297 12 15 4.550 0.183 0.078 0.105 0.288 11 16 4.728 0.178 0.076 0.102 0.280 11 17 4.904 0.175 0.075 0.100 0.276 11 18 19 5.076 5.246 0.173 0.169 0.074 0.072 0.099 0.097 0.272 0.266 11 11 20 5.411 0.166 0.071 0.095 0.261 10 21 5.574 0.162 0.070 0.093 0.256 10 22 5.733 0.159 0.068 0.091 0.251 10 23 5.890 0.157 0.067 0.090 0.247 10 24 6.044 0.154 0.066 0.088 0.242 10 25 6.195 0.151 0.065 0.087 0.238 9 26 6.344 0.149 0.064 0.085 0.235 9 27 28 6.491 6.636 0.147 0.145 0.063 0.062 0.084 0.083 0.231 0.228 9 9 29 6.778 0.143 0.061 0.082 0.225 9 30 6.919 0.141 0.060 0.081 0.222 9 31 7.058 0.139 0.059 0.079 0.219 9 32 7.195 0.137 0.059 0.078 0.216 9 33 7.331 0.135 0.058 0.077 0.213 8 34 7.465 0.134 0.057 0.077 0.211 8 35 7.597 0.132 0.057 0.076 0.208 8 36 37 7.728 7.857 0.131 0.129 0.056 0.055 0.075 0.074 0.206 0.204 8 8 38 7.985 0.128 0.055 0.073 0.202 8 39 8.112 0.127 0.054 0.072 0.200 8 40 8.237 0.125 0.054 0.072 0.198 8 I�� 41 8.362 0.124 0.053 0.071 0.196 8 42 8.485 0.123 0.053 0.070 0.194 8 43 8.607 0.122 0.052 0.070 0.192 8 44 8.727 0.121 0.052 0.069 0.190 8 45 8.847 0.120 0.051 0.068 0.188 7 46 8.966 0.119 0.051 0.068 0.187 7 47 9.083 0.118 0.050 0.067 0.185 7 48 9.200 0.117 0.050 0.067 0.184 7 49 9.316 0.116 0.050 0.066 0.182 7 50 9.431 0.115 0.049 0.066 0.181 7 51 9.545 0.114 0.049 0.065 0.179 7 52 9.658 0.113 0.048 0.065 0.178 7 53 9.770 0.112 0.048 0.064 0.177 7 54 9.881 0.111 0.048 0.064 0.175 7 55 9.992 0.111 0.047 0.063 0.174 7 56 10.101 0.110 0.047 0.063 0.173 7 57 10.210 0.109 0.047 0.062 0.172 7 58 10.319 0.108 0.046 0.062 0.170 7 59 10.426 0.107 0.046 0.061 0.169 7 60 10.533 0.107 0.046 0.061 0.168 7 61 10.639 0.106 0.045 0.061 0.167 7 62 10.744 0.105 0.045 0.060 0.166 7 63 10.849 0.105 0.045 0.060 0.165 7 64 10.953 0.104 0.045 0.060 0.164 7 65 11.057 0.103 0.044 0.059 0.163 6 66 11.159 0.103 0.044 0.059 0.162 6 67 11.262 0.102 0.044 0.058 0.161 6 J7 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea C Point Rainfall 5-Minute = 0.63 inches 30- Minute = 1.26 inches i 1 -Hour = 1.68 inches 3 -Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.06 square miles Fm 0.567 inches /hour Ybar 0.476 Tc 17.7 minutes Exponents for Area - Adjusted Mass Rainfall: Coefficients and T <= 30 min. 0.3338 0.3917 T - 60 min. 0.3117 0.4119 T - 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.029 1.029 0.167 0.862 2.920 101 2 1.354 0.325 0.155 0.171 0.578 20 3 1.600 0.246 0.117 0.129 0.437 15 4 1.853 0.253 0.120 0.132 0.449 16 5 2.110 0.257 0.122 0.135 0.457 16 6 2.346 0.236 0.112 0.124 0.420 15 7 2.567 0.220 0.105 0.115 0.391 14 8 2.774 0.207 0.099 0.109 0.368 13 9 2.971 0.197 0.094 0.103 0.350 12 10 3.159 0.188 0.089 0.098 0.334 12 11 3.343 0.184 0.087 0.096 0.326 11 12 3.520 0.178 0.085 0.093 0.315 11 13 3.692 0.172 0.082 0.090 0.305 11 14 3.858 0.166 0.079 0.087 0.296 10 15 4.020 0.162 0.077 0.085 0.287 10 16 4.177 0.157 0.075 0.082 0.279 10 17 4.330 0.153 0.073 0.080 0.272 9 18 19 4.480 4.627 0.150 0.146 0.071 0.070 0.078 0.077 0.266 0.260 9 9 20 4.770 0.143 0.068 0.075 0.255 9 21 4.912 0.142 0.068 0.075 0.253 9 22 5.053 0.141 0.067 0.074 0.250 9 23 5.191 0.138 0.066 0.072 0.245 8 24 5.327 0.136 0.065 0.071 0.241 8 25 5.460 0.133 0.064 0.070 0.237 8 26 5.591 0.131 0.063 0.069 0.233 8 27 5.721 0.129 0.062 0.068 0.230 8 28 5.848 0.128 0.061 0.067 0.227 8 29 5.974 0.126 0.060 0.066 0.223 8 30 6.098 0.124 0.059 0.065 0.220 8 31 6.221 0.122 0.058 0.064 0.217 8 32 6.341 0.121 0.058 0.063 0.215 7 33 6.461 0.119 0.057 0.063 0.212 7 34 6.579 0.118 0.056 0.062 0.210 7 35 6.695 0.117 0.056 0.061 0.207 7 36 6.811 0.115 0.055 0.060 0.205 7 37 6.925 0.114 0.054 0.060 0.203 7 38 7.038 0.113 0.054 0.059 0.200 7 39 7.149 0.112 0.053 0.059 0.198 7 40 7.260 0.111 0.053 0.058 0.196 7 E 0 El �1 S 871'0 770'0 070'0 £80'0 6LZ'LL Z8 S 87t'O 770'0 070'0 780'0 S£L'LL L8 3 5 6%*0 770'0 070'0 780 Z5O'tt OS 5 OSLO 770'0 070'0 780'0 896'OL 6L 5 LSL'O 770'0 070'0 580'0 £88'OL 8L 5 LSL'O 570'0 L7O'O 580'0 66L'OL LL 5 ZSL'O 570'0 L7O'O 980'0 £LL'OL 9L ,• 5 £SL'O 570'0 070'0 980'0 829'OL SL 5 751'0 570'0 L7O'0 LW O Z75'OL 7L S SSL'O 970'0 L7O 180'0 587'00 £L 5 SSL'O 970'0 Z7O'O 880'0 89£'00 u 95t'O 970'0 Z7O'O 880'0 OSZ'OL LL 5 LSL'O 970'0 270'0 680'0 Z6L'OL OL 5 851'0 L7O'0 Z7O'O 680'0 7OL'OL 69 5 651'0 L7O'O £70'0 060'0 SLO'OL 89 9 O9L'O 170'0 £70'0 060'0 526'6 L9 9 L9L'0 LW O £70'0 L6O'0 S£8'6 99 9 Z9L'O 870'0 £70'0 L6O'0 S 59 9 £9t'O 870'0 770'0 Z6O'O £59'6 79 9 79t'O 870'0 770'0 260'0 295'6 £9 9 591'0 670'0 770'0 £60'0 697'6 29 9 991'0 670'0 SW O £60'0 LL£'6 L9 9 L9t'O 610'0 570'0 160'0 £SZ'6 09 9 891'0 OSO'O 570'0 560'0 681'6 65 9 691'0 050'0 S7O'0 S6O'O 760'6 85 9 U V O 050'0 910'0 960'0 666'8 LS 9 ZLL'0 L5O'O 970'0 L6O'O £06'8 95 9 £LL'0 LSO'O 970'0 L6O'O 908'8 55 9 7LL'0 L5O'0 L7O'O 860'0 6OL'9 75 9 9LL'O 250'0 170'0 660'0 LL9'8 is 9 LLL'0 ZSO'0 L7O'0 OOL'O ZLS'S ZS 9 SLL'O £50'0 870'0 00t'0 ZL7'8 LS 9 O8L'O £SO'O 870'0 LOt'0 ZL£'8 OS 9 L8t'O £50'0 670'0 ZOL'0 OQ 67 9 £8L'O 750'0 670'0 £OL'O 800 87 9 781'0 750'0 670'0 7OL'O 900'8 L7 9 981'0 550'0 050'0 SOL'0 2O6'L 97 9 L8L'O 550'0 050'0 901'0 L6L'L 57 L 68L'O 950'0 l5O'O 9Ot'0 Z69'L 77 L LW O 950'0 L5O'O LOL'0 S85'L £7 L £61'0 L5O'O Z5O'O 801'0 8L7'1 Z7 L 761'0 L5O'O 250'0 6Ot'0 OL£'L l7 0 D SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea D Point Rainfall 5-Minute = 0.63 inches 30- Minute 1-Hour = 1.26 = 1.68 inches inches 3-Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.09 square miles Fm 0.444 inches /hour Ybar 0.377 Tc 16.9 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.010 1.010 0.125 0.885 3.143 159 2 1.329 0.318 0.120 0.198 0.704 36 3 1.570 0.242 0.091 0.150 0.534 27 4 1.804 0.234 0.088 0.146 0.517 26 5 2.054 0.250 0.094 0.156 0.553 28 6 2.284 0.230 0.087 0.143 0.509 26 7 2.499 0.214 0.081 0.134 0.474 24 8 2.701 0.202 0.076 0.126 0.447 23 9 10 2.892 3.075 0.192 0.183 0.072 0.069 0.119 0.114 0.424 0.405 21 21 11 3.252 0.177 0.067 0.110 0.391 20 12 3.425 0.173 0.065 0.108 0.382 19 13 3.592 0.167 0.063 0.104 0.369 19 14 3.753 0.162 0.061 0.101 0.358 18 15 3.911 0.157 0.059 0.098 0.348 18 16 4.064 0.153 0.058 0.095 0.339 17 17 4.213 0.149 0.056 0.093 0.330 17 18 4.359 0.146 0.055 0.091 0.322 16 19 4.501 0.142 0.054 0.089 0.315 16 20 4.641 0.139 0.053 0.087 0.308 16 21 4.777 0.137 0.052 0.085 0.302 15 22 4.913 0.136 0.051 0.085 0.300 15 23 5.047 0.134 0.051 0.084 0.297 15 24 5.179 0.132 0.050 0.082 0.292 15 25 5.309 0.130 0.049 0.081 0.287 15 26 5.437 0.128 0.048 0.080 0.283 14 27 5.563 0.126 0.047 0.078 0.278 14 28 5.687 0.124 0.047 0.077 0.274 14 29 5.809 0.122 0.046 0.076 0.270 14 30 5.929 0.121 0.045 0.075 0.267 14 31 6.049 0.119 0.045 0.074 0.263 13 32 6.166 0.118 0.044 0.073 0.260 13 33 6.282 0.116 0.044 0.072 0.257 13 34 6.397 0.115 0.043 0.071 0.254 13 35 6.510 0.113 0.043 0.071 0.251 13 36 6.622 0.112 0.042 0.070 0.248 13 37 38 6.733 6.843 0.111 0.110 0.042 0.041 0.069 0.068 0.245 0.243 12 12 39 6.952 0.109 0.041 0.068 0.240 12 40 7.059 0.108 0.041 0.067 0.238 12 D 0.235 12 41 7.166 0.106 0.040 0.066 42 7.271 0.105 0.040 0.066 '0.233 12 43 7.376 0.104 0.039 0.065 0.231 12 44 7.479 0.104 0.039 0.064 0.229 12 45 7.582 0.103 0.039 0.064 0.227 12 46 7.683 0.102 0.038 0.063 0.225 11 47 7.784 0.101 0.038 0.063 0.223 11 48 7.884 0.100 0.038 0.062 0.221 11 49 7.983 0.099 0.037 0.062 0.219 11 50 8.082 0.098 0.037 0.061 0.218 11 51 8.179 0.098 0.037 0.061 0.216 11 52 8.276 0.097 0.037 0.060 0.214 11 53 8.372 8.468 0.096 0.095 0.036 0.036 0.060 0.059 0.213 0.211 11 11 54 55 8.563 0.095 0.036 0.059 0.210 11 56 8.657 0.094 0.035 0.059 0.208 11 57 8.750 0.093 0.035 0.058 0.207 10 58 8.843 0.093 0.035 0.058 0.205 10 59 8.935 0.092 0.035 0.057 0.204 10 60 9.026 0.092 0.034 0.057 0.202 10 61 9.117 0.091 0.034 0.057 0.201 10 62 63 9.208 9.297 0.090 0.090 0.034 0.034 0.056 0.056 0.200 0.199 10 10 64 9.387 0.089 0.034 0.056 0.197 10 65 9.475 0.089 0.033 0.055 0.196 10 66 9.563 0.088 0.033 0.055 0.195 10 67 9.651 0.088 0.033 0.055 0.194 10 68 9.738 0.087 0.033 0.054 0.193 10 69 9.825 0.087 0.033 0.054 0.191 10 70 9.911 0.086 0.032 0.054 0.190 10 71 9.996 0.086 0.032 0.053 0.189 10 72 10.081 0.085 0.032 0.053 0.188 10 73 10.166 0.085 0.032 0.053 0.187 9 74 10.250 0.084 0.032 0.052 0.186 9 75 10.334 0.084 0.032 0.052 0.185 9 76 10.417 0.083 0.031 0.052 0.184 9 77 10.500 0.083 0.031 0.052 0.183 9 78 10.583 0.082 0.031 0.051 0.182 9 79 10.665 0.082 0.031 0.051 0.181 9 80 10.746 0.082 0.031 0.051 0.181 9 81 10.827 0.081 0.031 0.051 0.180 9 82 10.908 0.081 0.030 0.050 0.179 9 83 10.989 0.080 0.030 0.050 0.178 9 84 11.069 0.080 0.030 0.050 0.177 9 85 86 11.149 11.228 0.080 0.079 0.030 0.030 0.050 0.049 0.176 0.175 9 9 C SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea E a Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 inches 1 -Hour = 1.68 inches 3 -Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.06 square miles Fm 0.477 inches /hour Ybar 0.404 Tc 13.4 minutes E Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.923 0.923 0.107 0.816 3.654 124 2 1.210 0.288 0.107 0.181 0.812 28 3 1.427 0.217 0.088 0.129 0.578 20 4 1.607 0.180 0.073 0.107 0.479 16 5 1.795 0.188 0.076 0.112 0.502 17 6 1.996 0.201 0.081 0.120 0.536 18 7 2.183 0.187 0.076 0.112 0.500 17 8 2.359 0.176 0.071 0.105 0.471 16 9 10 2.527 2.687 0.167 0.160 0.068 0.065 0.100 0.095 0.447 0.426 15 14 11 2.840 0.153 0.062 0.091 0.409 14 12 2.987 0.148 0.060 0.088 0.394 13 13 3.130 0.142 0.058 0.085 0.380 13 14 3.269 0.140 0.056 0.083 0.373 13 15 3.406 0.137 0.055 0.082 0.366 12 16 3.540 0.133 0.054 0.079 0.356 12 17 3.670 0.130 0.053 0.077 0.347 12 18 3.797 0.127 0.051 0.076 0.339 12 19 3.921 0.124 0.050 0.074 0.331 11 20 4.042 0.121 0.049 0.072 0.324 11 21' 4.161 0.119 0.048 0.071 0.318 11 22 4.278 0.117 0.047 0.070 0.312 11 23 4.393 0.115 0.046 0.068 0.306 10 24 4.505 0.113 0.046 0.067 0.301 10 25 4.616 0.111 0.045 0.066 0.296 10 26 4.725 0.109 0.044 0.065 0.291 10 27 4.833 0.108 0.043 0.064 0.287 10 28 4.940 0.108 0.044 0.064 0.287 10 29 5.047 0.106 0.043 0.063 0.283 10 30 5.151 0.105 0.042 0.062 0.280 10 31 5.255 0.103 0.042 0.062 0.276 9 32 5.357 0.102 0.041 0.061 0.273 9 33 5.458 0.101 0.041 0.060 0.269 9 34 5.557 0.100 0.040 0.059 0.266 9 35 5.656 0.099 0.040 0.059 0.263 9 36 5.753 0.097 0.039 0.058 0.260 9 37 5.850 0.096 0.039 0.057 0.257 9 38 5.945 0.095 0.039 0.057 0.254 9 39 6.039 0.094 0.038 0.056 0.252 9 40 6.133 0.093 0.038 0.056 0.249 8 C N 41 6.225 0.092 0.037 0.055 0.247 8 42 6.317 0.092 0.037 0.055 0.244 8 43 6.408 0.091 0.037 0.054 0.242 8 44 6.498 0.090 0.036 0.054 0.240 8 45 6.587 0.089 0.036 0.053 0.238 8 46 6.675 0.088 0.036 0.053 0.236 8 47 6.763 0.088 0.035 0.052 0.234 8 48 6.850 0.087 0.035 0.052 0.232 8 49 6.936 0.086 0.035 0.051 0.230 8 50 7.021 0.085 0.035 0.051 0.228 8 51 7.106 0.085 0.034 0.051 0.226 8 52 53 7.190 7.274 0.084 0.084 0.034 0.034 0.050 0.050 0.225 0.223 8 8 54 7.357 0.083 0.033 0.049 0.221 8 55 7.439 0.082 0.033 0.049 0.220 7 56 7.521 0.082 0.033 0.049 0.218 7 57 7.602 0.081 0.033 0.048 0.217 7 58 7.682 0.081 0.033 0.048 0.215 7 59 7.762 0.080 0.032 0.048 0.214 7 60 7.842 0.079 0.032 0.047 0.212 7 61 7.921 0.079 0.032 0.047 0.211 7 62 7.999 0.078 0.032 0.047 0.209 7 63 8.077 0.078 0.032 0.046 0.208 7 64 8.155 0.077 0.031 0.046 0.207 7 65 8.232 0.077 0.031 0.046 0.206 7 66 8.308 0.077 0.031 0.046 0.204 7 67 8.384 0.076 0.031 0.045 0.203 7 68 8.460 0.076 0.031 0.045 0.202 7 69 8.535 0.075 0.030 0.045 0.201 7 70 8.610 0.075 0.030 0.045 0.200 7 71 8.684 0.074 0.030 0.044 0.198 7 72 8.758 0.074 0.030 0.044 0.197 7 73 8.832 0.074 0.030 0.044 0.196 7 74 8.905 0.073 0.030 0.044 0.195 7 75 8.978 0.073 0.029 0.043 0.194 7 76 9.050 0.072 0.029 0.043 0.193 7 77 9.122 0.072 0.029 0.043 0.192 7 78 9.194 0.072 0.029 0.043 0.191 6 79 9.265 0.071 0.029 0.042 0.190 6 80 9.336 0.071 0.029 0.042 0.189 6 81 9.407 0.071 0.029 0.042 0.188 6 82 9.477 0.070 0.028 0.042 0.187 6 83 9.547 0.070 0.028 0.042 0.187 6 84 9.616 0.070 0.028 0.041 0.186 6 85 9.685 0.069 0.028 0.041 0.185 6 86 9.754 0.069 0.028 0.041 0.184 6 87 9.823 0.069 0.028 0.041 0.183 6 88 9.891 0.068 0.028 0.041 0.182 6 89 9.959 0.068 0.027 0.041 0.181 6 90 10.027 0.068 0.027 0.040 0.181 6 X11 91 10.094 0.067 0.027 0.040 0.180 6 92 10.161 0.067 0.027 0.040 0.179 6 93 94 10.228 10.295 0.067 0.067 0.027 0.027 0.040 0.040 0.178 0.178 6 6 95 10.361 0.066 0.027 0.039 0.177 6 96 10.427 0.066 0.027 0.039 0.176 6 97 10.493 0.066 0.027 0.039 0.175 6 98 10.558 0.065 0.026 0.039 0.175 6 99 10.623 0.065 0.026 0.039 0.174 6 100 10.688 0.065 0.026 0.039 0.173 6 101 10.753 0.065 0.026 0.039 0.173 6 102 10.817 0.064 0.026 0.038 0.172 6 103 10.882 0.064 0.026 0.038 0.171 6 104 10.945 0.064 0.026 0.038 0.171 6 105 11.009 0.064 0.026 0.038 0.170 6 106 11.073 0.063 0.026 0.038 0.169 6 107 11.136 0.063 0.026 0.038 0.169 6 108 11.199 0.063 0.025 0.038 0.168 6 N A SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea F Point Rainfall 5- Minute 30-Minute 1-Hour 3-Hour 6 -Hour 24 -Hour Drainage Ai Fm Ybar Tc = 0.63 inches = 1.26 inches = 1.68 inches = 3.19 inches = 4.82 inches = 11.16 inches , ea 0.28 square miles 0.273 inches /hour 0.241 18.5 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: Li J, T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak § Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.047 1.047 0.084 0.963 3.122 498 2 1.379 0.332 0.080 0.252 0.818 131 3 1.630 0.251 0.060 0.190 0.617 98 4 1.902 0.272 0.065 0.206 0.669 107 5 2.165 0.264 0.064 0.200 0.649 104 6 2.408 0.242 0.058 0.184 0.597 95 7 2.634 0.226 0.054 0.172 0.556 89 8 2.846 0.213 0.051 0.162 0.524 84 9 3.048 0.202 0.049 0.153 0.497 79 10 3.242 0.194 0.047 0.147 0.477 76 11 3.432 0.189 0.046 0.144 0.466 74 12 3.614 0.182 0.044 0.138 0.449 72 13 3.790 0.176 0.042 0.134 0.434 69 14 3.961 0.171 0.041 0.130 0.421 67 15 4.127 0.166 0.040 0.126 0.409 65 16 4.288 0.162 0.039 0.123 0.398 63 17 4.446 0.157 0.038 0.120 0.388 62 18 19 4.600 4.750 0.154 0.150 0.037 0.036 0.117 0.114 0.379 0.370 60 59 20 4.899 0.149 0.036 0.113 0.366 58 21' 5.046 0.147 0.035 0.112 0.362 58 22 5.190 0.144 0.035 0.110, 0.355 57 23 5.332 0.142 0.034 0.108 0.349 56 24 5.471 0.139 0.034 0.106 0.343 55 25 5.608 0.137 0.033 0.104 0.337 54 26 5.743 0.135 0.033 0.102 0.332 53 27 5.876 0.133 0.032 0.101 0.327 52 28 6.007 0.131 0.032 0.099 0.322 51 29 6.136 0.129 0.031 0.098 0.318 51 30 6.264 0.127 0.031 0.097 0.314 50 31 6.390 0.126 0.030 0.095 0.310 49 32 6.514 0.124 0.030 0.094 0.306 49 33 6.636 0.123 0.030 0.093 0.302 48 34 6.758 0.121 0.029 0.092 0.298 48 35 6.877 0.120 0.029 0.091 0.295 47 36 6.996 0.118 0.029 0.090 0.292 47 37 7.113 0.117 0.028 0.089 0.288 46 38 7.229 0.116 0.028 0.088 0.285 46 39 7.344 0.115 0.028 0.087 0.282 45 40 7.457 0.114 0.027 0.086 0.280 45 Li J, I( C 1 41 7.570 0.112 0.027 0.085 0.277 44 42 7.681 0.111 0.027 0.085 0.274 44 43 7.791 0.110 0.027 0.084 0.272 43 44 7.901 0.109 0.026 0.083 0.269 43 45 8.009 0.108 0.026 0.082 0.267 43 46 8.117 0.107 0.026 0.082 0.264 42 47 8.223 0.107 0.026 0.081 0.262 42 48 8.329 0.106 0.025 0.080 0.260 41 49 8.434 0.105 0.025 0.080 0.258 41 50 8.537 0.104 0.025 0.079 0.256 41 51 8.641 0.103 0.025 0.078 0.254 40 52 53 8.743 8.844 0.102 0.102 0.025 0.024 0.078 0.077 0.252 0.250 40 40 54 8.945 0.101 0.024 0.077 0.248 40 55 9.045 0.100 0.024 0.076 0.246 39 56 9.145 0.099 0.024 0.075 0.245 39 57 9.243 0.099 0.024 0.075 0.243 39 58 9.341 0.098 0.024 0.074 0.241 38 59 9.439 0.097 0.023 0.074 0.240 38 60 9.535 0.097 0.023 0.073 0.238 38 61 9.631 0.096 0.023 0.073 0.236 38 62 9.727 0.095 0.023 0.072 0.235 37 63 9.821 0.095 0.023 0.072 0.233 37 64 9.916 0.094 0.023 0.072 0.232 37 65 10.009 0.094 0.023 0.071 0.231 37 66 10.102 0.093 0.022 0.071 0.229 37 67 10.195 0.093 0.022 0.070 0.228 36 68 10.287 0.092 0.022 0.070 0.226 36 69 10.378 0.091 0.022 0.069 0.225 36 70 10.469 0.091 0.022 0.069 0.224 36 71 10.560 0.090 0.022 0.069 0.223 36 s 72 10.650 0.090 0.022 0.068 0.221 35 73 10.739 0.089 0.022 0.068 0.220 35 74 10.828 0.089 0.021 0.068 0.219 35 75 10.916 0.088 0.021 0.067 0.218 35 76 11.004 0.088 0.021 0.067 0.217 35 77 11.092 0.088 0.021 0.066 0.216 34 78 11.179 0.087 0.021 0.066 0.214 34 _ 79 11.266 0.087 0.021 0.066 0.213 34 I( C 1 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24-Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea H Point Rainfall 5- Minute 30- Minute 1 -Hour 3-Hour 6 -Hour 24 -Hour Drainage Ai Fm Ybar Tc = 0.63 inches = 1.26 inches = 1.68 inches = 3.19 inches = 4.82 inches = 11.16 inches , ea 0.02 square miles 0.684 inches /hour 0.570 15.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: I L- T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.984 0.984 0.180 0.804 3.053 42 2 1.292 0.308 0.176 0.133 0.503 7 3 1.527 0.235 0.134 0.101 0.384 5 4 1.735 0.207 0.118 0.089 0.339 5 5 1.975 0.241 0.137 0.103 0.393 5 6 2.196 0.221 0.126 0.095 0.361 5 7 2.403 0.206 0.118 0.089 0.337 5 8 2.597 0.194 0.111 0.083 0.317 4 9 10 2.781 2.957 0.184 0.176 0.105 0.100 0.079 0.076 0.301 0.287 4 4 11 3.126 0.169 0.096 0.073 0.275 4 12 3.290 0.165 0.094 0.071 0.269 4 13 3.451 0.160 0.091 0.069 0.262 4 14 3.606 0.156 0.089 0.067 0.254 4 15 3.757 0.151 0.086 0.065 0.247 3 16 3.904, 0.147 0.084 0.063 0.240 3 17 4.048 0.143 0.082 0.062 0.234 3 18 4.188 0.140 0.080 0.060 0.229 3 19 4.324 0.137 0.078 0.059 0.224 3 20 4.458 0.134 0.076 0.058 0.219 3 21 4.590 0.131 0.075 0.056 0.214 3 22 4.719 0.129 0.073 0.055 0.210 3 23 4.846 0.127 0.072 0.055 0.207 3 24 4.972 0.127 0.072 0.054 0.207 3 25 5.097 0.125 0.071 0.054 0.203 3 26 5.219 0.123 0.070 0.053 0.200 3 27 5.340 0.121 0.069 0.052 0.197 3 28 5.459 0.119 0.068 0.051 0.194 3 29 5.577 0.117 0.067 0.050 0.192 3 30 5.692 .0.116 0.066 0.050 0.189 3 31 5.807 0.114 0.065 0.049 0.187 3 32 5.920 0.113 0.064 0.049 0.184 3 33 6.031 0.111 0.064 0:048 0.182 3 34 6.141 0.110 0.063 0.047 0.180 2 35 6.250 0.109 0.062 0.047 0.178 2 36 6.358 0.108 0.061 0.046 0.176 2 37 6.464 0.106 0.061 0.046 0.174 2 38 6.570 0.105 0.060 0.045 0.172 2 39 6.674 0.104 0.059 0.045 0.170 2 40 6.777 0.103 0.059 0.044 0.169 2 I L- �f r 0 D 6.879 0.102 0.058 0.044 0.167 2 6.980 0.101 0.058 0.044 0.165 2 7.081 0.100 0.057 0.043 0.164 2 7.180 0.099 0.057 0.043 0.162 2 7.279 0.098 0.056 0.042 0.161 2 7.376 0.098 0.056 0.042 0.159 2 7.473 0.097 0.055 0.042 0.158 2 7.569 0.096 0.055 0.041 0.157 2 7.664 0.095 0.054 0.041 0.155 2 7.759 0.094 0.054 0.041 0.154 2 7.852 0.094 0.053 0.040 0.153 2 7.945 0.093 0.053 0.040 0.152 2 8.038 0.092 0.053 0.040 0.151 2 8.129 0.092 0.052 0.039 0.150 2 8.220 0.091 0.052 0.039 0.148 2 8.311 0.090 0.051 0.039 0.147 2 8.400 0.090 0.051 0.039 0.146 2 8.489 0.089 0.051 0.038 0.145 2 8.578 0.088 0.050 0.038 0.144 2 8.666 0.088 0.050 0.038 0.143 2 8.753 0.087 0.050 0.038 0.143 2 8.839 0.087 0.049 0.037 0.142 2 8.926 0.086 0.049 0.037 0.141 2 9.011 0.086 0.049 0.037 0.140 2 9.096 0.085 0.049 0.037 0.139 2 9.181 0.085 0.048 0.036 0.138 2 9.265 0.084 0.048 0.036 0.137 2 9.349 0.084 0.048 0.036 0.136 2 9.432 0.083 0.047 0.036 0.136 2 9.514 0.083 0.047 0.036 0.135 2 9.597 0.082 0.047 0.035 0.134 2 9.678 0.082 0.047 0.035 0.133 2 9.760 0.081 0.046 0.035 0.133 2 9.840 0.081 0.046 0.035 0.132 2 9.921 0.080 0.046 0.035 0.131 2 10.001 0.080 0.046 0.034 0.131 2 10.080 0.080 0.045 0.034 0.130 2 10.159 0.079 0.045 0.034 0.129 2 10.238 0.079 0.045 0.034 0.129 2 10.317 0.078 0.045 0.034 0.128 2 10.395 0.078 0.044 0.034 0.127 2 10.472 0.078 0.044 0.033 0.127 2 10.549 0.077 0.044 .0.033 0.126 2 10.626 0.077 0.044 0.033 0.126 2 10.703 0.077 0.044 0.033 0.125 2 10.779 0.076 0.043 0.033 0.124 2 10.855 0.076 0.043 0.033 0.124 2 10.930 0.075 0.043 0.032 0.123 2 11.005 0.075 0.043 0.032 0.123 2 11.080 0.075 0.043 0.032 0.122 2 11.155 0.074 0.042 0.032 0.122 2 11.229 0.074 0.042 0.032 0.121 2 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea I wl Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 inches 1 -Hour = 1.68 inches 3-Hour = 3.19 inches 6-Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.06 square miles Fm 0.518 inches /hour Ybar 0.437 Tc Coefficients 14.7 minutes Exponents for Area - Adjusted Mass Rainfall: and T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 0.957 0.957 0.127 0.830 3.387 117 2 1.255 0.298 0.127 0.172 0.700 24 3 1.483 0.228 0.099 0.128 0.523 18 4 1.669 0.187 0.082 0.105 0.429 15 5 1.894 0.225 0.098 0.127 0.517 18 6 2.106 0.212 0.093 0.119 0.487 17 7 2.304 0.198 0.086 0.111 0.454 16 8 2.490 0.186 0.081 0.105 0.428 15 9 2.667 0.177 0.077 0.099 0.406 14 a 10 2.835 0.169 0.074 0.095 0.388 13 11 2.997 0.162 0.071 0.091 0.372 13 12 3.153 0.156 0.068 0.088 0.358 12 13 3.306 0.153 0.067 0.086 0.351 12 14 3.455 0.149 0.065 0.084 0.342 12 15 3.599 0.145 0.063 0.081 0.333 11 16 3.740 0.141 0.062 0.079 0.324 11 17 3.878 0.137 0.060 0.077 0.316 11 18 19 4.012 0.134 4.143 0.131 0.059 0.057 0.076 0.074 0.308 0.301 11 10 20 4.271 0.128 0.056 0.072 0.295 10 21 4.397 0.126 0.055 0.071 0.289 10 22 4.520 0.123 0.054 0.069 0.284 10 23 4.641 0.121 0.053 0.068 0.278 10 24 4.760 0.119 0.052 0.067 0.273 9 25 4.879 0.118 0.052 0.067 0.272 9 26 4.996 0.117 0.051 0.066 0.270 9 27 28 5.112 0.116 5.226 0.114 0.051 0.050 0.065 0.064 0.266 0.262 9 9 29 5.338 0.112 0.049 0.063 0.258 9 30 5.449 0.111 0.048 0.062 0.255 9 31 5.558 0.109 0.048 0.062 0.251 9 32 5.666 0.108 0.047 0.061 0.248 9 33 5.773 0.107 0.047 0.060 0.245 8 34 5.878 0.105 0.046 0.059 0.242 8 35 5.983 0.104 0.046 0.059 0.239 8 36 6.086 0.103 0.045 0.058 0.237 8 37 6.187 0.102 0.045 0.057 0.234 8 38 6.288 0.101 0.044 0.057 0.232 8 39 6.388 0.100 0.044 0.056 0.229 8 40 6.487 0.099 0.043 0.056 0.227 8 r u r 41 6.585 0.098 0.043 0.055 0.225 8 42 6.682 0.097 0.042 0.055 0.223 8 43 6.778 0.096 0.042 0.054 0.221 8 44 6.873 0.095 0.042 0.054 0.219 8 45 6.967 0.094 0.041 0.053 0.217 7 46 7.061 0.093 0.041 0.053 0.215 7 47 7.153 0.093 0.040 0.052 0.213 7 48 7.245 0.092 0.040 0.052 0.211 7 49 7.336 0.091 0.040 0.051 0.209 7 50 7.427 0.090 0.040 0.051 0.208 7 51 7.516 0.090 0.039 0.050 0.206 7 52 7.605 0.089 0.039 0.050 0.205 7 CA 53 7.694 0.088 0.039 0.050 0.203 7 54 7.781 0.088 0.038 0.049 0.201 7 55 7.868 0.087 0.038 0.049 0.200 7 56 7.955 0.086 0.038 0.049 0.199 7 57 8.041 0.086 0.038 0.048 0.197 7 58 8.126 0.085 0.037 0.048 0.196 7 59 8.210 0.085 0.037 0.048 0.195 7 60 8.295 0.084 0.037 0.047 0.193 7 61 8.378 0.084 0.037 0.047 0.192 7 62 8.461 0.083 0.036 0.047 0.191 7 63 8.544 0.082 0.036 0.046 0.190 7 64 8.626 0.082 0.036 0.046 0.188 7 65 8.707 0.081 0.036 0.046 0.187 6 66 8.788 0.081 0.035 0.046 0.186 6 C 67 8.868 0.080 0.035 0.045 0.185 6 68 8.948 0.080 0.035 0.045 0.184 6 69 9.028 0.080 0.035 0.045 0.183 6 70 9.107 0.079 0.035 0.045 0.182 6 71 9.186 0.079 0.034 0.044 0.181 6 72 9.264 0.078 0.034 0.044 0.180 6 73 9.342 0.078 0.034 0.044 0.179 6 74 9.419 0.077 0.034 0.044 0.178 6 75 9.496 0.077 0.034 0.043 0.177 6 76 9.573 0.077 0.033 0.043 0.176 6 77 9.649 0.076 0.033 0.043 0.175 6 78 9.725 0.076 0.033 0.043 0.174 6 79 9.800 0.075 0.033 0.042 0.173 6 80 9.875 0.075 0.033 0.042 0.172 6 81 9.950 0.075 0.033 0.042 0.172 6 82 10.024 0.074 0.032 0.042 0.171 6 83 10.098 0.074 0.032 0.042 0.170 6 84 10.171 0.074 0.032 0.041 0.169 6 85 10.245 0.073 0.032 0.041 0.168 6 86 10.318 0.073 0.032 0.041 0.168 6 87 10.390 0.073 0.032 0.041 0.167 6 88 10.462 0.072 0.032 0.041 0.166 6 89 10.534 0.072 0.031 0.040 0.165 6 90 10.606 0.072 0.031 0.040 0.165 6 91 10.677 0.071 0.031 0.040 0.164 6 92 10.748 0.071 0.031 0.040 0.163 6 93 94 10.819 10.889 0.071 0.070 0.031 0.031 0.040 0.040 0.162 6 0.162 6 95 10.959 0.070 0.031 0.039 0.161 6 96' 11.029 0.070 0.030 0.039 0.160 6 97 11.099 0.070 0.030 0.039 0.160 6 98 11.168 0.069 0.030 0.039 0.159 5 99 11.237 0.069 0.030 0.039 0.158 5 r u r A C SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea J Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 inches 1-Hour = 1.68 inches 3 -Hour = 3.19 inches 6 -Hour = 4.82 inches 24 -Hour = 11.16 inches Drainage Area 0.05 square miles Fm 0.525 inches /hour Ybar 0.443 J Tc Coefficients 17.2 minutes Exponents for Area - Adjusted Mass Rainfall: and T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T - 6 hrs. 0.1453 0.5949 T - 24 hrs. 0.1359 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.017 1.017 0.150 0.867 3.024 84 2 1.338 0.321 0.142 0.179 0.624 17 3 1.582 0.243 0.108 0.136 0.473 13 4 1.823 0.241 0.107 0.134 0.468 13 5 2.075 0.253 0.112 0.141 0.491 14 6 2.308 0.232 0.103 0.129 0.451 12 7 2.524 0.217 0.096 0.121 0.421 12 8 2.728 0.204 0.090 0.114 0.396 11 9 2.922 0.194 0.086 0.108 0.376 10 10 3.107 0.185 0.082 0.103 0.359 10 11 3.286 0.179 0.079 0.100 0.348 10 12 3.461 0.175 0.077 0.097 0.339 9 13 3.629 0.169 0.075 0.094 0.328 9 14 3.793 0.164 0.072 0.091 0.318 9 15 3.952 0.159 0.070 0.089 0.309 9 16 4.107 0.155 0.069 0.086 0.301 8 17 4.257 0.151 0.067 0.084 0.293 8 18 19 4.405 0.147 4.549 0.144 0.065 0.064 0.082 0.080 0.286 0.280 8 8 20 4.689 0.141 0.062 0.078 0.274 8 21 4.828 0.138 0.061 0.077 0.269 7 22 4.966 0.138 0.061 0.077 0.268 7 23 5.101 0.136 0.060 0.076 0.264 7 24 5.235 0.133 0.059 0.074 0.259 7 25 5.366 0.131 0.058 0.073 0.255 7 26 5.495 0.129 0.057 0.072 0.251 7 27 28 5.622 0.127 5.748 0.125 0.056 0.056 0.071 0.070 0.247 0.244 7 7 29 5.871 0.124 0.055 0.069 0.240 7 30 5.993 0.122 0.054 0.068 0.237 7 31 6.113 0.120 0.053 0.067 0.234 6 32 6.232 0.119 0.053 0.066 0.231 6 33 6.350 0.117 0.052 0.065 0.228 6 34 6.466 0.116 0.051 0.065 0.225 6 35 6.580 0.115 0.051 0.064 0.223 6 36 6.693 0.113 0.050 0.063 0.220 6 37 6.806 0.112 0.050 0.062 0.218 6 38 6.917 0.111 0.049 0.062 0.216 6 39 7.026 0.110 0.049 0.061 0.213 6 40 7.135 0.109 0.048 0.061 0.211 6 C 0 0 Q 0 7.243 0.108 0.048 0.060 0.209 6 7.349 0.107 0.047 0.059 0.207 6 7.455 0.106 0.047 0.059 0.205 6 7.559 0.105 0.046 0.058 0.203 6 7.663 0.104 0.046 0.058 0.201 6 7.766 0.103 0.046 0.057 0.200 6 7.868 0.102 0.045 0.057 0.198 5 7.969 0.101 0.045 0.056 0.196 5 8.069 0.100 0.044 0.056 0.195 5 8.169 0.099 0.044 0.055 0.193 5 8.267 0.099 0.044 0.055 0.192 5 8.365 0.098 0.043 0.055 0.190 5 8.462 0.097 0.043 0.054 0.189 5 8.559 0.096 0.043 0.054 0.187 5 8.654 0.096 0.042 0.053 0.186 5 8.749 0.095 0.042 0.053 0.185 5 8.844 0.094 0.042 0.053 0.183 5 8.938 0.094 0.042 0.052 0.182 5 9.031 0.093 0.041 0.052 0.181 5 9.123 0.092 0.041 0.052 0.180 5 9.215 0.092 0.041 0.051 0.179 5 9.306 0.091 0.040 0.051 0.177 5 9.397 0.091 0.040 0.051 0.176 5 9.487 0.090 0.040 0.050 0.175 5 9.577 0.090 0.040 0.050 0.174 5 9.666 0.089 0.039 0.050 0.173 5 9.754 0.089 0.039 0.049 0.172 5 9.842 0.088 0.039 0.049 0.171 5 9.930 0.087 0.039 0.049 0.170 5 10.017 0.087 0.039 0.048 0.169 5 10.103 0.087 0.038 0.048 0.168 5 10.189 0.086 0.038 0.048 0.167 5 10.275 0.086 0.038 0.048 0.166 5 10.360 0.085 0.038 0.047 0.165 5 10.445 0.085 0.037 0.047 0.164 5 10.529 0.084 0.037 0.047 0.164 5 10.613 0.084 0.037 0.047 0.163 5 10.696 0.083 0.037 0.046 0.162 4 10.779 0.083 0.037 0.046 0.161 4 10.861 0.083 0.037 0.046 0.160 4 10.944 0.082 0.036 0.046 0.160 4 11.025 0.082 0.036 0.046 0.159 4 11.107 0.081 0.036 0.045 0.158 4 11.188 0.081 0.036 0.045 0.157 4 11.268 0.081 0.036 0.045 0.157 4 F�; SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24-Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea OS Point Rainfall 5- Minute = 0.63 inches 30- Minute = 1.26 1 -Hour = 1.68 inches inches 3-Hour = 3.19 inches 6 -Hour = 4.82 inches 24-Hour = 11.16 inches Drainage Area 0.68 square miles Fm 0.370 inches /hour Ybar 0.318 Tc 17.7 minutes a for Area - Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3338 0.3917 T <= 60 min. 0.3117 0.4119 T <= 3 hrs. 0.1553 0.5820 T <= 6 hrs. 0.1453 0.5949 T <= 24 hrs. 0.1359 0.6062 a Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.029 1.029 0.109 0.920 3.117 1228 2 1.354 0.325 0.103 0.222 0.752 296 3 1.600 0.246 0.078 0.168 0.569 224 4 1.853 0.253 0.080 0.172 0.584 230 5 2.110 0.257 0.082 0.175 0.594 234 6 2.346 0.236 0.075 0.161 0.546 215 7 2.567 0.220 0.070 0.150 0.509 201 8 2.774 0.207 0.066 0.141 0.480 189 9 10 2.971 3.159 0.197 0.188 0.063 0.060 0.134 0.128 0.455 0.434 179 171 11 3.343 0.184 0.058 0.125 0.424 167 12 3.520 0.178 0.056 0.121 0.411 162 13 3.692 0.172 0.055 0.117 0.397 156 14 3.858 0.166 0.053 0.113 0.385 152 15 4.020 0.162 0.051 0.110 0.374 147 16 4.177 0.157 0.050 0.107 0.364 143 17 4.330 0.153 0.049 0.105 0.355 140 18 4.480 0.150 0.048 0.102 0.346 136 19 4.627 0.146 0.047 0.100 0.339 133 20 4.770 0.143 0.046 0.098 0.331 131 21 4.912 0.142 0.045 0.097 0.329 130 22 5.053 0.141 0.045 0.096 0.325 128 23 5.191 0.138 0.044 0.094 0.319 126 24 5.327 0.136 0.043 0.093 0.314 124 25 5.460 0.133 0.042 0.091 0.309 122 26 5.591 0.131 0.042 0.090 0.304 120 27 5.721 0.129 0.041 0.088 0.299 118 28 5.848 0.128 0.041 0.087 0.295 116 29 5.974 0.126 0.040 0.086 0.291 115 30 6.098 0.124 0.039 0.085 0.287 113 31 6.221 0.122 0.039 0.083 0.283 112 32 6.341 0.121 0.038 0.082 0.279 110 33 6.461 0.119 0.038 0.081 0.276 109 34 6.579 0.118 0.038 0.080 0.273 107 35 6.695 0.117 0.037 0.080 0.270 106 36 6.811 0.115 0.037 0.079 0.267 105 37 6.925 0.114 0.036 0.078 0.264 104 38 7.038 0.113 0.036 0.077 0.261 103 39 7.149 0.112 0.036 0.076 0.258 102 40 7.260 0.111 0.035 0.075 0.256 101 j L 0 i1 f� 7.370 0.109 0.035 0.075 0.253 100 7.478 0.108 0.034 0.074 0.251 99 7.585 0.107 0.034 0.073 0.248 98 7.692 0.106 0.034 0.073 0.246 97 7.797 0.106 0.034 0.072 0.244 96 7.902 0.105 0.033 0.071 0.242 95 8.006 0.104 0.033 0.071 0.240 94 8.108 0.103 0.033 0.070 0.238 94 8.210 0.102 0.032 0.070 0.236 93 8.312 0.101 0.032 0.069 0.234 92 8.412 0.100 0.032 0.068 0.232 91 8.512 0.100 0.032 0.068 0.230 91 8.611 0.099 0.031 0.067 0.229 90 8.709 0.098 0.031 0.067 0.227 89 8.806 0.097 0.031 0.066 0.225 89 8.903 0.097 0.031 0.066 0.224 88 8.999 0.096 0.031 0.066 0.222 87 9.094 0.095 0.030 0.065 0.221 87 9.189 0.095 0.030 0.065 0.219 86 9.283 0.094 0.030 0.064 0.218 86 9.377 0.093 0.030 0.064 0.216 85 9.469 0.093 0.030 0.063 0.215 85 9.562 0.092 0.029 0.063 0.213 84 9.653 0.092 0.029 0.063 0.212 84 9.745 0.091 0.029 0.062 0.211 83 9.835 0.091 0.029 0.062 0.209 83 9.925 0.090 0.029 0.061 0.208 82 10.015 0.090 0.028 0.061 0.207 82 10.104 0.089 0.028 0.061 0.206 81 10.192 0.089 0.028 0.060 0.205 81 10.280 0.088 0.028 0.060 0.204 80 10.368 0.088 0.028 0.060 0.202 80 10.455 0.087 0.028 0.059 0.201 79 10.542 0.087 0.028 0.059 0.200 79 10.628 0.086 0.027 0.059 0.199 78 10.713 0.086 0.027 0.058 0.198 78 10.799 0.085 0.027 0.058 0.197 78 10.883 0.085 0.027 0.058 0.196 77 10.968 0.084 0.027 0.058 0.195 77 11.052 0.084 0.027 0.057 0.194 76 11.135 0.084 0.027 0.057 0.193 76 11.219 0.083 0.026 0.057 0.192 76 PJI 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA 100 -Year 24 -Hour Storm METHOD First 24 Hours of 24 -Hour Storm Subarea A Point Rainfall 5-Minute = 0.68 inches 30-Minute 1 -Hour = 1.38 inches = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.15 square miles Fm 0.434 inches /hour Ybar 0.369 Tc 18.2 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 PR Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.135 1.135 0.132 1.003 3.307 286 2 1.494 0.360 0.132 0.228 0.752 65 3 1.766 0.272 0.100 0.171 0.565 49 4 2.055 0.289 0.107 0.182 0.601 52 5 2.340 0.285 0.105 0.180 0.593 51 6 2.602 0.262 0.097 0.165 0.545 47 7 2.846 0.244 0.040 0.154 0.508 44 8 3.076 0.230 0.085 0.145 0.478 41 9 3.294 0.218 0.081 0.138 0.454 39 10 3.503 0.209 0.077 0.132 0.434 38 11 3.707 0.204 0.075 0.129 0.425 37 12 3.904 0.197 0.073 0.124 0.410 35 13 4.095 0.190 0.070 0.120 0.396 34 14 4.279 0.185 0.068 0.116 0.384 33 15 4.458 0.179 0.066 0.113 0.373 32 16 4.633 0.175 0.064 0.110 0.363 31 17 4.803 0.170 0.063 0.107 0.354 31 18 4.969 0.166 0.061 0.105 0.346 30 19 5.132 0.162 0.060 0.102 0.338 29 20 5.291 0.160 0.059 0.101 0.332 29 21 5.450 0.159 0.059 0.100 0.330 29 22 5.606 0.156 0.058 0.098 0.324 28 23 5.759 0.153 0.057 0.097 0.319 28 24 5.910 0.151 0.056 0.095 0.313 27 25 6.058 0.148 0.055 0.093 0.308 27 26 6.204 0.146 0.054 0.092 0.303 26 27 6.347 0.144 0.053 0.091 0.299 26 28 29 6.489 0.141 6.628 0.140 0.052 0.051 0.089 0.088 0.294 0.290 25 25 30 6.766 0.138 0.051 0.087 0.286 25 31 6.902 0.136 0.050 0.086 0.283 24 32 7.036 0.134 0.049 0.085 0.279 24 33 7.168 0.132 0.049 0.084 0.276 24 34 7.299 0.131 0.048 0.083 0.272 24 35 7.429 0.129 0.048 0.082 0.269 23 36 7.556 0.128 0.047 0.081 0.266 23 37 38 7.683 0.127 7.808 0.125 0.047 0.046 0.080 0.079 0.263 0.260 23 23 39 7.932 0.124 0.046 0.078 0.258 22 40 8.055 0.123 0.045 0.077 0.255 22 0 D `, 0 41 8.176 0.121 0.045 0.077 0.253 22 42 8.297 0.120 0.044 0.076 0.250 22 43 8.416 0.119 0.044 0.075 0.248 21 44 8.534 0.118 0.044 0.075 0.246 21 45 8.651 0.117 0.043 0.074 0.244 21 46 8.767 0.116 0.043 0.073 0.241 21 47 8.882 0.115 0.042 0.073 0.239 21 48 8.996 0.114 0.042 0.072 0.237 21 49 9.109 0.113 0.042 0.071 0.235 20 50 9.222 0.112 0.041 0.071 0.234 20 51 9.333 0.111 0.041 0.070 0.232 20 52 9.444 0.111 0.041 0.070 0.230 20 53 9.553 0.110 0.040 0.069 0.228 20 54 9.662 0.109 0.040 0.069 0.226 20 55 9.770 0.108 0.040 0.068 0.225 19 56 9.878 0.107 0.040 0.068 0.223 19 57 9.984 0.107 0.039 0.067 0.222 19 58 10.090 0.106 0.039 0.067 0.220 19 59 10.195 0.105 0.039 0.066 0.219 19 60 10.299 0.104 0.039 0.066 0.217 19 61 10.403 0.104 0.038 0.065 0.216 19 62 10.506 0.103 0.038 0.065 0.214 19 63 10.609 0.102 0.038 0.065 0.213 18 64 10.710 0.102 0.038 0.064 0.212 18 65 10.812 0.101 0.037 0.064 0.210 18 66 10.912 0.101 0.037 0.063 0.209 18 67 11.012 0.100 0.037 0.063 0.208 18 68 11.111 0.099 0.037 0.063 0.207 18 69 11.210 0.099 0.036 0.062 0.205 18 70 11.308 0.098 0.036 0.062 0.204 18 71 11.406 0.098 0.036 0.062 0.203 18 72 11.503 0.097 0.036 0.061 0.202 17 73 11.600 0.097 0.036 0.061 0.201 17 74 11.696 0.096 0.035 0.061 0.200 17 75 76 11.791 11.886 0.096 0.095 0.035 0.035 0.060 0.060 0.199 0.198 17 17 77 11.981 0.095 0.035 0.060 0.197 17 78 12.075 0.094 0.035 0.059 0.196 17 79 12.169 0.094 0.035 0.059 0.195 17 80 12.262 0.093 0.034 0.059 0.194 17 D `, 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea 8 Point Rainfall 5- Minute = 0.68 inches 30- Minute 1 -Hour = 1.38 inches = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.07 square miles Fm 0.507 inches /hour Ybar 0.428 Tc 21.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.218 1.218 0.184 0.168 1.034 0.224 2.845 0.617 113 25 2 3 1.610 0.392 1.930 0.321 0.137 0.183 0.505 20 4 2.282 0.352 0.151 0.201 0.554 22 5 2.599 0.317 0.135 0.181 0.498 20 6 2.890 0.291 0.125 0.166 0.458 18 7 3.161 0.271 0.116 0.155 0.427 17 8 3.417 0.255 0.109 0.146 0.402 16 9 3.663 0.246 0.105 0.141 0.388 15 10 3.900 0.237 0.228 0.101 0.097 0.136 0.130 0.373 0.358 15 14 11 12 4.128 4.347 0.219 0.094 0.125 0.345 14 13 4.559 0.212 0.091 0.121 0.334 13 14 4.764 0.205 0.088 0.118 0.323 13 15 4.964 0.200 0.085 0.114 0.314 12 16 5.158 0.194 0.083 0.111 0.306 12 17 5.349 0.191 0.082 0.109 0.301 12 18 5.538 0.189 0.081 0.108 0.297 12 19 5.722 0.185 0.181 0.079 0.077 0.106 0.103 0.291 0.285 12 11 20 21 5.903 6.080 0.177 0.076 0.101 0.279 11 22 6.254 0.174 0.074 0.099 0.274 11 23 6.425 0.171 0.073 0.098 0.269 11 24 6.593 0.168 0.072 0.096 0.264 11 25 6.758 0.165 0.071 0.094 0.260 10 26 6.921 0.163 0.070 0.093 0.256 10 27 7.081 0.160 0.069 0.092 0.252 10 28 7.239 0.158 0.156 0.068 0.067 0.090 0.089 0.249 0.245 10 10 29 30 7.395 7.548 0.154 0.066 0.088 0.242 10 31 7.700 0.152 0.065 0.087 0.239 9 32 7.849 0.150 0.064 0.086 0.236 9 33 7.997 0.148 0.063 0.085 0.233 9 34 8.143 0.146 0.063 0.084 0.230 9 35 8.288 0.144 0.062 0.083 0.227 9 36 8.430 0.143 0.061 0.082 0.225 9 37 8.571 0.141 8.711 0.140 0.060 0.060 0.081 0.080 0.222 0.220 9 9 38 39 8.849 0.138 0.059 0.079 0.218 9 40 8.986 0.137 0.059 0.078 0.215 9 n1 u C 91L'0 190'0 "0'0 LW O 58Z'2L 19 LLL'0 190'0 810'0 ZLL'0 ILL *2L 99 8LL'0 S90 810'0 £LL'0 290'ZL S9 6LL'0 S90 610'0 1LL'0 616'LL 79 08L'0 S90'0 610'0 1LL'0 S£8'LL £9 L8L'0 990'0 610'0 SLL'0 LZL'LL Z9 Z8l'0 990'0 OSO'O 9LL'0 909'LL L9 £8t'0 L90'0 050'0 9LL'0 061'LL 09 S8L'0 98l'0 L90'0 890'0 OSO'O LSO'O LLL'0 8LL'0 1L£'lL LSZ'LL 6S 85 LW O 890'0 LSO'O 6LL'0 6£L'LL LS 88L'0 890'0 l50'0 OZL'0 OZO'LL 95 06L'0 690'0 20'0 LZL'0 006'OL SS L6L'O 690'0 ZSO'O LW O 6LL'OL 15 £6L'0 OLO'0 ZSO'O ZZL'0 859'Ot is 16L'O L10'0 £50'0 £ZL'0 9£S'OL ZS 96L'0 LLO'0 £SO'0 1Zl'0' ZL1'Ot LS LW O ZLO'0 1SO'O SZL'0 88Z'OL OS 66t'0 ZLO'O 150'0 9ZL'0 £9L'OL 61 002'0 £LO'0 150'0 LZL'O L£0'Ol 81 ZOZ'0 £LO'0 SSO'0 82L'0 606'6 L1 102'0 1L0'0 SSO'0 6ZL'0 l81'6 91 902'0 SLO'0 950'0 L£L'0 LS9'6 S1 LOZ'0 S10'0 950'0 Z£L'0 LZS'6 11 60Z'0 9L0 LSO'O ££L'0 68£'6 £1 LLZ'O LLO'0 LSO'O 1£l'0 9SZ'6 Z1 £LZ'0 8L0'0 850'0 9£L'0 ZZL'6 11 1 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea C Point Rainfall 5- Minute = 0.68 inches 30-Minute = 1.38 inches 1 -Hour = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.06 square miles Fm 0.567 inches /hour Ybar 0.476 Tc 17.7 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) 1 1.122 1.122 0.167 0.955 3.237 112 2 1.477 0.355 0.167 0.188 0.637 22 3 1.746 0.269 0.128 0.141 0.477 16 4 2.022 0.276 0.131 0.145 0.490 17 5 2.302 0.280 0.133 0.147 0.498 17 6 2.560 0.258 0.123 0.135 0.458 16 7 2.800 0.240 0.114 0.126 0.427 15 8 3.026 0.226 0.108 0.119 0.402 14 9 3.241 0.215 0.102 0.113 0.381 13 10 3.446 0.205 0.098 0.107 0.364 13 11 3.646 0.200 0.095 0.105 0.356 12 12 3.840 0.194 0.092 0.102 0.344 12 13 4.027 0.187 0.089 0.098 0.333 11 14 4.209 0.182 0.086 0.095 0.322 11 15 4.385 0.176 0.084 0.092 0.313 11 16 4.557 0.172 0.082 0.090 0.305 11 17 4.724 0.167 0.080 0.088 0.297 10 18 4.888 0.163 0.078 0.086 0.290 10 19 5.047 0.160 0.076 0.084 0.284 10 20 5.204 0.156 0.074 0.082 0.278 10 21 5.359 0.155 0.074 0.081 0.276 10 22 5.512 0.153 0.073 0.080 0.272 9 23 5.663 0.151 0.072 0.079 0.267 9 24 5.811 0.148 0.070 0.078 0.263 9 25 5.956 0.146 0.069 0.076 0.259 9 26 6.100 0.143 0.068 0.075 0.255 9 27 6.241 0.141 0.067 0.074 0.251 9 28 6.380 0.139 0.066 0.073 0.247 9 29 6.517 0.137 0.065 0.072 0.244 8 30 6.652 0.135 0.064 0.071 0.240 8 31 6.786 0.134 0.064 0.070 0.237 8 32 6.918 0.132 0.063 0.069 0.234 8 33 7.048 0.130 0.062 0.068 0.231 8 34 7.177 0.129 0.061 0.067 0.229 8 35 7.304 0.127 0.061 0.067 0.226 8 36 7.430 0.126 0.060 0.066 0.223 8 37 7.554 0.124 0.059 0.065 0.221 8 38 7.678 0.123 0.059 0.065 0.219 8 39 7.799 0.122 0.058 0.064 0.216 7 40 7.920 0.121 0.057 0.063 0.214 7 Ci it 4 41 8.039 0.119 0.057 0.063 0.212 7 42 8.158 0.118 0.056 0.062 0.210 7 43 8.275 0.117 0.056 0.061 0.208 7 44 8.391 0.116 0.055 0.061 0.206 7 45 8.506 0.115 0.055 0.060 0.204 7 46 8.620 0.114 0.054 0.060 0.203 7 47 8.733 0.113 0.054 0.059 0.201 7 48 8.846 0.112 0.053 0.059 0.199 7 49 8.957 0.111 0.053 0.058 0.198 7 50 9.067 0.110 0.053 0.058 0.196 7 51 9.177 0.110 0.052 0.057 0.195 7 52 9.285 0.109 0.052 0.057 0.193 7 53 9.393 0.108 0.051 0.057 0.192 7 54 9.500 0.107 0.051 0.056 0.190 7 55 9.607 0.106 0.051 0.056 0.189 7 56 9.712 0.106 0.050 0.055 0.187 6 57 9.817 0.105 0.050 0.055 0.186 6 58 9.921 0.104 0.050 0.055 0.185 6 59 10.024 0.103 0.049 0.054 0.184 6 60 10.127 0.103 0.049 0.054 0.182 6 61 62 10.229 10.330 0.102 0.101 0.049 0.048 0.053 0.053 0.181 6 0.180 6 63 10.431 0.101 0.048 0.053 0.179 6 64 10.531 0.100 0.048 0.052 0.178 6 65 10.630 0.099 0.047 0.052 0.177 6 66 10.729 0.099 0.047 0.052 0.176 6 67 10.828 0.098 0.047 0.051 0.175 6 68 10.925 0.098 0.046 0.051 0.174 6 69 11.022 0.097 0.046 0.051 0.173 6 70 71 11.119 11.215 0.097 0.096 0.046 0.046 0.051 0.050 0.172 6 0.171 6 72 11.311 0.095 0.045 0.050 0.170 6 73 11.405 0.095 0.045 0.050 0.169 6 74 11.500 0.094 0.045 0.049 0.168 6 75 11.594 0.094 0.045 0.049 0.167 6 76 11.687 0.093 0.044 0.049 0.166 6 77 11.780 0.093 0.044 0.049 0.165 6 78 11.873 0.093 0.044 0.048 0.164 6 79 11.965 0.092 0.044 0.048 0.164 6 80 12.057 0.092 0.044 0.048 0.163 6 Ei 81 12.148 0.091 0.043 0.048 0.162 6 82 12.238 0.091 0.043 0.048 0.161 6 Ci it 4 Li SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea D Point Rainfall 5- Minute = 0.68 inches 30- Minute 1 -Hour = 1.38 inches = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.09 square miles Fm 0.444 inches /hour Ybar 0.377 Tc 16.9 minutes Coefficients Exponents for Area - Adjusted Mass Rainfall: and T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (Q) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.102 1.102 0.125 0.977 3.469 176 2 1.449 0.347 0.125 0.222 0.789 40 3 1.713 0.263 0.099 0.164 0.583 30 4 1.968 0.255 0.096 0.159 0.564 29 5 2.241 0.273 0.103 0.170 0.604 31 6 2.492 0.251 0.095 0.156 0.555 28 7 2.726 0.234 0.088 0.146 0.517 26 8 2.946 0.220 0.083 0.137 0.487 25 9 3.155 0.209 0.079 0.130 0.462 23 10 3.355 0.200 0.075 0.124 0.441 22 11 3.547 0.193 0.073 0.120 0.426 22 12 3.736 0.188 0.071 0.117 0.417 21 13 3.918 0.182 0.069 0.114 0.403 20 14 4.095 0.177 0.067 0.110 0.391 20 15 4.266 0.172 0.065 0.107 0.379 19 16 4.433 0.167 0.063 0.104 0.369 19 17 4.596 0.163 0.061 0.101 0.360 18 18 4.755 0.159 0.060 0.099 0.352 18 19 4.910 0.155 0.059 0.097 0.344 17 20 5.062 0.152 0.057 0.095 0.337 17 21 5.212 0.149 0.056 0.093 0.330 17 22 5.360 0.148 0.056 0.092 0.328 17 23 5.506 0.146 0.055 0.091 0.324 16 24 5.650 0.144 0.054 0.090 0.318 16 25 5.792 0.142 0.053 0.088 0.313 16 26 5.931 0.139 0.053 0.087 0.308 16 27 6.068 0.137 0.052 0.086 0.304 15 28 6.204 0.135 0.051 0.084 0.299 15 29 6.337 0.133 0.050 0.083 0.295 15 30 6.469 0.132 0.050 0.082 0.291 15 31 6.598 0.130 0.049 0.081 0.287 15 32 6.727 0.128 0.048 0.080 0.284 14 33 6.853 0.127 0.048 0.079 0.280 14 34 6.978 0.125 0.047 0.078 0.277 14 35 7.102 0.124 0.047 0.077 0.274 14 36 37 7.225 0.122 7.346 0.121 0.046 0.046 0.076 0.075 0.271 0.268 14 14 38 7.465 0.120 0.045 0.075 0.265 13 39 7.584 0.118 0.045 0.074 0.262 13 40 7.701 0.117 0.044 0.073 0.259 13 N L F I �� D 41 7.817 0.116 0.044 0.072 0.257 13 42 7.932 0.115 0.043 0.072 0.254 13 43 8.046 0.114 0.043 0.071 0.252 13 44 8.159 0.113 0.043 0.070 0.250 13 45 8.271 0.112 0.042 0.070 0.248 13 46 8.382 0.111 0.042 0.069 0.245 12 47 8.492 0.110 0.041 0.069 0.243 12 48 8.601 0.109 0.041 0.068 0.241 12 49 8.709 0.108 0.041 0.067 0.239 12 50 8.817 0.107 0.040 0.067 0.237 12 51 8.923 0.106 0.040 0.066 0.236 12 52 9.029 0.106 0.040 0.066 0.234 12 53 9.134 0.105 0.040 0.065 0.232 12 54 9.238 0.104 0.039 0.065 0.230 12 55 9.341 0.103 0.039 0.064 0.229 12 56 9.444 0.103 0.039 0.064 0.227 12 57 9.545 0.102 0.038 0.063 0.225 11 58 9.647 0.101 0.038 0.063 0.224 11 59 9.747 0.100 0.038 0.063 0.222 11 60 9.847 0.100 0.038 0.062 0.221 11 61 62 9.946 10.045 0.099 0.099 0.037 0.037 0.062 0.061 0.219 0.218 11 11 63 10.143 0.098 0.037 0.061 0.217 11 64 10.240 0.097 0.037 0.061 0.215 11 65 10.337 0.097 0.036 0.060 0.214 11 66 10.433 0.096 0.036 0.060 0.213 11 67 10.528 0.096 0.036 0.060 0.211 11 68 10.623 0.095 0.036 0.059 0.210 11 69 10.718 0.094 0.036 0.059 0.209 11 70 10.812 0.094 0.035 0.058 0.208 11 71 10.905 0.093 0.035 0.058 0.207 10 72 10.998 0.093 0.035 0.058 0.205 10 73 11.090 0.092 0.035 0.058 0.204 10 74 11.182 0.092 0.035 0.057 0.203 10 75 11.273 0.091 0.034 0.057 0.202 10 76 11.364 0.091 0.034 0.057 0.201 10 'E 77 11.455 0.090 0.034 0.056 0.200 10 78 11.545 0.090 0.034 0.056 0.199 10 79 11.634 0.090 0.034 0.056 0.198 10 80 11.723 0.089 0.034 0.055 0.197 10 81 11.812 0.089 0.033 0.055 0.196 10 82 11.900 0.088 0.033 0.055 0.195 10 83 11.988 0.088 0.033 0.055 0.194 10 84 12.075 0.087 0.033 0.054 0.193 10 85 12.162 0.087 0.033 0.054 0.192 10 86 12.249 0.087 0.033 0.054 0.191 10 N L F I �� D 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea E Point Rainfall 5- Minute = 0.68 inches 30-Minute = 1.38 inches 1 -Hour = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.06 square miles Fm 0.477 inches /hour Ybar 0.404 Tc 13.4 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: L T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.006 1.006 0.107 0.900 4.029 137 2 1.320 0.314 0.107 0.207 0.929 32 3 1.557 0.236 0.096 0.141 0.631 21 4 1.753 0.196 0.079 0.117 0.523 18 5 1.958 0.205 0.083 0.122 0.547 19 6 2.177 0.219 0.089 0.131 0.585 20 7 2.381 0.204 0.083 0.122 0.545 19 8 2.574 0.192 0.078 0.115 0.514 17 9 2.756 0.183 0.074 0.109 0.487 17 WV I 10 2.931 0.174 0.070 0.104 0.465 16 11 3.098 0.167 0.068 0.100 0.446 15 12 3.259 0.161 0.065 0.096 0.429 15 13 3.414 0.155 0.063 0.093 0.415 14 14 3.567 0.152 0.062 0.091 0.407 14 15 3.716 0.149 0.060 0.089 0.399 14 16 3.862 0.145 0.059 0.087 0.388 13 17 4.003 0.142 0.057 0.085 0.378 13 18 4.142 0.138 0.056 0.083 0.370 13 19 4.277 0.135 0.055 0.081 0.361 12 20 4.410 0.133 0.054 0.079 0.354 12 21 4.540 0.130 0.052 0.077 0.347 12 22 4.667 0.127 0.051 0.076 0.340 12 23 4.792 0.125 0.051 0.075 0.334 11 24 4.915 0.123 0.050 0.073 0.328 11 25 5.036 0.121 0.049 0.072 0.322 11 26 5.155 0.119 0.048 0.071 0.317 11 27 5.272 0.117 0.047 0.070 0.313 11 28 5.389 0.118 0.047 0.070 0.314 11 29 5.505 0.116 0.047 0.069 0.309 11 30 5.620 0.114 0.046 0.068 0.305 10 31 5.732 0.113 0.046 0.067 0.301 10 32 5.844 0.111 0.045 0.066 0.297 10 33 5.954 0.110 0.044 0.066 0.294 10 34 6.063 0.109 0.044 0.065 0.290 10 35 6.170 0.107 0.043 0.064 0.287 10 36 6.276 0.106 0.043 0.063 0.284 10 37 6.382 0.105 0.042 0.063 0.281 10 38 6.486 0.104 0.042 0.062 0.278 9 39 6.588 0.103 0.042 0.061 0.275 9 40 6.690 0.102 0.041 0.061 0.272 9 L 41 6.791 0.101 0.041 0.060 0.269 42 6.891 0.100 0.040 0.060 0.267 43 6.990 0.099 0.040 0.059 0.264 44 7.088 0.098 0.040 0.058 0.262 45 7.186 0.097 0.039 0.058 0.259 46 7.282 0.096 0.039 0.057 0.257 47 7.378 0.096 0.039 0.057 0.255 48 7.472 0.095 0.038 0.056 0.253 49 7.566 0.094 0.038 0.056 0.251 50 7.660 0.093 0.038 0.056 0.249 51 7.752 0.093 0.037 0.055 0.247 52 7.844 0.092 0.037 0.055 0.245 53 7.935 0.091 0.037 0.054 0.243 54 8.025 0.090 0.037 0.054 0.241 55 8.115 0.090 0.036 0.054 0.240 56 8.204 0.089 0.036 0.053 0.238 57 8.293 0.089 0.036 0.053 0.236 58 8.381 0.088 0.036 0.052 0.235 59 8.468 0.087 0.035 0.052 0.233 60 8.555 0.087 0.035 0.052 0.231 61 8.641 0.086 0.035 0.051 0.230 62 8.726 0.086 0.035 0.051 0.228 63 8.812 0.085 0.034 0.051 0.227 64 8.896 0.085 0.034 0.050 0.226 65 8.980 0.084 0.034 0.050 0.224 66 9.064 0.084 0.034 0.050 0.223 67 9.147 0.083 0.034 0.049 0.222 68 9.229 0.083 0.033 0.049 0.220 69 9.311 0.082 0.033 0.049 0.219 70 9.393 0.082 0.033 0.049 0.218 71 9.474 0.081 0.033 0.048 0.216 72 9.554 0.081 0.033 0.048 0.215 73 9.635 0.080 0.032 0.048 0.214 74 9.715 0.080 0.032 0.048 0.213 75 9.794 0.079 0.032 0.047 0.212 76 9.873 0.079 0.032 0.047 0.211 77 9.951 0.079 0.032 0.047 0.210 78 10.030 0.078 0.032 0.047 0.209 79 10.107 0.078 0.031 0.046 0.208 80 10.185 0.077 0.031 0.046 0.206 81 10.262 0.077 0.031 0.046 0.205 82 10.338 0.077 0.031 0.046 0.204 83 10.415 0.076 0.031 0.045 0.203 84 10.490 0.076 0.031 0.045 0.203 85 10.566 0.076 0.031 0.045 0.202 86 10.641 0.075 0.030 0.045 0.201 87 10.716 0.075 0.030 0.045 0.200 88 10.790 0.075 0.030 0.044 0.199 89 10.865 0.074 0.030 0.044 0.198 90 10.938 0.074 0.030 0.044 0.197 91 11.012 0.074 0.030 0.044 0.196 92 11.085 0.073 0.030 0.044 0.195 93 11.158 0.073 0.029 0.043 0.195 94 11.231 0.073 0.029 0.043 0.194 95 11.303 0.072 0.029 0.043 0.193 96 11.375 0.072 0.029 0.043 0.192 97 11.447 0.072 0.029 0.043 0.191 98 11.518 0.071 0.029 0.043 0.191 99 11.589 0.071 0.029 0.042 0.190 100 11.660 0.071 0.029 0.042 0.189 101. 11.731 0.071 0.029 0.042 0.188 102 11.801 0.070 0.028 0.042 0.188 103 11.871 0.070 0.028 0.042 0.187 104 11.941 0.070 0.028 0.042 0.186 105 12.010 0.069 0.028 0.041 0.185 106 12.079 0.069 0.028 0.041 0.185 107 12.148 0.069 0.028 0.041 0.184 108 12.217 0.069 0.028 0.041 0.183 0 L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea F Point Rainfall 5- Minute = 0.68 inches 30- Minute = 1.38 inches 1 -Hour = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.28 square miles Fm 0.273 inches /hour Ybar 0.241 Tc Coefficients 18.5 minutes Exponents for Area -Adjusted Mass Rainfall: and T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.142 1.142 0.084 1.058 3.431 547 2 1.505 0.363 0.084 0.278 0.903 144 3 1.778 0.273 0.066 0.208 0.673 107 4 2.074 0.296 0.071 0.225 0.730 116 5 2.362 0.288 0.069 0.218 0.708 113 6 2.627 0.264 0.064 0.201 0.651 104 7 2.873 0.247 0.059 0.187 0.607 97 8 3.105 0.232 0.056 0.176 0.572 91 9 3.326 0.220 0.053 0.167 0.542 87 E, 10 3.537 0.212 0.051 0.161 0.521 83 11 3.744 0.206 0.050 0.157 0.508 81 12 3.942 0.199 0.048 0.151 0.490 78 13 4.135 0.192 0.046 0.146 0.473 76 14 4.321 0.186 0.045 0.141 0.459 73 E, 15 4.502 0.181 0.044 0.137 0.446 71 16 4.678 0.176 0.042 0.134 0.434 69 17 4.850 0.172 0.041 0.130 0.423 67 18 5.018 0.168 0.040 0.127 0.413 66 19 5.182 0.164 0.040 0.124 0.404 64 20 5.344 0.162 0.039 0.123 0.399 64 21 5.504 0.160 0.039 0.122 0.395 63 22 5.662 0.157 0.038 0.120 0.388 62 23 5.817 0.155 0.037 0.117 0.381 61 24 5.969 0.152 0.037 0.115 0.374 60 25 6.118 0.150 0.036 0.114 0.368 59 26 6.265 0.147 0.035 0.112 0.362 58 27 28 6.410 0.145 6.553 0.143 0.035 0.034 0.110 0.108 0.357 0.352 57 56 29 6.694 0.141 0.034 0.107 0.347 55 30 6.833 0.139 0.034 0.106 0.342 55 31 6.970 0.137 0.033 0.104 0.338 54 32 7.106 0.135 0.033 0.103 0.333 53 33 7.240 0.134 0.032 0.102 0.329 53 34 7.372 0.132 0.032 0.100 0.325 52 35 7.503 0.131 0.031 0.099 0.322 51 36 7.632 0.129 0.031 0.098 0.318 51 37 7.760 0.128 0.031 0.097 0.315 50 38 7.886 0.126 0.030 0.096 0.311 50 39 8.011 0.125 0.030 0.095 0.308 49 40 8.135 0.124 0.030 0.094 0.305 49 L C� FA N 0 0 8.258 0.123 0.030 0.093 0.302 48 8.379 0.122 0.029 0.092 0.299 48 8.500 0.120 0.029 0.091 0.296 47 8.619 0.119 0.029 0.091 0.294 47 8.737 0.118 0.028 0.090 0.291 46 8.854 0.117 0.028 0.089 0.288 46 8.971 0.116 0.028 0.088 0.286 46 9.086 0.115 0.028 0.087 0.284 45 9.200 0.114 0.028 0.087 0.281 45 9.314 0.113 0.027 0.086 0.279 45 9.426 0.112 0.027 0.085 0.277 44 9.538 0.112 0.027 0.085 0.275 44 9.648 0.111 0.027 0.084 0.273 44 9.758 0.110 0.026 0.083 0.271 43 9.868 0.109 0.026 0.083 0.269 43 9.976 0.108 0.026 0.082 0.267 43 10.084 0.108 0.026 0.082 0.265 42 10.190 0.107 0.026 0.081 0.263 42 10.297 0.106 0.026 0.081 0.261 42 10.402 0.105 0.025 0.080 0.260 41 10.507 0.105 0.025 0.080 0.258 41 10.611 0.104 0.025 0.079 0.256 41 10.714 0.103 0.025 0.079 0.255 41 10.817 0.103 0.025 0.078 0.253 40 10.919 0.102 0.025 0.078 0.251 40 11.021 0.102 0.024 0.077 0.250 40 11.122 0.101 0.024 0.077 0.248 40 11.222 0.100 0.024 0.076 0.247 39 11.322 0.100 0.024 0.076 0.246 39 11.421 0.099 0.024 0.075 0.244 39 11.520 0.099 0.024 0.075 0.243 39 11.618 0.098 0.024 0.074 0.241 39 11.715 0.098 0.024 0.074 0.240 38 11.812 0.097 0.023 0.074 0.239 38 11.909 0.097 0.023 0.073 0.238 38 12.005 0.096 0.023 0.073 0.236 38 12.100 0.096 0.023 0.072 0.235 38 12.195 0.095 0.023 0.072 0.234 37 12.290 0.095 0.023 0.072 0.233 37 L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24-Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea H Point Rainfall '�I 5- Minute = 0.68 inches 30-Minute = 1.38 inches 1-Hour = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.02 square miles Fm 0.684 inches /hour Ybar 0.570 Tc 15.8 minutes for Mass Rainfall: Coefficients and Exponents Area-Adjusted T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (C) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.073 1.073 0.180 0.893 3.393 47 2 1.410 0.336 0.180 0.156 0.593 8 3 1.666 0.256 0.146 0.110 0.418 6 4 1.892 0.226 0.129 0.097 0.369 5 5 2.155 0.262 0.150 0.113 0.429 6 6 2.396 0.241 0.138 0.104 0.394 5 7 2.621 0.225 0.128 0.097 0.367 5 8 2.833 0.212 0.121 0.091 0.346 5 9 3.034 0.201 0.115 0.086 0.328 5 10 3.226 0.192 0.109 0.083 0.313 4 11 3.410 0.184 0.105 0.079 0.300 4 12 3.589 0.180 0.102 0.077 0.293 4 13 3.764 0.175 0.100 0.075 0.286 4 14 3.934 0.170 0.097 0.073 0.277 4 15 4.099 0.165 0.094 0.071 0.269 4 16 4.259 0.160 0.091 0.069 0.262 4 17 4.416 0.156 0.089 0.067 0.255 4 18 4.568 0.153 0.087 0.066 0.249 3 19 4.718 0.149 0.085 0.064 0.244 3 20 4.864 0.146 0.083 0.063 0.239 3 21 5.007 0.143 0.082 0.062 0.234 3 22 5.148 0.140 0.080 0.060 0.229 3 23 5.286 0.138 0.079 0.060 0.226 3 24 5.424 0.138 0.079 0.059 0.226 3 25 5.560 0.136 0:077 0.058 0.222 3 26 5.694 0.134 0.076 0.058 0.218 3 27 5.826 0.132 0.075 0.057 0.215 3 28 5.956 0.130 0.074 0.056 0.212 3 29 6.084 0.128 0.073 0.055 0.209 3 30 6.210 0.126 0.072 0.054 0.206 3 31 6.335 0.125 0.071 0.054 0.204 3 32 6.458 0.123 0.070 0.053 0.201 3 33 6.579 0.122 0.069 0.052 0.199 3 34 6.699 0.120 0.068 0.052 0.196 3 35 6.818 0.119 0.068 0.051 0.194 3 36 6.936 0.117 0.067 0.051 0.192 3 37 38 7.052 0.116 7.167 0.115 0.066 0.066 0.050 0.049 0.190 0.188 3 3 39 7.281 0.114 0.065 0.049 0.186 3 40 7.393 0.113 0.064 0.048 0.184 3 '�I 0 Id L r Pi if n. u r' N 7.505 0.112 0.064 0.048 0.182 3 7.615 0.110 0.063 0.047 0.180 2 7.724 0.109 0.062 0.047 0.179 2 7.833 0.108 0.062 0.047 0.177 2 7.940 0.107 0.061 0.046 0.175 2 8.047 0.107 0.061 0.046 0.174 2 8.152 0.106 0.060 0.045 0.172 2 8.257 0.105 0.060 0.045 0.171 2 8.361 0.104 0.059 0.045 0.170 2 8.464 0.103 0.059 0.044 0.168 2 8.566 0.102 0.058 0.044 0.167 2 8.668 0.101 0.058 0.044 0.166 2 8.768 0.101 0.057 0.043 0.164 2 8.868 0.100 0.057 0.043 0.163 2 8.968 0.099 0.057 0.043 0.162 2 9.066 0.098 0.056 0.042 0.161 2 9.164 0.098 0.056 0.042 0.160 2 9.261 0.097 0.055 0.042 0.159 2 9.357 0.096 0.055 0.041 0.158 2 9.453 0.096 0.055 0.041 0.156 2 9.548 0.095 0.054 0.041 0.155 2 9.643 0.095 0.054 0.041 0.154 2 9.737 0.094 0.054 0.040 0.153 2 9.830 0.093 0.053 0.040 0.153 2 9.923 0.093 0.053 0.040 0.152 2 10.016 0.092 0.053 0.040 0.151 2 10.107 0.092 0.052 0.039 0.150 2 10.198 0.091 0.052 0.039 0.149 2 10.289 0.091 0.052 0.039 0.148 2 10.379 0.090 0.051 0.039 0.147 2 10.469 0.090 0.051 0.039 0.146 2 10.558 0.089 0.051 0.038 0.146 2 10.647 0.089 0.051 0.038 0.145 2 10.735 0.088 0.050 0.038 0.144 2 10.823 0.088 0.050 0.038 0.143 2 10.910 0.087 0.050 0.038 0.142 2 10.997 0.087 0.049 0.037 0.142 2 11.083 0.086 0.049 0.037 0.141 2 11.169 0.086 0.049 0.037 0.140 2 11.254 0.085 0.049 0.037 0.140 2 11.340 0.085 0.048 0.037 0.139 2 11.424 0.085 0.048 0.036 0.138 2 11.508 0.084 0.048 0.036 0.138 2 11.592 0.084 0.048 0.036 0.137 2 11.676 0.083 0.048 0.036 0.136 2 11.759 0.083 0.047 0.036 0.136 2 11.842 0.083 0.047 0.036 0.135 2 11.924 0.082 0.047 0.035 0.134 2 12.006 0.082 0.047 0.035 0.134 2 12.087 0.082 0.047 0.035 0.133 2 12.169 0.081 0.046 0.035 0.133 2 12.250 0.081 0.046 0.035 0.132 2 L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea I I Li Point Rainfall 5- Minute = 0.68 inches 30- Minute = 1.38 inches 1 -Hour = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.06 square miles Fm 0.518 inches /hour Ybar 0.437 Tc 14.7 minutes for Area - Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.044 1.044 0.127 0.917 3.741 129 jYI{ 2 1.369 0.326 0.127 0.199 0.811 28 3 1.617 0.248 0.108 0.140 0.570 20 4 1.821 0.203 0.089 0.115 0.468 16 5 2.066 0.245 0.107 0.138 0.564 19 i 6 2.298 0.231 0.101 0.130 0.532 18 7 2.513 0.216 0.094 0.121 0.496 17 8 2.716 0.203 0.089 0.114 0.467 16 9 2.909 0.193 0.084 0.109 0.443 15 10 3.093 0.184 0.080 0.104 0.423 15 11 3.269 0.176 0.077 0.099 0.405 14 12 3.439 0.170 0.074 0.096 0.390 13 13 3.606 0.167 0.073 0.094 0.383 13 14 3.769 0.163 0.071 0.092 0.373 13 15 3.927 0.158 0.069 0.089 0.363 13 16 4.080 0.154 0.067 0.087 0.353 12 17 4.230 0.150 0.065 0.084 0.344 12 18 4.376 0.146 0.064 0.082 0.336 12 19 4.519 0.143 0.063 0.081 0.329 11 20 4.659 0.140 0.061 0.079 0.322 11 21' 4.797 0.137 0.060 0.077 0.315 11 22 4.931 0.135 0.059 0.076 0.309 11 23 5.063 0.132 0.058 0.074 0.304 10 24 5.193 0.130 0.057 0.073 0.298 10 25 5.322 0.129 0.056 0.073 0.296 10 26 5.450 0.128 0.056 0.072 0.294 10 27 5.576 0.126 0.055 0.071 0.290 10 28 5.701 0.124 0.054 0.070 0.286 10 29 5.823 0.123 0.054 0.069 0.282 10 30 5.944 0.121 0.053 0.068 0.278 10 31 6.063 0.119 0.052 0.067 0.274 9 32 6.181 0.118 0.051 0.066 0.271 9 33 6.298 0.116 0.051 0.066 0.267 9 34 6.413 0.115 0.050 0.065 0.264 9 35 6.526 0.114 0.050 0.064 0.261 9 36 6.639 0.112 0.049 0.063 0.258 9 37 6.750 0.111 0.049 0.063 0.256 9 38 6.860 0.110 0.048 0.062 0.253 9 39 6.969 0.109 0.048 0.061 0.250 9 40 7.077 0.108 0.047 0.061 0.248 9 I Li �1-1 HAI l 41 7.183 0.107 0.047 0.060 0.245 8 42 7.289 0.106 0.046 0.060 0.243 8 43 7.394 0.105 0.046 0.059 0.241 8 44 7.498 0.104 0.045 0.058 0.238 8 45 7.600 0.103 0.045 0.058 0.236 8 46 7.702 0.102 0.045 0.057 0.234 8 47 7.803 0.101 0.044 0.057 0.232 8 48 7.904 0.100 0.044 0.056 0.230 8 49 8.003 0.099 0.043 0.056 0.228 8 50 8.102 0.099 0.043 0.056 0.227 8 51 8.200 0.098 0.043 0.055 0.225 8 52 53 8.297 8.393 0.097 0.096 0.042 0.042 0.055 0.054 0.223 8 0.221 8 54 8.489 0.096 0.042 0.054 0.220 8 55 8.584 0.095 0.041 0.053 0.218 8 56 8.678 0.094 0.041 0.053 0.217 7 57 8.772 0.094 0.041 0.053 0.215 7 58 8.865 0.093 0.041 0.052 0.214 7 59 8.957 0.092 0.040 0.052 0.212 7 60 9.049 0.092 0.040 0.052 0.211 7 61 9.140 0.091 0.040 0.051 0.209 7 62 9.230 0.091 0.040 0.051 0.208 7 63 9.320 0.090 0.039 0.051 0.207 7 64 9.410 0.089 0.039 0.050 0.205 7 65 9.499 0.089 0.039 0.050 0.204 7 66 9.587 0.088 0.039 0.050 0.203 7 67 9.675 0.088 0.038 0.049 0.202 7 68 9.762 0.087 0.038 0.049 0.201 7 69 9.849 0.087 0.038 0.049 0.199 7 70 9.935 0.086 0.038 0.049 0.198 7 71 10.021 0.086 0.037 0.048 0.197 7 72 10.106 0.085 0.037 0.048 0.196 7 73 10.191 0.085 0.037 0.048 0.195 7 74 10.275 0.084 0.037 0.048 0.194 7 75 10.359 0.084 0.037 0.047 0.193 7 76 10.443 0.084 0.036 0.047 0.192 7 77 10.526 0.083 0.036 0.047 0.191 7 78 10.609 0.083 0.036 0.047 0.190 7 79 10.691 0.082 0.036 0.046 0.189 7 80 10.773 0.082 0.036 0.046 0.188 6 81 10.854 0.081 0.036 0.046 0.187 6 82 10.935 0.081 0.035 0.046 0.186 6 83 11.016 0.081 0.035 0.045 0.185 6 84 85 11.096 11.176 0.080 0.080 0.035 0.035 0.045 0.045 0.184 6 0.184 6 86 11.256 0.080 0.035 0.045 0.183 6 87 11.335 0.079 0.035 0.045 0.182 6 88 11.414 0.079 0.034 0.044 0.181 6 89 11.492 0.078 0.034 0.044 0.180 6 90 11.570 0.078 0.034 0.044 0.179 6 91 11.648 0.078 0.034 0.044 0.179 6 92 11.725 0.077 0.034 0.044 0.178 6 93 94 11.802 11.879 0.077 0.077 0.034 0.034 0.043 0.043 0.177 6 0.176 6 95 11.956 0.076 0.033 0.043 0.176 6 96 12.032 0.076 0.033 0.043 0.175 6 97 12.108 0.076 0.033 0.043 0.174 6 98 12.183 0.076 0.033 0.043 0.174 6 99 12.258 0.075 0.033 0.042 0.173 6 �1-1 HAI l SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea J Point Rainfall 5- Minute = 0.68 inches i 30- Minute 1 -Hour = 1.38 inches = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.05 square miles Fm 0.525 inches /hour Ybar 0.443 Tc 17.2 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.110 1.110 0.150 0.959 3.346 93 2 1.460 0.350 0.150 0.200 0.697 19 3 1.725 0.265 0.118 0.148 0.516 14 4 1.988 0.263 0.116 0.146 0.511 14 5 2.264 0.276 0.122 0.154 0.536 15 6 2.517 0.253 0.112 0.141 0.492 14 7 2.754 0.236 0.105 0.132 0.459 13 8 2.976 0.223 0.099 0.124 0.432 12 9 10 3.188 0.211 3.389 0.202 0.094 0.089 0.118 0.112 0.410 0.392 11 11 11 3.585 0.196 0.087 0.109 0.380 11 12 3.775 0.190 0.084 0.106 0.370 10 13 3.959 0.184 0.082 0.103 0.358 10 14 4.138 0.178 0.079 0.099 0.347 10 15 4.311 0.173 0.077 0.097 0.337 9 16 4.480 0.169 0.075 0.094 0.328 9 17 4.644 0.165 0.073 0.092 0.320 9 18 4.805 0.161 0.071 0.089 0.312 9 19 4.962 0.157 0.070 0.087 0.305 8 20 5.116 0.154 0.068 0.086 0.299 8 21 5.267 0.151 0.067 0.084 0.293 8 22 5.417 0.151 0.067 0.084 0.293 8 23 5.565 0.148 0.066 0.082 0.288 8 24 5.711 0.145 0.064 0.081 0.283 8 25 5.854 0.143 0.063 0.080 0.278 8 26 5.995 0.141 0.062 0.078 0.274 8 27 6.133 0.139 0.061 0.077 0.270 7 28 6.270 0.137 0.061 0.076 0.266 7 29 6.405 0.135 0.060 0.075 0.262 7 30 6.538 0.133 0.059 0.074 0.258 7 31 6.669 0.131 0.058 0.073 0.255 7 32 6.799 0.130 0.057 0.072 0.252 7 1 33 6.927 0.128 0.057 0.071 0.249 7 34 7.053 0.127 0.056 0.070 0.246 7 35 7.178 0.125 0.055 0.070 0.243 7 36 7.302 0.124 0.055 0.069 0.240 7 37 38 7.424 0.122 7.545 0.121 0.054 0.054 0.068 0.067 0.238 0.235 7 7 39 7.665 0.120 0.053 0.067 0.233 6 40 7.784 0.119 0.053 0.066 0.230 6 D P; G f i9 1 7.901 0.117 0.052 0.065 0.228 6 8.017 0.116 0.052 0.065 0.226 6 8.132 0.115 0.051 0.064 0.224 6 8.247 0.114 0.051 0.064 0.222 6 8.360 0.113 0.050 0.063 0.220 6 8.472 0.112 0.050 0.062 0.218 6 8.583 0.111 0.049 0.062 0.216 6 8.693 0.110 0.049 0.061 0.214 6 8.803 0.109 0.048 0.061 0.212 6 8.911 0.108 0.048 0.060 0.211 6 9.019 0.108 0.048 0.060 0.209 6 9.126 0.107 0.047 0.059 0.208 6 9.232 0.106 0.047 0.059 0.206 6 9.337 0.105 0.047 0.059 0.204 6 9.441 0.104 0.046 0.058 0.203 6 9.545 0.104 0.046 0.058 0.201 6 9.648 0.103 0.046 0.057 0.200 6 9.750 0.102 0.045 0.057 0.199 5 9.852 0.102 0.045 0.057 0.197 5 9.953 0.101 0.045 0.056 0.196 5 10.053 0.100 0.044 0.056 0.195 5 10.152 0.100 0.044 0.055 _ 0.194 5 10.251 0.099 0.044 0.055 0.192 5 10.350 0.098 0.044 0.055 0.191 5 10.447 0.098 0.043 0.054 0.190 5 10.545 0.097 0.043 0.054 0.189 5 10.641 0.097 0.043 0.054 0.188 5 10.737 0.096 0.043 0.053 0.187 5 10.833 0.095 0.042 0.053 0.185 5 10.927 0.095 0.042 0.053 0.184 5 11.022 0.094 0.042 0.053 0.183 5 11.116 0.094 0.042 0.052 0.182 5 11.209 0.093 0.041 0.052 0.181 5 11.302 0.093 0.041 0.052 0.180 5 11.394 0.092 0.041 0.051 0.179 5 11.486 0.092 0.041 0.051 0.178 5 11.577 0.091 0.040 0.051 0.178 5 11.668 0.091 0.040 0.051 0.177 5 11.759 0.090 0.040 0.050 0.176 5 11.849 0.090 0.040 0.050 0.175 5 11.938 0.090 0.040 0.050 0.174 5 12.028 0.089 0.039 0.050 0.173 5 12.116 0.089 0.039 0.049 0.172 5 12.205 0.088 0.039 0.049 0.172 5 12.292 0.088 0.039 0.049 0.171 5 L J SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea OS Point Rainfall 5- Minute = 0.68 inches 30- Minute 1 -Hour = 1.38 inches = 1.84 inches 3 -Hour = 3.48 inches 6 -Hour = 5.26 inches 24 -Hour = 12.18 inches Drainage Area 0.68 square miles Fm 0.370 inches /hour Ybar 0.318 Tc 17.7 minutes Coefficients and Exponents for Area-Adjusted Mass Rainfall: T <= 30 min. 0.3641 0.3917 T <= 60 min. 0.3400 0.4119 T <= 3 hrs. 0.1694 0.5820 T <= 6 hrs. 0.1585 0.5949 T <= 24 hrs. 0.1482 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (C) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.122 1.122 0.109 1.013 3.434 1353 2 1.477 0.355 0.109 0.246 0.834 328 3 1.746 0.269 0.085 0.183 0.621 245 4 2.022 0.276 0.088 0.188 0.638 251 5 2.302 0.280 0.089 0.191 0.648 255 6 2.560 0.258 0.082 0.176 0.596 235 7 2.800 0.240 0.076 0.164 0.556 219 8 3.026 0.226 0.072 0.154 0.523 206 9 3.241 0.215 0.068 0.146 0.496 196 10 3.446 0.205 0.065 0.140 0.474 187 11 3.646 0.200 0.064 0.137 0.463 182 12 3.840 0.194 0.062 0.132. 0.448 176 13 4.027 0.187 0.060 0.128 0.433 171 14 4.209 0.182 0.058 0.124 0.420 165 15 4.385 0.176 0.056 0.120 0.408 161 16 4.557 0.172 0.055 0.117 0.397 156 17 4.724 0.167 0.053 0.114 0.387 152 18 19 4.888 0.163 5.047 0.160 0.052 0.051 0.111 0.109 0.378 0.369 149 146 20 5.204 0.156 0.050 0.107 0.362 142 21 5.359 0.155 0.049 0.106 0.359 141 22 5.512 0.153 0.049 0.105 0.354 140 23 5.663 0.151 0.048 0.103 0.348 137 24 5.811 0.148 0.047 0.101 0.342 135 25 5.956 0.146 0.046 0.099 0.337 133 26 6.100 0.143 0.046 0.098 0.331 131 27 6.241 0.141 0.045 0.096 0.326 129 28 6.380 0.139 0.044 0.095 0.322 127 29 6.517 0.137 0.044 0.094 0.317 125 30 6.652 0.135 0.043 0.092 0.313 123 31 6.786 0.134 0.042 0.091 0.309 122 32 6.918 0.132 0.042 0.090 0.305 120 33 7.048 0.130 0.041 0.089 0.301 119 34 7.177 0.129 0.041 0.088 0.298 117 35 7.304 0.127 0.040 0.087 0.294 116 36 7.430 0.126 0.040 0.086 0.291 115 37 7.554 0.124 7.678 0.123 0.040 0.039 0.085 0.084 0.288 0.285 113 112 38 39 7.799 0.122 0.039 0.083 0.282 111 40 7.920 0.121 0.038 0.082 0.279 110 J HI Cl [a 41 8.039 0.119 0.038 0.081 0.276 109 42 8.158 0.118 0.038 0.081 0.274 108 43 8.275 0.117 0.037 0.080 0.271 107 44 8.391 0.116 0.037 0.079 0.268 106 45 8.506 0.115 0.037 0.078 0.266 105 46 8.620 0.114 0.036 0.078 0.264 104 47 8.733 0.113 0.036 0.077 0.262 103 48 8.846 0.112 0.036 0.077 0.259 102 49 8.957 0.111 0.035 0.076 0.257 101 50 9.067 0.110 0.035 0.075 0.255 101 51 9.177 0.110 0.035 0.075 0.253 100 52 53 9.285 9.393 0.109 0.108 0.035 0.034 0.074 0.074 0.251 0.249 99 98 54 9.500 0.107 0.034 0.073 0.247 98 55 9.607 0.106 0.034 0.072 0.246 97 56 9.712 0.106 0.034 0.072 0.244 96 57 9.817 0.105 0.033 0.071 0.242 95 58 9.921 0.104 0.033 0.071 0.241 95 59 10.024 0.103 0.033 0.070 0.239 94 60 10.127 0.103 0.033 0.070 0.237 94 61 10.229 0.102 0.032 0.070 0.236 93 62 10.330 0.101 0.032 0.069 0.234 92 63 10.431 0.101 0.032 0.069 0.233 92 64 10.531 0.100 0.032 0.068 0.231 91 65 10.630 0.099 0.032 0.068 0.230 91 66 10.729 0.099 0.031 0.067 0.229 90 67 10.828 0.098 0.031 0.067 0.227 89 68 10.925 0.098 0.031 0.067 0.226 89 69 11.022 0.097 0.031 0.066 0.225 88 70 11.119 0.097 0.031 0.066 0.223 88 71 11.215 0.096 0.031 0.065 0.222 87 72 11.311 0.095 0.030 0.065 0.221 87 73 11.405 0.095 0.030 0.065 0.220 87 74 11.500 0.094 0.030 0.064 0.218 86 75 11.594 0.094 0.030 0.064 0.217 86 76 11.687 0.093 0.030 0.064 0.216 85 77 11.780 0.093 0.030 0.063 0.215 85 78 11.873 0.093 0.029 0.063 0.214 84 79 11.965 0.092 0.029 0.063 0.213 84 80 12.057 0.092 0.029 0.062 0.212 83 81 12.148 0.091 0.029 0.062 0.211 83 82 12.238 0.091 0.029 0.062 0.210 83 HI Cl [a F� SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea A Point Rainfall 5-Minute = 0.74 inches 30- Minute 1 -Hour = 1.49 inches = 1.99 inches 3 -Hour = 3.77 inches 6-Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.15 square miles lif Fm 0.434 inches /hour Ybar 0.369 Tc 18.2 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3945 0.3917 AM T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.229 1.229 0.132 1.098 3.618 313 2 1.619 0.390 0.132 0.258 0.851 74 3 1.913 0.294 0.109 0.186 0.612 53 4 2.226 0.313 0.115 0.197 0.651 56 5 2.535 0.309 0.114 0.195 0.642 55 6 2.818 0.284 0.105 0.179 0.590 51 7 3.083 0.265 0.098 0.167 0.550 48 8 3.332 0.249 0.092 0.157 0.518 45 9 10 3.569 0.236 3.795 0.226 0.087 0.083 0.149 0.143 0.492 0.471 42 41 11 4.016 0.221 0.082 0.140 0.461 40 12 4.230 0.213 0.079 0.135 0.444 38 13 4.436 0.206 0.076 0.130 0.429 37 14 4.636 0.200 0.074 0.126 0.416 36 15 4.830 0.194 0.072 0.123 0.404 35 16 5.019 0.189 0.070 0.119 0.393 34 17 5.203 0.184 0.068 0.116 0.383 33 18 5.383 0.180 0.066 0.114 0.374 32 19 5.559 0.176 0.065 0.111 0.366 32 20 5.732 0.173 0.064 0.109 0.360 31 21 5.904 0.172 0.063 0.109 0.358 31 22 6.073 0.169 0.062 0.107 0.351 30 23 6.239 0.166 0.061 0.105 0.345 30 24 6.402 0.163 0.060 0.103 0.339 29 25 6.563 0.160 0.059 0.101 0.334 29 26 6.721 0.158 0.058 0.100 0.328 28 27 6.876 0.156 0.057 0.098 0.324 28 28 7.029 0.153 0.057 0.097 0.319 28 29 7.180 0.151 0.056 0.095 0.314 27 30 7.330 0.149 0.055 0.094 0.310 27 31 7.477 0.147 0.054 0.093 0.306 26 32 7.622 0.145 0.054 0.092 0.302 26 33 7.766 0.144 0.053 0.091 0.299 26 34 7.907 0.142 0.052 0.089 0.295 25 35 8.048 0.140 0.052 0.088 0.292 25 36 8.186 0.139 0.051 0.087 0.288 25 37 8.323 0.137 0.051 0.087 0.285 25 38 8.459 0.136 0.050 0.086 0.282 24 39 8.593 0.134 0.050 0.085 0.279 24 40 8.726 0.133 0.049 0.084 0.276 24 I A 1�� Ili] F 0 8.858 0.132 0.049 0.083 0.274 24 8.988 0.130 0.048 0.082 0.271 23 9.117 0.129 0.048 0.081 0.269 23 9.245 0.128 0.047 0.081 0.266 23 9.372 0.127 0.047 0.080 0.264 23 9.498 0.126 0.046 0.079 0.262 23 9.622 0.125 0.046 0.079 0.259 22 9.746 0.124 0.046 0.078 0.257 22 9.869 0.123 0.045 0.077 0.255 22 9.990 0.122 0.045 0.077 0.253 22 10.111 0.121 0.045 0.076 0.251 22 10.231 0.120 0.044 0.076 0.249 22 10.349 0.119 0.044 0.075 0.247 21 10.467 0.118 0.044 0.074 0.245 21 10.584 0.117 0.043 0.074 0.244 21 10.701 0.116 0.043 0.073 0.242 21 10.816 0.115 0.043 0.073 0.240 21 10.931 0.115 0.042 0.072 0.238 21 11.045 0.114 0.042 0.072 0.237 20 11.158 0.113 0.042 0.071 0.235 20 11.270 0.112 0.041 0.071 0.234 20 11.382 0.112 0.041 0.070 0.232 20 11.493 0.111 0.041 0.070 0.231 20 11.603 0.110 0.041 0.070 0.229 20 11.713 0.110 0.040 0.069 0.228 20 11.821 0.109 0.040 0.069 0.227 20 11.930 0.108 0.046 0.068 0.225 19 12.037 0.108 0.040 0.068 0.224 19 12.144 0.107 0.039 0.068 0.223 19 12.251 0.106 0.039 0.067 0.221 19 12.357 0.106 0.039 0.067 0.220 19 12.462 0.105 0.039 0.066 0.219 19 12.566 0.105 0.039 0.066 0.218 19 12.670 0.104 0.038 0.066 0.217 19 12.774 0.104 0.038 0.065 0.215 19 12.877 0.103 0.038 0.065 0.214 19 12.979 0.102 0.038 0.065 0.213 18 13.081 0.102 0.038 0.064 0.212 18 13.183 0.101 0.037 0.064 0.211 18 13.284 0.101 0.037 0.064 0.210 18 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm Subarea B Point Rainfall 5-Minute = 0.74 inches 30- Minute = 1.49 inches 1 -Hour = 1.99 inches 3-Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Kii Drainage Area 0.07 square miles If8 Fm 0.507 inches /hour Ybar 0.428 Tc 21.8 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T - 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.319 1.319 0.184 1.135 3.124 124 2 1.744 0.425 0.182 0.243 0.669 27 3 2.091 0.347 0.149 0.199 0.547 22 4 5 2.473 2.815 0.381 0.343 0.163 0.147 0.218 0.196 0.600 0.540 24 21 6 3.131 0.315 0.135 0.180 0.496 20 7 3.425 0.294 0.126 0.168 0.463 18 8 3.701 0.277 0.118 0.158 0.436 17 9 3.968 0.267 0.114 0.153 0.420 17 10 4.225 0.257 0.110 0.147 0.404 16 11 4.471 0.246 0.105 0.141 0.388 15 12 4.709 0.238 0.102 0.136 0.374 15 13 4.939 0.230 0.098 0.131 0.362 14 14 5.161 0.223 0.095 0.127 0.350 14 r' 15 5.377 0.216 0.093 0.124 0.340 14 16 5.588 0.210 0.090 0.120 0.331 13 17 5.795 0.207 0.089 0.118 0.326 13 18 5.999 0.204 0.087 0.117 0.322 13 19 6.199 0.200 0.086 0.114 0.315 13 20 6.395 0.196 0.084 0.112 0.308 12 21 6.587 0.192 0.082 0.110 0.302 12 22 6.775 0.188 0.081 0.108 0.297 12 23 6.961 0.185 0.079 0.106 0.291 12 24 7.142 0.182 0.078 0.104 0.286 11 25 7.321 0.179 0.077 0.102 0.282 11 26 7.498 0.176 0.075 0.101 0.277 11 27 7.671 0.174 0.074 0.099 0.273 11 28 7.842 0.171 0.073 0.098 0.269 11 29 8.011 0.169 0.072 0.096 0.265 11 30 8.177 0.166 0.071 0.095 0.262 10 31 8.341 0.164 0.070 0.094 0.258 10 32 8.503 0.162 0.069 0.093 0.255 10 33 8.664 0.160 0.069 0.092 0.252 10 34 8.822 0.158 0.068 0.091 0.249 10 35 8.978 0.156 0.067 0.089 0.246 10 36 9.133 0.155 0.066 0.088 0.243 10 37 9.286 0.153 0.065 0.087 0.241 10 38 9.437 0.151 0.065 0.087 0.238 9 39 9.587 0.150 0.064 0.086 0.236 9 40 9.735 0.148 0.063 0.085 0.233 9 4 41 9.882 0.147 0.063 0.084 0.231 9 42 10.027 0.145 0.062 0.083 0.229 9 43 10.171 0.144 0.062 0.082 0.227 9 44 10.314 0.143 0.061 0.082 0.225 9 45 10.456 0.141 0.061 0.081 0.223 9 46 10.596 0.140 0.060 0.080 0.221 9 47 10.735 0.139 0.060 0.080 0.219 9 48 10.873 0.138 0.059 0.079 0.217 9 49 11.010 0.137 0.059 0.078 0.215 9 50 11.145 0.136 0.058 0.078 0.214 8 51 11.280 0.135 0.058 0.077 0.212 8 52 11.414 0.134 0.057 0.076 0.210 8 53 11.546 0.133 0.057 0.076 0.209 8 54 11.678 0.132 0.056 0.075 0.207 8 55 11.808 0.131 0.056 0.075 0.206 8 56 11.938 0.130 0.056 0.074 0.204 8 57 12.067 0.129 0.055 0.074 0.203 8 58 12.195 0.128 0.055 0.073 0.201 8 59 12.322 0.127 0.054 0.073 0.200 8 60 12.448 0.126 0.054 0.072 0.199 8 61 62 12.573 12.698 0.125 0.125 0.054 0.053 0.072 0.071 0.197 0.196 8 8 63 12.822 0.124 0.053 0.071 0.195 8 64 12.945 0.123 0.053 0.070 0.194 8 65 13.067 0.122 0.052 0.070 0.192 8 66 13.188 0.122 0.052 0.070 0.191 8 67 13.309 0.121 0.052 0.069 0.190 8 D SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea C Point Rainfall I lY, 5-Minute = 0.74 inches 30- Minute = 1.49 inches 1-Hour = 1.99 inches 3 -Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.06 square miles Fm 0.567 inches /hour Ybar 0.476 Tc 17.7 minutes Coefficients Exponents for Area - Adjusted Mass Rainfall: and T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.216 1.216 0.167 1.049 3.555 123 2 1.600 0.385 0.167 0.217 0.737 25 3 1.891 0.291 0.138 0.152 0.517 18 4 2.190 0.299 0.142 0.157 0.531 18 5 2.494 0.304 0.145 6.159 0.540 19 6 2.773 0.279 0.133 0.146 0.496 17 7 3.033 0.260 0.124 0.136 0.462 16 8 3.279 0.245 0.117 0.128 0.435 15 9 3.511 0.233 0.111 0.122 0.413 14 10 3.733 0.222 0.106 0.116 0.394 14 11 3.950 0.217 0.103 0.114 0.385 13 12 4.160 0.210 0.100 0.110 0.373 13 13 4.363 0.203 0.097 0.106 0.360 12 14 4.560 0.197 0.094 0.103 0.349 12 15 4.751 0.191 0.091 0.100 0.339 12 16 4.937 0.186 0.089 0.097 . 0.330 11 17 5.118 0.181 0.086 0.095 0.322 11 18 5.295 0.177 0.084 0.093 0.314 11 19 5.468 0.173 0.082 0.091 0.307 11 20 5.637 0.169 0.081 0.089 0.301 10 21 5.805 0.168 0.080 0.088 0.299 10 22 5.972 0.166 0.079 0.087 0.295 10 23 6.135 0.163 0.078 0.085 0.290 10 24 6.295 0.160 0.076 0.084 0.285 10 25 6.453 0.158 0.075 0.083 0.280 10 26 6.608 0.155 0.074 0.081 0.276 10 27 6.761 0.153 0.073 0.080 0.272 9 28 6.912 0.151 0.072 0.079 0.268 9 29 7.060 0.149 0.071 0.078 0.264 9 30 7.207 0.147 0.070 0.077 0.260 9 31 7.352 0.145 0.069 0.076 0.257 9 32 7.494 0.143 0.068 0.075 0.254 9 33 7.636 0.141 0.067 0.074 0.251 9 34 7.775 0.139 0.066 0.073 0.248 9 35 7.913 0.138 0.066 0.072 0.245 & 36 37 8.049 0.136 8.184 0.135 0.065 0.064 0.071 0.071 0.242 0.239 8 8 38 8.317 0.133 0.063 0.070 0.237 8 39 8.449 0.132 0.063 0.069 0.234 8 40 8.580 0.131 0.062 0.068 0.232 8 I lY, I 1� d Ll Pit r%, F�� 1=I 8.709 0.129 0.062 0.068 0.230 8 8.838 0.128 0.061 0.067 0.228 8 8.965 0.127 0.060 0.067 0.226 8 9.090 0.126 0.060 0.066 0.223 8 9.215 0.125 0.059 0.065 0.221 8 9.339 0.124 0.059 0.065 0.220 8 9.461 0.123 0.058 0.064 0.218 8 9.583 0.122 0.058 0.064 0.216 7 9.703 0.121 0.057 0.063 0.214 7 9.823 0.120 0.057 0.063 0.212 7 9.942 0.119 0.056 0.062 0.211 7 10.059 0.118 0.056 0.062 0.209 7 10.176 0.117 0.056 0.061 0.208 7 10.292 0.116 0.055 0.061 0.206 7 10.407 0.115 0.055 0.060 0.204 7 10.521 0.114 0.054 0.060 0.203 7 10.635 0.114 0.054 0.059 0.202 7 10.748 0.113 0.054 0.059 0.200 7 10.860 0.112 0.053 0.059 0.199 7 10.971 0.111 0.053 0.058 0.198 7 11.081 0.110 0.053 0.058 0.196 7 11.191 0.110 0.052 0.058 0.195 7 11.300 0.109 0.052 0.057 0.194 7 11.409 0.108 0.052 0.057 0.193 7 11.516 0.108 0.051 0.056 0.191 7 11.623 0.107 0.051 0.056 0.190 7 11.730 0.106 0.051 0.056 0.189 7 11.836 0.106 0.050 0.055 0.188 6 11.941 0.105 0.050 0.055 0.187 6 12.046 0.105 0.050 0.055 0.186 6 12.150 0.104 0.050 0.055 0.185 6 12.253 0.103 0.049 0.054 0.184 6 12.356 0.103 0.049 0.054 0.183 6 12.458 0.102 0.049 0.054 0.182 6 12.560 0.102 0.048 0.053 0.181 6 12.661 0.101 0.048 0.053 0.180 6 12.762 0.101 0.048 0.053 0.179 6 12.862 0.100 0.048 0.053 0.178 6 12.962 0.100 0.047 0.052 0.177 6 13.061 0.099 0.047 0.052 0.176 6 13.160 0.099 0.047 0.052 0.175 6 13.258 0.098 0.047 0.051 0.175 6 0 H SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea D Point Rainfall 5- Minute = 0.74 inches 30- Minute = 1.49 inches 1-Hour = 1.99 inches 3 -Hour = 3.77 inches 6-Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.09 square miles Fm 0.444 inches /hour Ybar 0.377 a Tc Coefficients 16.9 minutes Exponents for Area-Adjusted Mass Rainfall: and T <= 30 min. 0.3945 0.3917 T - 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.194 1.194 0.125 1.069 3.795 192 2 1.570 0.376 0.125 0.251 0.892 45 3 1.856 0.285 0.108 0.178 0.631 32 4 2.132 0.276 0.104 0.172 0.611 31 5 2.428 0.296 0.111 0.184 0.654 33 6 2.699 0.272 0.102 0.169 0.601 30 7 2.953 0.253 0.096 0.158 0.560 28 8 3.192 0.239 0.090 0.149 0.528 27 9 3.418 0.226 0.085 0.141 0.501 25 10 3.634 0.216 0.081 0.135 0.478 24 11 3.843 0.209 0.079 0.130 0.462 23 12 4.047 0.204 0.077 0.127 0.452 23 13 4.245 0.197 0.074 0.123 0.437 22 IF 14 4.436 0.191 0.072 0.119 0.423 21 15 4.622 0.186 0.070 0.116 0.411 21 16 4.803 0.181 0.068 0.113 0.400 20 17 4.979 0.176 0.066 0.110 0.390 20 18 5.151 0.172 0.065 0.107 0.381 19 19 5.320 0.168 0.063 0.105 0.372 19 20 5.484 0.165 0.062 0.103 0.365 18 21 5.646 0.162 0.061 0.101 0.357 18 22 5.806 0.161 0.061 0.100 0.355 18 23 5.965 0.159 0.060 0.099 0.351 18 24 6.121 0.156 0.059 0.097 0.345 17 25 6.274 0.153 0.058 0.096 0.339 17 26 6.425 0.151 0.057 0.094 0.334 17 27 28 6.574 0.149 6.721 0.147 0.056 0.055 0.093 0.091 0.329 0.324 17 16 29 6.865 0.145 0.054 0.090 0.320 16 30 7.008 0.143 0.054 0.089 0.315 16 31 7.148 0.141 0.053 0.088 0.311 16 32 7.287 0.139 0.052 0.087 0.307 16 33 7.424 0.137 0.052 0.085 0.304 15 34 7.560 0.136 0.051 0.084 0.300 15 35 7.694 0.134 0.051 0.084 0.296 15 36 37 7.827 0.133 7.958 0.131 0.050 0.049 0.083 0.082 0.293 0.290 15 15 38 8.087 0.130 0.049 0.081 0.287 15 39 8.216 0.128 0.048 0.080 0.284 14 40 8.343 0.127 0.048 0.079 0.281 14 N 0 Al 41 8.469 0.126 0.047 0.078 0.278 42 8.593 0.125 0.047 0.078 0.276 43 8.717 0.123 0.047 0.077 0.273 44 8.839 0.122 0.046 0.076 0.271 45 8.960 0.121 0.046 0.076 0.268 46 9.080 0.120 0.045 0.075 0.266 47 9.200 0.119 0.045 0.074 0.264 48 9.318 0.118 0.045 0.074 0.261 49 9.435 0.117 0.044 0.073 0.259 50 9.551 0.116 0.044 0.072 0.257 51 9.667 0.115 0.043 0.072 0.255 52 9.781 0.114 0.043 0.071 0.253 53 9.895 0.114 0.043 0.071 0.251 54 10.007 0.113 0.043 0.070 0.249 55 10.119 0.112 0.042 0.070 0.248 56 10.231 0.111 0.042 0.069 0.246 57 10.341 0.110 0.042 0.069 0.244 58 10.451 0.110 0.041 0.068 0.242 59 10.559 0.109 0.041 0.068 0.241 60 10.668 0.108 0.041 0.067 0.239 61 10.775 0.107 0.041 0.067 0.238 62 10.882 0.107 0.040 0.067 0.236 63 10.988 0.106 0.040 0.066 0.235 64 11.093 0.105 0.040 0.066 0.233 65 11.198 0.105 0.039 0.065 0.232 66 11.302 0.104 0.039 0.065 0.230 67 11.406 0.104 0.039 0.064 0.229 68 11.508 0.103 0.039 0.064 0.228 69 11.611 0.102 0.039 0.064 0.226 70 11.713 0.102 0.038 0.063 0.225 71 11.814 0.101 0.038 0.063 0.224 72 11.914 0.101 0.038 0.063 0.222 73 12.014 0.100 0.038 0.062 0.221 74 12.114 0.100 0.038 0.062 0.220 75 12.213 0.099 0.037 0.062 0.219 76 12.311 0.098 0.037 0.061 0.218 77 12.409 0.098 0.037 0.061 0.217 78 12.507 0.097 0.037 0.061 0.216 79 12.604 0.097 0.037 0.060 0.214 80 12.700 0.096 0.036 0.060 0.213 81 12.796 0.096 0.036 0.060 0.212 82 12.892 0.096 0.036 0.060 0.211 83 12.987 0.095 0.036 0.059 0.210 84 13.081 0.095 0.036 0.059 0.209 85 13.176 0.094 0.036 0.059 0.208 86 13.269 0.094 0.035 0.058 0.207 i SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea E Point Rainfall 5- Minute = 0.74 inches 30- Minute 1 -Hour = 1.49 inches = 1.99 inches 3 -Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.06 square miles Fm 0.477 inches /hour Ybar 0.404 Tc 13.4 minutes for - Adjusted Mass Rainfall: Coefficients and Exponents Area T - 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.090 1.090 0.107 0.984 4.405 150 2 1.430 0.340 0.107 0.234 1.046 36 3 1.687 0.256 0.103 0.153 0.684 23 4 1.899 0.212 0.086 0.126 0.566 19 5 2.121 0.222 0.090 0.132 0.593 20 6 2.358 0.237 0.096 0.142 0.634 22 7 2.580 0.221 0.089 0.132 0.591 20 8 2.788 0.209 0.084 0.124 0.556 19 9 2.986 0.198 0.080 0.118 0.528 18 10 3.175 0.189 0.076 0.113 0.504 17 11 3.356 0.181 0.073 0.108 0.483 16 12 3.530 0.174 0.070 0.104 0.465 16 13 3.699 0.168 0.068 0.100 0.449 15 14 3.864 0.165 0.067 0.098 0.441 15 15 4.026 0.162 0.065 0.096 0.432 15 16 4.183 0.158 0.064 0.094 0.420 14 17 4.337 0.154 0.062 0.092 0.410 14 18 4.487 0.150 0.061 0.089 0.400 14 19 4.634 0.147 0.059 0.087 0.391 13 20 4.777 0.144 0.058 0.086 0.383 13 21 4.918 0.141 0.057 0.084 0.375 13 22 5.056 0.138 0.056 0.082 0.368 .13 23 5.191 0.135 0.055 0.081 0.362 12 24 5.324 0.133 0.054 0.079 0.355 12 25 5.455 0.131 0.053 0.078 0.349 12 26 5.584 0.129 0.052 0.077 0.344 12 27 5.711 0.127 0.051 0.076 0.339 12 28 5.839 0.127 0.051 0.076 0.340 12 29 5.964 0.126 0.051 0.075 0.335 11 30 6.088 0.124 0.050 0.074 0.331 11 31 6.210 0.122 0.049 0.073 0.326 11 32 6.331 0.121 0.049 0.072 0.322 11 33 6.450 0.119 0.048 0.071 0.318 11 34 6.568 0.118 0.048 0.070 0.314 11 35 6.684 0.116 0.047 0.069 0.311 11 36 6.799 0.115 0.047 0.069 0.307 10 37 6.913 0.114 0.046 0.068 0.304 10 38 7.026 0.113 0.046 0.067 0.301 10 39 7.138 0.112 0.045 0.066 0.298 10 40 7.248 0.110 0.045 0.066 0.295 10 �m d! 0 0 0 0 U I� L 41 7.357 0.109 0.044 0.065 0.292 10 42 7.466 0.108 0.044 0.065 0.289 10 43 7.573 0.107 0.043 0.064 0.286 10 44 7.679 0.106 0.043 0.063 0.284 10 45 7.784 0.105 0.043 0.063 0.281 10 46 7.889 0.104 0.042 0.062 0.279 9 47 7.992 0.104 0.042 0.062 0.276 9 48 8.095 0.103 0.041 0.061 0.274 9 49 8.197 0.102 0.041 0.061 0.272 9 50 8.298 0.101 0.041 0.060 0.270 9 51 8.398 0.100 0.040 0.060 0.267 9 52 8.497 0.099 0.040 0.059 0.265 9 53 8.596 0.099 0.040 0.059 0.263 9 54 8.694 0.098 0.040 0.058 0.261 9 55 8.791 0.097 0.039 0.058 0.260 9 56 8.888 0.097 0.039 0.058 0.258 9 57 8.984 0.096 0.039 0.057 0.256 9 58 9.079 0.095 0.038 0.057 0.254 9 59 9.174 0.095 0.038 0.056 0.252 9 60 9.268 0.094 0.038 0.056 0.251 9 61 9.361 0.093 0.038 0.056 0.249 8 62 9.454 0.093 0.037 0.055 0.247 8 63 9.546 0.092 0.037 0.055 0.246 8 64 9.637 0.092 0.037 0.055 0.244 8 65 9.728 0.091 0.037 0.054 0.243 8 66 9.819 0.090 0.037 0.054 0.241 8 67 9.909 0.090 0.036 0.054 0.240 8 68 9.998 0.089 0.036 0.053 0.239 8 69 10.087 0.089 0.036 0.053 0.237 8 70 10.175 0.088 0.036 0.053 0.236 8 71 10.263 0.088 0.036 0.052 0.235 8 72 10.351 0.087 0.035 0.052 0.233 8 73 10.438 0.087 0.035 0.052 0.232 8 74 10.524 0.086 0.035 0.052 0.231 8 75 10.610 0.086 0.035 0.051 0.229 8 76 10.696 0.086 0.035 0.051 0.228 8 77 10.781 0.085 0.034 0.051 0.227 8 78 10.865 0.085 0.034 0.050 0.226 8 79 10.950 0.084 0.034 0.050 0.225 8 80 11.033 0.084 0.034 0.050 0.224 8 81 11.117 0.083 0.034 0.050 0.223 8 82 11.200 0.083 0.034 0.049 0.222 8 83 11.282 0.083 0.033 0.049 0.220 7 84 11.365 0.082 0.033 0.049 0.219 7 85 11.446 0.082 0.033 0.049 0.218 7 86 11.528 0.081 0.033 0.049 0.217 7 87 11.609 0.081 0.033 0.048 0.216 7 88 11.690 0.081 0.033 0.048 0.215 7 89 11.770 0.080 0.032 0.048 0.214 7 90 11.850 0.080 0.032 0.048 0.213 7 91 11.930 0.080 0.032 0.047 0.213 7 92 12.009 0.079 0.032 0.047 0.212 7 93 12.088 0.079 0.032 0.047 0.211 7 94 12.167 0.079 0.032 0.047 0.210 7 95 12.245 0.078 0.032 0.047 0.209 7 96 12.323 0.078 0.032 0.046 0.208 7 97 12.401 0.078 0.031 0.046 0.207 7 98 12.478 0.077 0.031 0.046 0.206 7 99 12.555 0.077 0.031 0.046 0.206 7 100 12.632 0.077 0.031 0.046 0.205 7 101 12.708 0.076 0.031 0.046 0.204 7 102 12.784 0.076 0.031 0.045 0.203 7 103 12.860 0.076 0.031 0.045 0.202 7 104 12.936 0.076 0.031 0.045 0.202 7 105 13.011 0.075 0.030 0.045 0.201 7 106 13.086 0.075 0.030 0.045 0.200 7 107 13.161 0.075 0.030 0.045 0.199 7 108 13.235 0.074 0.030 0.044 0.199 7 C 1 ql F Fl 0 i �I 0 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100-Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea F Point Rainfall 5- Minute = 0.74 inches 30- Minute = 1.49 inches 1 -Hour = 1.99 inches 3 -Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.28 square miles Fm 0.273 inches /hour Ybar 0.241 Tc 18.5 minutes Coefficients and Exponents for Area - Adjusted Mass Rainfall: T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number -------------------------------------------------------------------------- (inches) (Inches) (inches) (inches) (in /hr) (cfs) 1 1.237 1.237 0.084 1.153 3.739 597 2 1.630 0.393 0.084 0.309 1.001 160 3 1.926 0.296 0.071 0.225 0.729 116 4 2.247 0.321 0.077 0.244 0.790 126 5 2.559 0.312 0.075 0.237 0.767 122 6 2.845 0.286 0.069 0.217 0.705 113 7 3.112 0.267 0.064 0.203 0.657 105 8 3.364 0.252 0.061 0.191 0.619 99 9 3.603 0.239 0.058 0.181 0.588 94 10 3.832 0.229 0.055 0.174 0.564 90 11 4.055 0.224 0.054 0.170 0.550 88 12 4.271 0.215 0.052 0.164 0.530 85 13 4.479 0.208 0.050 0.158 0.513 82 14 4.681 0.202 0.049 0.153 0.497 79 15 4.877 0.196 0.047 0.149 0.483 77 16 5.068 0.191 0.046 0.145 0.470 75 17 5.254 0.186 0.045 0.141 0.458 73 18 5.436 0.182 0.044 0.138 0.447 71 19 5.614 0.178 0.043 0.135 0.437 70 20 5.789 0.176 0.042 0.133 0.433 69 21 5.963 0.174 0.042 0.132 0.428 68 22 6.134 0.171 0.041 0.129 0.420 67 23 6.301 0.168 0.040 0.127 0.412 66 24 6.466 0.165 0.040 0.125 0.405 65 25 6.628 0.162 0.039 0.123 0.399 64 26 6.787 0.159 0.038 0.121 0.393 63 27 6.945 0.157 0.038 0.119 0.387 62 28 7.099 0.155 0.037 0.118 0.381 61 29 7.252 0.153 0.037 0.116 0.376 60 30 7.403 0.151 0.036 0.114 0.371 59 31 7.551 0.149 0.036 0.113 0.366 58 32 7.698 0.147 0.035 0.111 0.361 58 33 7.843 0.145 0.035 0.110 0.357 57 34 7.986 0.143 0.035 0.109 0.353 56 35 8.128 0.142 0.034 0.107 0.349 56 36 8.268 0.140 0.034 0.106 0.345 55 37 8.406 0.138 0.033 0.105 0.341 54 38 8.543 0.137 0.033 0.104 0.337 54 39 8.679 0.136 0.033 0.103 0.334 53 40 8.813 0.134 0.032 0.102 0.330 53 A N ?J 41 8.946 0.133 0.032 0.101 0.327 52 42 9.078 0.132 0.032 0.100 0.324 52 43 9.208 0.130 0.031 0.099 0.321 51 44 9.337 0.129 0.031 0.098 0.318 51 45 9.465 0.128 0.031 0.097 0.315 50 46 9.592 0.127 0.031 0.096 0.313 50 47 9.718 0.126 0.030 0.096 0.310 49 48 9.843 0.125 0.030 0.095 0.307 49 49 9.967 0.124 0.030 0.094 0.305 49 50 10.090 0.123 0.030 0.093 0.302 48 51 10.212 0.122 0.029 0.092 0.300 48 52 10.332 0.121 0.029 0.092 0.298 47 53 10.452 0.120 0.029 0.091 0.295 47 54 10.572 0.119 0.029 0.090 0.293 47 55 10.690 0.118 0.028 0.090 0.291 46 56 10.807 0.117 0.028 0.089 0.289 46 57 10.924 0.117 0.028 0.088 0.287 46 58 11.040 0.116 0.028 0.088 0.285 45 59 11.155 0.115 0.028 0.087 0.283 45 60 11.269 0.114 0.028 0.087 0.281 45 61 11.382 0.113 0.027 0.086 0.279 45 62 11.495 0.113 0.027 0.086 0.278 44 63 11.607 0.112 0.027 0.085 0.276 44 64 11.719 0.111 0.027 0.085 0.274 44 65 11.829 0.111 0.027 0.084 0.272 43 66 11.939 0.110 0.027 0.083 0.271 43 67 12.049 0.109 0.026 0.083 0.269 43 68 12.157 0.109 0.026 0.083 0.268 43 69 12.265 0.108 0.026 0.082 0.266 42 70 12.373 0.107 0.026 0.082 0.265 42 71 12.480 0.107 0.026 0.081 0.263 42 72 12.586 0.106 0.026 0.081 0.262 42 73 12.692 0.106 0.025 0.080 0.260 42 74 12.797 0.105 0.025 0.080 0.259 41 75 12.901 0.105 0.025 0.079 0.257 41 76 13.005 0.104 0.025 0.079 0.256 41 77 13.109 0.103 0.025 0.079 0.255 41 78 13.212 0.103 0.025 0.078 0.253 40 79 13.314 0.102 0.025 0.078 0.252 40 N ?J 0 SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea H Point Rainfall 5- Minute = 0.74 inches 30- Minute = 1.49 inches 1 -Hour = 1.99 inches 3-Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.02 square miles Fm 0.684 inches /hour Ybar 0.570 Tc 15.8 minutes for Area-Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T - 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) ? -------------------------------------------------------------------------- 1 1.163 1.163 0.180 0.983 3.732 52 2 1.527 0.364 0.180 0.184 0.700 10 3 1.805 0.278 0.158 0.119 0.453 6 4 2.050 0.245 0.140 0.105 0.400 6 5 2.334 0.284 0.162 0.122 0.464 6 6 2.596 0.261 0.149 0.112 0.427 6 7 2.839 0.244 0.139 0.105 0.398 6 8 3.069 0.229 0.131 0.099 0.375 5 9 3.287 0.218 0.124 0.094 0.356 5 10 3.495 0.208 0.118 0.089 0.339 5 11 3.694 0.199 0.114 0.086 0.325 4 12 3.888 0.194 0.111 0.084 0.318 4 13 4.078 0.190 0.108 0.082 0.310 4 14 4.262 0.184 0.105 0.079 0.300 4 15 4.440 0.179 0.102 0.077 0.292 4 16 4.614 0.174 0.099 0.075 0.284 4 17 4.784 0.169 0.097 0.073 0.277 4 18 19 4.949 0.165 5.111 0.162 0.094 0.092 0.071 0.070 0.270 0.264 4 4 20 5.269 0.158 0.090 0.068 0.259 4 21 5.424 0.155 0.088 0.067 0.253 4 22 5.577 0.152 0.087 0.065 0.249 3 23 5.727 0.150 0.086 0.065 0.245 3 24 5.876 0.150 0.085 0.064 0.244 3 25 6.023 0.147 0.084 0.063 0.240 3 26 6.168 0.145 0.083 0.062 0.237 3 27 28 6.311 0.143 6.452 0.141 0.081 0.080 0.061 0.060 0.233 0.230 3 3 29 6.591 0.139 0.079 0.060 0.227 3 30 6.727 0.137 0.078 0.059 0.223 3 31 6.862 0.135 0.077 0.058 0.221 3 32 6.996 0.133 0.076 0.057 0.218 3 33 7.128 0.132 0.075 0.057 0.215 3 34 7.258 0.130 0.074 0.056 0.213 3 35 7.386 0.129 0.073 0.055 0.210 3 36 7.514 0.127 0.073 0.055 0.208 3 37 7.639 0.126 0.072 0.054 0.205 3 38 7.764 0.125 0.071 0.054 0.203 3 39 7.887 0.123 0.070 0.053 0.201 3 40 8.009 0.122 0.070 0.052 0.199 3 52 9.390 0.110 0.063 0.047 0.179 2 53 9.499 41 8.130 0.121 0.069 0.052 0.197 3 0.108 42 8.250 0.120 0.068 0.051 0.195 3 0.061 43 8.368 0.119 0.068 0.051 0.194 3 0.046 44 8.486 0.117 0.067 0.051 0.192 3 45 8.602 0.116 0.066 0.050 0.190 3 46 8.717 0.115 0.066 0.050 0.188 3 47 8.832 0.114 0.065 0.049 0.187 3 48 8.945 0.113 0.065 0.049 0.185 3 49 9.058 0.113 0.064 0.048 0.184 3 50 9.169 0.112 0.064 0.048 0.182 3 51 9.280 0.111 0.063 0.048 0.181 2 52 9.390 0.110 0.063 0.047 0.179 2 53 9.499 0.109 0.062 0.047 0.178 2 54 9.607 0.108 0.062 0.047 0.177 2 55 9.715 0.107 0.061 0.046 0.175 2 56 9.822 0.107 0.061 0.046 0.174 2 0 L 57 9.927 0.106 0.060 0.046 0.173 2 58 10.033 0.105 0.060 0.045 0.172 2 59 10.137 0.105 0.060 0.045 0.171 2 60 10.241 0.104 0.059 0.045 0.170 2 61 62 10.344 10.447 0.103 0.102 0.059 0.058 0.044 0.044 0.168 2 0.167 2 63 10.548 0.102 0.058 0.044 0.166 2 64 10.650 0.101 0.058 0.044 0.165 2 65 10.750 0.101 0.057 0.043 0.164 2 66 10.850 0.100 0.057 0.043 0.163 2 67 10.950 0.099 0.057 0.043 0.162 2 68 11.048 0.099 0.056 0.042 0.161 2 69 11.147 0.098 0.056 0.042 0.160 2 70 11.244 0.098 0.056 0.042 0.159 2 71 11.341 0.097 0.055 0.042 0.159 2 72 11.438 0.097 0.055 0.042 0.158 2 73 11.534 0.096 0.055 0.041 0.157 2 74 11.629 0.096 0.054 0.041 0.156 2 75 11.725 0.095 0.054 0.041 0.155 2 76 11.819 0.095 0.054 0.041 0.154 2 77 11.913 0.094 0.054 0.040 0.154 2 78 12.007 0.094 0.053 0.040 0.153 2 79 12.100 0.093 0.053 0.040 0.152 2 80 12.192 0.093 0.053 0.040 0.151 2 81 12.285 0.092 0.053 0.040 0.151 2 82 12.376 0.092 0.052 0.039 0.150 2 83 12.468 0.091 0.052 0.039 0.149 2 84 12.558 0.091 0.052 0.039 0.148 2 85 12.649 0.090 0.052 0.039 0.148 2 86 12.739 0.090 0.051 0.039 0.147 2 87 12.828 0.090 0.051 0.039 0.146 2 88 12.918 0.089 0.051 0.038 0.146 2 89 13.006 0.089 0.051 0.038 0.145 2 90 13.095 0.088 0.050 0.038 0.144 2 91 13.183 0.088 0.050 0.038 0.144 2 92 13.270 0.088 0.050 0.038 0.143 2 0 L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------- --------- ------- ---- - --- Subarea 1 Point Rainfall 5-Minute = 0.74 inches 30- Minute = 1.49 inches 1 -Hour = 1.99 inches 3-Hour = 3.77 inches 6 -Hour = 5.69 inches 24-Hour = 13.19 inches Ht 0 Peak Drainage Area 0.06 square miles r Fm 0.518 inches /hour Mass Ybar Unit 0.437 Effective Tc Coefficients 14.7 minutes Exponents for Area - Adjusted Mass Rainfall: Rainfall Rainfall Loss and Rainfall T - 30 min. 0.3945 0.3917 (Inches) T <= 60 min. 0.3683 0.4119 (cfs) T - 3 hrs. 0.1835 0.5820 0.127 T - 6 hrs. 0.1717 0.5949 2 T - 24 hrs. 0.1606 0.6062 Ht 0 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (0) Number -------------------------------------------------------------------------- (inches) (Inches) (inches) (inches) (in /hr) (cfs) 1 1.131 1.131 0.127 1.004 4.096 142 2 1.483 0.353 0.127 0.226 0.922 32 3 1.752 0.269 0.118 0.151 0.618 21 4 1.973 0.220 0.096 0.124 0.507 18 5 2.238 0.266 0.116 0.150 0.611 21 6 2.489 0.251 0.110 0.141 0.576 20 7 2.723 0.234 0.102 0.132 0.537 19 8 2.943 0.220 0.096 0.124 0.506 17 9 3.151 0.209 0.091 0.118 0.480 17 10 3.351 0.199 0.087 0.112 0.458 16 11 3.542 0.191 0.084 0.108 0.439 15 12 3.726 0.184 0.080 0.104 0.423 15 13 3.907 0.181 0.079 0.102 0.415 14 14 4.083 0.176 0.077 0.099 0.405 14 15 4.254 0.171 0.075 0.096 0.393 14 16 4.420 0.166 0.073 0.094 0.383 13 17 4.583 0.162 0.071 0.091 0.373 13 18 4.741 0.158 0.069 0.089 0.364 13 19 4.896 0.155 0.068 0.087 0.356 12 20 5.048 0.152 0.066 0.085 0.349 12 21 5.196 0.149 0.065 0.084 0.342 12 22 5.342 0.146 0.064 0.082 0.335 12 23 5.485 0.143 0.063 0.081 0.329 11 24 5.626 0.141 0.061 0.079 0.323 11 25 5.766 0.140 -0.061 0.079 0.321 11 26 5.904 0.139 0.061 0.078 0.319 11 27 6.041 0.137 0.060 0.077 0.314 11 28 6.176 0.135 0.059 0.076 0.309 11 29 6.308 0.133 0.058 0.075 0.305 11 30 6.439 0.131 0.057 0.074 0.301 10 31 6.569 0.129 0.056 0.073 0.297 10 32 6.696 0.128 0.056 0.072 0.293 10 33 6.822 0.126 0.055 0.071 0.290 10 34 6.947 0.125 0.054 0.070 0.286 10 35 7.070 0.123 0.054 0.069 0.283 10 36 7.192 0.122 0.053 0.069 0.280 10 37 7.312 0.120 0.053 0.068 0.277 10 38 7.432 0.119 0.052 0.067 0.274 9 39 7.550 0.118 0.052 0.066 0.271 9 40 7.666 0.117 0.051 0.066 0.268 9 L 0 L 41 7.782 0.116 0.051 0.065 0.266 42 7.897 0.115 0.050 0.064 0.263 43 8.010 0.113 0.050 0.064 0.261 44 8.122 0.112 0.049 0.063 0.258 45 8.234 0.111 0.049 0.063 0.256 46 8.344 0.110 0.048 0.062 0.254 47 8.454 0.110 0.048 0.062 0.252 48 8.562 0.109 0.047 0.061 0.250 49 8.670 0.108 0.047 0.061 0.247 50 8.777 0.107 0.047 0.060 0.246 51 8.883 0.106 0.046 0.060 0.244 52 53 8.988 9.093 0.105 0.104 0.046 0.046 0.059 0.059 0.242 0.240 54 9.196 0.104 0.045 0.058 0.238 55 9.299 0.103 0.045 0.058 0.236 56 9.401 0.102 0.045 0.058 0.235 57 9.503 0.101 0.044 0.057 0.233 58 9.603 0.101 0.044 0.057 0.231 59 9.703 0.100 0.044 0.056 0.230 60 9.803 0.099 0.043 0.056 0.228 61 9.901 0.099 0.043 0.056 0.227 62 9.999 0.098 0.043 0.055 0.225 63 10.097 0.097 0.043 0.055 0.224 64 10.194 0.097 0.042 0.055 0.223 65 10.290 0.096 0.042 0.054 0.221 66 10.386 0.096 0.042 0.054 0.220 67 10.481 0.095 0.042 0.054 0.219 68 10.575 0.095 0.041 0.053 0.217 69 10.669 0.094 0.041 0.053 0.216 70 10.763 0.093 0.041 0.053 0.215 71 10.856 0.093 0.041 0.052 0.214 1 W 72 10.948 0.092 0.040 0.052 0.212 73 11.040 0.092 0.040 0.052 0.211 74 11.132 0.091 0.040 0.051 0.210 75 11.223 0.091 0.040 0.051 0.209 76 11.313 0.090 0.040 0.051 0.208 77 11.403 0.090 0.039 0.051 0.207 78 11.493 0.090 0.039 0.050 0.206 79 11.582 0.089 0.039 0.050 0.205 80 11.670 0.089 0.039 0.050 0.204 C, 81 11.759 0.088 0.039 0.050 0.203 82 11.846 0.088 0.038 0.049 0.202 83 11.934 0.087 0.038 0.049 0.201 84 85 12.021 12.107 0.087 0.087 0.038 0.038 0.049 0.049 0.200 0.199 86 12.194 0.086 0.038 0.049 0.198 87 12.279 0.086 0.037 0.048 0.197 88 12.365 0.085 0.037 0.048 0.196 89 12.450 0.085 0.037 0.048 0.195 90 12.534 0.085 0.037 0.048 0.194 91 12.618 0.084 0.037 0.047 0.194 92 12.702 0.084 0.037 0.047 0.193 93 12.786 0.084 0.037 0.047 0.192 94 12.869 0.083 0.036 0.047 0.191 95 12.952 0.083 0.036 0.047 0.190 96 13.034 0.082 0.036 0.046 0.190 97 13.117 0.082 0.036 0.046 0.189 98 13.198 0.082 0.036 0.046 0.188 99 13.280 0.081 0.036 0.046 0.187 0 L SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 1 100 -Year 24-Hour Storm First 24 Hours of 24 -Hour Storm ----------------------------------------------------------------------- Subarea J Point Rainfall 5- Minute = 0.74 inches 30- Minute = 1.49 inches 1 -Hour = 1.99 inches 3 -Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.05 square miles Fm 0.525 inches /hour Ybar 0.443 Tc Exponents 17.2 minutes for Area - Adjusted Mass Rainfall: Coefficients and T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <= 24 hrs. 0.1606 0.6062 In Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (G) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.202 1.202 0.150 1.052 3.669 101 2 1.582 0.379 0.150 0.229 0.799 22 3 1.869 0.287 0.127 0.160 0.559 15 4 2.154 0.285 0.126 0.159 0.553 15 5 2.453 0.299 0.132 0.166 0.580 16 6 2.727 0.275 0.122 0.153 0.534 15 7 2.983 0.256 0.113 0.143 0.497 14 8 3.224 0.241 0.107 0.134 0.468 13 9 3.453 0.229 0.101 0.127 0.445 12 10 3.672 0.218 0.097 0.122 0.424 12 11 3.883 0.212 0.094 0.118 0.412 11 12 4.090 0.206 0.091 0.115 0.401 11 13 4.289 0.199 0.088 0.111 0.388 11 14 4.483 0.193 0.086 0.108 0.376 10 15 4.670 0.188 0.083 0.105 0.365 10 16 4.853 0.183 0.081 0.102 0.355 10 17 5.031 0.178 0.079 0.099 0.346 10 18 5.205 0.174 0.077 0.097 0.338 9 19 5.376 0.170 0.075 0.095 0.331 9 20 5.542 0.167 0.074 0.093 0.324 9 21 5.705 0.163 0.072 0.091 0.318 9 22 5.869 0.163 0.072 0.091 0.317 9 23 6.029 0.160 0.071 0.089 0.311 9 24 6.187 0.158 0.070 0.088 0.306 8 25 6.342 0.155 0.069 0.086 0.301 8 26 6.494 0.153 0.068 0.085 0.296 8 27 28 6.644 6.793 0.150 0.148 0.067 0.066 0.084 0.083 0.292 0.288 8 8 29 6.939 0.146 0.065 0.081 0.284 8 30 7.083 0.144 0.064 0.080 0.280 8 31 7.225 0.142 0.063 0.079 0.276 8 32 7.365 0.140 0.062 0.078 0.273 8 33 7.504 0.139 0.061 0.077 0.269 7 34 7.641 0.137 0.061 0.076 0.266 7 35 7.777 0.135 0.060 0.075 0.263 7 36 7.910 0.134 0.059 0.075 0.260 7 37 8.043 0.132 0.059 0.074 0.257 7 38 8.174 0.131 0.058 0.073 0.255 7 39 8.304 0.130 0.057 0.072 0.252 7 40 8.432 0.128 0.057 0.072 0.250 7 F] �ll HI VI 5 SSL'0 £50'0 210'0 560'0 LL£'£t 58 x 5 98L'0 £SO'0 210'0 960'0 ZZZ'£l 18 5 L8L'0 150'0 £10'0 960'0 92L'£L £8 S 88L'0 150'0 £10'0 L60'0 O£0'£L Z8 5 68L'0 150'0 £10'0 L60'0 ££6'ZL L8 S 68t'O 150'0 £10'0 860'0 9£8'Zt OS S 06L'0 550'0 £10'0 860'0 6£L'Zt 6L S LW O SSO'O 110'0 860'0 L19'ZL 8L S Z6L'0 SSO'O 110'0 660'0 Z1S'ZL LL 5 £6t'0 SSO'O 110'0 OOL'0 £11'2L 9L S 16l'0 950'0 110'0 OOL'0 11£'21 SL 5 SW O 950'0 510'0 LOL'0 112'ZL 1L 5 96L'O 5 86L'O 950'0 LSO'O S10'0 510'0 LOL'0 ZOL'0 £1L'ZL 210'ZL £L ZL S 66t'0 LSO'0 510'0 ZOL'0 016'LL LL 9 002'0 LSO'0 910'0 £OL'0 8£8'tl OL 9 LOZ'0 850'0 910'0 £OL'0 S£L'LL 69 9 ZOZ'0 850'0 910'0 10L'0 Z£9'LL 89 9 £OZ'O 850'0 910'0 SOL'0 8ZS'LL L9 9 102'0 650'0 L10'0 SOL'0 £Z1'LL 99 9 902'0 650'0 L10'0 90L'0 8L£'LL S9 9 LOZ'0 650'0 L10'O LOL'0 ZLZ'LL 19 9 802'0 090'0 L10'0 LOL'0 90L'LL £9 9 Ol2'0 090'0 810'0 80L'0 866'OL Z9 9 I W O 090 810'0 60L'O L68'OL L9 9 Z W O t90'0 810'0 60L'0 Z8L'OL 09 9 1tZ'0 t90'0 610'0 Olt'0 £19'OL 6S 9 SLZ'0 Z90'0 610'0 LW O £95'Ol 85 9 1LZ'0 290'0 610'0 ZLL'0 ZS1'OL LS 9 9LZ'0 £90'0 050'0 ZLL'O O1£'OL 95 9 022'0 £90'0 050'0 £LL'0 8ZZ'OL 55 9 LZZ'O £90'0 050'0 %L'0 SLL'OL 15 9 £22 190'0 L50'0 SLL'0 L00'OL is #" 9 SZZ'O 190'0 L50'0 9LL'0 988'6 ZS 9 LZ2'0 590'0 250'0 LLL'0 OLL'6 t5 9 822'0 590'0 ZSO'O 8tt'0 159'6 OS" 9 0£2'0 990'0 ZSO'O 8Ll'0 9£5'6 61 9 Z£Z'0 L90'0 £50'0 6lt'0 St1'6 81 9 1£2'0 L90'0 £50'0 OZL'0 86Z'6 11 L 9£2'0 890'0 150'0 LW O 9LL'6 91 L 8£2'0 890'0 150'0 £Zt'0 950'6 51 L 01Z'O 690'0 550'0 1Zl'0 1£6'8 11 # 1 212'0 010'0 550'0 SZL'0 OL8'8 £1 L 512'0 OLO'0 950'0 92L'0 589'8 Z1 L L1Z'0 LLO'O 950'0 LZL'0 655'8 L1 [ SAN BERNARDINO COUNTY HYDROLOGY -- SMALL AREA METHOD 100 -Year 24 -Hour Storm First 24 Hours of 24-Hour Storm ----------------------------------------------------------------------- Subarea OS Point Rainfall 5- Minute = 0.74 inches 30-Minute = 1.49 inches ,s 1-Hour = 1.99 inches 3 -Hour = 3.77 inches 6 -Hour = 5.69 inches 24 -Hour = 13.19 inches Drainage Area 0.68 square miles Fm 0.370 inches /hour Ybar 0.318 i Tc 17.7 minutes for Area - Adjusted Mass Rainfall: Coefficients and Exponents T <= 30 min. 0.3945 0.3917 T <= 60 min. 0.3683 0.4119 T <= 3 hrs. 0.1835 0.5820 T <= 6 hrs. 0.1717 0.5949 T <_ 24 hrs. 0.1606 0.6062 Peak Rainfall Mass Unit Unit Net Effective Discharge Unit Rainfall Rainfall Loss Rainfall Rainfall (a) Number (inches) (Inches) (inches) (inches) (in /hr) (cfs) -------------------------------------------------------------------------- 1 1.216 1.216 0.109 1.107 3.752 1478 2 1.600 0.385 0.109 0.275 0.934 368 3 1.891 0.291 0.093 0.198 0.673 265 4 2.190 0.299 0.095 0.204 0.691 272 5 2.494 0.304 0.097 0.207 0.702 277 6 2.773 0.279 0.089 0.190 0.645 254 7 3.033 0.260 0.083 0.178 0.602 237 8 3.279 0.245 0.078 0.167 0.567 223 9 3.511 0.233 0.074 0.159 0.538 212 10 3.733 0.222 0.071 0.151 0.513 202 11 3.950 0.217 0.069 0.148 0.502 198 12 4.160 0.210 0.067 0.143 0.485 191 13 4.363 0.203 0.065 0.138 0.469 185 14 4.560 0.197 0.063 0.134 0.455 179 15 4.751 0.191 0.061 0.130 0.442 174 16 4.937 0.186 0.059 0.127 0.430 169 17 5.118 0.181 0.058 0.124 0.419 165 18 5.295 0.177 0.056 0.121 0.409 161 1 19 5.468 0.173 0.055 0.118 0.400 158 20 5.637 0.169 0.054 0.116 0.392 154 21 5.805 0.168 0.053 0.115 0.389 153 22 5.972 0.166 0.053 0.113 0.384 151 23 6.135 0.163 0.052 0.111 0.377 149 24 6.295 0.160 0.051 0.109 0.371 146 25 6.453 0.158 0.050 0.108 0.365 144 26 6.608 0.155 0.049 0.106 0.359 141 27 6.761 0.153 0.049 0.104 0.354 139 28 6.912 0.151 0.048 0.103 0.348 137 29 7.060 0.149 0.047 0.101 0.344 135 30 7.207 0.147 0.047 0.100 0.339 134 31 7.352 0.145 0.046 0.099 0.335 132 32 7.494 0.143 0.045 0.097 0.330 130 33 7.636 0.141 0.045 0.096 0.326 129 34 7.775 0.139 0.044 0.095 0.322 127 35 7.913 0.138 0.044 0.094 0.319 126 36 8.049 0.136 0.043 0.093 0.315 124 37 8.184 0.135 0.043 0.092 0.312 123 38 8.317 0.133 0.042 0.091 0.308 121 39 8.449 0.132 0.042 0.090 0.305 120 40 8.580 0.131 0.042 0.089 0.302 119 kk I' Hf 0 pf, 41 8.709 0.129 0.041 0.088 0.299 118 42 8.838 0.128 0.041 0.087 0.296 117 43 8.965 0.127 0.040 0.087 0.294 116 44 9.090 0.126 0.040 0.086 0.291 115 45 9.215 0.125 0.040 0.085 0.288 114 46 9.339 0.124 0.039 0.084 0.286 113 47 9.461 0.123 0.039 0.084 0.283 112 48 9.583 0.122 0.039 0.083 0.281 111 49 9.703 0.121 0.038 0.082 0.279 110 50 9.823 0.120 0.038 0.082 0.276 109 51 9.942 0.119 0.038 0.081 0.274 108 s 52 53 10.059 10.176 0.118 0.117 0.037 0.037 0.080 0.080 0.272 0.270 107 106 54 10.292 0.116 0.037 0.079 0.268 106 55 10.407 0.115 0.037 0.079 0.266 105 56 10.521 0.114 0.036 0.078 0.264 104 57 10.635 0.114 0.036 0.077 0.262 103 58 10.748 0.113 0.036 0.077 0.261 103 59 10.860 0.112 0.036 0.076 0.259 102 60 10.971 0.111 0.035 0.076 0.257 101 61 11.081 0.110 0.035 0.075 0.255 101 a° 62 11.191 0.110 0.035 0.075 0.254 100 63 11.300 0.109 0.035 0.074 0.252 99 64 11.409 0.108 0.034 0.074 0.251 99 65 11.516 0.108 0.034 0.073 0.249 98 66 11.623 0.107 0.034 0.073 0.248 98 67 11.730 0.106 0.034 0.073 0.246 97 68 11.836 0.106 0.034 0.072 0.245 96 69 11.941 0.105 0.033 0.072 0.243 96 70 12.046 0.105 0.033 0.071 0.242 95 71 12.150 0.104 0.033 0.071 0.241 95 72 12.253 0.103 0.033 0.071 0.239 94 73 12.356 0.103 0.033 0.070 0.238 94 74 12.458 0.102 0.033 0.070 0.237 93 75 12.560 0.102 0.032 0.069 0.235 93 76 12.661 0.101 0.032 0.069 0.234 92 77 12.762 0.101 0.032 0.069 0.233 92 78 12.862 0.100 0.032 0.068 0.232 91 79 12.962 0.100 0.032 0.068 0.231 91 80 13.061 0.099 0.032 0.068 0.229 90 81 13.160 0.099 0.031 0.067 0.228 90 82 13.258 0.098 0.031 0.067 0.227 89 kk I' Hf 0 pf, John M. Tettemer & Associates, Ltd. Sierra Lakes Infiltration Basins Stage /Storage Tables E J Cl Basin A Elevation ft Area ac Volume ac -ft 1578 0.47 0.00 1580 0.86 1.33 1582 2.01 4.20 15841 3.94 10.15 1586 4.72 18.81 15881 6.38 29.91 Basin B Elevation ft Area ac Volume ac -ft 1606 0.45 0.00 1608 0.53 0.98 1610 0.88 2.39 1612 0.901. 4.17 1614 1.45 6.52 1616 2.311 10.28 Basin F Elevation ft Area ac Volume ac -ft 1536 0.59 0.00 1538 1.89 2.48 1540 3.56 7.93 1542 4.55 16.04 1544 6.50 27.09 1546 7.42 41.01 1548 8.52 56.95 1550 9.46 74.93 Basin H Elevation ft Area ac Volume (ac-ft 1566 0.57 0.00 1568 1.05 1.62 1570 1.84 4.51 15721 2.961 9.31 15741 4.401 16.67 n �J L] L� . Basin C Elevation ft Area ac Volume (ac-ft 1588 0.13 0.00 1590 0.90 1.03 1592 1.60 3.53 1594 2.59 7.72 1596 3.68 13.99 1598 4.65 22.32 1600 6.73 33.70 1602 9.12 49.55 16041 11.50 70.16 Basin D Elevation ft Area ac Volume ac -ft 1610 0.76 0.00 1612 0.92 1.68 1614 1.82 4.42 1616 3.341 9.58 1618 4.91 17.83 1620 5.881 28.62 Basin E Elevation ft Area ac Volume ac -ft 1592 0.76 0.00 1594 1.05 1.81 1596 1.42 4.28 1598 2.091 7.79 1600 3.02 12.90 1602 3.641 19.56 Basin I Elevation ft Area ac Volume ac -ft 1546 0.40 0.00 1548 0.51 0.91 1550 3.27 4.69 1552 4.85 12.81 1554 6.56 24.22 1556 8.911 39.69 Basin J Elevation Area Volume ft ac ac -ft 1554 0.18 0.00 1556 0.43 0.61 1558 0.66 1.70 1560 0.98 3.34 1562 1.46 5.78 1564 2.20 9.44 slbsn.wk3 11- Oct -93 tdg T John M. Tettemer & Associates, Ltd. Sierra Lakes Stage /Discharge Tables Basin C 18" RCP 33" RCP Flow Over Total Inlet Control Inlet Control Golf Course Discharge Stage to Basin A to Basin H Berm Discharge (ft) (cfs) (cfs) (cfs) (cfs) 1588 0.0 0.0 0.0 0.0 1590 9.0 17.0 0.0 26.0 1592 15.0 42.0 0.0 57.0 1594 19.0 60.0 0.0 79.0 1596 23.0 72.0 0.0 95.0 1598 26.0 82.0 0.0 108.0 1600 29.0 92.0 0.0 121.0 1602 32.0 102.0 0.0 134.0 1603 33.0 107.0 53.0 193.0 1604 35.0 112.0 203.0 350.0 Basin H 42" RCP Flow Over Total Inlet Control Golf Course Discharge Stage to Basin I Infiltration Discharge Berm Dischar 9 g (ft) (cfs) (cfs) (cfs) (cfs) 1566 0.0 13.5 0.0 13.5 1568 21.0 19.1 0.0 40.1 1570 60.0 32.0 0.0 92.0 1572 90.0 45.8 0.0 135.8 1573 100.0 45.8 53.0 198.8 1574 110.0 45.8 229.0 384.8 Note: Discharge from all other basins is infiltration only and is shown on the Infiltration Basin Summary. slp.wk3 11- Oct -93 tdg Table 3 Infiltration Basin Summary Basin A B C D E F H I J Total Location - Fairway 14&15 16&17 Practice 8 6 11 & 12 1 &10 2&3 6 -- Sand Area acres 0.40 0.10 0.00 0.76 0.08 0.32 0.42 0.40 0.14 2.62 Infiltration Area acres 3.64 0.91 0.00 6.91 0.73 2.91 3.82 3.64 1.27 23.82 Ad'ustment Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 -- Basin Infiltration Rate Ponding Depth feet Design Curve feet/da Basin A cfs ) Basin B (cfs) Basin C (cfs) Basin D (cfs) Basin E (cfs) Basin F (cfs) Basin H (cfs) Basin I (cfs) Basin J (cfs) Total (cfs 0.0 10.5 12.9 3.2 0.0 24.5 2.6 10.3 13.5 12.9 4.5 84.5 2.0 14.8 18.2 4.5 0.0 34.5 3.6 14.5 19.1 18.2 6.4 119.1 4.0 24.8 30.5 7.6 0.0 57.9 6.1 24.4 32.0 30.5 10.7 199.5 6.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 8.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 10.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 12.0 35.5 43.6 10.9 0.0 82.9 8.7 34.9 45.8 43.6 15.3 285.6 14.0 35.5 43.6 10.91 0.01 82.91 8.71 34.91 45.81 43.61 15.31 285.6 Basin A B C D E F H I J Total Minimum Elev. ft 1578.0 1606.0 1588.0 1610.0 1592.0 1536.0 1566.0 1546.0 1554.0 Spill Elev. ft 1588.0 1616.0 1602.0 1620.0 1602.0 1550.0 1572.0 1556.0 1562.0 -- Peak Stage ft * 1586.2 1614.1 1600.5 1618.2 1598.0 1546.8 1570.2 1554.4 1559.3 -- Freeboard ft 1.8 1.9 1.5 1.8 4.0 3.3 1.8 1.6 2.8 -- Peak Outflow cfs ** 44 11 124 83 9 35 96 44 14 -- Ponding Duration hr * ** 30.58 29.42 26.50 28.83 34.33 41.58 25.17 32.50 12.67 -- Drain Time hr * * ** 32.08 33.33 28.17 32.08 42.00 43.92 28.00 35.50 25.17 * Peak stage based on multiday storm. ** Peak Outflow is the infiltration rate from the basin except for Basins C and H. The is no direct infiltration from Basin C, but discharges to Basins A and H through storm drains. Basin H has direct infiltration and discharges to Basin I through a storm drain. * ** Ponding duration is the period time when the depth of water is V or greater. * * ** Drain time is measured from the beginning of the 24 -hour storm until the basin is completely drained. slp.wk3 14- Oct -93 tdg 6A-1 i "H ° O V e E F t ai4 JONI T TT & AMOCIATEA un 7z, 2 1 t5 7 ¢ l57Z • ' z y, Q = cc.N bbs C — 2.G5 Hero Q D 0 1 (2,i/6)(206)1'r" = S3 CFS Z (2 4 ' ) (w)(i) " 1 - ( 2 , 6 4 ) 0 , 0 ) ( Z ) 1 ' 5 — ZLq cr-s By to Subject Checked by Date Sheet No of Job No OAS r,J a G If 5 IV "I ' • ... w b✓ae Fto v,/ 0 (Zv�)��)C C--3 CFs 203 O'S ►__ • JLUI114n 4I.3 .Ji,a... .... _ . A solution or a problem? by Ben R. Urbooas, PM, Chief, Master Planning and Soak Plate Riser Programs, John T. Doerfer, Project Hydrologist, Master T Planning Programs and L Scott Tacker, P.E. , Executive Director, Urban Drainage and Flood Control District, Dearer, CO he results of tests conducted re- Also, the total suspended solids char- criteria manuals that Permit or require fi1- cently reveal caution needs to be acteristics at the field test site were found rem• observed when using sand filters to be comparable to those reported by the for stonnwaterquality management. Stud- Environmental Protection Agency and Rapid reduction in flow through ies done in Lakewood, Colorado, indicate appear typical of that often found in ur- rates quickly raised a red flag sand filters lose their effectiveness dra- ban stormwater runoff. The water quality matically when the flow through rate de- performance characteristics of the T rapid reduction in flow through rate creases proportionate to total suspended district's test sand filter were found to be send a red flag to the authors about solids accumulating on the filter surface. comparable to those reported in the lit- the practice being used today in the de- This decrease in the flowthrough rate re- eras re. sign of sand filters for stormwater man- sults in either the stormwater bypassing agement. During the 1995 summer see- the filters or creating large and prolonged Sand filters w hydraulic runoff of operation, more than one half of pending areas. y all roff events exceeded the combined The use of sand filters for stormwater conductivity very rapidly capacity of the filter and the upstream sur- quality management has been taking place However, this was true only for the frac- charge volume of the test facility to "cap - since the mid- 1980s. Other types of me- lion of the runoff that actually flowed ture" the storm's entire runoff. This re- dia filters have also been investigated as through the filter and not for the amount stilted in a total suspended solids removal stormwater Best Management Practices of stormwater runoff that bypassed the rate during the summer monitoring sea - such as peat and sand- and -peat mix fil- filter. It became clear early in the field tests son of less than 15 per cent after all the ters, and compost and compost- and -sand that the sand filter began to lose hydrae- flow bypass volume was accounted for. layered filters. tic conductivity very quickly. This led the This compares poorly with the more than authors to conclude that, unless there is 85 per cent total suspended solids removal Little has been reported substantial detention volume upstream of rates reported in the literature and con - sand filters that will capture and slowly , firmed by district's field tests for that por- about hydraulic performance release stormwater, much of it will either tion of the runoff that actually flowed 1 The latter two types reported rapid clog- bypass the filter or result in large and pro- through the filter. ging and mixed success in their ability to longed pending areas on the surface. Flow bypasses were anticipated is the 1 remove a number of constituents from The trend in the test filter's unit by- design of this test installation because it 4 stormwater. Sand filters are currently be- draulic flow through rate (feet per hour was designed to be "stressed" so as to re- ing used with increasing frequency in the per square foot of sand filter) was a fungi- veal quickly how fast such a facility would United States. While literature contains don of the cumulative total of suspended need maintenance. However, the rate at reports about their ability to remove pot- solids removed by each square foot of the which it sealed and the much - reduced lutants, little has been reported on their filter's surface area. Immediately after the volume that flowed through the filter was hydraulic performance. sand was installed its flow through rate a surprise. Since 1994 the Urban Drainage and was in excess of three feet per hour. This Clearly, if these findings are indica- Flood Control District in Denver, Colo- quickly diminished to less than 0.075 feet Live of other installations, either an aggres- rado has been conducting field and labo- per hour as 0.4 to 0.6 pound of total sus- sive maintenance program is needed to ratory investigations in the water quality pended solids per square foot of filter area keep the filter's surface area clean, filters enhancement and hydraulic performance accumulated on its surface. The accumu- need to be much larger than current de- of stormwater sand filters. A number of lation of 0.4 pounds of filtrate per square sign recommendations suggest, or the fil- different sand gradations were tested in foot of surface area is equal to approxi- ters need to be equipped with substantial the laboratory, resulting in the selection mately 1/16 inch thick layer of total sus- stormwater detention volume upstream. of concrete sand for a field test in Lake- pended solids filtrate veneer on top of the Any of these scenarios have signifi- wood, Colorado. sand. The final flow through rate of 0.05 cant economic and operational conse- The sand gradation demonstrated a feet per hour (0.006 gpm/square- foot.), guen that need to be considered. good balance between fjltering effective- which in the test facility was reached af- ni e a m I I. 2r I acbwwt a die c oo era o t ofr� Cry mess and hydraulic conductivity. This type ter only a few storms, is approximately a , Omuta i,d C o n u as wee as the help of a - Y aPPry Y and Omuta and Curtis Neufeld engineering au- of sand appears to be the most common equal to one -tenth of the design rate rec- dent intents with the district. who collected and ana- mix in use today at existing field installs- ommended by several local stormwater !yeti the field data. For more information. call dons reported in the literature. Urbana, at (303)455 -6277. JULY 1996 _ APWA Ada tr 23 • ILI Ms. Mimi E. Rayl, Project Manager Lewis Homes Management Group 1156 N. Mountain Avenue P.O. Box 670 Upland, CA 91785 Subject: Sierra Lakes - Drainage Retention/Recharge Design Dear Ms. Rayl: 2 Please find enclosed an article from the July 1996 APWA Reporter on studies done in Colorado on storm water sand filtration as is proposed in your project. In reading this article the projects under study did not have your project's upstream wetlands area to siphon off "first flush" debris loaded storm water. The purpose of this letter is to just let you and your consultant know that other agencies are studying storm water sand filtration designs and the necessary area needed for an effective sand filter and any maintenance concerns. When your project gets active we will have to review with you and your consultant any updated literature to aid in the final design of your golf course retention/recharge system. Sincerely, COMMUNITY DEVELOPMENT DEPARTMENT Engineering Division � Gic�it.�dR. Robert W. Weddle, P.E. City Engineer Enclosure RWW:ke cc: J. Tettemer, J.M. Tettemer & Associates Deputy Planning Manager (CKL) Principal Civil Engineer /CIP /Special Projects MAILING ADDRESS: P.O-BOX 518 8353 SIERRA AVENUE • FONTANA. CALIFORNIA 92334 -0518 • (909) 350 -7600 of Fontana L I F O R N I A July 12, 1996 4� r� Y� PPiNTFD ON PECYCI ED PAPEA