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HomeMy WebLinkAboutCT 00-16; Poinsettia Properties; Hydrology Study; 2001-04-25HYDROLOGY STUDY for POINSETTIA PROPERTY ' •'' ' ' ' '•* ' '' R]^ERSit»;S5f>j DIEGO ; EhJGINEERlfe* 'SURVEYING HUNSAKER ^ASSOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO HYDROLOGY STUDY for POINSETTIA PROPERTY City of Carlsbad, California Prepared for: John Laing Homes 19600Fairchild Suite 150 Irvine, CA 92612 W.O.2341-4 April 25, 2001 DAVEHAMMAR ^«*r* ** fV~— , LEXWILLIMAN David A- Hammar, R.C.E. ALISAVIALPANDO PresidentDANASECUIN HunsaKer & Associates San Diego, Inc. 10179HuennekensSt. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD .com lnfo@HunsakerSD.com ESM:sm n:\repoitsC341\04\a05.0oc w.o. 2341-4 Poinsettia Property Hydrology Study TABLE OF CONTENTS SECTION Executive Summary Introduction Existing Condition Discussion Developed Condition Discussion Summary of Results References Methodology II City of Carlsbad Drainage Design Criteria Rational Method Hydrologic Analysis Storm Drain System Analysis Rational Method Hydrology III Runoff to Existing 72-Inch RCP Parallel to San Diego Northern RR Offsite Runoff from Avenida Encinas Existing Storm Drain Capacity Analysis IV Runoff from Existing 18-Inch RCP (Offsite Row from East of Site) Existing 72-inch RCP Parallel to San Diego Northern Railroad Devefoped Condition Site Storm Drain Capacity Analysis VM. StormCAD Hydraulic Model Output 100-Year Design Storm Pre-Developed Condition HEC-1 Analysis to Existing Desilting Basin VI Split Flow Data - Inflow to Basin and 84 - Inch RCP Bypass Existing Basin Stage - Storage Data Existing Basin Stage - Discharge Data HEC - 1 Output - 100-Year Design Storm ESM:sm h:\reponj\2341\04\a05.doc w.o. 2341-4 Poinsettia Property Hydrology Study Developed Condition HEC-1 Analysis to Existing Desilting Basin VII Revised Split Flow Data NEC - 1 Output- 100-Year Flow Design Storm Storm Water Quality Control Design VIII Developed Condition Hydrology Map (pocket) ESM:sm h:\reports\2M1\04\305.doc w.o. 2341-4 Poinsettia Property Hydrology Study EXECUTIVE SUMMARY introduction The Poinsettia Property is located north of Poinsettia Lane, west of Avenida Encinas and east of the San Diego Northern Railroad in Carlsbad, California (see Vicinity Map below). This hydrology study predicts developed condition 100-year peak flow rates from the site (as well as offsite inflows) and sizes the proposed storm drain system through the site. The study also analyzes the performance of the existing desiltation basin downstream, specifically with regard to its attenuation of the 10-year design storm event. VICINITY MAP NOT TO SCALE Existing Condition Discussion Currently, the Pointsettia Property is mass graded and generally drains to the southwest corner of the site (near the intersection of Pointsettia Lane and the San Diego Northern Railroad). No pipe is present to convey the site and offsite runoff under the railroad to the existing 72-inch RCP, which is located on the west side of ESM:sm n:\repofts\2341\04\a05.doc w.o. 2341-4 Poinsettia Property Hydrology Study the railroad. Thus, existing condition site and offsite runoff currently ponds in low areas on the east side of the railroad. Two offsite flows enter the Pointsettia Property site: • Existing 36-inch RCP, which conveys runoff from the existing apartment site north of Pointsettia Property. Per plans obtained at the City of Carlsbad, the 100-year outflow from the apartment site (Planning Areas 5 and 6) is 34.7 cfs. • Existing 18-inch RCP, which discharges runoff from east of Avenida Encinas to Pointsettia Property. The 100-year flow from the 18-inch RCP under Avenida Encinas was unknown. Using normal depth analysis, the maximum flow was determined to by 10.2 cfs. This flow was used as the 100-year design inflow from the eastern boundary of the site. Developed Condition Discussion Development of Pointsettia Property will include the construction of 220 single-family residential units as well as the associated streets through the site. In addition, 2.1 acres has been set aside for park areas. In developed conditions, runoff from the existing 18-inch RCP under Avenida Encinas will be rerouted to the existing 36-inch discharging the apartment site runoff (Planning Areas) to Pointsettia Property. Calculations show that the re-routing of flow will increase the 100-year runoff rate in the 36-inch RCP from 34.7 cfs to 44.4.cfs. The proposed site storm drain system consists of laterals feeding the main trunk line that conveys runoff in a southerly direction under Private Street G. Eventually, all site and offsite runoff will be conveyed to the southwest corner of the site under Private Street G. At that location, low flows will be treated in accordance with the Regional Water Quality Control Board standards in a flow design-based vault. The developed condition peak 10-year flow will be reduced below the pre-developed condition by modifying the inlet (diversion) works to the existing desiltation basin downstream. The proposed site storm drain will be extended under the San Diego Northern Railroad to tie into the existing 72-inch RCP west of the railroad. This will involve boring the proposed storm drain pipe under the tracks. ESM:sm h:\reports\234l\M\a05.doc Poinsettia Property Hydrology Study Summary of Results Table 1 summarizes the developed condition drainage areas and runoff flowing to and from Poinsettia Property. Developed condition watershed delineations are presented on the Hydrology Map located in the back pocket of this report. TABLE 1 Hydrologic Summary Location Offsite Flow (Existing 36-Inch RCP) Poinsettia Property Poinsettia Property & Offsite Runoff to Existing 72-Inch RCP Drainage Area (acres) 18* 36 54 100-Year Developed Flow (cfs) 44 58 . 102 * Estimated drainage area Rational method hydrology results for developed site flows are located in Section III of this report. Peak runoff rates were calculated based on a 100-year, 6-hour design storm and criteria set forth in the San Diego County Hydrology Manual. The proposed storm drain system was analyzed using the StormCAD program along with flows calculated from AES. The system consists of trunk line pipe sizes increasing from 36 to 54 inches in diameter. At the downstream end of the Rational Method analysis, a 54-inch RCP storm drain will convey the offsite and onsite flow under the railroad tracks to the existing 72-inch storm drain. The 72-inch RCP was designed for a flow of 166.0 cfs at a slope of 0.0015. The tailwater in the 72-inch RCP, as shown on Grading Plans obtained at the City of Carlsbad, was used as the starting water surface elevation in the storm drain system analysis. To meet Coastal Commission Standards, the 10-year developed condition flow must not exceed the pre-developed 10-year flow. Per a 1994 study prepared by O'day Consultants, the existing Citation basin located just upstream of Batiquitos Lagoon collects low flows from the project site as well as surrounding areas. According to the report, the total drainage area to the basin is 278 acres. ESM:OT h:\reporrs\2341\OlU05.aoc w.o. 2341-4 Poinsettia Property Hydrology Study Assuming that the 36 acres of site area are undeveloped while the remainder of the watershed is fully developed, the pre-developed condition curve number was determined to be 87.7 and the resultant 10-year peak flow upstream of the basin was determined to be 98 cfs. Per the existing design, 9 cfs would enter the basin via an 18-inch RCP while the remaining 89 cfs would bypass the basin via and 84-inch RCP. The runoff draining to the basin (9cfs) would be attenuated to a routed peak flow of 2 cfs. The total combined 10-year peak flow downstream of the basin is 89 cfs. Thus after development, the total combined 10-year peak flow downstream of the basin must be less than 89 cfs. Development of the 36 acres of site area will increase the composite curve number to 88.4. To allow more runoff to enter the basin, a 10-foot by 1.5-foot rectangular orifice/invert elevation: 9.4 feet has been proposed in addition to the existing 18-inch RCP basin inlet. Calculations show that the proposed modifications create the following results. • Q10 Upstream of Basin = 106 cfs • Qto Inflow to Basin = 76 cfs • Q10 To Bypass 84-inch RCP = 30 cfs Routed Outflow from Basin = 56 cfs Downstream of Basin = 72 cfs References Master Drainage and Storm Water Quality Management Plan. City of Carlsbad. March 1994. Drainage Design and Procedure Manual. County of San Diego. April 1993. ESMrsm n:\reports\2341\MUCS.doc w.o. 2341-4 II Poinsettia Property Hydrology Study METHODOLOGY City of Carlsbad Design Storm Criteria Methodology used for this analysis is in accordance to standards set forth in the City of Carlsbad's "Master Drainage and Storm Water Quality Management Plan," dated March of 1994. Per these standards, all drainage systems are designed to convey the 100-year design storm without damaging adjacent existing buildings or potential building sites. Storm drain systems conveying flows from drainage areas in excess of one square mile are designed to carry the 100-year flow. For drainage areas less than one square mile, the 100-year peak flow can be conveyed as a combination of storm drain system capacity and overflow both inside and outside the right of way (as long as no damage to adjacent property results). However, storm drain systems must be designed so that the combination of storm drain system capacity and allowable street overflow has capacity to carry the 50- year frequency storm within the street right-of-way. Whenever a storm drain is required, it must be designed to convey the 10-year design storm. Sump areas are to be designed for a 100-year frequency storm. Rational Method Hvdroloqic Analysis Computer Software Package - AES-99 Design Storm - 100-year return interval Land Use - Single-family residential Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single- family residential areas were designated a runoff coefficient of 0.55 while multi- family units were designated a runoff coefficient of 0.70. When a watershed encompasses solely pavement conditions, a runoff coefficient of 0.9 was selected. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego's overland flow nomograph for urban areas. Downstream Tc values are determined by adding the initial subbasin time of concentration and the downstream routing time. Intensity values were determined from the Intensity- ESM:sm h:\repons\2341\04\a05.<loc w.o. 2341-4 Poinsettia Property Hydrology Study Duration design chart from the County of San Diego's Drainage Design Manual. Precipitation values correspond to the 100-year, 6-hour design storm. Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity , (which is a function of the revised time of concentration) A. The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). ESMism h:\repmts\2341\04\a05.doc w.o. 2341-* Poinsettia Property Hydrology Study 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (U/lb); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. >' Qp = Qb+Qa (Tb/Ta); Tp = Tb Storm Drain Capacity Analysis Computer Software - StormCAD Design Storm - 100-year return interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, ESMam h:\reporu\2341V04Va05.doc w.o. 2M1-4 Poinsettia Property Hydrology Study developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the structure's exit velocity (velocity at the upstream end of the downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula... Hs = K*V0 2/2g Where Hs = structure headloss (ft.) K = headloss coefficient V0 = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s2) Typical headloss coefficients used for the standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. HEC-1 Hvdroqraph Method Because of its widespread use and documentation, the HEC-1 computer program was ilsed to estimate runoff hydrographs for this report. HEC-1, developed by the United States Army Corps of Engineers' Hydrologic Engineering Center, simulates the surface runoff response of a watershed to precipitation by representing the basin as an interconnected system of hydrologic and hydraulic components. Required input to the HEC-1 model includes rainfall depth, rainfall distribution, drainage basin area, precipitation loss data, and data to determine overland and channel routing information. Output from the model is presented in the form of hydrographs, which are curves relating runoff fiowrates to elapsed time from the beginning of rainfall. Thus, the distribution of the entire runoff response is available for analysis. ESM:sin H:VeporB\2341\04\aOS.itoc w.o. 2341-4 Poinsettia Property Hydrology Study HEC-1 analyses are necessary for the proper analysis of a detention basin. The degree to which an inflow hydrograph is attenuated is a function of the basin's stage-storage and stage-discharge relationships. Rainfall Data Runoff for this analysis was generated using a Type B distribution for both the 6 and 24-hour rainfall durations. The 24-hour Type B distribution is provided in Section II- B-2 of the County of San Diego Drainage Design Manual. The 6-hour distribution is based on digital data obtained from the County of San Diego. Both rainfall hyetographs (diagrams relating cumulative rainfall depth to elapsed time from the beginning of the storm) are presented at the end of this section. The amount of rainfall to be distributed was obtained from the County isopluvial charts located at the end of this section. According to the maps, the project site has a predicted 100-year, 6-hour rainfall depth of x.x inches and a 100-year, 24-hour rainfall depth of x.x inches. Rainfall Losses To account for rainfall losses such as infiltration, interception and depression storage, the SCS Curve Number method was selected. The SCS method calculates the runoff volume and initial loss based on an empirical curve number, which is a weighted average of a basin's soil type and land use. All soils in this analysis were assumed to be type D, which are characterized as soils with very low infiltration rates and high runoff potential (typically clay soils). While this assumption is conservative, it is necessary since grading of the site makes it impossible to predict which soils will eventually be near the finished surface. Based on the County Drainage Manual, the following curve numbers were selected for this analysis. All curve numbers correspond to soil type D. Open Space (Woodlands-Grass) - CN = 82 Single-Family Residential Areas - CN = 88 High-Density Residential Areas - CN = 90 * Commercial Development - CN = 92 To determine the curve number for a basin containing more than one of the preceding land uses, a composite curve number (weighted average) is calculated. Basin Lag Time Basin lag times were calculated for both existing and developed conditions based on relationships developed by the United States Army Corps of Engineers. The basin lag time is defined as the elapsed time (in hours) from the beginning of unit effective rainfall to the instant that runoff hydrograph for a basin reaches 50 percent of the ultimate discharge volume. Per the County's Hydrology Manual, the lag time for a basin is calculated using the following empirical relationship. ESMism h:\repons\2341\04\a05.doc w.o. 2341-4 Poinsettia Property Hydrology Study 1/2\ i mLag Time (hours) = 24 * n * [ (L * Lc)/ ((S)1/z) ] n = basin factor m = constant (0.38) L = length of longest watercourse in miles Lc = length along longest watercourse measured upstream to point opposite center of area (miles) S = overall slope of longest watercourse (feet per mile) The basin n factor is the visually estimated mean of the Mannings n values for all the channels within an area. Basin n factors are chosen according to the following criteria. n = 0.100 The drainage area has extensive vegetation and streams that contain a large amount of brush, grass or other vegetation that slows flow velocity n = 0.050 Drainage area is rugged, with sharp ridges and steep canyons through which watercourses meander around sharp bends, large boulders, and debris obstruction. The ground cover, excluding small areas of rock outcrops, includes considerable underbrush. No drainage improvements exist in the area. n = 0.030 Drainage area is generally rolling, with rounded edges and moderate side slopes. Watercourses meander in fairly straight, unimproved channels with some boulders and debris. No drainage improvements exist in the area. n = 0.015 Drainage area has fairly uniform, gentle slopes with most watercourses either improved or along paved streets. Ground cover consists of grass with appreciable areas developed to the extent that a large percentage of the area is impervious. Kinematic Wave Routing The kinematic wave model convolutes runoff to a unit hydrograph based on physical characteristics of the watershed. Using the kinematic wave and continuity equations to solve for runoff, the watershed is subdivided into a number of elements. These elements do not model actual systems, but are selected to be representative of the entire drainage subbasin. In this analysis, an overland flow element was followed by three channel elements. The final channel element is reserved to model the main channel while the preceding two characterize collector channels between the overland element and the main channel. This is ESM:sm H:\reports\2341\04UOS.aoc w.o. 2341-4 Poinsettia Property Hydrology Study graphically depicted (for both natural and developed conditions) in figures at the end of this section. For natural conditions, runoff is assumed to be overland flow for a distance that depends on the individual basin. The overland flow resistance factor, N, was chosen in accordance with Table 3.5 of the HEC-1 manual. Following overland flow, the runoff is assumed to transform into shallow concentrated flow to a ravine. Once in the ravine, channel flow was assumed downstream to the main channel. Overland flow lengths for developed conditions correspond to one lot width and depth. The first collector element was modeled as a triangular channel to simulate gutter flow to a storm drain. The second collector was modeled as a circular storm drain pipe, which discharges to the main channel. ESM:sm rweports\23-i1\04\aC5.doc w.o. 2341-4 II Poinsettia Properties Hydrology Study RATIONAL METHOD HYDROLOGY Runoff to Existing 72" RCP ESUfcJp h:\reports\2341\MWM.doe w.o.2M1-« RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying .***.+***.**»**********«.* DESCRIPTION OF STUDY ************************** Poinsettia Properties * Existing 36" to Kaiza Pointsettia 12" * 100-Year Developed Condition Flow * FILE NAME: H:\AES99\2341\05\DEV100.DAT TIME/DATE OF STUDY: 20:37 4/22/2001 USER SPECIFIED HYDROLOGY" AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) - 100.00 6-HOUR DURATION PRECIPITATION (INCHES) - 2.500 SPECIFIED MINIMUM PIPE SIZE (INCH) - 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE - 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE - 7 ^ • i »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« \ USER-SPECIFIED VALUES ARE AS FOLLOWS: RUNOFF TC(MIN) - 16.67 RAIN INTENSITY (INCH/HOUR) - 3.03 Pfe/A/5^7T/4 TOTAL AREA(ACRES) - 17.79 TOTAL RUNOFF(CFS) - 44.40 PlfgD Afc£A HyP- FLOW PROCESS FROM NODE 55.00 TO NODE 43.00 IS CODE 3--------------------------------------------------------------------------- >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« t DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY (FEET/SEC.) - 14.5 UPSTREAM NODE ELEVATION - 50.86 h\]eNIDft DOWNSTREAM NODE ELEVATION - 46.50 EtijCWA& FLOWLENGTH ( FEET ) - 143.00 MANNING'S N - 0.013 L*/NE- S ESTIMATED PIPE DIAMETER (INCH) - 27.00 NUMBER OF PIPES - 1 _ _ _* PIPEFLOW THRU SUBAREA(CFS) - 44.40 *~ ' -- '. TRAVEL TIME (MIN.) - 0.16 TCIMIN.) - 16.83 0FJ? 5 772= FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE - 1 .»_—— — — •.— — — — —• — •———•__ — — «.»__—. — — »_— . — ——™.— — — ^— — — — — — •» — — ——————— — ————— — —— — — — — — — — —>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) - 16.83 RAINFALL INTENSITY (INCH/HR) 3.01 TOTAL STREAM AREA (ACRES) - 17.79 PEAK FLOW RATE(CFS) AT CONFLUENCE - 44.40 FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE - 21 . — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —I — — -. — — — — — — — — — — — — •-• — — — — — — — — — — — — — — — — •- — — — — — — — — —>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« »y r7,v ' >' ' 0.5 \\.HQ UU **\ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 58.40 DOWNSTREAM ELEVATION - 57.40 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.37 TOTAL AREA(ACRES) - 0.16 TOTAL RUNOFF(CFS) - 0.37 FLOW PROCESS FROM NODE 1602.00 TO NODE 16.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 57.40 DOWNSTREAM ELEVATION - 54.00 STREET LENGTH(FEET) - 305.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALESTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.36 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.03 PRODUCT OF DEPTHSVELOCITY - 0.56 STREETFLOW TRAVELTIME(MIN) - 2,50 TC(MIN) - 12.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.666 *USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.98 SUBAREA RUNOFF (CFS) - 1.98 SUMMED AREA(ACRES) - 1.14 TOTAL RUNOFF (CFS) - 2.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.32 HALFSTREET FLOODWIDTH(FEET) - 9.49 FLOW VELOCITY (FEET/SEC.) - 2.30 DEPTH*VELOCITY - 0.73 FLOW PROCESS FROM NODE 16.00 TO NODE 43.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.5 UPSTREAM NODE ELEVATION - 48.50 DOWNSTREAM NODE ELEVATION - 48.00 FLOWLENGTH(FEET) - 52.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.35 TRAVEL TIME(MIN.) - 0.19 TCIMIN.) - 12.59 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE - 1 — _——___—-. —— —______^.____ — —^__—— — — -, — — ———— — — ————— —— — — — —— ——————— — —— - >»»DESIGMATE INDEPENDENT STREAM FOR CONFLUENCE«<« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 12.59 RAINFALL INTENSITY(INCH/HR) - 3.63 TOTAL STREAM AREA (ACRES) - 1.14 PEAK FLOW RATE (CFS) AT CONFLUENCE - 2.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.40 16.83 3.010 17.79 2 2.35 12.59 3.630 1.14 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 39.17 12.59 3.630 2 46.35 16.83 3.010 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 46.35 TclMIN.) - 16.83 TOTAL AREA (ACRES) - 18.93 FLOW PROCESS FROM NODE 43.00 TO NODE 42.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPEFLOW VELOCITY (FEET/SEC.) - 9.6 UPSTREAM NODE ELEVATION - 46.00 DOWNSTREAM NODE ELEVATION - 43.80 FLOWLENGTH(FEET) - 222.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER HNCH) - 33.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 46.35 TRAVEL TIME (MIN.) - 0.39 TC(MIN.) - 11.22 FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 17.22 RAINFALL INTENSITY(INCH/HR) - 2.97 TOTAL STREAM AREA (ACRES) - 18.93 PEAK FLOW RATE(CFS) AT CONFLUENCE - 46.35 FLOW PROCESS FROM NODE 1501.00 TO NODE 1502.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 95.00 UPSTREAM ELEVATION - 54.30 DOWNSTREAM ELEVATION - 53.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.486 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.358 SUBAREA RUNOFF (CFS) - 0.24 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.24 FLOW PROCESS FROM NODE 1502.00 TO NODE 15.00 IS CODE - 6 »»>COMPUTf STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 53.30 DOWNSTREAM ELEVATION - 49.00 STREET LENGTH (FEET) - 160.00 CURB HEIGHT (INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.96 PRODUCT OF DEPTHSVELOCITY - 0.81 STREETFLOW TRAVELTIME (MINI - 0.90 TC(MIN)10.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.111 "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 1.54 SUBAREA RUNOFF(CFS) - 3.48 SUMMED AREA (ACRES) - 1.64 TOTAL RUNOFF (CFS) - 3.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.32 HALFSTREET FLOODWIDTH (FEET) - 9.49 FLOW VELOCITY(FEET/SEC.) - 3.65 DEPTH*VELOCITY - 1.15 FLOW PROCESS FROM NODE 15.00 TO NODE 42.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) - 4.0 UPSTREAM NODE ELEVATION - 46.60 DOWNSTREAM NODE ELEVATION - 45.80 FLOWLENGTH(FEET) - 162.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CES) - TRAVEL TIME(MIN.) - 0.67 9.3 INCHES MANNING'S N - 0.013 - 18.00 NUMBER OF PIPES - 3.72 TC(MIN.) - 11.06 FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 11.06 RAINFALL INTENSITY(INCH/HR) - 3.95 TOTAL STREAM AREA (ACRES) - 1.64 PEAK FLOW RATE (CFS) AT CONFLUENCE - 3.72 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.35 17.22 2.967 18.93 2 3.72 11.06 3.948 1.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFE) (MIN.) (INCH/HOUR) 1 38.55 11.06 3.948 2 49.14 17.22 2.967 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 49.14 Tc(MIN.) - TOTAL AREA (ACRES) - 20.57 17.22 FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 7.6 UPSTREAM NODE ELEVATION - 43.81 DOWNSTREAM NODE ELEVATION - 43.35 FLOWLENGTH(FEET) - 91.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 39.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 49.14 TRAVEL TIME(MIN.) - 0.20 TCIMIN.) - 17.42 FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 17.42 RAINFALL INTENSITY(INCH/HR) - 2.94 TOTAL STREAM AREA (ACRES) - 20.51 PEAK FLOW RATE(CFS) AT CONFLUENCE - 49.14 ««» FLOW PROCESS FROM NODE 1701.00 TO NODE 1702.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED{SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 58.40 DOWNSTREAM ELEVATION - 57.40 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF (CFS) - 0.33 TOTAL AREA (ACRES) - 0.14 TOTAL RUNOFF (CFS) - 0.33 FLOW PROCESS FROM NODE 1702.00 TO NODE 17.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 57.40 DOWNSTREAM ELEVATION - 50.00 ^STREET LENGTH(FEET) - 650.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAV£LTIME COMPUTED USING MEAN FLOW(CFS) - 2.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.33 HALFSTREET FLOODWIDTH(FEET) - 10.01 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.38 PRODUCT OF DEPTHSVELOCITY - 0.78 STREETFLOW TRAVELTIME (MIN) - 4.56 TC(MIN) - 14.46 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.321 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 2.54 SUBAREA RUNOFF(CFS) - 4.64 SUMMED AREA (ACRES) - 2.68 TOTAL RUNOFF (CFS) - 4.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.39 HALFSTREET FLOODWIDTH (FEET) - 13.10 FLOW VELOCITY (FEET/SEC.) - 2.71 DEPTH*VELOCITY - 1.05 FLOW PROCESS FROM NODE 17.00 TO NODE 41.00 IS CODE - 3 >»»COMPUTE. PIPEFLOW TRAVELTIME THRU S,UBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.3 UPSTREAM NODE ELEVATION - 45.50 DOWNSTREAM NODE ELEVATION - 45.35 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) - 4.97 TRAVEL TIME(MIN.) - 0.12 TC1MIN.) - 14.57 FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 14.57 RAINFALL INTENSITY(INCH/HR) - 3.30 TOTAL STREAM AREA (ACRES) - 2.68 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.97 FLOW PROCESS FROM NODE 70.00 TO NODE 54.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« "USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .9000 INITIAL SUBAREA FLOW-LENGTH - 140.00 UPSTREAM ELEVATION - 51.50 DOWNSTREAM ELEVATION - 50.00 ELEVATION DIFFERENCE - 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 4.163 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.856 SUBAREA RUNOFF(CFS) - 0.84 TOTAL AREA(ACRES) - 0.16 TOTAL RUNOFF(CFS) - 0.84 FLOW PROCESS FROM NODE 54.00 TO NODE 41.00 IS' CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 3.4 UPSTREAM NODE ELEVATION - 45.45 DOWNSTREAM NODE ELEVATION 45.35 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) -• 0.84 TRAVEL TIME(MIN.) - 0.05 TC(MIN.) - 6.05 FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE - »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 6.05 RAINFALL INTENSITY(INCH/HR) - 5.83 TOTAL STREAM AREA (ACRES) - 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.84 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 49.14 4.97 0.84 Tc (MIN.) 17.42 14.57 6.05 INTENSITY (INCH/HOUR) 2.944 3.304 5.826 AREA (ACRE) 20.57 2.68 0.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 28.50 49.24 54.00 Tc (MIN.) 6.05 14.57 17.42 INTENSITY (INCH/HOUR) 5.826 3.304 2.944 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 54.00 TclMIN.) - TOTAL AREA (ACRES) - 23.41 17.42 FLOW PROCESS FROM NODE 41.00 TO NODE 40.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 7.6 UPSTREAM NODE ELEVATION - 43.35 DOWNSTREAM NODE ELEVATION - 42.73 FLOWLENGTH(FEET) - 125.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 39.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 54.00 TRAVEL TIME(MIN.) - 0.27 TC1MIN.) - 17.70 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE - 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ft 1 <«« FLOW PROCESS FROM NODE 1801.00 TO NODE 1802.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREAU SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 62.00 DOWNSTREAM ELEVATION - 61.00 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF (CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 1802.00 TO NODE 18.00 IS CODE - >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION - 61.00 DOWNSTREAM ELEVATION - 54.00 TREET LENGTH(FEET) - 585.00 CURB HEIGHT (INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 ' OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 2.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.31 HALFSTREET FLOODWIDTH(FEET) - 8.98 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.23 PRODUCT OF DEPTHSVELOCITY - 0.68 STREETFLOW TRAVELTIME (MIN) - 4.37 TC(MIN) - 14.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.349 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.95 SUBAREA RUNOFF (CFS) - 3.59 SUMMED AREA(ACRES) - 2.05 TOTAL RUNOFF (CFS) - 3.83 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.36 HALFSTREET FLOODWIDTH(FEET) - 11.55 FLOW VELOCITY(FEET/SEC.) - 2.63 DEPTH*VELOCITY - 0.94 FLOW PROCESS FROM NODE 18.00 TO NODE 44.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 7.6 UPSTREAM NODE ELEVATION - 49.00 DOWNSTREAM NODE ELEVATION - 48.73 FLOWLENGTH(FEET) •= 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) - 3.83 TRAVEL TIME(MIN.) - 0.02 TC(MIN.) - 14.29 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 14.29 RAINFALL INTENSITY(INCH/HR) - 3.35 TOTAL STREAM AREA (ACRES) - 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.83 FLOW PROCESS FROM NODE 1901.00 TO NODE 1902.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT •= .4500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 62.80 DOWNSTREAM ELEVATION - 62.00 ELEVATION DIFFERENCE - 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 12.603 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.628 SUBAREA RUNOFF(CFS) - 0.21 TOTAL AREA(ACRES) - 0.13 TOTAL RUNOFF(CFS) - 0.21 FLOW PROCESS FROM NODE 1902.00 TO NODE 19.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 60.50 DOWNSTREAM ELEVATION - 53.90 STREET LENGTH(FEET) - 490.00 CURB HEIGHT(INCHES! - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH(FEET) - 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.42 PRODUCT OF DEPTHSVELOCITY - 0.69 STREETFLOW TRAVELTIME (MIN) - 3.37 TC(MIN) - 15.98 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.113 'USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.88 SUBAREA RUNOFF ICFS) - 3.22 SUMMED AREAJACRES) - 2.01 TOTAL RUNOFF (CFS) - 3.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET),.- 0.34 HALFSTREET FLOODWIDTH (FEET) •= 10.52 FLOW VELOCITY (FEET/SEC.) - 2.80 DEPTH*VELOCITY - 0.94 FLOW PROCESS FROM NODE 19.00 TO NODE 44.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.9 UPSTREAM NODE ELEVATION - 49.00 DOWNSTREAM NODE ELEVATION - 48.73 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 PIPEFLOW THRU SUBAREA(CFS) - 3.43 TRAVEL TIME(MIN.) - 0.10 TC(MIN.) NUMBER OF PIPES - 16.08 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 16.08 RAINFALL INTENSITY(INCH/HR) - 3.10 TOTAL STREAM AREA (ACRES) - 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.43 ** CONFLUENCE DATA .** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.83 14.29 3.346 2.05 2 3.43 16.08 3.101 2.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.01 14.29 3.346 2 6.98 16.08 3.101 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 7.01 Tc(MIN.) - TOTAL AREA (ACRES) - 4.06 14.29 FLOW PROCESS FROM NODE 44.00 TO NODE 39,00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.1 UPSTREAM NODE ELEVATION - 48.13 DOWNSTREAM NODE ELEVATION - 45.58 FLOWLENGTH(FEET) - 317.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 7.01 TRAVEL TIME(MIN.) - 0.87 TCIMIN.) - 15.16 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 15.16 RAINFALL INTENSITY(INCH/HR) - 3.22 TOTAL STREAM AREA (ACRES) - 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE - 7.01 FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 58.10 DOWNSTREAM ELEVATION - 57.10 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 2002.00 TO NODE 20.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 57.10 DOWNSTREAM ELEVATION - 51.90 STREET LENGTH(FEET) - 460.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) - 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.08 PRODUCT OF DEPTHSVELOCITY - 0.55 STREETFLOW TRAVELTIME(MIN) - 3.69 TC(MIN) - 13.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.456 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.05 SUBAREA RUNOFF (CFS) - 2.00 SUMMED AREA(ACRES) - 1.15 TOTAL RUNOFF(CFS) - 2.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.32 HALFSTREET FLOODWIDTH(FEET) - 9.49 FLOW VELOCITY (FEET/SEC.) - 2.19 DEPTH*VELOCITY - 0.69 FLOW PROCESS FROM NODE 20.00 TO NODE 39.00 IS CODE » 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 0.8 UPSTREAM NODE ELEVATION - 45.91 DOWNSTREAM NODE ELEVATION - 45.58 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.130 ESTIMATED PIPE DIAMETER (INCH) - 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) - 2.23 TRAVEL TIMEIMIN.) - 0.61 TC(MIN.) - 14.20 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 14.20 RAINFALL INTENSITY(INCH/HR) - 3.36 TOTAL STREAM AREA(ACRES) - 1.15 PEAK FLOW R^TE(CFS) AT CONFLUENCE - 2.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.01 15.16 3.221 4.06 2 2.23 14.20 3.359 1.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.95 14.20 3.359 2 9.14 15.16 3.221 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - TOTAL AREA (ACRES) - 9.14 5.21 TclMIN.)15.16 FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) « 6.9 UPSTREAM NODE ELEVATION - 45.58 DOWNSTREAM NODE ELEVATION - 44.73 FLOWLENGTH(FEET) - -72.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 9.14 TRAVEL TIMEIMIN.) - 0.17 TCIMIN.) - 15.33 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE - 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.14 15.33 3.198 5.21 ** MEMORY BANK if 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.00 17.70 2.915 23.41 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 58.37 15.33 3.198 2 62.33 17.70 2.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 62.33 TclMIN.) - TOTAL AREA(ACRES) - 28.62 17.70 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE - 12 »>»CLEAR MEMORY BANK * 1 <«« FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 17.70 RAINFALL INTENSITY(1NCH/HR) - 2.91 TOTAL STREAM. AREA (ACRES) - 28.62 PEAK FLOW RATE(CFS) AT CONFLUENCE - 62.33 1 ARE: FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 51.90 DOWNSTREAM ELEVATION - 50.90 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA (ACRES) -0.10 TOTAL RUNOFF(CFS) -0.23 FLOW PROCESS FROM NODE 1402.00 TO NODE 14.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 50.90 STREET LENGTH(FEET) - 105.00 STREET HALFWIDTH(FEET) - 18.00 DOWNSTREAM ELEVATION - CURB HEIGHT IINCHES) - 6. 49.90 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 1.08 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) - 6.91 AVERAGE FLOW VELOCITY (FEET/SEC. 1 - 1.81 PRODUCT OF DEPTH4VELOCITY - 0.48 STREETFLOW TRAVELTIME(MIN) - 0.97 TC(MIN) - 10.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.993 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.77 SUBAREA RUNOFF (CFS) - 1.69 SUMMED AREA(ACRES) - 0.87 TOTAL RUNOFF(CFS) - 1.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.31 HALFSTREET FLOODWIDTH (FEET) - 8.98 FLOW VELOCITY (FEET/SEC.) - 2.08 DEPTH*VELOCITY - 0.64 FLOW PROCESS FROM NODE 14.00 TO NODE 40.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) - 3.4 UPSTREAM NODE ELEVATION - 45.45 DOWNSTREAM NODE ELEVATION - 44.73 FLOWLENGTH(FEET) - 145.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) - TRAVEL TIME(MIN.) - 0.71 6.4 INCHES MANNING'S N - 0.013 - 18.00 NUMBER OF PIPES - 1.92 TC(MIN.) - 11.58 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 11.58 RAINFALL INTENSITY(INCH/HR) - 3.83 TOTAL STREAM-AREA (ACRES) - 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 62.33 17.70 2.915 28.62 2 1.92 11.58 3.832 0.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.34 11.58 3.832 2 63.79 17.70 2.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEtCFS) - 63.79 TclMIN.) - TOTAL AREA(ACRES) - 29.49 FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 7.4 UPSTREAM NODE ELEVATION - 42.23 DOWNSTREAM NODE ELEVATION - 41.16 FLOWLENGTH(FEET) - 271.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 45.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 63.79 TRAVEL TIME1MIN.) - 0.61 TC(MIN.) - 18.31 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 18.31 RAINFALL INTENSITY(INCH/HR) - 2.85 TOTAL STREAM AREA(ACRES) - 29.49 PEAK FLOW RATE(CFS) AT CONFLUENCE - 63.79 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 56.50 DOWNSTREAM ELEVATION - 55.70 ELEVATION DIFFERENCE - 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.855 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.556 SUBAREA RUNOFF(CFS) - 0.08 TOTAL AREA (ACRES) - 0.03 TOTAL RUNOFF (CFS) - 0.08 FLOW PROCESS FROM NODE 82.00 TO NODE 80.00 IS CODE - >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 55.70 DOWNSTREAM ELEVATION - 51.00 STREET LENGTH(FEET) - 68.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSS FALL(DECIMAL) - 0.020 NUMBERSPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 •"TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 0.68 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.16 HALFSTREET FLOODWIDTK(FEET) - 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.96 PRODUCT OF DEPTHSVELOCITY - 0.77 STREETFLOW TRAVELTIME (MIN) - 0.23 TC(MIN) - 9.08' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.482 "USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.49 SUBAREA RUNOFF (CFS) - 1.21 SUMMED AREA(ACRES) - 0.52 TOTAL RUNOFF(CFS) - 1.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.21 HALFSTREET FLOODWIDTH (FEET) - 4.34 FLOW VELOCITY I FEET/SEC.) - 4.19 DEPTH*VELOCITY - 0.89 FLOW PROCESS FROM NODE 80.00 TO NODE 38.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.2 UPSTREAM NODE ELEVATION - 44.50 DOWNSTREAM NODE ELEVATION - 43.66 FLOWLENGTH(FEET) - 68.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.28 TRAVEL TIME!MIN.) -' 0.27 TC1MIN.) - 9.35 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3CONFLUENCE: VALUES USED FOR INDEPENDENT STREAM 2 ARE:TIME OF CONCENTRATION(MIN.) - 9.35 RAINFALL INTENSITY(INCH/HR) =4.40TOTAL STREAM AREA(ACRES) - 0.52PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.28 FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 52.30 DOWNSTREAM ELEVATION - 51.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 1302.00 TO NODE 13.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 51.30 DOWNSTREAM ELEVATION - 49.90 STREET LENGTH(FEET) - 110.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 ? "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 1.12 STREETFLOW MODEL RESULTS: STREET FLOHDEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTK(FEET) - 6.40 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.13 PRODUCT OF DEPTHSVELOCITY - 0.54 STREETFLOW TRAVELTIME(MIN) - 0.86 TC(MIN) - 10.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.018 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.81 SUBAREA RUNOFF (CFS) - 1.79 SUMMED AREA(ACRES) - 0.91 TOTAL RUNOFF(CFS) - 2.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.30 HALFSTREET FLOODWIDTH (FEET) - 8.46 FLOW VELOCITY (FEET/SEC.) - 2.43 DEPTH*VELOCITY - 0.72 FLOW PROCESS FROM NODE 13.00 TO NODE 38.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.0 UPSTREAM NODE ELEVATION - 44.78 DOWNSTREAM NODE ELEVATION - 43.66 FLOWLENGTH(FEET) - 150.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.02 TRAVEL TIMEIMIN.) - 0.63 TCIMIN.) - 11.39 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS j> 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 11.39 RAINFALL INTENSITY (INCH/HR) - 3.87 TOTAL STREAM AREA (ACRES) - 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.02 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 63.79 1.28 2.02 Tc (MIN.) 18.31 9.35 11.39 INTENSITY (INCH/HOUR) 2.852 4.398 3.874 AREA (ACRE) 29.49 0.52 0.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. PEAK FLOW RATE TABLE STREAM NUMBER 1 2 3 RUNOFF (CFS) 44.43 50.12 66.12 Tc (MIN.) 9.35 11.39 18.31 INTENSITY (INCH/HOUR) 4.398 3.874 2.852 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 66.12 Tc(MIN.) - TOTAL AREA (ACRES) - 30.92 18.31 FLOW PROCESS FROM NODE 38.00 TO NODE 37.00 IS CODE - »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.0 UPSTREAM NODE ELEVATION - 41.16 DOWNSTREAM NODE ELEVATION - 40.61 FLOWLENGTH(FEET) - 109.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 42.00 PIPEFLOW THRU SUBAREA(CFS) - 66.12 TRAVEL TIMEIMIN.) - 0.23 TCIMIN.) - 18.54 NUMBER OF PIPES - FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 TIME OF CONCENTRATION(MIN.) - 18.54 RAINFALL INTENSITY(INCH/HR) - 2.83 TOTAL STREAM AREA (ACRES) - 30.92 PEAK FLOW RATE (CFS) AT CONFLUENCE - 66.12 ARE: FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 58.40 DOWNSTREAM ELEVATION - 57.40 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.220 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.780 SUBAREA RUNOFF(CFS) - 0.26 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) = 0.26 FLOW PROCESS FROM NODE 2102.00 TO NODE 21.00 IS CODE - >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 51.40 STREET LENGTH(FEET) - 470.00 STREET HALFWIDTH(FEET) -"18.00 DOWNSTREAM ELEVATION - CURB HEIGHT(INCHES) - 6. 50.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.43 PRODUCT OF DEPTH5VELOCITY - 0.67 STREETFLOW TRAVELTIME(MINI - 3.23 TC(MIN) 1.63 11.45 - 3.860100 YEAR RAINFALL INTENSITY (INCH/HOUR) *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 1.27 SUBAREA RUNOFF(CFS) - 2.70 SUMMED AREA (ACRES) - 1.37 TOTAL RUNOFF (CFS) - 2.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.33 HALFSTREET FLOODWIDTH (FEET) - 10.01 FLOW VELOCITY(FEET/SEC.) - 2.64 DEPTH*VELOCITY - 0.86 FLOW PROCESS FROM NODE 21.00 TO NODE 37.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.5 UPSTREAM NODE ELEVATION - 43.53 DOWNSTREAM NODE ELEVATION - 43.11 FLOWLENGTH(FEET) - 31.00 MANNING'S N - 0.013 ESTIMATED PCPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.96 TRAVEL TIME*(MIN.) - 0.09 TC(MIN.) - 11.54 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 11.54 RAINFALL INTENSITY(INCH/HR) - 3.84 TOTAL STREAM AREA(ACRES) - 1.37 PEAK FLOW RATE (CFS) AT CONFLUENCE - 2.96 2 ARE: FLOW PROCESS FROM NODE 5301.00 TO NODE 5302.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 'USER SPECIFIED(SUHAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 52.60 DOWNSTREAM ELEVATION - 51.60 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 5302.00 TO NODE 53.00 IS CODE »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 51.60 DOWNSTREAM ELEVATION - 50.50 STREET LENGTH(FEET) - 20.00 CURB HEIGHT(INCHES) - 6. STREET HALFHIDTH(FEET) -_18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 0.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.16 HALFSTREET FLOODWIDTH(FEET) - 1.50 AVERAGE FLOW VELOCITY (FEET/SEC.) - 4.42 PRODUCT OF DEPTH4VELOCITY - 0.69 STREETFLOW TRAVELTIME(MINI - 0.08 TC(MIN) - 9.98 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.219 "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.14 SUBAREA RUNOFF (CFS) - 0.32 SUMMED AREA(ACRES) - 0.24 TOTAL RUNOFF(CFS) - 0.56 END OF SUBAREA STREET.FLOW HYDRAULICS: DEPTH(FEET) - 0.16 HALFSTREET FLOODWIDTH(FEET) - 1.50 FLOW VELOCITY (FEET/SEC.) - 4.42 DEPTH*VELOCITY - 0.69 FLOW PROCESS FROM NODE 53.00 TO NODE 3T.OO IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 3.0 UPSTREAM NODE ELEVATION - 43.21 DOWNSTREAM NODE ELEVATION - 43.11 FLOWLENGTH(FEET) " 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THfcu SUBAREA(CFS) - 0.56 TRAVEL TIMEIMIN.) - 0.05 TCIMIN.) - 10.03 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE - »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 10..03 RAINFALL INTENSITY(INCH/HR) - 4.20 TOTAL STREAM AREA (ACRES) - 0.24 PEAK FLOW RATE (CFS) AT CONFLUENCE - 0.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 66.12 18.54 2.829 30.92 2 2.96 11.54 3.840 1.37 3 0.56 10.03 4.204 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.I (INCH/HOUR) 1 47.75 10.03 4.204 2 52.18 11.54 3.840 3 68.67 18.54 2.829 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 68.67 TctMIN.) - 18.54 TOTAL AREA (ACRES) - 32.53 FLOW PROCESS FROM NODE 37.00 TO NODE 36.00 IS CODE - 3 »>»COMPUTE PIPEFLOW TftftVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED P.IPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY (FEET/SEC.) - 32.6 UPSTREAM NODE ELEVATION - 61.00 DOWNSTREAM NODE ELEVATION - 40.06 FLOWLENGTH(FEET) - 110.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 24.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 68.67 TRAVEL TIME(MIN.) - 0.06 TC(MIN.) - 18.59 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 18.59 RAINFALL INTENSITY(INCH/HR) - 2.82 TOTAL STREAM AREA(ACRES) - 32.53 PEAK FLOW RATE (CFS) AT CONFLUENCE - 68.67 FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE - 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 52.20 DOWNSTREAM ELEVATION - 51.20 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.220 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.780 SUBAREA RUNOFF (CFS) - 0.26 TOTAL AREA (ACRES) - 0.10 TOTAL RUNOFF (CFS) - 0.26 FLOW PROCESS FROM NODE 1202.00 TO NODE 12.00 IS CODE >»»COMPUTE -STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 51.20 DOWNSTREAM ELEVATION - 50.00 STREET LENGTH(FEET) - 80.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTK(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 0.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTH(FEET) - 5.88 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.11 PRODUCT OF DEPTHSVELOCITY - 0.51 STREETFLOW TRAVELTIME (MINI - 0.63 TC(MIN) - 8.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.557 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.57 SUBAREA RUNOFF (CFS) - 1.43 SUMMED AREA (ACRES) - 0.67 TOTAL RUNOFF (CFS) - 1.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 FLOW VELOCITY(FEET/SEC.) - 2.52 DEPTH*VELOCITY - 0.69 FLOW PROCESS FROM NODE 12.00 TO NODE 36.00 IE CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.4 UPSTREAM NODE ELEVATION - 44.28 DOWNSTREAM NODE ELEVATION - 42.56 FLOWLENGTH(FEET) - 155.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.69 TRAVEL TIMEIMIN.) - 0.59 TCtMIN.) - 9.45 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.45 RAINFALL INTENSITY(INCH/HR) - 4.37 TOTAL STREAM AREA (ACRES) - 0.67 PEAK FLOW PATE (CFS) AT CONFLUENCE - 1.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.67 18.59 2.824 32.53 2 1.69 9.45 4.370 0.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.06 9.45 4.370 2 T69.76 18.59 2.824 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 69.76 TclMIN.) - 18.59 TOTAL AREA (ACRES) - 33.20 FLOW PROCESS FROM NODE 36.00 TO NODE 35.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.2 UPSTREAM NODE ELEVATION - 40.06 DOWNSTREAM NODE ELEVATION - 39.55 FLOWLENGTH(FEET) - 103.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 45.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) » 69.76 TRAVEL TIME(MIN.) - 0.21 TC1MIN.) - 18.80 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 18.80 RAINFALL INTENSITY(INCH/HR) - 2.80 TOTAL STREAM AREA (ACRES) - 33.20 PEAK FLOW RATE(CFS) AT CONFLUENCE - 69.76 FLOW PROCESS FROM NODE 5201.00 TO NODE 5202.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 52.50 DOWNSTREAM ELEVATION - 51.50 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.220 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.780 SUBAREA RUNOFF(CFS) - 0.26 TOTAL AREA (ACRES) - 0.10 TOTAL RUNOFF (CFS) - 0.26 FLOW PROCESS FROM NODE 5202.00 TO NODE 52.00 IS CODE »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 51.50 DOWNSTREAM ELEVATION - 50.80 STREET LENGTH(FEET) - 25.00 CURB HEIGHT (INCHES) - 6. STREET HALFWI DTK (FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL (DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 0.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.16 HALFSTREET FLOODWIDTH (FEET) - 1.50 AVERAGE FLOW VELOCITY (FEET/SEC.) - 3.16 PRODUCT OF DEPTHSVELOCITY - 0.49 STREETFLOW TRAVELTIME (MIN) - 0.13 TC(MIN) - 8.35 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.731 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 0.13 SUBAREA RUNOFF(CFS) - 0.34 SUMMED AREA (ACRES) - 0.23 TOTAL RUNOFF(CFS) - 0.60 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.19 HALFSTREET FLOODWIDTH (FEET) - 3.30 FLOW VELOCITY (FEET/SEC.) - 2.64 DEPTH'VELOCITY - 0.51 FLOW PROCESS FROM NODE 52.00 TO NODE 35.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY (FEET/SEC.) - 4.0 UPSTREAM NODE ELEVATION - 42.25 DOWNSTREAM NODE ELEVATION - 42.05 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER ( INCH ) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 0.60 TRAVEL TIME(MIN.) - 0.04 TCIMIN.) FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 8.39 RAINFALL INTENSITY(INCH/HR) - 4.72 TOTAL STREAM AREA (ACRES) - 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.60 FLOW PROCESS FROM NODE 2201.00 TO NODE 2202.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH 80.00 UPSTREAM ELEVATION - -58.30 DOWNSTREAM ELEVATION - 57.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.220 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.780 SUBAREA RUNOFF(CFS) - 0.26 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.26 FLOW PROCESS FROM NODE 2202.00 TO NODE 22.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 57.30 DOWNSTREAM ELEVATION - 50.80 STREET LENGTH(FEET) - 500.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSS FALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF MALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTK(FEET) - 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.21 PRODUCT OF DEPTH5VELOCITY - 0.63 STREETFLOW TRAVELTIME(MIN) - '3.77 TC(MIN) - 11.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.747 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.33 SUBAREA RUNOFF (CFS) - 2.74 SUMMED AREA (ACRES) - 1.43 TOTAL RUNOFF (CFS) - 3.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETV"- 0.33 HALFSTREET FLOODWIDTH (FEET) - 10.01 FLOW VELOCITY(FEET/SEC.) - 2.68 DEPTH*VELOCITY - 0.88 FLOW PROCESS FROM NODE 22.00 TO NODE 35.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.2 UPSTREAM NODE ELEVATION - 42.40 DOWNSTREAM NODE ELEVATION - 42.05 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 3.00 TRAVEL TIMEIMIN.) - 0.10 TCIMIN.)12.08 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 12.08 RAINFALL INTENSITY(INCH/HR) - 3.73 TOTAL STREAM AREA (ACRES) - 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.00 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 69.76 0.60 3.00 Tc (MIN.) 18.80 8.39 12.08 INTENSITY (INCH/HOUR) 2.803 4.716 3.728 AREA (ACRE) 33.20 0.23 1.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 44.45 55.94 72.38 Tc (MIN.) 8.39 12.08 18.80 INTENSITY (INCH/HOUR) 4.716 3.728 2.803 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 72.38 TctMIN.) - TOTAL AREA (ACRES) - 34.86 18.80 FLOW PROCESS FROM NODE 35.00 TO NODE 34.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.4 UPSTREAM NODE ELEVATION - 39.55 DOWNSTREAM NODE ELEVATION - 38.99 FLOWLENGTH(FEET) - 110.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 45.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) - 72.38 TRAVEL TIMEIMIN.) - 0.22 TC(MIN.) - 19.02 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE - 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 2 <«« FLOW PROCESS FROM NODE 2301.00 TO NODE 2302.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIF1EDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 90.00 UPSTREAM ELEVATION - 57.00 DOWNSTREAM ELEVATION 56.00 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.068 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.487 SUBAREA RUNOFF(CFS) - 0.54 TOTAL AREA(ACRES) - 0.22 TOTAL RUNOFF (CFS) - 0.54 FLOW PROCESS FROM NODE 2302.00 TO NODE 23.00 IS CODE - »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 56.00 DOWNSTREAM ELEVATION - 51.90 STREET LENGTK(FEET) - 387.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.08 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) - 6.91 AVERAGE FLOW VELOCITY (FEET/SEC.) - 1.81 PRODUCT OF DEPTHSVELOCITY - 0.48 STREETFLOW TRAVELTIME (MINI - 3.56 TC(MIN) - 12.63 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.624 "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.53 SUBAREA RUNOFF(CFS) - 1.06 SUMMED AREA (ACRES) - 0.75 TOTAL RUNOFF (CFS) - 1.60 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.29 HALFSTREET FLOODWIDTH (FEET) - ~l. 95 FLOW VELOCITY(FEET/SEC.) - 2.13 DEPTH*VELOCITY - 0.61 FLOW PROCESS FROM NODE 23.00 TO NODE 56.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.0 UPSTREAM NODE ELEVATION - 42.60 DOWNSTREAM NODE ELEVATION - 42.39 FLOWLENGTH(FEET) - 12.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.60 TRAVEL TIMEIMIN.) - 0.04 TC1MIN.) = 12.67 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 12.61 RAINFALL INTENSITY(INCH/HR) - 3.62 TOTAL STREAM AREA (ACRES) - 0.75 PEAK FLOW RATE (CFS) AT CONFLUENCE - 1.60 FLOW PROCESS FROM NODE 2401.00 TO NODE 2402.00 IS CODE - 21 »»>RATIONJA1, METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 56.80 DOWNSTREAM ELEVATION - 55.80 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREAIACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 2402.00 TO NODE 24.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« DOWNSTREAM ELEVATION - CURB HEIGHT(INCHES) - 6. UPSTREAM ELEVATION - 55.80 STREET LENGTH(FEET) = 310.00 STREET HALFWIDTK(FEET) - 18.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK - INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTH (FEET) - 5.88 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.04 PRODUCT OF DEPTH SVELOCITY - 0.50 STREETFLOW TRAVELTIME (MINI - 2.53 TC(MIN) - 12.43 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.660 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.71 SUBAREA RUNOFF (CFS) - SUMMED AREA (ACRES) - 0.81 TOTAL RUNOFF (CFS) - END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.29 HATTSTREET FLOODWIDTH (FEET) - 1. FLOW VELOCITY (FEET/SEC.) - 2.22 DEPTH*VELOCITY - 51.90 0.95 1.43 1.66 95 0.63 FLOW PROCESS FROM NODE 24.00 TO NODE 56.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.3 UPSTREAM NODE ELEVATION - 42.69 DOWNSTREAM NODE ELEVATION 42.39 FLOWLENGTH(FEET) - 27.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.66 TRAVEL TIME (MIN.) - 0.10 TC(MIN.) - 12.54 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 12.54 RAINFALL INTENSITY(INCH/HR) - 3.64 TOTAL STREAM AREA (ACRES) - 0.81 PEAK FLOW RATE (CFS) AT CONFLUENCE - 1.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 . 1.60 12.67 3.617 0.75 2 »" 1.66 12.54 3.641 0.81 RAINFALL INTENSITY AND TIME OF'CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.25 12.54 3.641 2 3.25 12.67 3.617 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) - 3.25 TclMIN.) - TOTAL AREA (ACRES) - 1.56 12.54 FLOW PROCESS FROM NODE 56.00 TO NODE 34.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.4 UPSTREAM NODE ELEVATION - 42.39 DOWNSTREAM NODE ELEVATION - 41.49 FLOWLENGTH(FEET) - 14.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 PIPEFLOW THRU SUBAREA(CFS) - 3.25 TRAVEL TIME (MIN.) - 0.23 TC(MIN.) - 12.77 NUMBER OF PIPES - FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE - 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.25 12.77 3.599 1.56 ** MEMORY BANK (t 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 72.38 19.02 2.782 34.86 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59.22 12.77 3.599 2 74.89 19.02 2.782 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) - 74.89 Tc(MIN.) - TOTAL AREA (ACRES) - 36.42 19.02 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE -' 12 >»»CLEAR MEMORY BANK jf 2 <«« FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 19.02 RAINFALL INTENSITY(INCH/HR) - 2.78 TOTAL STREAM AREA (ACRES) - 36.42 PEAK FLOW RATE (CFS) AT CONFLUENCE - 74.89 1 ARE: FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« •USER SPECIFIEDtSUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 52.80 DOWNSTREAM ELEVATION - 52.00 ELEVATION DIFFERENCE - 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 10.664 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.041 SUBAREA RUNOFF(CFS) - 0.22 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.22 FLOW PROCESS FROM NODE 1102.00 TO NODE 11.00 IS CODE - >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 52.00 DOWNSTREAM ELEVATION - 50.30 STREET LENGTH(FEET) - 110.00 CURB HEIGHT(INCHES) ~ 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.09 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTH (FEET) - 5.88 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.35 PRODUCT OF DEPTHSVELOCITY - 0.57 STREETFLOW TRAVELTIME(MIN) - 0.78 TC(MIN) - 11.45 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.861 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.82 SUBAREA RUNOFF (CFS) - 1.74 SUMMED AREA (ACRES) - "0.92 TOTAL RUNOFF (CFS) - 1.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH (FEET) - 7.95 FLOW VELOCITY (FEET/SEC.) - 2.62 DEPTH*VELOCITY - 0.75 FLOW PROCESS FROM NODE 11.00 TO NODE 34.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.5 UPSTREAM NODE ELEVATION - 43.25 DOWNSTREAM NODE ELEVATION - 41.49 FLOWLENGTH(FEET) - 160.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.96 TRAVEL TIME(MIN.) - 0.59 TCIMIN.) - 12.03 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 12.03 RAINFALL INTENSITY(INCH/HR) - 3.74 TOTAL STREAM AREA (ACRES) - 0.92 PEAK FLOW RATE (CFS) AT CONFLUENCE - 1.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER p (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 74.89 19.02 2.782 36.42 2 •• 1.96 12.03 3.738 0.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.71 12.03 3.738 2 76.36 19.02 2.782 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 76.36 Tc(MIN.) - 19.02 TOTAL AREA (ACRES) - 37.34 FLOW PROCESS FROM NODE 34.00 TO NODE 33.00 IS CODE - 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 10.6 UPSTREAM NODE ELEVATION - 38.99 DOWNSTREAM NODE ELEVATION - 37.95 FLOWLENGTH(FEET) - 108.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 39.00 NUMBER OF PIPES - 1 PIPEFLOW THRO SUBAREA(CFS) - 76.36 TRAVEL TIME1MIN.) - 0.17 TC1MIN.) - 19.19 FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 19.19 RAINFALL INTENSITY(INCH/HR) - 2.77 TOTAL STREAM AREA (ACRES r - 37.34 ' PEAK FLOW RATE(CFS) AT CONFLUENCE - 76.36 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 'USER SPECIFIEDtSUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 52.80 DOWNSTREAM ELEVATION - 52.00 ELEVATION DIFFERENCE - 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.855 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.556 SUBAREA RUNOFF(CFS) - 0.25 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF (CFS) - 0.25 FLOW PROCESS FROM NODE 1002.00 TO NODE 10.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 52.00 DOWNSTREAM ELEVATION - 50.50 STREET LENGTH(FEET) - 110.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.14 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTK(FEET) - 6.40 AVERAGE FLOW VELOCITY (FEET/SEC.) - -2.16 PRODUCT OF DEPTHSVELOCITY - 0.55 STREETFLOW TRAVELTIME (MIN) - 0.85 TC (MIN) - 9.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.295 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 0.75 SUBAREA RUNOFF(CFS) - 1.77 SUMMED AREA1ACRES) - 0.85 TOTAL RUNOFF(CFS) - 2.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.30 HALFSTREET FLOODWI DTK (FEET) - 8.46 FLOW VELOCITY(FEET/SEC.) - 2.42 DEPTH'VELOCITY - 0.72 FLOW PROCESS FROM NODE 10.00 TO NODE 33.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.6 UPSTREAM NODE ELEVATION - 42.16 DOWNSTREAM NODE ELEVATION - 40.45 FLOWLENGTH(FEET) - 155.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.02 TRAVEL TIMEIMIN.) - 0.56 TC(MIN.) - 10.27 FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 10.27 RAINFALL INTENSITY(INCH/HR) - 4.14 TOTAL STREAM AREA (ACRES) - 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.02 FLOW PROCESS FROM NODE 8301.00 TO NODE 8302.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL EUBAREA FLOW-LENGTH - 80.00 UPSTREAM ELEVATION - 54.80 DOWNSTREAM ELEVATION - 53.80 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 8.220 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.780 SUBAREA RUNOFF(CFS) - 0.26 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.26 FLOW PROCESS FROM NODE 8302.00 TO NODE 83.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 53.80 DOWNSTREAM ELEVATION - 51.90 STREET LENGTH(FEET) - 72.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 0.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.21 HALE1STREET FLOODWIDTH (FEET) = 3.96 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.52 PRODUCT OF DEPTHSVELOCITY - 0.52 STREETFLOW TRAVELTIME (MIN) - 0.48 TC(MIN) - 8.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.610 *USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 0.34 SUBAREA RUNOFF(CFS) - 0.86 SUMMED AREA (ACRES) - 0.44 TOTAL RUNOFF (CFS) - 1.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTH (FEET) - 5.60 FLOW VELOCITY (FEET/SEC.) - 2.60 DEPTH*VELOCITY - 0.62 FLOW PROCESS FROM NODE 83.00 TO NODE 33.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.0 UPSTREAM NODE ELEVATION - 41.33 DOWNSTREAM NODE ELEVATION - 40.45 FLOWLENGTH(FEET) - 72.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) - TRAVEL TIME (MIN.) - 0.30 MANNING'S N - 0.013 - 18.00 NUMBER OF PIPES 1.12 TCIMIN.) - 8.99 FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 8.99 RAINFALL INTENSITY(INCH/HR) - 4.51 TOTAL STREAM AREA (ACRES) - 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.12 CONFLUENCE DATA STREAM NUMBER 1 2 3 RUNOFF (CFS) 76.36 2.02 1.12 Tc (MIN.) 19.19 10.27 8.99 INTENSITY (INCH/HOUR) 2.766 4.141 4.510 AREA (ACRE) 37.34 0.85 0.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE STREAM NUMBER 1 2 3 RUNOFF (CFS) 49.82 54.07 78.40 Tc (MIN.) 8.99 10.27 19.19 INTENSITY (INCH/HOUR) 4.510 4.141 2.766 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 78.40 TclMIN.) - TOTAL AREA (ACRES) - 38.63 19.19 FLOW PROCESS FROM NODE 33.00 TO NODE 32.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.4 UPSTREAM NODE ELEVATION - 37.45 DOWNSTREAM NODE ELEVATION - 35.24 FLOWLENGTH(FEET) - 442.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 45.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 78.40 TRAVEL TIME .(MIN.) - 0.88 TCIMIN.) - 20.07 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.07 RAINFALL INTENSITY(INCH/HR) - 2.69 TOTAL STREAM AREA(ACRES) - 38.63 PEAK FLOW RATE(CFS) AT CONFLUENCE - 78.40 FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 'USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION - 52.40 DOWNSTREAM ELEVATION - 51.40 ELEVATION DIFFERENCE 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 13.104 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.538 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA (ACRES) - 0.12 TOTAL RUNOFF (CFS) - 0.23 FLOW PROCESS FROM NODE 902.00 TO NODE 9.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION - 51.40 DOWNSTREAM ELEVATION - 47.50 STREET LENGTH(FEET) - 330.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL~(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 0.97 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTK(FEET) - 6.40 AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.85 PRODUCT OF DEPTHSVELOCITY - 0.47 STREETFLOW TRAVELTIME(MIN) - 2.98 TC(MIN) - 1&.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.101 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.86 SUBAREA RUNOFF (CFS) - 1.47 SUMMED AREA(ACRES) - 0.98 TOTAL RUNOFF (CFS) - 1.70 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTK(FEET) - 7.95 FLOW VELOCITY(FEET/SEC.) - 2.27 DEPTH*VELOCITY - 0.65 FLOW PROCESS FROM NODE 9.00 TO NODE 32.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.9 UPSTREAM NODE ELEVATION - 38.50 DOWNSTREAM NODE ELEVATION - 38.24 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) - 1.70 TRAVEL TIME(MIN.) - 0.03 TCIMIN.) - 16.11 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 16.11 RAINFALL INTENSITY IINCH/HR) - 3.10 TOTAL STREAM AREA (ACRES) - 0.98 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.70 FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 'USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 54.50 DOWNSTREAM ELEVATION - 53.50 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.35 TOTAL AREA(ACRES) - 0.15 TOTAL RUNOFF(CFS) - 0.35 FLOW PROCESS FROM NODE 702.00 TO NODE 7.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 53.50 DOWNSTREAM ELEVATION - 47.50 STREET LENGTH(FEET) - 600.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 2.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.32 HALFSTREET FLOODWIDTK(FEET) - 9.49 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.13 PRODUCT OF DEPTHSVELOCITY - 0.67 STREETFLOW TRAVELTIME(MINI - 4.68 TC(MIN) - 14.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.302 "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.97 SUBAREA RUNOFF (CFS) - 3.58 SUMMED AREA(ACRES) - 2.12 TOTAL RUNOFF(CFS) - 3.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.37 HALFSTREET FLOODWIDTH(FEET) - 12.07 FLOW VELOCITY(FEET/SEC.) - 2.49 DEPTH*VELOCITY - 0.92 FLOW PROCESS FROM NODE 7.00 TO NODE 32.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.1 UPSTREAM NODE ELEVATION - 38.70 DOWNSTREAM NODE ELEVATION - 38.24 FLOWLENGTH(FEET) - 31.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 3.93 TRAVEL TIME(MIN.) - 0.08 TC(MIN.) - 14.67 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE - A >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 14.67 RAINFALL INTENSITY(INCH/HR) - 3.29 TOTAL STREAM AREA (ACRES) - 2.12 PEAK FLOW RATE (CFS) AT CONFLUENCE - 3.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.40 20.07 2.688 38.63 2 1.70 16.11 3.097 0.98 3 3.93 14.67 3.290 2.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 69.57 14.67 3.290 2 73.43 16.11 3.097 3 83.08 20.07 2.688 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 83.08 Tc(MIN.) - 20.07 TOTAL AREA (ACRES) - 41.73 FLOW PROCESS FROM NODE 32.00 TO NODE 31.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<«« DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.6 UPSTREAM NODE ELEVATION-* 35.24 DOWNSTREAM NODE ELEVATION - 34.83 FLOWLENGTH(FEET) - 82.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) .- 48.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 83.08 TRAVEL TIME(MIN.) - 0.16 TCIMIN.) - 20.23 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ft 1 <«« FLOW PROCESS FROM NODE 2501.00 TO NODE 2502.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 62.80 DOWNSTREAM ELEVATION - 61.80 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF (CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 2502.00 TO NODE 25.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 61.80 DOWNSTREAM ELEVATION - 56.50 STREET LENGfTH(FEET) - 445.00 CURB HEIGHT (INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 1.72 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH(FEET) - 7.95. AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.29 PRODUCT OF DEPTHSVELOCITY - 0.65 STREETFLOW TRAVELTIME (MIN) - 3.23 TCIMIN) - 13.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.533 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.54 SUBAREA RUNOFF (CFS) - 2.99 SUMMED AREA(ACRES) - 1.64 TOTAL RUNOFF(CFS) - 3.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.34 HALFSTREET FLOODWIDTH(FEET) - 10.52 FLOW VELOCITY (FEET/SEC.) - 2.63 DEPTH'VELOCITY - 0.89 FLOW PROCESS FROM NODE 25.00 TO NODE 45.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.0 UPSTREAM NODE ELEVATION - 44.91 DOWNSTREAM NODE ELEVATION - 44.61 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 3.23 TRAVEL TIMEIMIN.) - 0.10 TC(MIN.) - 13.23 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 13.23 RAINFALL INTENSITY(INCH/HR) - 3.52 TOTAL STREAM AREA (ACRES) - 1.64 PEAK FLOW RATE (CFS) AT CONFLUENCE - 3.23 FLOW PROCESS FROM NODE 2601.00 TO NODE 2602.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 62.10 DOWNSTREAM ELEVATION - 61.10 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF (CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 2602.00 TO NODE 26.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 61.10 DOWNSTREAM ELEVATION - 56.50 STREET LENGTH(FEET) - 400.00 CURB HEIGHT(INCHES) - 6. STREET HALEVlDTH(FEET) - 18.00 DISTANCE FR6M CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.22 PRODUCT OF DEPTHSVELOCITY - 0.61 STREETFLOW TRAVELTIME (MIN) - 3.00 TC(MIN) - 12.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.573 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 1.27 SUBAREA RUNOFF(CFS) - 2.50 SUMMED AREA(ACRES) - 1.37 TOTAL RUNOFF(CFS) - 2.73 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.33 HALFSTREET FLOODWIDTK(FEET) - 10.01 FLOW VELOCITY(FEET/SEC.) - 2.44 DEPTH*VELOCITY - 0.80 FLOW PROCESS FROM NODE 26.00 TO NODE 45.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 7.1 UPSTREAM NODE ELEVATION - 44.91 DOWNSTREAM NODE ELEVATION - 44.61 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.73 TRAVEL TIME (MIN.) - 0.02 TC1MIN.) - 12.93 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 12.93 RAINFALL INTENSITY(INCH/HR) - 3.57 TOTAL STREAM AREA (ACRES) - 1.37 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.23 13.23 3.516 1.64 2 2.73 12.93 ' 3.569 1.37 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.91 12.93 3.569 2 5.91 13.23 3.516 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 5.91 Tc(MIN.) - TOTAL AREA (ACRES) - 3.01 13.23 FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FfaOW IN 18.0 INCH PIPE IS 10.0 INCHE-S PIPEFLOW VELOCITY(FEET/SEC.) - 5.9 UPSTREAM NODE ELEVATION - 44.61 DOWNSTREAM NODE ELEVATION - 43.94 FLOWLENGTH(FEET) - 67.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 PIPEFLOW THRU SUBAREA(CFS) - 5.91 TRAVEL TIMEIMIN.) - 0.19 TCtMIN.) - 13.42 NUMBER OF PIPES FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 13.42 RAINFALL INTENSITY(INCH/HR) - 3.48 TOTAL STREAM AREA (ACRES) - 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE - 5.91 FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« "USER SPECIFIEDtSUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4500 INITIAL SUBAREA FLOW-LENGTH - 120.00 UPSTREAM ELEVATION - 67.40 DOWNSTREAM ELEVATION - 67.00 ELEVATION DIFFERENCE - 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 18.484 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.834 EUBAREA RUNOFF(CFS) •= 0.06 TOTAL AREA(ACRES) - 0.05 TOTAL RUNOFF(CFS) - 0.06 FLOW PROCESS FROM NODE 97.00 TO NODE 87.00 IS CODE - 52 »>»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION - 67.00 DOWNSTREAM NODE ELEVATION - 64.90 CHANNEL LENGTH THRU SUBAREA(FEET) - 440.00 CHANNEL SLOPE - 0.0048 CHANNEL FLOW THRU SUBAREA(CFS) - 0.06 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) - 1.04 (PER PLATE D-6.1) TRAVEL TIME(MIN.) - 7.08 TCIMIN.) - 25.56 FLOW PROCESS FROM NODE 97.00 TO NODE 87.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.299 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) - 0.25 SUBAREA RUNOFF(CFS) - 0.26 TOTAL AREA(ACRES) - 0.30 TOTAL RUNOFF(CFS) - 0.32 TC(MIN) - 25.56 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 2.6 UPSTREAM NODE ELEVATION - 45.54 DOWNSTREAM'NODE ELEVATION - 45.14 FLOWLENGTH(FEET) - 40.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 0.32 TRAVEL TIMEIMIN.) - 0.26 TCIMIN.) - 25.82 FLOW PROCESS FROM NODE 88.00 TO NODE 46.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 2.6 UPSTREAM NODE ELEVATION - 45.14 DOWNSTREAM NODE ELEVATION - 43.94 FLOWLENGTH(FEET) - 120.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) - 18.00 PIPEFLOW THRU SUBAREA(CFS) - 0.32 TRAVEL TIME(MIN.) - 0.77 TC(MIN.) - - 0.013 NUMBER OF PIPES - 26.59 FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 26.59 RAINFALL INTENSITY(INCH/HR) - 2.24 TOTAL STREAM AREA (ACRES) - 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.32 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.91 13.42 3.484 3.01 2 0.32 26.~59 2.242 0.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.12 13.42 3.484 2 4.13 26.59 2.242 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 6.12 Tc(MIN.) - TOTAL AREA(ACRES) - 3.31 13.42 FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.9 UPSTREAM NODE ELEVATION - 43.94 DOWNSTREAM NODE ELEVATION - 41.81 FLOWLENGTH(FEET) - 213.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 6.12 TRAVEL TIME(MIN.) - 0.60 TC(MIN.) - 14.02 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE - 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 2 <«« FLOW PROCESS FROM NODE 2701.00 TO NODE 2702.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANA1YSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 57.50 DOWNSTREAM ELEVATION - 56.50 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF (CFS) - 0.23 TOTAL AREA (ACRES) - 0.10 TOTAL RUNOFF (CFS) - 0.23 FLOW PROCESS FROM NODE 2702.00 TO NODE 27.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 56.50 DOWNSTREAM ELEVATION - 52.90 STREET LENGTH(FEET) - 250.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALLfDECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.36 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH (FEET) •= 6.91 AVERAGE FLOW VELOCITY (FEET/SEC.) - 2.28 PRODUCT OF DEPTHSVELOCITY - 0.60 STREETFLOW TRAVELTIME(MIN) - 1.83 TC(MINI - 11.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.801 •USER SPECIFIED (SUBAREA)": SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.08 SUBAREA RUNOFF (CFS) - 2.26 SUMMED AREA (ACRES) - 1.18 TOTAL RUNOFF (CFS) - 2.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.31 HALFSTREET FLOODWIDTH (FEET) = 8.98 FLOW VELOCITY (FEET/SEC.) - 2.70 DEPTH*VELOCITY - 0.82 FLOW PROCESS FROM NODE 27.00 TO NODE 47.00 IS CODE - 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.7 UPSTREAM NODE ELEVATION - 43.11 DOWNSTREAM NODE ELEVATION - 42.81 FLOWLENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF'PIPES - PIPEFLOW THRU SUBAREA(CFS) = 2.49 TRAVEL TIME(MIN.) - 0.11 TC(MIN.) - 11.83 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.83 RAINFALL INTENSITY(INCH/HR) - 3.78 TOTAL STREAM AREA (ACRES) - 1.18 PEAK FLOW RATE (CFS) AT CONFLUENCE - 2.49 FLOW PROCES'S FROM NODE 2801.00 TO NODE 2802.00 IS CODE - "21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« »USER SPECIFIEDfSUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 57.30 DOWNSTREAM ELEVATION - 56.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 2802.00 TO NODE 28.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 56.30 DOWNSTREAM ELEVATION - 52.90 STREET LENGTH(FEET) - 270.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 0.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTK(FEET) - 5.88 AVERAGE FLOW VELOCITY(FEET/SEC.1 - 1.94 PRODUCT OF DEPTHSVELOCITY - 0.47 STREETFLOW TRAVELTIME(MIN) - 2.32 TC(MIN) - 12.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.702 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.65 SUBAREA RUNOFF (CFS) - 1.32 SUMMED AREA (ACRES) - 0.75 TOTAL RUNOFF (CFS) - 1.56 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) -'0.27 HALFSTREET FLOODWIDTH(FEET) - 7.43 FLOW VELOCITY (FEET/SEC.) - 2.32 DEPTH*VELOCITY - 0.64 FLOW PROCESS FROM NODE 28.00 TO NODE 47.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.0 UPSTREAM NODE ELEVATION - 43.11 DOWNSTREAM NODE ELEVATION - 42.81 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.56 TRAVEL TIME (MIN.) - 0.03 TCIMIN.) - 12.24 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 12.24 RAINFALL INTENSITY(INCH/HR) - 3.70 TOTAL STREAM AREA (ACRES) - 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER * (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.49 11.83 3.779 1.18 2 1.56 12.24 3.697 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.01 11.83 3.779 2 3.99 12.24 3.697 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 4.01 Tc(MIN.) - 11.83 TOTAL AREA(ACRES) - 1.93 FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH} INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.4 UPSTREAM NODE ELEVATION - 42.81 DOWNSTREAM NODE ELEVATION - 41.81 FLOWLENGTH(FEET) - 99.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) - TRAVEL TIMEIMIN.) - 0.31 MANNING'S N - 0.013 - 18.00 NUMBER OF PIPES 4.01 TCIMIN.) -12.14 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE - 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.01 12.14 3.717 1.93 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.12 14.02 3.387 3.31 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.59 12.14 3.717 2 9.78 14.02 3.387 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 9.78 Tc(MIN.) - TOTAL AREA (ACRES) - 5.24 14.02 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE - 12 >»»CLEAR MEMORY BANK ft 2 <«« FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.4 UPSTREAM NODE ELEVATION - 41.31 DOWNSTREAM NODE ELEVATION - 39.47 FLOWLENGTH (fEET) - 184.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 9.78 TRAVEL TIMEIMIN.) - 0.48 TC(MIN.) - 14.50 FLOW PROCESS FROM NODE 49.00 TO NODE 31.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.7 UPSTREAM NODE ELEVATION - 39.47 DOWNSTREAM NODE ELEVATION - 37.33 FLOWLENGTH(FEET) - 198.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) •= IB.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 9. "78 TRAVEL TIME(MIN.) - 0.49 TC(MIN.)14.99 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - 11 >»»CONFLUENCE MEMORY BANK tt 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE] 1 9.78 14.99 3.244 5.24 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.08 20.23 2.674 41.73 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 78.27 14.99 3.244 2 ' 91.14 20.23 2.674 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 91.14 Tc(MIN-) - 20.23 TOTAL AREA (ACRES) - 46.97 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.23 RAINFALL INTENSITY(INCH/HR) - 2.67 TOTAL STREAM AREA (ACRES) - 46.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 91.14 FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 48.60 DOWNSTREAM ELEVATION - 47.60 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREAIftCRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 802.00 TO NODE 8.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 47.60 DOWNSTREAM ELEVATION - 45.30 STREET LENGTH(FEET) - 100.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 9.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.23 HALFSTREET FLOODWIDTK(FEET) - 5.31 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.56 PRODUCT OF DEPTHSVELOCITY - 0.60 STREETFLOW TRAVELTIME (MIN) - 0.65 TC(MIN) - 10.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.069 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.72 SUBAREA RUNOFF (CFS) - 1.61 SUMMED AREA(ACRES) - O.B2 TOTAL RUNOFF (CFS) - 1.84 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.27 HALFSTREET FLOODWIDTK(FEET) - 7.43 FLOW VELOCITY(FEET/SEC.) - 2.75 DEPTH*VELOCITY - 0.76 FLOW PROCESS FROM NODE 8.00 TO NODE 31.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 4.5 UPSTREAM NODE ELEVATION - 39.54 DOWNSTREAM NODE ELEVATION 37.83 FLOWLENGTH(FEET) - 155.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.84 TRAVEL TIME1MIN.) - 0.58 TCIMIN.) - 11.13 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 11.13 RAINFALL INTENSITY(INCH/HR) - 3.93 TOTAL STREAM AREA(ACRES) - 0.82 PEAK FLOW RATE (CFS) AT CONFLUENCE - 1.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 91.14 20.23 2.674 46.97 2 1.84 11.13 3.931 0.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 .63.84 11.13 3.931 2 *92.40 20.23 2.674 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 92.40 Tc(MIN.) - 20.23 TOTAL AREA (ACRES) - 47.79 FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE -' 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.7 UPSTREAM NODE ELEVATION - 34.83 DOWNSTREAM NODE ELEVATION - 34.46 FLOWLENGTH(FEET) - 74.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 48.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) - 92.40 TRAVEL TIME(MIN.) - 0.14 TCtMIN.) - 20.37 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.37 RAINFALL INTENSITY(INCH/HR) - 2.66 TOTAL STREAM AREA (ACRES) - 47.79 PEAK FLOW RATE(CFS) AT CONFLUENCE - 92.40 FLOW PROCESS FROM NODE 73.00 TO NODE 51.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIEDISUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 130.00 UPSTREAM ELEVATION - 47.60 DOWNSTREAM ELEVATION - 34.69 ELEVATION DIFFERENCE - 12.91 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 5.252 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.656 SUBAREA RUNOFF(CFS) - 0.32 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.32 FLOW PROCESS FROM NODE 51.00 TO NODE , 30.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 3.5 UPSTREAM NODE ELEVATION - 37.72 DOWNSTREAM NODE ELEVATION - 37.46 FLOWLENGTH(FEET) - 11.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) - 0.32 TRAVEL TIME(MIN.) - 0.05 TCfMIN.) - 6.05 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 6.05 RAINFALL INTENSITY(INCH/HR) - 5.82 TOTAL STREAM AREA (ACRES) - 0.10 PEAK FLOW RATE(CFS) "AT CONFLUENCE - 0.32 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE •= 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 53.30 DOWNSTREAM ELEVATION - 52.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA (ACRES) - 0.10 TOTAL RUNOFF (CFS) - 0.23 FLOW PROCESS FROM NODE 602.00 TO NODE 6.00 IS CODE - >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 52.30 DOWNSTREAM ELEVATION - 46.10 STREET LENGTH(FEET) - 380.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) •= 1.80 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH(FEET) - 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.40 PRODUCT OF DEPTHSVELOCITY - 0.68 STREETFLOW TRAVELTIME(MIN) - 2.64 TC(MIN) - 12.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.641 "USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.56 SUBAREA RUNOFF (CFS) - 3.12 SUMMED AREA(ACRES) - 1.66 TOTAL RUNOFF (CFS) - 3.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.33 HALFSTREET FLOODWIDTH(FEET) - 10.01 FLOW VELOCITY(FEET/SEC.) - 3.00 DEPTH*VELOCITY - 0.98 FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.9 UPSTREAM NODE ELEVATION - 37.92 DOWNSTREAM NODE ELEVATION - 37.46 FLOWLENGTH(FEET) - 31.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) - 3.36 TRAVEL TIMEIMIN.) - 0.09 TC(MIN.) - 12.62 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 12.62 RAINFALL INTENSITY(INCH/HR) - 3.62 TOTAL STREAM AREA (ACRES) - 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 92.40 20.37 2.662 47.79 2 0.32 6.05 5.823 0.10 3 3.36 12.62 3.624 1.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.65 6.05 5.823 2 71.42 12.62 3.624 3 95.01 20.37 2.662 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 95.01 TclMIN.) - 20.37 TOTAL AREA (ACRES) - 49.55 FLOW PROCESS FROM NODE 30.00 TO NODE 29.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.8 UPSTREAM NODE ELEVATION - 34.46 DOWNSTREAM NODE ELEVATION - 33.79 FLOWLENGTH(FEET) - 133.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 48.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 95.01 TRAVEL TIMEfMIN.) - 0.25 TC(MIN.) - 20.62 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE - 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK « 1 <«« FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 58.30 DOWNSTREAM ELEVATION - 57.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 402.00 TO NODE 4.00 IS CODE - 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 57.30 DOWNSTREAM ELEVATION - 49.40 STREET LENGTH(FEET) - 510.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.84 STREETFLOg MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH(FEET) - 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.46 PRODUCT OF DEPTHSVELOCITY - 0.70 STREETFLOW TRAVELTIME(MIN) - 3.46 TC(MIN) - 13.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.495 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 1.66 SUBAREA RUNOFF (CFS) - 3.19 SUMMED AREA(ACRES) - 1.76 TOTAL RUNOFF(CFS) - 3.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.34 HALFSTREET FLOODWIDTH (FEET) - 10.52 FLOW VELOCITY (FEET/SEC.) - 2.79 DEPTH *VELOCITY - 0.94 FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.1 UPSTREAM NODE ELEVATION - 39.10 DOWNSTREAM NODE ELEVATION - 38.77 FLOWLENGTH(FEET) - 33.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 3.42 TRAVEL TIME(MIN.) - 0.11 TC(MIN.) - 13.46 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) ,- 13.46 RAINFALL INTENSITY(INCH/HR) - 3.48 TOTAL STREAM AREA (ACRES) - 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.42 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 100.00 UPSTREAM ELEVATION - 58.30 DOWNSTREAM ELEVATION - 57.30 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.240 SUBAREA RUNOFF(CFS) - 0.23 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.23 FLOW PROCESS FROM NODE 502.00 TO NODE 5.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION - 57.30 DOWNSTREAM ELEVATION - 49.40 STREET LENGTH(FEET) - 460.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.19 STREETFL9W MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTH(FEET) '- 6.40 AVERAGE FLOW VELOCITY I FEET/SEC.) - 2.26 PRODUCT OF DEPTHSVELOCITY - 0.57 STREETFLOW TRAVELTIME(MIN) - 3.39 TC(MIN) - 13.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.506 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.99 SUBAREA RUNOFF (CFS) - 1.91 SUMMED AREA(ACRES) - 1.09 TOTAL RUNOFF(CFS) - 2.14 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) - 0.30 HALFSTREET FLOODWIDTH (FEET) - 8.46 FLOW VELOCITY (FEET/SEC.) - 2.57 DEPTH*VELOCITY - 0.76 FLOW PROCESS FROM NODE 5.00 TO NODE 50.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.4 UPSTREAM NODE ELEVATION - 39.10 DOWNSTREAM NODE ELEVATION - 38.77 FLOWLENGTH(FEET) - 12.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.14 TRAVEL TIME{MIN.) - 0.03 TC(MIN.) - 13.32 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 13.32 RAINFALL INTENSITY(INCH/HR) - 3.50 TOTAL STREAM AREA (ACRES) - 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.42 13.46 3.477 1.76 2 2.14 13.32 3.501 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.54 13.32 3.501 2 5.55 13.46 3.477 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 5.55 Tc(MIN.) - TOTAL AREA (ACRES) - 2.85 13.46 FLOW PROCESS FROM NODE 50.00 TO NODE 29.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.0 UPSTREAM NODE ELEVATION - 38.77 DOWNSTREAM NODE ELEVATION - 36.79 FLOWLENGTH(FEET) - 182.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 5.55 TRAVEL TIMfflMIN.) - 0.51 TC1MIN.) - 13.97 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE - 11 >»»CONFLUENCE MEMORY BANK ft 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.55 13.97 3.395 2.85 ** MEMORY BANK « 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 95.01 20.62 2.641 49.55 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 79.46 13.97 3.395 2 99.33 20.62 2.641 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 99.33 TctMIN.) - 20.62 TOTAL AREA (ACRES) - 52.40 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE - 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 29.00 TO NODE 98.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.3 UPSTREAM NODE ELEVATION - ' 33.79 DOWNSTREAM NODE ELEVATION - 33.56 FLOWLENGTH(FEET) - 55.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 51.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 99.33 TRAVEL TIME(MIN.) - 0.11 TC(MIN.) - 20.73 FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.73 RAINFALL INTENSITY(INCH/HR) - 2.63 TOTAL STREAM AREA(ACRES) - 52.40 PEAK FLOW RATE (CFS) AT CONFLUENCE - 99.33 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 200.00 UPSTREAM ELEVATION - 50.90 DOWNSTREAM ELEVATION - 49.80 ELEVATION DIFFERENCE -1.10 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 17.088 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 2.981 SUBAREA RUNOFF (CFS) - 0.38 TOTAL AREA(ACRES) - 0.23 TOTAL RUNOFF(CFS) - 0.38 FLOW PROCESS FROM NODE 302.00 TO NODE 3.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 49.80 DOWNSTREAM ELEVATION - 47.10 STREET LENGTH(FEET) - 200.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL (DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 1.09 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTH(FEET) - 6.40 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.07 PRODUCT OF DEPTHSVELOCITY - 0.53 STREETFLOW TRAVELTIME(MIN) - 1.61 TC(MIN) - 18.TO 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.813 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 0.92 SUBAREA RUNOFF(CFS) - 1.43 SUMMED AREA(ACRES) - 1.15 TOTAL RUNOFF(CFS) - 1.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.29 HALFSTREET FLOODWIDTH(FEET) - 7.95 FLOW VELOCITY (FEET/SEC.) - 2.41 DEPTH'VELOCITY - 0.69 FLOW PROCESS FROM NODE 3.00 TO NODE 98.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.2 UPSTREAM NODE ELEVATION - 34.20 DOWNSTREAM NODE ELEVATION - 33.56 FLOWLENGTH(FEET) - 37.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 1.81 TRAVEL TIME(MIN.) - 0.12 TC(MIN.) - 18.81 FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 18.81 RAINFALL INTENSITY(INCH/HR) - 2.80 TOTAL STREAM AREA (ACRES) - 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.81 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYEIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 90.00 UPSTREAM ELEVATION - 48.50 DOWNSTREAM ELEVATION - 47.50 ELEVATION DIFFERENCE - 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 9.068 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.487 SUBAREA RUNOFF(CFS) - 0.25 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) - 0.25 FLOW PROCE3S FROM NODE 202.00 TO NODE 2.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 47.50 DOWNSTREAM ELEVATION - 46.90 STREET LENGTH(FEET) - 70.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) - 18.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK - 9.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 0.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.23 HALFSTREET FLOODWIDTH(FEET) - 5.37 AVERAGE FLOW VELOCITY (FEET/SEC.) - 1.47 PRODUCT OF DEPTHSVELOCITY - 0.34 STREETFLOW TRAVELTIME <MIN) - 0.79 TC(MIN) - 9.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.250 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA (ACRES) - 0.30 SUBAREA RUNOFF (CFS) - 0.70 SUMMED AREA(ACRES) - 0.40 TOTAL RUNOFF(CFS) - 0.95 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.25 HALFSTREET FLOODWIDTH (FEET) - 6.40 FLOW VELOCITY (FEET/SEC.) - 1.79 DEPTH*VELOCITY - 0.46 FLOW PROCESS FROM NODE 2.00 TO NODE 98.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.5 UPSTREAM NODE ELEVATION^- 33.76 DOWNSTREAM NODE ELEVATION - 33.56 FLOWLENGTH(FEET) - 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 0.95 TRAVEL TIME(MIN-) - 0.04 TC(MIN.) - 9.90 FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 9.90 RAINFALL INTENSITY(INCH/HR) - 4.24 TOTAL STREAM AREA (ACRES) - 0.40 PEAK FLOW RATE (CFS) AT CONFLUENCE - 0.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 99.33 20.73 2.632 52.40 2 1.81 18.81 2.802 1.15 3 0.95 9.90 4.240 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.80 9.90 4.240 2 95.73 18.81 2.602 3 101.61 20.73 2.632 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 101.61 TclMIN.) - 20.73 TOTAL AREA (ACRES) - 53.95 FLOW PROCESS FROM NODE 98.00 TO NODE 99.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 8.3 UPSTREAM NODE ELEVATION - 33.56 DOWNSTREAM NODE ELEVATION - 33.05 FLOWLENGTH(FEET) - 130.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 54.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) - 101.61 TRAVEL TIME(MIN.) - 0.26 TC1MIN.) - 20.99 FLOW PROCESS FROM NODE 99.00 TO NODE 1.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 9.4 UPSTREAM NODE ELEVATION - 33.05 DOWNSTREAM NODE ELEVATION - 31.95 FLOWLENGTHtFEET) - 190.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 48.00 NUMBER OF PIPES - PIPEFLOW THRU SUBAREA(CFS) - 101.61 TRAVEL TIME(MIN-) - 0.34 TC(MIN.) - 21.33 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) - 101.61 Tc(MIN.) - 21.33 TOTAL AREA (ACRES) - 53.95 END OF RATIONAL METHOD ANALYSIS Poinsettia Properties Hydrology Study RATIONAL METHOD HYDROLOGY Off-site Runoff from Avenida Encinas XX I C? "LINE B ESM:|p h w.o. 2M1-4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY * Pointsettia Properties * Flows from Avenida Encinitas * 100- Year Developed Condition Flow FILE NAME: H:\AES99\2341\04\PO-LINEB.DAT TIME/DATE OF STUDY: 9:56 4/26/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 11.62 RAIN INTENSITY(INCH/HOUR) - 3.82 TOTAL AREA(ACRES) = 3.42 TOTAL RUNOFF(CFS) - 10.20 FLOW PROCESS FROM NODE 89.00 TO NODE 93.00 IS CODE - 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION - 59.64- DOWNSTREAM NODE ELEVATION - 59.01 FLOWLENGTH(FEET) = 63.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 10.20 TRAVEL TIMEIMIN.) - 0.16 TC1MIN.) - 11.78 FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.78 RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.20 FLOW PROCESS FROM NODE 9001.00 TO NODE 9002.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SOBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH •= 100.00 UPSTREAM ELEVATION = 66.20 DOWNSTREAM ELEVATION = 66.00 ELEVATION DIFFERENCE - 0.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.928 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.000 SUBAREA RUNOFF(CFS) = 0.18 .TOTAL AREA (ACRES) = 0.11 TOTAL RUNOFF (CFS) = 0.18 FLOW PROCESS FROM NODE 9002.00 TO NODE 84.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 66.00 DOWNSTREAM ELEVATION = 64.10 STREET LENGTH(FEET) = 405.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 0.45 • STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTH(FEET) « 4.84 AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.27 PRODUCT OF DEPTH&VELOCITY - 0.28 STREETFLOW TRAVELTIME(MIN) - 5.33 TC(MIN) - 22.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.514 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 SUBAREA AREA(ACRES) - 0.39 SUBAREA RUNOFF(CFS) = 0.54 SUMMED AREA (ACRES) - 0.50 TOTAL RUNOFF (CFS) - 0.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.74 FLOW VELOCITY(FEET/SEC.) - 1.26 DEPTH*VELOCITY = 0.33" FLOW PROCESS FROM NODE 84.00 TO NODE 93.00 IS CODE = 3 M_~ ___ _ —•_ ______.. — —• ______ __ —__ __ _•, — — — — — — — — •— _•»»*.»_ » — — — — — ».. —«• — — -. — _..__ >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 60.00 DOWNSTREAM NODE ELEVATION - 59.01 FLOWLENGTH(FEET) - 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 0.72 TRAVEL TIME(MIN.) - 0.02 TC(MIN.) = 22.28 FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 22.28 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA (ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HODR) (ACRE) 1 10.20 11.78 3.791 3.42 2 0.72 22.28 2.512 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.68 11.78 3.791 2 7.48 22.28 2.512 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - . 10.68 Tc(MIN.) = 11.78 TOTAL AREA(ACRES) = 3.92 FLOW PROCESS FROM NODE 93.00 TO NODE 85.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 6.2 UPSTREAM NODE ELEVATION = 59.01 DOWNSTREAM NODE ELEVATION - 56.30 FLOWLENGTH(FEET) - 340.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =10.68 TRAVEL TIME(MIN.) - 0.92 TC(MIN.) = 12.69 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE >»»DESHSNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.69 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) - 3.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.68 FLOW PROCESS FROM NODE 9201.00 TO NODE 9202.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH « 90.00 UPSTREAM ELEVATION - 64.00 DOWNSTREAM ELEVATION = 63.60 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.307 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.684 SUBAREA RUNOFF(CFS).= 0.18 TOTAL AREA (ACRES) •= 0.09 TOTAL RUNOFF (CFS) = 0.18 FLOW PROCESS FROM NODE 9202.00 TO NODE 91.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 63.60 DOWNSTREAM ELEVATION = 62.20 STREET LENGTH(FEET) » 246.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 0.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.22 HALFSTREET FLOODWIDTH(FEET) - 4.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.11 PRODUCT OF DEPTHSVELOCITY - 0.25 STREETFLOW TRAVELTIME(MIN) = 3.70 TC(MIN) - 16.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.110 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) - 0.24 SUBAREA RUNOFF(CFS) - 0.41 SUMMED AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.24 HALFSTREET FLOODWIDTH(FEET) • 5.79 FLOW VELOCITY(FEET/SEC.) - 1.31 DEPTH*VELOCITY = 0.32 FLOW PROCESS FROM NODE 91.00 TO NODE 85.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.5 UPSTREAM flODE ELEVATION - 55.90 DOWNSTREAM. NODE ELEVATION =55.61 FLOWLENGTH(FEET) = 10.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 0.59 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) - 16.04 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 16.04 RAINFALL INTENSITY(INCH/HR) '- 3.11 TOTAL STREAM AREA(ACRES) - 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.59 FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4500 INITIAL SUBAREA FLOW-LENGTH - 120.00 UPSTREAM ELEVATION = 68.10 DOWNSTREAM ELEVATION - 66.90 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 12.817 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.589 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA (ACRES) *> 0.05 TOTAL RUNOFF (CFS) = 0.08 FLOW PROCESS FROM NODE 95.00 TO NODE 86.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 66.90 DOWNSTREAM NODE ELEVATION = 62.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 688.00 CHANNEL SLOPE = 0.0063 CHANNEL FLOW THRU SUBAREA(CFS) = 0.08 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 1.19 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 9.67 TCfMIN.) = 22.49 FLOW PROCESS FROM NODE 95.00 TO NODE 86.00 IS CODE - 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) - 0.31 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.43 TC(MIN) =22.49 FLOW PROCESS FROM NODE 86.00 TO NODE 85.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.1 UPSTREAM NODE ELEVATION - 56.30 DOWNSTREAM NODE ELEVATION = 55.61 FLOWLENGTH(FEET) = 23.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 0.43 TRAVEL TIME(MIN.) - 0.09 TC(MIN.) = 22.58 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 22.58 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA (ACRES) =* 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.43 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 10.68 0.59 0.43 Tc (MIN.) 12.69 16.04 22.58 INTENSITY (INCH/HOUR) 3. '612 3.105 2.491 AREA (ACRE) 3.92 0.33 0.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER i 2 3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.48 Tc(MIN.) = 12.69 TOTAL AREA(ACRES) = 4.61 RUNOFF (CFS) 11.48 10.12 8.27 Tc (MIN.) 12.69 16.04 22.58 INTENSITY (INCH/HOUR) 3.612 3.105 2.491 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) - 11.48 Tc(MIN.) = 12.69 TOTAL AREA(ACRES) = 4.61 END OF RATIONAL METHOD ANALYSIS IV Poinsettia Properties Hydrology Study PIPE FLOW ANALYSIS Runoff From Existing 18-inch RCP ESM:Jp h:\raports\2341 W\«04 .doc w.o. 2341-4 Worksheet Worksheet for Circular Channel I Project Description Worksheet Flow Element Method Solve For 18lnOffslte Circular Channel Manning's Formula Discharge Input Data Mannings Coefficient 0.013 Slope 0.010000 ft/tt Depth 1.20 ft Diameter 18 In Results Discharge Flow Area Wetted Perimeter .Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Dlscharg Discharge Full Slope Full Flow Type 10,27 cfs 1.5 fP 3.32 ft 1.20 ft 1.23 ft 80.0 % 0.009500 ft/ft 6.77 ft/s 0.71 ft 1.91 ft 1.06 ' 11.30 Cfs 10.50 Cfs 0.009554 ft/ft Supercritical F C Project Engineer H&A Employee h:\flowdata\2341\04\18lnof-1.fm2 Hunsaker i Associates San Diego FlowMaster V6.0 [6UD] 07/07/00 02:57:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1 668 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Section Data 18lnOffsite Circular Channel Manning's Formula Discharge Mannings Coefficient 0.013 Slope 0.010000 ftffi Depth 1.20 n Diameter 18 in Discharge 10.27 cfs NTS Project Engineer H&A Employee n:\flowdata\2341\04\1 ainoM .fm2 Hunsaker t Associates San Diego FlowMaster v6.0 [614b] 07/07/00 02:58:04 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1665 Page 1 of 1 Poinsettia Properties Hydrology Study STORM DRAIN CAPACITY ANALYSIS Existing 72-inch RCP ESM:)p h:topoiU«341\M\«M.{loc w.o. 2M1-4 64 63 62 V Poinsettia Properties Hydrology Study Developed Storm Drain Capacity Analysis ESM:jp te\repor«\2W1M>4\l04.doc w.o. 234M i . 1 I i t i . f 1... i l.._i I ..i I ...I I I .1.1 1 i i i i j ! i Scenario: Base 25 > •».- c P-39 ] P-38 45^ 19 ^44,/P-97 27 16 Q V-44 39 ( 55 \ 43n \u < P-45 42 ( C 3 P-46 m 1/ Tp-49 I P'52 < P-47 ^ P-48 15D d j P-79 P-96 47° 20 *Q ^1° 80 P-69 ^ 21 \ P-71 tD 40 \38 1 36 P-53 P-51 14 3 C P-55 37 P-59 ^ P-54 j13 d P-60 P-58 12 ] P-81 C 35 { 46 -\ 1 P-78 48 P-82 24 1 — 1 56 22 p P-62 P-63 ( [ ^^^-"P-ee p-64 [p83 q 34 j ( P-67 P-43 11b c P-72 33 32J .- P-91 " P-73 ( 49 7 ^ P-89 P-87 ' P-90 ] 9 10b [ P-77 [ 31 P-76 C 51 P-74 8 4 rn5o^-<^r^ 6 ] P-41 30 P-86 ' P-42b 98 99 CM P-83 29 P-93 P-95 P-98 P-99 Title: Poinsettia Property h:\stormcad\2341\04\a05\dev100a05.stm 04/26/01 09:49:05 AM Project Engineer: Hunsaker & Associates San Diego, Inc. Hunsaker & Associates San Diego, Inc StormCAD v3.0 [319] © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 i i I. i i i i I 1 i ..i i i 1 I J i i ! i Profile Scenario: Base Ll be I: 34Rim: 52.30 ft Rim: 52.si: 40:5t.50fl : 42.23 ft Libel: 36 Lab»l:38Rlm:S1.IOH R|m:St.60ftSump:40.o» n sump:41.16 l\Rim: St.00 R_Sump:.4J:«0 IILib!I: 96Rim: 4 7.Son Sump: 33.51 fl CiWITSIIRim: 46.00 n Rim: 47.6Sump: 32.90 II Sump: 33 : 50.50 nJump: 31.95 n Rim: 4 7.10HSump: 34.13 A Llbel:P-45Up Invert 50.66 n : 145.00 itSize: 3 6 Inch8:0.0 3006»«/ft Up In vert:On Invert: 41.lengm:217.(Size: 4 8 Inch6:0.004031 I Libel: P-91Uplnvert:37.45 IIDnlnverl:3524 ftLength: 442.00 IISize: 54 InchS:0.005000 «m Libel: P-67Up Invert: 38.99 nDnInvert:37.95 ftLengm:207.00ft Size: 41 Inch5:0.005024 It/It Lebel:P-80Up Invert 40.06 IIOn Invert: 39.55 ftLenglti:103.00ftSize: 41 Inch8:0.0 04951 ft/ft Libel: P-76Up Invert: 34.83 ftDn Invert: 34.46 ftLength:74.00 ISize: 5 4 Inch5:0.005000 ft/ft Libel: P-55Up Invert: 41.16 ft DnlnverL-40.61 ftLengOi:109.00ftSize: 4 6 Inch5:0.005046 R/R o+oo Label: P-99Up Invert: 32.90 ftOn Invert: 31.95 RLength: 100.00 ftSize: 5 4 Inch5:0.00500011(11 Label: P-93Uplnverl:33.79 ftDn Invert: 33.5.1 ftLength: 55.00 ftSize 54 Inch8:0.005091 ft/It Libel:P-52Up Invert: 43.35 ftDnlnverl:42.73 ftLength: 125.00 ftSize: 4 2 inch5:0.004960 ft/It Libel: P-46Up Invert: 46.00 ftDn Invert: 43.60 ftL<ngh:222.00ftSize: 42 InchS:0.009»10R« Label:P-9>Uplnvert'33.51 ft Dn Invert: 32.90 ftLenglh:130.00ftSize: 54 InchS:0.004692 ft/ft Label: P-»SUp Invert 34.46 ft Dn Invert: 33.79 ftLength: 133.00ft Size: 5 4 Inch5: 0.005036 ft/ft Lebel:P-67Up Invert: 35.24 ftDn Invert: 34.63 ftLength:92.00 ftSize: 54 Inch5:0.0 05000 ft/ft Llbel:P-63Up Invert: 39.55 ftDn Invert: 36.99 ftLength: 111.00 ftSize: 4 6 Inch5:0.00504511/It Libel:P-59 Up Invert 4 0.61 ftDn Invert 40.06 ftLength: 110.00ftSize: 4 6 Inch5:0.0 05000 ft/fl Libel:P-47Uplnverl:43.6t ftDn Invert: 43.35 ftLength:9t.OO ftSize: 4 2 Inch8:0.005055 ft/ft Title: Poinsettia Property h:\stormcad\2341\04\a05\dev100a05.stm 04/26/01 09:43:29 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookslde Road Waterbury, CT 06708 USA Project Engineer: Hunsaker & Associates San Diego, Inc. StormCADv3.0[319] (203) 755-1666 Page 1 of 1 r LL; i i i i • i i i i Profile Scenario: Base Libel.<5Rim: 5 6.60 IISump:44.61 It .abet: 0-1Um:50.50 It >ump: 3 1.9 5 ft Rlm:46.20 ItS«mp:34.46m:47.60 It imp: 33.79 Label: P-77Up Invert: 39.47 It On Invert: 37.33 ItLength:! 9«.00 RSize: 24 Inch8:0.010808 ft/It Label: P-76Up Invert; 34.83 It Dn Invert: 34.46 ftLength: 74.00 ItSUe: 54 Inch8:0.005000 It/It Label: PUp Invert: 33.51 ftDn Invert: 32.90 ft length: 1 30.00 ItSize: 54 Inch S: 0.004(92 Itffl' Label: P-B6 Up Invert: 34.46 ftDn Invert: 33 .79 ftLength: I 3} .00 It Site: 54 inchS:o.oo503i nm 60.00 55.00 50.00 Elevation (It) label: P-12Up Invert: 41 .31 ft On Invert: 39.47 ftLength:! 14.00 ItSize: 24 inch 5:0.0to000 It/It Libel: p.76Up Inverl: 43.94 It On Invert: 41.81 ftLength:2t3.00 ItSize: IB Inch5:0.010000 nm Label: P-38Up Invert: 44.61 ftDn Inverl: 43.94 ft Length: 67.00 It Size 18 Inch s:o.oioooo nm 40.00 30.00 Libel: P-39Up Invert: 44.91 ftDn Invert: 44 .61 ftLength:30.00 It Site: It Inch5:0.010000 nm Label: P-99Up Inverl: 32.90 ftDn Inverl: 31 .95 flLength:190.00 It Size: 54 Inch8:0.005000 nm Label: P-93Up Invert 33.79 ftDn Invert: 33.51 flLength: 55.00 ftSize: 54 Inch5:0.005091 It/It Title: Poinsettia Property h:\stormcad\2341\04\a05\dev100a05.stm 04/26/01 10:53:59 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury. CT 06708 USA Project Engineer: Hunsaker & Associates San Diego, Inc. StormCADv3.0[319l (203) 755-1666 Page 1 Of 1 Scenario: Base Combined Pipe/Node Report Label P-45 P-44 P-48 P-46 P-97 P^7 P-49 P-70 P-96 P-51 P-52 P-69 P-54 P-71 P-53 P-55 P-56 P-58 P-59 P-66 P-62 P-60 P-39 P-43 P-64 P-63 P-38 P-79 P-72 P-73 P-67 P-78 P-81 P-90 P-89 P-91 P-82 P-87 P-77 P-74 P-36 P-41 P-76 P-42 P-83 P-86 P-93 P-95 P-98 P-99 Upstreart Node 55 16 15 43 19 42 17 20 44 14 41 39 13 80 40 38 21 12 37 24 22 36 25 11 56 35 45 27 83 10 34 46 47 9 7 33 48 32 49 8 4 6 31 51 50 30 29 3 98 99 >ownstrear Node 43 43 42 42 44 41 41 39 39 40 40 40 38 38 38 37 37 36 36 56 35 35 45 34 34 34 46 47 33 33 33 48 48 32 32 32 49 3V 31 31" • 50 30 30 30 29 29 98 98 99 O-1 Section Size 36 inch 18 inch 18 inch 42 inch 18 inch 42 inch 18 inch 18 inch 18 inch 18 inch 42 inch 18 inch 18 inch 18 inch 48 inch 48 inch 18 inch 18 inch 48 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 18 inch 54 inch 24 inch 54 inch 24 inch 18 inch 18 inch 18 inch 54 inch 18 inch 18 inch 54 inch 54 inch 18 inch 54 inch 54 inch Length (ft) 145.00 52.00 160.00 222.00 30.00 91.00 ao.oo 33.00 315.00 145.00 125.00 71.00 150.00 72.00 217.00 109.00 30.00 155.00 110.00 30.00 30.00 103.00 30.00 160.00 74.00 111.00 67.00 30.00 72.00 155.00 207.00 213.00 99.00 10.00 30.00 442.00 184.00 82.00 198.00 155.00 33.00 30.00 74.00 10.00 182.00 133.00 55.00 10.00 130.00 190.00 Upstream Invert Elevation (ft) 50.86 48.50 46.60 46.00 49.00 43.81 45.50 45.91 48.73 45.45 43.35 45.58 44.78 44.50 42.23 41.16 43.53 44.28 40.61 42.69 42.40 40.06 44.91 43.25 42.39 39.55 44,61 43.11 41.33 42.16 38.99 43.94 42.81 38.50 38.70 37.45 41.31 35.24 39.47 39.54 39.10 37.92 34.83 37.72 38.77 34.46 33.79 36.90 33.51 32.90 Downstrean Invert Elevation (ft) 46.50 48.00 45.80 43.80 48.73 43.35 45.35 45.58 45.58 44.73 42.73 44.73 43.66 43.66 41.16 40.61 43.11 42.56 40.06 42.39 42.05 39.55 44.61 41.49 41.49 38.99 43.94 42.81 40.45 40.45 37.95 41.81 41.81 38.24 38.24 35.24 39.47 34.83 37.33 37.83 38.77 37.46 34.46 37.46 36.79 33.79 33.51 36.79 32.90 31.95 Constructed Slope (ft/ft) 0.030069 0.009615 0.005000 0.009910 0.009000 0.005055 0.005000 0.010000 0.010000 0.004966 0.004960 0.011972 0.007467 0.011667 0.004931 0.005046 0.014000 0.011097 0.005000 0.010000 0.011667 0.004951 0.010000 0.011000 0.012162 0.005045 0.010000 0.010000 0.012222 0.011032 0.005024 0.010000 0.010101 0.026000 0.015333 0.005000 0.010000 0.005000 0.010808 0.011032 0.010000 0.015333 0.005000 0.026000 0.010879 0.005038 0.005091 0.011000 0.004692 0.005000 Energy Slope <ft«) 3.029880 0.006967 3.003909 3.007780 3.004263 3.002947 3.001254 3.000133 3.009054 3.004965 3.004676 3.010982 3.005616 3.008554 3.003133 3.002340 3.010671 3.008263 3.002472 3.008313 3.004389 3.002521 3.007047 3.010063 3.011741 3.002730 3.007856 3.008390 3.011566 3.010811 3.005004 3.009787 3.009424 3.000305 3.000582 3.002660 3.009237 3.001469 3.008505 3.006804 3.007611 3.000096 3.001937 3.000013 3.009776 3.001994 3.002506 3.007738 D.003239 3.003130 Hydraulic Drop (ft/ft) 0.028808 0.004345 0.002909 0.005626 0.000968 0.000906 0.000147 0.000057 0.008366 0.004971 0.003210 0.014402 0,004854 0.006872 0.000866 0.000534 0.006457 0.007611 0.000683 0.004714 0.000017 0.000738 0.001669 0.009248 0.010539 0.000652 0.005027 0.004936 0.013341 0.011475 0.004652 0.010626 0.008239 0.000773 0.000849 0.001139 0.008098 0.000938 0.007033 0.005722 0.003045 0.000149 0.001140 0.000036 0.008653 0.001189 0.000907 0.020116 0.000953 0.000296 Hydraulic Grade In (ft) 53.03 49.08 47.35 48.13 50.15 46.29 46.21 47.12 49.76 45.97 45.62 46.69 45.16 44.92 44.62 44.00 44.13 44.59 43.48 43.38 42.88 42.95 45.87 43.78 43.08 42.37 45.57 43.77 41.73 42.54 41.61 44.90 43.47 39.50 39.49 40.02 42.40 39.24 40.56 40.05 40.01 38.65 38.74 38.65 39.68 38.26 37.37 37.53 36.63 35.86 Hydraulic Grade Out (ft) 48.85 48.85 46.89 46.89 50.12 46.21 46.21 47.12 47.12 45.25 45.21 45.67 44.43 44.43 44.43 . 43.94 43.94 43.41 43.41 43.24 42.88 42.88 45.82 42.30 42.30 42.30 45.24 43.63 40.76 40.76 40.65 42.64 42.66 39.51 39.51 39.51 40.91 39.16 39.16 39.16 39.91 38.65 38.65 38.65 38.10 38.10 37.32 37.33 36.50 35.80 Total System Flow (cfs) 44.40 2.35 3.72 46.75 7.01 50.47 1.97 1.23 7.01 1.92 52.44 8.24 1.02 1.28 62.60 64.90 2.52 0.69 67.42 3.26 1.60 68.11 6.20 1.96 3.26 69.71 6.20 3.05 1.12 1.02 74.93 6.20 3.05 1.70 1.93 77.07 9.25 80.70 9.25 1.84 5.56 0.71 91.79 0.32 5.56 92.82 98.38 2.79 101.17 101.17 Capacity (cfs) 115.65 10.30 7.43 100.15 9.96 71.53 7.43 10.50 10.50 7.40 70.85 11.49 9.08 11.35 100.86 102.03 12.43 11.06 101.57 10.50 11.35 101.07' 10.50 11.02 11.58 102.02 10.50 10.50 11.61 11.03 101.81 10.50 10.56 16.94 13.01 139.04 22.62 139.04 23.52 11 '.03 10.50 13.01 139.04 16.94 10.96 139.57 140.30 11.02 134.70 139.04 Average Velocity (ft/s) 7.78 2.99 3.46 6.41 4.45 6.47 2.14 0.75 4.71 3,51 7.57 6.47 2.03 2.26 6.85 6.31 3.16 1.65 6.49 3.65 2.47 6.55 4.61 2.78 3.74 6.82 4.50 3.57 3.58 3.42 8.45 5.68 3.50 1.21 1.63 6.58 4.57 5.27 4.19 2.29 4.41 0.65 6.10 0.24 4.17 6.20 7.05 4.38 8.01 8.06 Title: Poinsettia Property h:\stormcad\2341 \04\a05\dev1 OOaOS.stm 04/26/01 09:32:16 AM © Haestad Methods, Inc. Project Engineer Hunsaker & Associates San Diego, Inc. Hunsaker & Associates San Diego, Inc StormCAD V3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Pipe Report Label P-45 P-44 P-48 P-46 P-97 P-47 P-49 P-70 P-96 P-51 P-52 P-69 P-54 P-71 P-53 P-55 P-56 P-58 P-59 P-66 P-62 P-60 P-39 P-43 P-64 P-63 P-38 P-79 P-72 P-73 P-67 P-78 P-81 P-90 P-89 P-91 P-82 P-87 P-77 P-74 P-36 P-41 P-76 P-42 P-83 P-86 P-93 P-95 P-98 P-99 Jpstrearr Node 55 16 15 43 19 42 17 20 44 14 41 39 13 80 . 40 38 21 12 37 24 22 36 25 11 56 35 45 27 83 10 34 46 47 9 7 33 48 32 49 8 4 6 31 51 50 30 29 3 98 99 Downstream Node 43 43 42 42 44 41 41 39 39 40 40 40 38 38 38 37 37 36 36 56 35 35 45 34 34 34 46 47 33 33 33 48 48 32 32 32 49 3V31 3f 50 30 30 30 29 29 98 98 99 CM Total System Flow (cfs) 44.40 2.35 3.72 46.75 7.01 50.47 1.97 1.23 7.01 1.92 52.44 8,24 1.02 1.28 62.60 64.90 2.52 0.69 67.42 3.26 1.60 68.11 6.20 1.96 3.26 69.71 6.20 3.05 1.12 1.02 74.93 6.20 3.05 1.70 1.93 77.07 9.25 80.70 9.25 1.84 5.56 0.71 91.79 0.32 5.56 92.82 98.38 2.79 101.17 101.17 Section Shape Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Circula Section Size 36 inch 18 inch 18 inch 42 inch 1 8 inch 42 inch 18 inch 18 inch 18 inch 18 inch 42 inch 18 inch 18 inch 18 inch 48 inch 48 inch 18 inch 18 inch 48 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 18 inch 48 inch 18 inch 18 inch 18 inch 18 inch 54 inch 24 inch 54 inch 24 inch 18 inch 18 inch 18 inch 54 inch 18 inch 18 inch 54 inch 54 inch 18 inch 54 inch 54 inch Mannings n 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 - 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 - 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 Length (ft) 145.00 52.00 160.00 222.00 30.00 91.00 30.00 33.00 315.00 145.00 125.00 71.00 150.00 72.00 217.00 109.00 30.00 155.00 110.00 30.00 30.00 103.00 30.00 160.00 74.00 111.00 67.00 30.00 72.00 155.00 207.00 213.00 99.00 10.00 30.00 442.00 184.00 82.00 198.00 155.00 33.00 30.00 74.00 10.00 182.00 133.00 55.00 10.00 130.00 190.00 Sonstructec Slope (ft/ft) 0.030069 0.009615 0.005000 0.009910 0.009000 0.005055 0.005000 0.010000 0.010000 0.004966 0.004960 0.011972 0.007467 0.011667 0.004931 0.005046 0.014000 0.011097 0.005000 0.010000 0.011667 0.004951 0.010000 0.011000 0.012162 0.005045 0.010000 0.010000 0.012222 0.011032 0.005024 0.010000 0.010101 0.026000 0.015333 0.005000 0.010000 0.005000 0.010808 0.011032 0.010000 0.015333 0.005000 0.026000 0.010879 0.005038 0.005091 0.011000 0.004692 0.005000 Hydraulic Grade in (ft) 53.03 49.08 47.35 48.13 50.15 46.29 46.21 47.12 49.76 45.97 45.62 ; 46.69 45.16 44.92 44.62 44.00 44.13 44.59 43.48 43.38 42.88 42.95 45.87 43.78 43.08 42.37 45.57 43.77 41.73 42.54 41.61 44.90 43.47 39.50 39.49 40.02 42.40 39.24 40.56 40.05 40.01 38.65 38.74 38.65 39.68 38.26 37.37 37.53 36.63 35.86 Hydraulic Srade Ou (ft) 48.85 48.85 46.89 46.89 50.12 46.21 46.21 47.12 47.12 45.25 45.21 45.67 44.43 44.43 44.43 43.94 43.94 • 43.41 43.41 43.24 42.88 42.88 45.82 42.30 42.30 42.30 45.24 43.63 40.76 40.76 40.65 42.64 42.66 39.51 39.51 39.51 40.91 39.16 39.16 ' 39.16 39.91 38.65 38.65 38.65 38.10 38.10 37.32 37.33 36.50 35.80 Velocity In (ft/s) 8.10 3.73 4.20 7.61 4.81 6.93 2.39 0.80 5.45 3.51 7.96 5.86 2.93 3.12 8.01 6.81 3.81 2.64 6.98 4.12 3.33 7.00 5.18 3.53 4.12 7.36 5.18 4.04 3.01 2.93 8.59 5.18 4.04 1.35 2.05 8.22 5.31 5.40 5.31 3.47 4.96 0.83 6.26 0.28 4.96 6.47 7.25 3.93 8.60 9.13 Velocity Out (ft/s) 7.46 2.26 2.72 5.21 4.09 6.00 1.89 0.70 3.97 3.52 7.18 7.07 1.12 1.40 5.69 5.81 2.52 0.67 6.00 3.17 1.61 6.10 4.05 2.02 3.36 6.27 3.82 3.10 4.16 3.90 8.31 6.19 2.96 1.06 1.21 4.94 3.83 5.14 3.07 1.11 3.86 0.47 5.95 0.21 3.39 5.92 6.85 4.84 7.41 6.98 Capacity (cfs) 115.65 10.30 7.43 100.15 9.96 71.53 7.43 10.50 10.50 7.40 70.85 11.49 9.08 11.35 100.86 102.03 12.43 11.06 101.57 10.50 11.35 101.07 10.50 11.02 11.58 102.02 10.50 10.50 11.61 11.03 101.81 10.50 10.56 16.94 13.01 139.04 22.62 139.04 23.52 11.03 10.50 13.01 139(04 16.94 10.96 139.57 140.30 11.02 134.70 139.04 Title: Poinsettia Property h:\stormcad\234l \04\a05Vdev1 OOaOS.stm 04/26/01 10:32:35 AM © Haestad Methods, Inc. Project Engineer Hunsaker & Associates San Diego, Inc. Hunsaker & Associates San Diego, Inc StormCAD v3.0 [319] 37 BrooKside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Node Report Label 55 16 15 43 19 42 17 20 44 14 41 39 13 80 40 38 21 12 37 24 22 36 25 11 56 35 45 27 83 10 34 46 47 9 7 33 48 32 49 8 4 6 31 51 50 30 29 3 98 99 O-1 Total System Flow (cfs) 44.40 2.35 3.72 46.75 7.01 50.47 1.97 1.23 7.01 1.92 52.44 8.24 1.02 1.28 62.60 64.90 2.52 0.69 67.42 3.26 1.60 68.11 6.20 1.96 3.26 69.71 6.20 3.05 1.12 1.02 74.93 6.20 3.05 1.70 1.93 77.07 9.25 80.70 9.25 1.84 5.56 0.71 91.79 0.32 5.56 92.82 98.38 2.79 101.17 101.17 101.17 Sump Elevation (ft) 50.86 48.50 46.60 46.00 49.00 43.80 45.50 45.91 48.73 45.45 43.35 45.58 44.78 44.50 42.23 41.16 43.53 44.28 40.61 42.69 42.40 40.06 44.91 43.25 42.39 39.55 44.61 43.11 41.33 42.16 38.99 43.94 42.81 38.40 38.70 37.45 41.31 35.24 39*.47 33.54 39.10 37.92 34.83 37.72 38.77 34.46 33.79 33.20 33.51 32.90 31.95 Rim Elevation (ft) 57.00 53.50 50.00 53.00 55.00 51.00 50.00 51.50 55.00 49.50 50.00 52.00 49.50 51.50 51.50 51.60 50.90 49.80 50.60 52.00 47.00 51.80 56.50 50.00 53.00 50.90 56.60 53.00 52.30 50.30 52.10 57.50 54.00 47.00 47.00 52.30 52.30 47.00 50.00 45.30 49.40 46.00 47.10 46.00 49.40 46.20 47.60 47.10 47.50 46.90 50.50 Hydraulic Grade In (ft) 53.24 49.12 47.41 48.85 50.22 46.89 46.23 47.12 50.12 46.01 46.21 _ 47.12 45.18 44.95 45.21 44.43 44.18 44.61 43.94 43.43 42.91 43.41 45.96 43.82 43.24 42.88 45.82 43.83 41.75 42.56 42.30 45.24 43.63 39.50 39.49 40.65 42.66 39.51 40.91 40.09 40.09 38.65 39.16 38,65 39.91 38.65 38.10 37.58 37.32 36.50 35.80 Hydraulic 3rade Out (ft) 53.03 49.08 47.35 48.13 50.15 46.29 46.21 47.12 49.76 45.97 45.62 46.69 45.16 44.92 44.62 44.00 44.13 44.59 43.48 43.38 42.88 42.95 45.87 43.78 43.08 42.37 45.57 43.77 41.73 42.54 41.61 44.90 43.47 39.50 39.49 40.02 42.40 39.24 40.56 40.05 40.01 38.65 38.74 38.65 39.68 38.26 37.37 37.53 36.63 35.86 35.80 Title: Poinsettia Property h:\stormcad\234l\04\a05\dev1 OOaOS.stm 04/26/01 10:33:00 AM © Haestad Methods, Inc. Project Engineer. Hunsaker & Associates San Diego, Inc. Hunsaker & Associates San Diego, Inc StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 VI Poinsettia Properties Hydrology Study PRE - DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN Split Flow Data - Inflow to Basin and 84 - Inch RCP Bypass ESM:sm h:\reports\23X1\04U05.doc w.o. 2341-4 Split Flow Data for Desiltation Basin and Bypass Pipe Water Surface Elevation, ft. 9.40 9.50 9.60 9.70 9.80 9.90 10.00 10.10 10.20 10.30 10.40 10.50 10.60 10.70 10.80 10.90 11.00 11.10 11.20 11.30 11.40 11.50 11.60 11.70 18" Orifice Q, Flow (cfs) 0.00 0.04 0.17 0.37 0.64 0.98 1.39 1.89 2.37 2.95 3.55 4.22 4.91 5.63 6.36 7.37 7.84 8.29 8.72 9.12 9.51 9.88 10.24 10.59 84" Pipe Q, Flows (cfs) 0 0 0 0.02 0.45 1.53 3.31 5.83 9.08 13.09 17.84 23.34 29.58 36.55 44.24 52.64 61.74 71.52 81.96 93.04 104.75 117.07 129.98 143.45 Total Flow 0.00 0.04 0.17 0.39 1.09 2.51 4.70 7.72 11.45 16.04 21.39 27.56 34.49 42.18 50.60 60.01 69.58 79.81 90.68 102.16 114.26 126.95 140.22 154.04 h:\excel\2341\4\Desiltbasin.xls Table Rating Table for Circular Channel Project Description Worksheet Flow Element Method Solve For 84-inch RCP Circular Charm Manning's Fort Discharge Input Data Mannings Coeffic 0.013 Slope 015000 ft/ft Diameter 84 in Attribute Minimum Maximum Increment Depth (ft)0.03 2.03 0.10 Depth (ft) 0.03 0.13 0.23 0.33 0.43 0.53 0.63 0.73 0.83 0.93 1.03 1.13 123 1.33 1.43 1.53 1.63 1.73 1.83 1.93 2.03 Discharge (cfs) 0.02 0.45 1.53 3.31 5.83 9.08 13.09 17.84 23.34 29.58 36.55 44.24 52.64 61.74 71.52 81.96 93.04 104.75 117.07 129.98 143.45 Velocity (ft/s) 1.03 2.73 3.97 5.03 5.97 6.83 7.63 8.37 9.08 9.75 10.38 10.99 11.57 12.13 12.66 13.18 13.67 14.15 14.61 15.06 15.49 Flow Area (ft*) 1.8e-2 0.2 0.4 0.7 1.0 1.3 1.7 2.1 2.6 3.0 3.5 4.0 4.5 5.1 5.6 6.2 6.8 7.4 8.0 8.6 9.3 Wetted Perimeter (ft) 0.92 1.91 2.55 3.06 3.51 3.90 4.27 4.60 4.92 5.22 5.51 5.79 6.06 6.31 6.57 6.81 7.05 7.28 7.51 7.74 7.96 Top Width (ft) 0.91 1.89 2.50 2.97 3.36 3.70 4.01 4.28 4.53 4.75 4.96 5.15 5.33 5.49 5.64 5.79 5.92 6.04 6.15 6.26 6.35 h:\flowdata\234l \04\desilt.fm2 04/17/01 10:49:15 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego 37 Brookside Road Waterbury, CT 06708 USA Project Engineer H&A Employee FlowMaster v6.0 [614b] (203) 755-1666 Page 1 of 1 Type.... Individual Outlet Curves Name 84-INCH RCP File H:\PONDDATA\2341\DESILT BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 (Orifice-Circular) Page 1.03 Upstream ID = DNstream ID = TW WS Elev.Device Q Tail Water WS Elev. ft 9.40 9.50 CRIT. DEPTH 9.60 CRIT. DEPTH 9.70 CRIT. DEPTH 9.80 CRIT. DEPTH 9.90 CRIT. DEPTH 10.00 CRIT. DEPTH 10.10 CRIT. DEPTH 10.20 CRIT. DEPTH 10.30 CRIT. DEPTH 10.40 CRIT. DEPTH 10.50 CRIT. DEPTH 10.60 CRIT. DEPTH 10.70 CRIT. DEPTH 10.80 CRIT. DEPTH 10.90 . 11.00 ' 11.10 '• 11.20 11.30 11.40 11.50 11.60 11.70 11.80 11.90 12.00 Q cfs 1 1 2 2 3 4 4 5 6 7 7 8 8 9 9 9 10 10 10 11 11 .00 .04 .17 .37 .64 .98 .39 .86 .37 .'95 .55 .22 .91 .63 .36 .37 .84 .29 .72 .12 .51 .88 .24 .59 .93 .25 .57 (Pond (Pond Water Surface) Outfall) Notes TW Elev Converge ft +/-ft Computation Messages Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Upstream HW & DNstream TW < Inv CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT H =. H =. H =. H =1 H =1 H =1 H =1 H =1 H =1 H =1 H =1 H =1 .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH 75 85 95 .05 .15 .25 .35 .45 .55 .65 .75 .85 CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= .023ft .051ft .077ft .103ft .130ft .159ft .187ft .217ft .248ft .279ft .313ft .348ft .3.36ft .425ft .El Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= .076ft .149ft .224ft .297ft .369ft .441ft .513ft .583ft .653ft .720ft .787ft .852ft .915ft .975ft S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 10:16:15 Date: 04/24/2001 Poinsettia Properties Hydrology Study PRE - DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN Existing Basin Stage - Storage Data ESM:sm ltVecoitsQMt\04\a05.doc wo. 2341-4 STAGE-STORAGE TABLE Existing Desiltation Basin Elevation (ft) 7 10 13 Area (acres) 0.30 0.50 0.71 Incremental Volume (acre-ft.) 1.20 1.82 Total Volume (acre-ft.) 0.00 1.20 3.02 TOTAL 3.02 Poinsettia Properties Hydrology Study PRE - DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN Existing Basin Stage - Discharge Data ESM:sm n:\repotts\23<n04\aOi.aoc w.o. 2341-4 Type.... Individual Outlet Curves Name OUTLET File H:\PONDDATA\2341\DETENTION BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 1 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) £agf 1,04 2-lwcB Oflfifc /. : 1.0 WS Elev,Device Q Tail Water Notes WS Elev. ft 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 Q cfs .00 .07 .10 .13 .15 .16 .18 .19 .21 .22 .23 .25 .26 TW Elev Converge ft +/-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Computation Messages Upstream HW & DNstream TW < Inv.El H =.42 H =.92 H =1.42 H =1.92 H =2.42 H =2.92 H =3.42 H =3.92 H =4.42 H =4.92 H =5.42 H =5.92 S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 15:45:22 Date: 04/17/2001 Type.... Individual Outlet Curves Name OUTLET File H:\PONDDATA\2341\DETENTION BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) Page 1.05 . EtEV. - ?.o WS Elev.Device Q Tail Water Notes WS Elev. ft 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 Q cfs .00 .00 .00 .07 .10 .13 .15 .16 .18 .19 .21 .22 .23 TW Elev Converge ft +/-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Computation Messages HW & TW below invert HW & TW below invert Upstream HW & DNstream TW < Inv.El H =.42 H =.92 H =1.42 H =1.92 H =2.42 H =2.92 H =3.42 H =3.92 H =4.42 H =4.92 S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 15:45:22 Date: 04/17/2001 Type.... Individual Outlet Curves Name ____ OUTLET File ____ H:\PONDDATA\2341\DETENTION BASIN. PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 3 (Orifice-Circular) Page 1.06 Q.EV. -- Upstream ID DNstream ID (Pond Water Surface) TW (Pond Outfall) WS Elev.Device Q Tail Water Notes WS Elev. ft 7 7 8 8 9 9 10 10 11 11 12 12 13 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 Q cfs .00 .00 .00 .00 .00 .07 .10 .13 .15 .16 .18 .19 .21 TW Elev Converge ft +/-ft Computation Messages • Free Free Free Free Free Free Free Free Free Free Free Free Free Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall HW HW HW HW & & & & TW TW TW TW Upstream H H H H H H H H = . = =1— i =2 =2 =3 =3 42 92 .42 .92 .42 .92 .42 .92 below below below below HW & invert invert invert invert DNstream TW < Inv.El S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 15:45:22 Date: 04/17/2001 Type.... Individual Outlet Curves Name. . .-. OUTLET File H:\PONDDATA\2341\DETENTION BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 4 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) Page 1.07 7 - . : jo.p FT. WS Elev,Device Q Tail Water Notes WS Elev. ft 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 Q cfs .00 .00 .00 .00 .00 .00 .00 .07 .10 .13 .15 .16 .18 TW Elev Converge ft +/-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Computation Messages HW & TW below invert HW & TW below invert HW & TW below invert HW & TW below invert HW & TW below invert HW & TW below invert Upstream HW & DNstream TW < H =.42 H =.92 H =1.42 H =1.92 H =2.42 H =2.92 Inv.El S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 15:45:22 Date: 04/17/2001 Type.... Individual Outlet Curves Name ____ OUTLET File ---- H:\PONDDATA\2341\DETENTION BASIN. PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 5 (Orifice-Area) Page 1.08 Tflfc f- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF OPENINGS = 4 EACH FLOW = SUM OF OPENINGS X FLOW FOR ONE OPENING WS Elev,Device Q Tail Water Notes WS Elev. ft 7 7 8 8 9 9 10 10 11 11 12 12 13 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 Q cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 18.58 37.16 45.51 52.55 TW Elev Converge ft +/-ft Computation Free Free Free Free . Free Free Free Free Free Free Free Free Free Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall HW HW HW HW HW HW HW HW Hi = Hi = & & & & & & & & . . H =1 H =1 H =2 TW TW TW TW TW TW TW TW 00; 50; .00 .50 .00 below below below below below below below below Ht=l. Ht=l. Messages invert invert invert invert invert invert invert invert 00; Qt=9 00; Qt=9 .29 .29 S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 15:45:22 Date: 04/17/2001 Type.... Individual Outlet Curves Page 1.09 Name ____ OUTLET File.... H:\PONDDATA\2341\DETENTION BASIN. PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 6 (Weir-XY Points) £Wftt)(r Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev, Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 7.00 .00 Free Outfall E < Y min=12.00 7.50 .00 Free Outfall E < Y min=12.00 8.00 .00 Free Outfall E < Y min=12.00 8.50 .00 Free Outfall E < Y min=12.00 9.00 .00 Free Outfall E < Y min=12.00 9.50 .00 Free Outfall E < Y min=12.00 10.00 .00 Free Outfall E < Y min=12.00 10.50 .00 Free Outfall E < Y min=12.00 11.00 .00 Free Outfall E < Y min=12.00 11.50 .00 Free Outfall E < Y min=12.00 12.00 .00 Free Outfall E = Y min=12.00 12.50 8.16 Free Outfall Max.H=.50; Max.Htw=free out;; W(ft)=10.00 13.00 24.95 Free Outfall Max.H=1.00; Max.Htw=free out;; W(ft)=12.00 S/N: 721101606A88 PondPack Ver. 7.5 (767) Compute Time: 15:45:22 Date: 04/17/2001 Poinsettia Properties Hydrology Study PRE - DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN HEC -1 Output - 100 Year Design Storm ESM:sm h:\reports\2341\04\a05.doc w.o. 2341-t HEC1 S/N: 1343001909 HMVersion: 6.33 Data file: C:\WINNT\TEMP\-vbhlF63.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.IE RON DATE 04/26/2001 TIME 09:56:40 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 X X X XXX) X X X X X Xcxxx X X X XXXXXXX X Xxxxx X X XXXXXXX XXXXX X X X X XXXXX X X X XXXXX X XX X X X X XXX ::: Full Microcomputer Implementation ::: ::: by ::: ::: Haestad Methods, Inc. ::: 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD HAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM POINTSETTIA PROPERTY DOWNSTREAM HEC-1 ANALYSIS Pre-Developed Condition Runoff to Existing Desiltation Basin 10-Year, 6-Hour Design Storm ' SUB-1 HEC-1 INPUT LINE 1 2 3 4 5 6 7 e 9 1011 12 13 14 IS 16 17 16 19 20 21 22 23 24 25 26 21 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 ID 1 2 3 4 5 6 7 8 9 10 ID IT 10 KK KM KO BA PB IN PI PI PI PI PI PI PI PI LS UD KK KM KO DT DI DI DQ DQ KK KM KO RS SA SE SQ SO SE SE Pointsettia Property HEC-1 Analysis - Pre-Developed Conditions 1 29FEBOO 0 6000 0 SUB-1 Total Developed Runoff to Desiltation Basin220.434V ^jj^n ptoM. imM o'D**f Srv9i1.6 f 5 0.0058 0.0075 0.0162 0.0167 0.0133 0.0082 0.0067 0.0063 0.417 D1V 29FEBOO 0.0058 0.0075 0.0162 0.0167 0.0133 0.0082 0.0067 0.0063 87.7 »^™^— • 0 0.0058 0.0088 0.0162 0.0167 0.0092 0.0082 0.0067 •» F« 0.0058 0.0089 0.0162 0.0167 0.0092 0.0082 0.0067 to»A. fl 0.0058 0.0088 0.0617 0.0167 0.0092 0.0063 0.0067 <w o1 0.0058 0.0088 0.0617 0.0167 0.0092 0.0063 0.0067 bAY * 0.0075 0.0088 0.0617 0.0133 0.0092 0.0063 0.0063 TUPf 0.0075 0.0088 0.0617 0.0133 0.0092 0.0063 0.0063 (10-Year 0.0075 0.0162 0.0617 0.0133 0.0082 0.0063 0.0063 , 6-Hr) 0.0075 0.0162 0.0617 0.0133 0.0082 0.0063 0.0063 Low Flow Diversion to Desilt Basin 84-RCP 0 69.58 0 61.74 DET Route 1 0.30 7 0 37.80 7 12 1.09 79.81 0.45 71.52 2.51 90.68 1.53 81.96 Through Existing FLOW 0.50 10 0.07 45.96 7.5 12.5 -1 0.71 13 0.10 62.75 8 13 4.70 102.16 3.31 93.04 Basin 0.20 8.5 22 7.72 114.26 5.83 104.75 22 0.25 9 11.45 9.08 0.36 9.5 21.39 17.84 0.43 10 34.49 29.58 0.55 10.5 50.60 44.24 0.64 11 60.01 52.64 19.22 11.5 KK 84-RCP KM Runoff in 84-Inch RCP KO DR 84-RCP 22 KK CMS KM Combined Runoff Downstream of Basin KO 22 HC 2 ZZ HEC1 S/N: 1343001909 HMVersion: 6.33 Data Tile: C:\WINNT\TEMP\-vbhlF63.TMP • nxX)D HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 • VERSION 4.0.IE * * RUN DATE 04/26/2001 TIME 09:56:40 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 3 10 Pointsettia Property HEC-1 Analysis - Developed Conditions (10-Year, 6-Hr) OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 29FEB 0 STARTING DATE ITIME 0000 STARTING TIME NQ 600 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1MAR 0 ENDING DATE NDTIME 0959 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 9.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHESFEETCUBIC FEET PER SECONDACRE-FEET ACRES DEGREES FAHRENHEIT SOB-1 Total Developed Runoff to Desiltation Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. IPNCH 0 IOUT 22 ISAV1 1 ISAV2 600 TIMINT 0.017 HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS TIME DATA FOR INPOT TIME SERIES JXMIN JXDATE JXTIME 5 29FEB 0 0 TIME INTERVAL IN MINUTES STARTING DATE STARTING TIME SUBBASIN RUNOFF DATA 7 BA B PB 10 PI SUBBASIN CHARACTERISTICS TAREA 0.43 SUBBASIN AREA PRECIPITATION DATA STORM 1.60 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5CS LOSS RATE STRTL CRVNBR RTIMP 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.28 81.70 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INITIAL 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 01 01 00 00 00 00 00 .00 00 .00 .00 00 00 ,00 00 00 ,00 00 00 .00 00 00 ,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABSTRACTION CURVE NUMBER PERCENT IMPERVIOUS AREA 19 UD SCS DIMENSIONLESS UNITGRAPH TLAG 0.42 LAG UNIT HYDROGRAPH 127 END-OF-PERIOD ORDINATESe. 177. 465. 453. 273. 138. 74. 39. 21. 11. 6. 3. 1. DA MON HRMN 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 I MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0(013 1 MAR 0014 1 MAR 0,015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 ORD 1 2 3 4 5 i 7 8 9 10 11 12 13 14 15 1$ 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 12. 206. 477. 440. 253. 131. 70. 37. 19. 10. 5. 3. 1. RAIN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21. 240. 488. 426. 234. 124. 66. 35. 18. 10. 5. 3. 1. LOSS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 34. 277. 490. 411. 218. 117. 62. 33. 17. 9. 5. 3. 1. EXCESS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48. 314. 492. 396. 205. 110. 58. 30. 16. 9. 5. 2. 1. HYDROGRAPH AT COMP Q 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 65. 347. 492. 379. 191. 103. 54. 28. 15. 8. 5. 2. 0. STATION * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * * * * * 82. 377. 490. 360. 180. 97. 51. 26. 14. 7. 4. 2. 0. SUB-1 DA MON HRMN 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 050S 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 102. 407. 488. 341. 168. 91. 48. 25. 13. 7. 4. 2. ORD 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 125. 428. 477. 318. 158. 85. 45. 24. 13. 7. 4. 2. RAIN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 148. 450. 466. 295. 148. 80. 42. 22. 12. 6. 4. 1. LOSS EX 0.00 0.00 0.00 0.00 0.00 0.00 JI.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CESS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 COMP Q 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 26. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 37 38 39 40 41 42 43 44 45 46 47 48 49 SO 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 7B- 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1.1.1. 2. 2. 3. 3. 4. 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 055B 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 I MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 353 359 360 361 362 363 364 365 366 367 368 . 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 JI.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 24. 24. 24. 24. 23. 23. 23. ' 22. 22. 21. 20. 20. 19. 18. 18. 17. 16. 16. 15. 14. 13. 13. 12. 11. 11. 10. 9. 9. 8. 8. 7. 7. 6. 6. 6. 5. 5. 5. 4. 4. 4. 4. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1111111111I1111111111111111 11 111111111111111111111111I1111111111111111111 1111111111111111111111 MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR MAR 0211 0212 0213 0214 0215 0216 0217 021S 0219 0220 0221 0222 0223 0224 0225 0226 0227 0228 0229 0230 0231 0232 0233 0234 0235 0236 0237 0236 0239 0240 0241 0242 0243 0244 0245 0246 0247 0248 0249 0250 0251 0252 0253 0254 0255 0256 0257 0258 0259 0300 0301 0302 0303 0304 0305 0306 0307 0308 0309 0310 0311 0312 0313 0314 0315 0316 0317 0318 0319 0320 0321 0322 QMS «24 0325 0^26 0327 0328 0329 0330 0331 0332 0333 0334 0335 0336 0337 0338 0339 0340 0341 0342 0343 0344 0345 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 02 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 0.01 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 01 01 01 01 01 01 01 01 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0. 0. 0. 0. 0. 00 00 00 00 00 0.00 0. 0. 00 00 0.00 0.00 0.00 0.00 0. 0. 00 00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0. 0. 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 01 01 01 01 01 01 0.01 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 01 01 01 01 01 01 01 01 01 01 01 01 01 00 00 00 00 00 00 00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 * 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0. 0. 0. 00 00 00 0.00 0.00 0.00 0. 0. 0. 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5. 6. 7. 8. 10.11. 13. 15. 17. 20. 22. 25. 28. 31. 34. 38. 41. 45. 48. 52. 56. 60. 64. 67. 71. 75. 78. 81. 85. 87. 90. 92. 94. 96. 97. 93. 98. 98. 98. 98. 97. 96. 95. 94. 93. 91. 90. 88. 87. 85. 83. 82. 80. 78. 77. 75. 74. 72. 71. 69. 68. 67. 66. 65. 64. 63. 62. 62. 61. 60. 59. 58. 58. 57. 56. 56. 55. 55. 54. 53. 53. 53. 52. 52. 51. 51. 50. 50. 50. 49. 49. 48. 48. 48. 47. 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 071B 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0748 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0804 1 MAR 0805 1 MAR 0806 1 MAR 0807 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0811 1 MAR 0812 1 MAR 0813 1 MAR OB14 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0818 1 MAR 0819 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0824 1 MAR 0825 1 MAR 0826 1 MAR 0827 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 1 MAR 0832 1 MAR 0833 1 MAR 0834 1 MAR 0835 1 MAR 0836 1 MAR 0837 1 MAR 083B 1 MAR 0839 1 MAR 0840 1 MAR 0841 1 MAR 0842 1 MAR 0843 1 MAR 0844 1 MAR 0845 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.1.1.1.1.1. 1.1.1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0346 227 1 MAR 0347 228 1 MAR 0348 229 1 MAR 0349 230 1 MAR 03SO 231 1 MAR 0351 232 1 MAR 0352 233 1 MAR 0353 234 1 MAR 0354 235 1 MAR 0355 236 1 MAR 0356 237 1 MAR 0357 238 1 MAR 0358 239 1 MAR 0359 240 1 MAR 0400 241 1 MAR 0401 242 1 MAR 0402 243 1 MAR 0403 244 1 MAR 0404 245 1 MAR 0405 246 1 MAR 0406 247 1 MAR 0407 248 1 MAR 0408 249 1 MAR 0409 250 1 MAR 0410 251 1 MAR 0411 252 1 MAR 0412 253 1 MAR 0413 254 1 MAR 0414 255 1 MAR 0415 256 1 MAR 0416 257 1 MAR 0417 258 1 MAR 0418 259 1 MAR 0419 260 1 MAR 0420 261 1 MAR 0421 262 1 MAR 0422 263 1 MAR 0423 264 1 MAR 0424 265 1 MAR 0425 266 1 MAR 0426 267 1 MAR 0427 268 1 MAR 0428 269 1 MAR 0429 270 1 MAR 0430 271 1 MAR 0431 272 1 MAR 0432 273 1 MAR 0433 274 1 MAR 0434 275 1 MAR 0435 276 1 MAR 0436 277 1 MAR 0437 278 1 MAR 0438 279 1 MAR 0439 280 1 MAR 0440 281 1 MAR 0441 282 1 MAR 0442 283 1 MAR 0443 284 1 MAR 0444 285 1 MAR 0445 286 1 MAR 0446 287 1 MAR 0447 288 1 MAR 0448 289 1 MAR 0449 290 1 MAR 0450 291 1 MAR 0451 292 1 MAR 0452 293 1 MAR 0453 294 1 MAR 0454 295 1 MAR 0455 296 I MAR 0456 297 1 MAR 0457 298 1 MAR 0.458 299 1 MAR 0459 300 TOTAL RAINFALL - PEAK FLOW TIME 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60, TOTAL LOSS - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 47. 46. 46. 45. 45. 44. 44. 43. 43. 42. 42. 41. 41. 41. 40. 40. 39. 39. 39. 38. 38. 37. 37. 37. 37. 36. 36. 36. 36. 35. 35. 35. 35. 34. 34. 34. 34. 34. 33. 33. 33. 33. 33. 33. 32. 32. 32. 32. 32. 32. 32. 32. 31. 31. 31. 31. 31. 31. 31. 30. 30. 30. 30. 30. 29. 29. 29. 29. 28. 28. 28. 28. 28. 27. 0.96, TOTAL * * * * * * * * * * <* + * * * * * * * * * * * * * * * * * * * * * * * * * » * * * * * * * * * * * * * * + * * * + * 4 4 * * * * * * * * * * * * * * * EXCESS - 1 MAR 0846 1 MAR 0847 1 MAR 0848 1 MAR 0849 1 MAR 0850 • 1 MAR 0851 1 MAR 0852 1 MAR 0853 1 MAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 l.MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0928 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 1 MAR 0958 1 MAR 0959 0.64 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590. 591 592 593 594 595 596 597 598 599 600 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00"b.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXIMUM AVERAGE FLOW (CFS) (INCHES) (AC-FT) 6-HR 98. 0.640 15. 24-HR 2.80 0.640 15. 72-HR 0.640 15. 9.98-HR (CFS) 30. 18. 0.640 15. (HR) 18.18. CUMULATIVE AREA 0.43 SQ Ml 20 KK Low Flow Diversion to Desilt Basin 22 KO OUTPUT CONTROL I PRUT I PLOT QSCAL IPNCM IOUT ISAV1 ISAV2 TIMINT DT DIVERSION ISTAD DI INFLOW DO. DIVERTED FLOW VARIABLES 0 0 0. 0 22 1 600 0.017 84-RCP 0.00 69.58 0.00 61.74 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS DIVERSION HYDROGRAPH IDENTIFICATION 1.09 2.51 4.70 7.72 11.45 21.39 34.49 50.60 6Q.01 79.81 90.68 102.16 114.26 0.45 1.53 3.31 5.83 9.08 17.84 29.58 44.24 52.64 71.52 81.96 93.04 104.75 *•* DIVERSION HYDROGRAPH 84-RCP DA MON HRMN 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0026 1 MAR 0029 1 MAR 0030 1 MKR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 . 1 MAR 0037 f 1 MAR 0038 1 MAR 0039.. 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 ORD 1 2 3 4 5 6 7a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 * FLOW * 0. * 0. • 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. • 0. « 0. * 0. * 0. • 0. * 0. • 0. * 0. * 0. • 0. * 0. * 0. * 0. 0. * 0. * 0. « 0. * 0. 0. * 0. * 0. * 0. * 0. * 0. * 0. • DA MON HRMN 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR .0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 ORD 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169no 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 206 209 210 FLOW 46. 49. 53. 56. 60. 63. 67. 70. 73. 76. 79. 81. 83. 85. 87. 68. 89. 89. 69. 89. 89. 88. 87. 86. 85. 84. 83. 81. 80. 78. 76. 75. 73. 72. 70. 69. 67. 66. 64. 63. 62. 60. 59. 58. 58. 57. 56. 55. 54. 53. 53. 52. 51. 51. 50. 49. 49. 48. 48. 47. * DA MON HRMN 1 MAR 0500 * 1 MAR 0501 • 1 MAR 0502 * 1 MAR 0503 * 1 MAR 0504 • 1 MAR 0505 * 1 MAR 0506 * 1 MAR 0507 • 1 MAR 0508 * 1 MAR 0509 1 MAR 0510 * 1 MAR 0511 * 1 MAR 0512 * 1 MAR 0513 * 1 MAR 0514 • 1 MAR 0515 * 1 MAR 0516 • 1 MAR 0517 • 1 MAR 0518 * 1 MAR 0519 * 1 MAR 0520 • 1 MAR 0521 * 1 MAR 0522 * 1 MAR 0523 • 1 MAR 0524 * 1 MAR 0525 * 1 MAR 0526 * 1 MAR 0527 * 1 MAR 0528 * 1 MAR 0529 • 1 MAR 0530 • 1 MAR 0531 * 1 MAR 0532 * 1 MAR 0533 • 1 MAR 0534 * 1 MAR 0535 • 1 MAR 0536 * 1 MAR 0537 * 1 MAR 0538 * 1 MAR 0539 * 1 MAR 0540 • 1 MAR 0541 * 1 MAR 0542 * 1 MAR 0543 * 1 MAR 0544 * 1 MAR 0545 * 1 MAR 0546 * 1 MAR 0547 * 1 MAR 0548 • 1 MAR 0549 * 1 MAR 0550 • 1 MAR 0551 * 1 MAR 0552 * 1 MAR 0553 * 1 MAR 0554 * 1 MAR 0555 * 1 MAR 0556 * 1 MAR 0557 * 1 MAR 0558 * 1 MAR 0559 ORD 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 FLOW 23. 23. 23. 23. 22. 22. 22. 22. 22. 22. 22. 22. 22. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 22. 22. 22. 22. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. * DA MON HRMN 1 MAR 0730 * 1 MAR 0731 * 1 MAR 0732 * 1 MAR 0733 * 1 MAR 0734 • 1 MAR 0735 * 1 MAR 0736 • 1 MAR 0737 * 1 MAR 0738 * 1 MAR 0739 * 1 MAR 0740 * 1 MAR 0741 * 1 MAR 0742 * 1 MAR 0743 • 1 MAR 0744 * 1 MAR 0745 * 1 MAR 0746 • 1 MAR 0747 * 1 MAR 0746 * 1 MAR 0749 * 1 MAR 0750 * 1 MAR 0751 * 1 MAR 0752 * 1 MAR 0753 * 1 MAR 0754 * 1 MAR 0755 * 1 MAR 0756 * 1 MAR 0757 * 1 MAR 0758 * 1 MAR 0759 * _ 1 MAR 0800 * ~ 1 MAR 0801 * 1 MAR 0602 * 1 MAR 0803 * 1 MAR 0604 - 1 MAR 0805 * 1 MAR 0806 * 1 MAR 0807 • 1 MAR 0808 * 1 MAR 0809 * 1 MAR 0810 * 1 MAR 0811 • 1 MAR 0612 • 1 MAR 0813 • 1 MAR 0814 * 1 MAR 0815 * 1 MAR 0616 * 1 MAR 0817 * 1 MAR 0818 * 1 MAR 0819 • 1 MAR 0820 * 1 MAR 0821 * 1 MAR 0822 - 1 MAR 0823 * 1 MAR 0824 * 1 MAR 0625 • 1 MAR 0826 * 1 MAR 0827 * 1 MAR 0628 * 1 MAR 0629 ORD 451 452 453 454 .455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 . 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 '• 1 MAR 0213f 1 MAR 0214 1 MAR 0215*' 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 67 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1. 2. 2. 3. 3. 4. 5. 6. 7. 9. 11. 12. 14. 16. 19. 21. 24. 26. 29. 32. 36. 39. 42. • * * * * * « * * * * * * * * + * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * * * * * * •* • * * * * * • * * * • * * * * * * * * • * * * * * * • * * * 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 47. 46. 46. 46. 45. 45. 44. 44. 44. 43. 43. 43. 42. 42. 41. 41. 41. 40. 40. 39. 39. 39. 38. 38. 37. 37. 36. 36. 35. 35. 35. 34. 34. 34. 33. 33. 33. 32. 32. 32. 31. 31. 31. 31. 31. 30. 30. 30. 30. 30. 29. 29. 29. 29. 29. 28. 28. 28. 28. 28. 28. 28. 27. 27. 27. 27. 27. 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 25. 25. 25. 25. 25. 24. 24. 24. 24. 24. 23. 23, * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * * 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 KAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 393 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 21. 21. 21. 21. 21. 21. 21. 21. 21. 20. 20. 20. 20. 19. 19. 19. 18. 18. 17. 16. 16. 15. 15. 14. 13. 13. 12. 11. 11. 10. 10. 9. 8. 8. 7. 7. 6. 6. 5. 5. 5. 4. 4. 4. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * • * * * « * * • * * * * t * * * * * * * • * * * * * * * * * * * * * * • 4 * * * * * * * * * * * * * * * * * * * * * * • * * * * * * * * * * * * . * * * * * * * * * * * * • * * * * 1 MAR 0830 1 MAR 0831 1 MAR 0832 1 MAR 0833 1 MAR 0834 1 MAR 0835 1 MAR 0836 1 MAR 0837 1 MAR 0838 1 MAR 0839 1 MAR 0840 1 MAR 0841 1 MAR 0842 1 MAR 0843 1 MAR 0844 1 MAR 0845 1 MAR 0846 1 MAR 0847 1 MAR 0848 1 MAR 0849 1 MAR 0850 1 MAR 0851 1 MAR 0852 1 MAR 0853 1 MAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0928 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 KAR 0935 ~ 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 1 MAR 0958 1 MAR 0959 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550' 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 6-HR MAXIMUM AVERAGE FLOW 24-HR 72-HR 9.98-HR (CFS) (CFS) I INCHES) (AC-FT) 89. 0.555 13. CUMULATIVE AREA - 0.555 13. 0.43 SQ MI 0.555 13. 26. 16. 0.555 13. HTTDROGRAPH AT STATION DIV DA MON HRMN ORD FLOW DA MON HRMN ORD DA MON HRMN ORD DA MON HRMN ORD 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR OOOB 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 005S 1 MAR 0056 1 MAR 0057 . 1 MAR 0058 * 1 MAR 0059 1 MAR 0100 '• 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 SO 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0-. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * » * + • * * * * • * * * * * * * * • * * » * * * • * * * * * * * * * * * * * * * * * * * * * * • * * * * * * * * * * * * * * + * * * * • * * • * * * * • * * 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 • 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 ' 222 223 224 225 226 227 228 229 230 7. 7. 7. 8. 8. 8. 8. 8. 8. 8. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 8. 8. 8. 8. 8. 8. 8. 8. 8. 8.a. 8. 8. 8. 8. 8. 8. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. * * * * * * • * * * * * * • ** * * * * * * * * * * * * * * * * * • * * * * * * * * ** * * * * * * * ** * * * * * * * * * * * * * « * * * * * * * * * * * * * 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 * 1 * 1 * 1 * 1 1 * 1 • 1 * 1 * 1 * 1 * 1 * 1 * 1 * . 1 * 1 * 1 * 1 1 1. * 1 1. * 1 1. • 1 ). * 1 I. * 1 1. * 1 1. * 1 1. * 1 1. * 1 (. • 1 J. * 1 1. * 1 1. • 1 1. * 1 1. * 1 1. * 1 1. * 1 i. • 1 1. * 1 1. * 1 1. * 1 1. * 1 ). * 1 1. * 1 ». * 1 1. * 1 1. * 1 4. • 1 I. * 1 4. • 1 1. * 1 4. * 1 4. * 1 «. • - 1 4. * 1 4. * 1 4. * 1 4. • 1 4. * 1 4. * 1 4. * 1 4. * 1 4. * 1 4. * 1 4. * 1 4. * 1 4. * 1 4. • 1 4. * 1 4. * 1 4. • 1 4. * 1 4. • 1 4. * 1 4. * 1 4. * 1 4. - 1 4. * 1 4. • 1 4. * 1 3. * 1 3. * 1 MAR 0730 MAR 0731 MAR 0732 MAR 0733 MAR 0734 MAR 0735 MAR 0736 MAR 0737 MAR 0738 MAR 0739 MAR 0740 MAR 0741 MAR 0742 MAR 0743 MAR 0744 MAR 0745 MAR 0746 MAR 0747 MAR 0748 MAR 0749 MAR 0750 MAR 0751 MAR 0752 MAR 0753 MAR 0754 MAR 0755 MAR 0756' MAR 0757 MAR 0758 MAR 0759 MAR 0800 MAR 0801 MAR 0802 MAR 0803 MAR 0804 MAR 0805 MAR 0806 MAR 0807 MAR 0808 MAR 0809 MAR 0810 MAR 0811 MAR 0812 MAR 0813 MAR 0814 MAR 0815 MAR 0816 MAR 0817 MAR 0818 MAR 0819 MAR 0820 MAR 0821 MAR 0822 MAR 0823 MAR 0824 MAR 0825 MAR 0826 MAR 0827 MAR 0828 MAR 0829 MAR 0830 MAR 0831 MAR 0832 MAR 0833 MAR 0834 MAR 0835 MAR 0836 MAR 0837 MAR 0838 MAR 0839 MAR 0840 MAR 0841 MAR 0842 MAR OB43 MAR 0844 MAR 0845 MAR 0846 MAR 0847 MAR 0848 MAR 0849 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475- 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 014S 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0158 1 MAR 0157 1 MAR 01S8 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 020S 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 PEAK FLOW 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 flME t 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. * 0. • 0. • 0. * 0. • 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. « 0. * 0. * 0. *1. «1. *1. •1. *1. *1. •1. *1. *1. * 2. * 2. 2. • 2. * 2. « 3. * 3. * 3. * 3. * 4. « 4. * 4. * 5.. * 5. • S. * 6. * 6. * 6. * 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 296 299 300 6. • 6. * 6. * 6. * 6. • 6. * 6. • 6. * 5. • 5. • 5. * 5. * 5. « 5. * 5. • 5. * 5. 5. * 5. * 5. * 5. * 5. * 5. 5. • 5. 5. 5. * 5. 5. * 5. 5. * 5. 5. • 5. * 5. * 5. 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. * 5. » 5. * 5. * 4. * 4. * 4. * 4. * 4. ** * * * * * * • * * I 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 06S1 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 4SO 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.- 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. • 1 MAR 0850 • 1 MAR 0851 * 1 MAR 0852 * 1 MAR 0853 1 MAR 0854 * 1 MAR 0855 * 1 MAR 0856 * 1 MAR 0857 * 1 MAR 0858 * 1 MAR 0859 * 1 MAR 0900 * 1 MAR 0901 * 1 MAR 0902 * 1 MAR 0903 * 1 MAR 0904 • 1 MAR 0905 * 1 MAR 0906 * 1 MAR 0907 * 1 MAR 0908 * 1 MAR 0909 * " 1 MAR 0910 * 1 MAR 0911 • 1 MAR 0912 * 1 MAR 0913 * 1 MAR 0914 * 1 MAR 0915 • 1 MAR 0916 * 1 MAR 0917 * 1 MAR 0918 * 1 MAR 0919 * 1 MAR 0920 * 1 MAR 0921 * 1 MAR 0922 * 1 MAR 0923 • 1 MAR 0924 * 1 MAR 0925 * 1 MAR 0926 * 1 MAR 0927 * 1 MAR 0928 * 1 MAR 0929 * 1 MAR 0930 * 1 MAR 0931 * 1 MAR 0932 * 1 MAR 0933 * 1 MAR 0934 * 1 MAR 0935 * 1 MAR 0936 * 1 MAR 0937 • 1 MAR 0938 * 1 MAR 0939 * 1 MAR 0940 * 1 MAR 0941 * 1 MAR 0942 * 1 MAR 0943 * 1 MAR 0944 * 1 MAR 0945 * 1 MAR 0946 * 1 MAR 0947 * 1 MAR 0948 • 1 MAR 0949 * - 1 MAR 0950 * 1 MAR 0951 * 1 MAR 0952 * 1 MAR 0953 * 1 MAR 0954 * 1 MAR 0955 * _ 1 MAR 0956 1 MAR 0'957 • 1 MAR 0958 * 1 MAR 0959 * 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 ' 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 567 588 589 590 591 592 593 594 595 596 597 598 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ' 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXIMUM AVERAGE FLOW (CFS) (INCHES) (AC-FT) 6-HR 9. 2 0.085 2. 24-HR 80 0.085 2. 72-HR 0.085 2. 9.98-HR 4. 0.085 2. (CFS) 2. (HR) 2.2. CUMDLATIVE AREA -0.43 SQ MI DET 30 KO Route Through Existing Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 31 RS 32 SA 33 SE 34 SO. 36 SE STORAGE ROOTING NSTPS 1 ITYP FLOW RSVRIC -1.00 X 0.00 AREA ELEVATION DISCHARGE ELEVATION 0.3 7.00 0. 38. 7.00 12.00 NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION WORKING R AND D COEFFICIENT 0.5 10.00 0. 46. 7.50 12.50 0.7 13.00 0. 63. 8.00 13.00 0. 8.50 9.00 19. 9.50 10.00 10.50 11.00 11.50 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION 0. 7. 00 00 1 10 .19 .00 2. 13, .99 .00 COMPUTED STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION 0.00 0. 7. 2. 37. 12. 00 00 32 80 00 0 0 7 2 45 12 .16 .07 .50 .65 .96 .50 0. 0.a. 2, 62. 13, .33 .10 .00 .99 .75 .00 STORAGE-OUTFLOW-ELEVATION DATA 0.52 0.72 0.95 1.19 1.45 1.72 2.01 0.20 0.25 0.36 0.43 0.55 0.64 19.22 8.50 9.00 9.50 10.00 10.50 11.00 11.50 HYDROGRAPH AT STATION DET DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRHN ORD OUTFLOW STORAGE STAGE • DA MON HRMN ORD OUTFLOW STORAGE STAGE 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20. 211 22 2O 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 0. 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 « 7.0 * 7.0 » 7.0 * 7.0 « 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 1.0 * 7.0 • 7.0 * 7.0 * 7.0 * 1 MAR 0320 201 1 MAR 0321 202 1 MAR 0322 203 1 MAR 0323 204 1 MAR 0324 205 1 MAR 0325 206 1 MAR 0326 207 1 MAR 0327 208 1 MAR 0328 209 1 MAR 0329 210 1 MAR 0330 211 1 MAR 0331 212 1 MAR 0332 213 1 MAR 0333 214 1 MAR 0334 215 1 MAR 0335 216 1 MAR 0336 217 1 MAR 0337 218 1 MAR 0338 219 1 MAR 0339 220 1 MAR 0340 221 1 MAR 0341 222 1 MAR 0342 223 1 MAR 0343 224 1 MAR 0344 225 1 MAR 0345 226 1 MAR 0346 227 1 MAR 0347 228 1 MAR 0348 229 1 MAR 0349 230 1 MAR 0350 231 1 MAR 0351 232 1 MAR 0352 233 1 MAR 0353 234 1 MAR 0354 235 1 MAR 0355 236 1 MAR 0356 237 1 MAR 0357 238 1 MAR 0358 239 1 MAB 0359 240 1 MAR 0400 241 1 MAR 0401 242 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.8 O.B 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 8.9 • 8.9 * 8.9 • 8.9 • 9.0 * 9.0 * 9.0 * 9.0 • 9.0 * 9.1 • 9.1 • 9.1 * 9.1 * 9.1 * 9.2 • 9.2 • 9.2 • 9.2 • 9.2 • 9.2 • 9.3 * 9.3 * 9.3 • 9.3 * 9.3 • 9. * 9. * 9. • 9. * 9. • 9. • 9.5 • 9.5 • 9.5 • 9.5 • 9.5 * 9.5 • 9.6 • 9.6 • 9.6 * 9.6 • 9.6 • 1 MAR 0640 401 1 MAR 0641 402 1 MAR 0642 403 1 MAR 0643 404 1 MAR 0644 405 1 MAR 0645 406 1 MAR 0646 407 1 MAR 0647 408 1 MAR 0648 409 1 MAR 0649 410 1 MAR 0650 411 1 MAR 0651 412 1 MAR 0652 413 1 MAR 0653-114 1 MAR 0654 415 1 MAR 0655 416 1 MAR 0656 417 1 MAR 0657 418 1 MAR 0658 419 1 MAR 0659 420 1 MAR 0700 421 1 MAR 0701 422 1 MAR 0702 423 1 MAR 0703 424 1 MAR 0704 425 1 MAR 0705 426 1 MAR 0706 427 1 MAR 0707 428 1 MAR 0708 429 1 MAR 0709 430 1 MAR 0710 431 1 MAR 0711 432 1 MAR 0712 433 1 MAR 0713 434 1 MAR 0714 435 1 MAR 0715 436 1 MAR 0716 437 1 MAR 0717 438 1 MAR 0718 439 1 MAR 0719 440 1 MAR 0720 441 1 MAR 0721 442 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 1 MAR 0042 43 1 MAR 0043 44 1 MAR 0044 45 1 MAR 0045 46 1 MAR 0046 47 1 MAR 0047 48 1 MAR 0046 49 1 MAR 0049 50 1 MAR 0050 51 1 MAR 0051 52 1 MAR 0052 53 1 MAR 0053 54 1 MAR 0054 55 1 MAR 0055 56 1 MAR 0056 57 1 MAR 0057 56 1 MAR 0056 59 1 MAR 0059 60 1 MAR 0100 61 1 MAR 0101 62 1 MAR 0102 63 1 MAR 0103 64 1 MAR 0104 65 1 MAR 0105 66 1 MAR 0106 67 1 MAR 0107 68 1 MAR 0106 69 1 MAR 0109 70 1 MAR 0110 71 1 MAR 0111 72 1 MAR 0112 73 1 MAR 0113 74 1 MAR 0114 75 1 MAR 0115 76 1 MAR 0116 77 1 MAR 0117 78 1 MAR 0118 79 1 MAR 0119 80 1 MAR 0120 81 1 MAR 0121 82 1 MAR 0122 83 1 MAR 0123 94 1 MAR 0124 85 1 MAR 0125 66 1 MAR 0126 67 1 MAR 0127 88 1 MAR 0128 69 1 MAR 0129 90 1 MAR 0130 91 1 MAR 0131 92 1 MAR 0132 93 1 MAR 0133 94 1 MAR 0134 95 1 MAR 0135 96 1 MAR 0136 97 1 MAR 0137 98 1 MAR 0138 99 1 MAR 0139 100 1 MAR 0140 101 1 MAR 0141 102 1 MAR 0142 103 1 MAR 0143 104 1 MAR 0144 105 1 MAR 0145 106 1 MAR 0146 107 1 MAR 0147 108 1 MAR 0148 109 1 MAR 0149 110 1 MAR 0150 111 1 MAR 0151 112 1 MAR 0152 113 1 MAR 0153 114 1 MAR 0154 115 1 MAR 0155 l\£ 1 MAR 0156 117 1 MAR 0157 11,8 1 MAR 0158 119 1 MAR 0159 120 1 MAR 0200 121 1 MAR 0201 122 1 MAR 0202 123 1 MAR 0203 124 1 MAR 0204 125 1 MAR 0205 126 1 MAR 0206 127 1 MAR 0207 128 1 MAR 0208 129 1 MAR 0209 130 1 MAR 0210 131 1 MAR 0211 132 1 MAR 0212 133 1 MAR 0213 134 1 MAR 0214 135 1 MAR 0215 136 1 MAR 0216 137 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. D. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 • 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 • 7.0 • 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 » 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 - 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.1 - 7.1 * 7.1 * 7.1 * 1 MAR 0402 243 1 MAR 0403 244 1 MAR 0404 245 1 MAR 0405 246 1 MAR 0406 247 1 MAR 0407 248 1 MAR 0408 249 1 MAR 0409 250 1 MAR 0410 251 1 MAR 0411 252 1 MAR 0412 253 1 MAR 0413 254 1 MAR 0414 255 1 MAR 0415 256 1 MAR 0416 257 1 MAR 0417 258 1 MAR 0418 259 1 MAR 0419 260 1 MAR 0420 261 1 MAR 0421 262 "l MAR 0422 263 1 MAR 0423 264 1 MAR 0424 265 1 MAR 0425 266 1 MAR 0426 267 1 MAR 0427 268 1 MAR 0428 269 1 MAR 0429 270 1 MAR 0430 271 1 MAR 0431 272 1 MAR 0432 273 1 MAR 0433 274 1 MAR 0434 275 1 MAR 0435 276 1 MAR 0436 277 1 MAR 0437 278 1 MAR 0438 279 1 MAR 0439 280 1 MAR 0440 281 1 MAR 0441 282 1 MAR 0442 283 1 MAR 0443 264 1 MAR 0444 285 1 MAR 0445 266 1 MAR 0446 287 1 MAR 0447 288 1 MAR 0448 289 1 MAR 0449 290 1 MAR 0450 291 1 MAR 0451 292 1 MAR 0452 293 1 MAR 0453 294 1 MAR 0454 295 1 MAR 0455 296 1 MAR 0456 297 1 MAR 0457 298 1 MAR 0456 299 1 MAR 0459 300 1 MAR 0500 301 1 MAR 0501 302 1 MAR 0502 303 1 MAR 0503 304 1 MAR 0504 305 1 MAR 0505 306 1 MAR 0506 307 1 MAR OS07 308 1 MAR 0508 309 1 MAR 05'09 310 1 MAR 0510 311 1 MAR 0511 312 1 MAR 0512 313 1 MAR 0513 314 1 MAR 0514 315 1 MAR 0515 316 1 MAR 0516 317 1 MAR 0517 318 1 MAR 0518 319 1 MAR 0519 320 1 MAR 0520 321 1 MAR 0521 322 1 MAR 0522 323 1 MAR 0523 324 1 MAR 0524 325 1 MAR 0525 326 1 MAR 0526 327 1 MAR 0527 328 1 KAR 0526 329 1 MAR 0529 330 1 MAR 0530 331 1 MAR 0531 332 1 MAR 0532 333 1 MAR 0533 334 1 MAR 0534 335 1 MAR 0535 336 1 MAR 0536 337 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0, 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1.1.1.1.1.1.1. 1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1. 1.0 1.0 1.0 1.0 1.0 1.0 1.01.11.11.11.11.11.11.11.11.11.11.11.11.11.11.11.1 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 l.S 1.5 1.5 1.5 1.5 1.5 9.6 • 9.6 • 9.7 * 9.7 • 9.7 • 9.7 • 9.7 • 9.7 * 9.7 • 9.8 * 9.8 • 9.8 * 9.8 • 9.8 • 9.6 • 9.8 • 9.8 * 9.9 * 9.9 • 9.9 * 9.9 * 9.9 * 9.9 • 9.9 • 9.9 • 10.0 * 10.0 • 10.0 • 10.0 * 10.0 • 10.0 * 10.0 * 10.0 * 10.1 • 10.1 * 10.1 • 10.1 • 10.1 * 10.1 * 10.1 * 10.1 * 10.1 * 10.2 * 10.2 * 10.2 * 10.2 • 10.2 * 10.2 • 10.2 • 10.2 * 10.2 • 10.2 * 10.3 • 10.3 * 10.3 * 10.3 * 10.3 • 10.3 * 10.3 * 10.3 • 10.3 * 10.3 • 10. • 10. * 10. * 10. * 10. * 10. • 10. • 10. • 10. * 10. • 10. • 10.5 • 10.5 • 10.5 * 10.5 * 10.5 « 10.5 * 10.5 * 10.5 * 10.5 * 10.5 * 10.5 * 10.6 • 10.6 • 10.6 * 10.6 • 10.6 * 10.6 • 10.6 * 10.6 * 10.6 • 10.6 • 10.6 • 1 MAR 0722 443 1 MAR 0723 444 1 MAR 0724 445 1 MAR 0725 446 1 MAR 0726 447 1 MAR 0727 446 1 MAR 0728 449 1 MAR 0729 450 1 MAR 0730 451 1 MAR 0731 452 1 MAR 0732 453 1 MAR 0733 454 1 MAR 0734 455 1 MAR 0735 456 1 MAR 0736 457 1 MAR 0737 458 1 MAR 0736 459 1 MAR 0739 460 1 MAR 0740 461 1 MAR 0741 462 1 MAR 0742 463 1 MAR 0743 464 1 MAR 0744 465 1 MAR 0745 466 1 MAR 0746 467 1 MAR 0747 468 1 MAR 0748 469 1 MAR 0749 470 1 MAR 0750 471 1 MAR 0751 472 1 MAR 0752 473 1 MAR 0753 474 1 MAR 0754 475 1 MAR 0755 476 1 MAR 0756 477 1 MAR 0757 478 1 MAR 0758 479 1 MAR 0759 480 1 MAR 0600 481 1 MAR 0801 482 1 MAR 0802 483 1 MAR 0803 4S4 1 MAR 0604 485 1 MAR 0805 466 1 MAR 0806 487 1 MAR 0807 486 1 MAR 0808 489 1 MAR 0809 490 1 MAR 0810 491 1 MAR 0811 492 1 MAR 0812 493 1 MAR 0813 494 1 MAR 0814 495 1 MAR 0815 496 1 MAR 0816 497 1 MAR 0817 498 1 MAR 0818 499 1 MAR 0819 500 1 MAR 0820 501 1 MAR 0621 502 1 MAR 0822 503 1 MAR 0823 504 1 MAR 0824 505 1 MAR 0625 506 1 MAR 0826 507 1 MAR 0827 506 1 MAR 0828.509 1 MAR 0829 510 1 MAR 0830 511 1 MAR 0831 512 1 MAR 0832 513 1 MAR 0633 514 1 MAR 0834 515 1 MAR 0835 516 1 MAR 0636 517 1 MAR 0837 518 1 MAR 0638 519 1 MAR 0839 520 1 MAR 0840 521 1 KAR 0841 522 1 MAR 0642 523 1 MAR 0843 524 1 MAR 0644 525 1 MAR 0845 526 1 MAR 0846 527 1 MAR 0847 528 1 MAR 0848 529 1 MAR 0849 530 1 MAR 0850 531 1 MAR 0851 532 1 MAR 0852 533 1 MAR 0653 534 1 MAR 0854 535 1 MAR 0855 536 1 MAR 0856 537 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 'l.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.3 10.9 10.9 10.9 10.9 10.9 1 MAR 0217 138 1 MAR 0218 139 1 MAR 0219 140 1 MAR 0220 141 1 MAR 0221 142 1 MAR 0222 143 1 MAR 0223 144 1 MAR 0224 145 1 MAR 0225 146 1 MAR 0226 147 1 MAR 0227 148 1 MAR 0228 149 1 MAR 0229 150 1 MAR 0230 151 1 MAR 0231 152 1 MAR 0232 153 1 MAR 0233 154 1 MAR 0234 155 1 MAR 0235 156 1 MAR 0236 157 1 MAR 0237 158 1 MAR 0238 159 1 MAR 0239 160 1 MAR 0240 161 1 MAR 0241 162 1 MAR 0242 163 1 MAR 0243 164 1 MAR 0244 165 1 MAR 0245 166 1 MAR 0246 167 1 MAR 0247 168 1 MAR 0248 169 1 MAR 0249 170 1 MAR 0250 171 1 MAR 0251 172 1 MAR 0252 173 1 MAR 0253 174 1 MAR 0254 175 1 MAR 0255 176 1 MAR 0256 177 1 MAR 0257 178 1 MAR 0258 179 1 MAR 0259 180 1 MAR 0300 181 1 MAR 0301 182 1 MAR 0302 163 1 MAR 0303 184 1 MAR 0304 185 1 MAR 0305 186 1 MAR 0306 187 1 MAR 0307 188 1 MAR 0308 189 1 MAR 0309 190 1 MAR 0310 191 1 MAR 0311 192 1 MAR 0312 193 1 MAR 0313 194 1 MAR 0314 195 1 MAR 0315 196 1 MAR 0316 197 1 MAR 0317 198 1 MAR 0318 199 1 MAR 0319 200 PEAK FLOW TIME PEAK STORAGE TIMEf 2. 6.57 PEAK STAGE TIME 11.04 6.60 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. (CFS) (INCHES) (AC- FT) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0,1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0. 0. 0. 0. 0. 0. 0. 0. 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 7.1 7.1 7.1 7.1 7.1 7.2 7.2 7.2 7.2 7.2 7.3 7.3 7.3 7.3 7.4 7.4 7.4 7.5 7.5 7.5 7.6 7.6 7.6 7.7 7.7 7.7 7.8 7.8 7.6 7.9 7.9 7.9 8.0 6.0 8.0 6.1 8.1 8.1 6.2 8.2 8.2 8.3 8.3 8.3 8.4 8.4 8.4 8.5 8.5 8.5 8.5 8.6 8.6 6.6 8.6 6.7 8.7 6.7 6.7 8.8 8.8 8.8 8.6 6-HR 2. 0.015 0. 6-HR 2. 6-HR 10.70 * 1 MAR 0537 338 * 1 MAR 0538 339 • 1 MAR 0539 340 • 1 MAR 0540 341 • 1 MAR 0541 342 • 1 MAR 0542 343 • 1 MAR 0543 344 « 1 MAR 0544 345 * 1 MAR 0545 346 * 1 MAR 0546 347 * 1 MAR 0547 346 * 1 MAR 0548 349 * 1 MAR 0549 350 * 1 MAR 0550 351 * 1 MAR 0551 352 * 1 MAR 0552 353 • 1 MAR 0553 354 • 1 MAR 0554 355 * 1 MAR 0555 356 • 1 MAR 0556 357 * 1 MAR 0557 358 • 1 MAR 0556 359 • 1 MAR 0559 360 * 1 MAR 0600 361 * 1 MAR 0601 362 * 1 MAR 0602 363 * 1 MAR 0603 364 * 1 MAR 0604 365 * 1 MAR 0605 366 • 1 MAR 0606 367 * 1 MAR 0607 368 * 1 MAR 0606 369 * 1 MAR 0609 370 * 1 MAR 0610 371 * 1 MAR 0611 372 * 1 MAR 0612 373 • 1 MAR 0613 374 * 1 MAR 0614 375 * 1 MAR 0615 376 * 1 MAR 0616 377 * 1 MAR 0617 376 * 1 MAR 0618 379 • 1 MAR 0619 380 * 1 MAR 0620 381 * 1 MAR 0621 382 * 1 MAR 0622 383 * 1 MAR 0623 384 * 1 MAR 0624 385 • 1 MAR 0625 386 * 1 MAR 0626 367 * 1 MAR 0627 388 • 1 MAR 0626 389 • 1 MAR 0629 390 * 1 MAR 0630 391 • 1 MAR 0631 392 • 1 MAR 0632 393 • 1 MAR 0633 394 • 1 MAR 0634 395 * 1 MAR 0635 396 * 1 MAR 0636 397 * 1 MAR 0637 398 * 1 MAR 0638 399 * 1 MAR 0639 400 MAXIMUM AVERAGE FLOW 24-HR 72-HR 6.60 0.016 0.016 0. 0. MAXIMUM AVERAGE STORAGE 24-HR 72-HR 1. 1. MAXIMUM AVERAGE STAGE 24-HR 72-HR 9.47 9.47 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 9.96-HR 1. 0.016 0. 9.98-HR 1. 9.98-HR 9.47 10.6 * 10.7 * 10.7 • 10.7 * 10.7 * 10.7 * 10.7 * 10.7 * 10.7 • 10.7 * 10.7 * 10.7 • 10.7 • 10.8 • 10.8 * 10.8 * 10.8 * 10.8 * 10.8 • 10..8 * 10.8 * 10.8 • 10.8 • 10.8 * 10.8 * 10.9 • 10.9 * 10.9 * 10.9 • 10.9 * 10.9 • 10.9 * 10.9 * 10.9 • 10.9 • 10.9 * 10.9 * 11.0 • 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 * 11.0 • 11.0 * 11.0 * 11.0 * 11.0 * 11.0 • 11.0 • 11.0 * 11.0 * 11.0 * 11.0 * (CFS) 0. (AC-FT) (FEET) 1 MAR 0857 538 1 MAR 0858 539 1 MAR 0859 540 1 MAR 0900 541 1 MAR 0901 542 1 MAR 0902 543 1 MAR 0903 544 1 MAR 0904 545 1 MAR 0905 546 1 MAR 0906 547 1 MAR 0907 548 1 MAR 0908 549 1 MAR 0909 550 1 MAR 0910 551 1 MAR 0911 552 1 MAR 0912 553 1 MAR 0913 554 1 MAR 0914 555 1 MAR 0915 556 1 MAR 0916 557 1 MAR 0917 556 1 MAR 0918 559 1 MAR 0919 560 1 MAR 0920 561 1 MAR 0921 562 1 MAR 0922 563 1 MAR 0923 564 1 MAR 0924 565 1 MAR 0925 566 1 MAR 0926 567 1 MAR 0927 566 1 MAR 0928 569 1 MAR 0929 570 1 MAR 0930 571 1 MAR 0931 572 1 MAR 0932 573 1 MAR 0933 574 1 MAR 0934 575 1 MAR 0935 576 1 MAR 0936 577 1 MAR 0937 578 1 MAR 0936 579 1 MAR 0939 530 1 MAR 0940 581 1 MAR 0941 582 1 MAR 0942 583 1 MAR 0943 584 1 MAR 0944 585 1 MAR 0945 586 1 MAR 0946 587 1 MAR 0947 588 1 MAR 0948 589 1 MAR 0949 590 1 MAR 0950 591 1 MAR 0951 592 1 MAR 0952 593 1 MAR 0953 594 1 MAR 0954 595 1 MAR 0955 596 1 MAR 0956 597 1 MAR 0957 596 1 MAR 0958 599 1 MAR 0959 600 (HR) 0. (HR) (HR) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 •1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 •1.6 1.6 10.9 10.9 10.9 10.6 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.6 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.6 CUMULATIVE AREA 0.43 SQ MI 38 KK 84-RCP • Runoff in 84-Inch RCP 40 KO OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS RETRIEVE DIVERSION HYDROGRAPH ISTAD 84-RCP DIVERSION HYDROGRAPH IDENTIFICATION HYDROGRAPH AT STATION 84-RCP DA MON HRMN 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0056 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 ORD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 46 49r" so51 .. 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * DA MON HRMN* * 1 MAR 0230 * 1 MAR 0231 * 1 MAR 0232 * 1 MAR 0233 * 1 MAR 0234 * 1 MAR 0235 * 1 MAR 0236 * 1 MAR 0237 * 1 MAR 0238 • 1 MAR 0239 * 1 MAR 0240 * 1 MAR 0241 * 1 MAR 0242 * 1 MAR 0243 * 1 MAR 0244 • 1 MAR 0245 * 1 MAR 0246 * 1 MAR 0247 * 1 MAR 0248 * 1 MAR 0249 * 1 MAR 0250 * 1 MAR 0251 * 1 MAR 0252 * 1 MAR 0253 * 1 MAR 0254 * 1 MAR 0255 * 1 MAR 0256 • 1 MAR 0257 * 1 MAR 0258 • 1 MAR 0259 • 1 MAR 0300 * 1 MAR 0301 * 1 MAR 0302 * 1 MAR 0303 * 1 MAR 0304 * 1 MAR 0305 * 1 MAR 0306 * 1 MAR 0307 * 1 MAR 0308 * 1 MAR 0309 * 1 MAR 0310 * 1 MAR 0311 * 1 MAR 0312 * 1 MAR 0313 * 1 MAR 0314 * 1 MAR 0315 * 1 MAR 0316 * 1 MAR 0317 • 1 MAR 0318 * 1 MAR 0319 * 1 MAR 0320 * 1 MAR 0321 * 1 MAR 0322 * 1 MAR 0323 » 1 MAR 0324 * 1 MAR 0325 * 1 MAR 0326 * 1 MAR 0327 * 1 MAR 0328 * 1 MAR 0329 * 1 MAR 0330 * 1 MAR 0331 * 1 MAR 0332 * 1 MAR 0333 • 1 MAR 0334 * 1 MAR 0335 • 1 MAR 0336 * 1 MAR 0337 * 1 MAR 0338 * 1 MAR 0339 * 1 MAR 0340 ORD 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 134 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 FLOW 46. 49. 53. 56. 60. 63. 67. 70. 73. 76. 79. 81. 83. 85. 87. 88. 89. 89. 89. 89. 89. 83. 87. 86. 85. 84. 83. 81. 80. 78. 76. 75. 73. 72. 70. 69. 67. 66. 64. 63. 62. 60. 59. 58. 53. 57. 56. 55. 54. 53. 53. 52. 51. 51. 50. 49. 49. 46. 48. 47. 47. 46. 46. 46. 45. 45. 44. 44. 44. 43. 43. * * * * * * * ** * * * * * * * * ** * * * * • ** * * * * * * * * * * * * ** * * * * * ** * * * • * * * « * * * * * * * * * * * • » * * * • * * DA MON HRMN 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MkR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 ORD 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 326 329 330 331 332 333 334 335 336 337 336 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 366 369 370 371 FLOW 23. 23. 23. 23. 22. 22. 22. 22. 22. 22. 22. 22. 22. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 22. 22. 22. 22. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 21. 20. 20. * * * * * * * * * * * * * * * * * + * «• * * * * + * * * * * * * * * * * * * * * * * * * * * * * * * * * + * * * * + * * * * * * * * * * * * * * * DA MON KRMN 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0746 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0604 1 MAR 0805 1 MAR 0806 1 MAR 0807 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0611 _ 1 MAR 0812 1 MAR 0613 1 MAR 0814 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0618 1 MAR 0819 1 MAR 0620 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0624 1 MAR 0825 1 MAR 0826 1 MAR 0627 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 1 MAR 0632 1 MAR 0833 1 MAR 0834 1 MAR 0835 1 MAR 0636 1 MAR 0837 1 MAR 0836 1 MAR 0639 1 MAR 0640 ORD 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 . 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 467 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 PEAK FLOW 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 ,145 146 • 147 '148 149 150 TIME 0. • 0. • 0. * 0. * 0. • 0. * 0. * 0. • 0. * 0. • . 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0.' * 0. * 0. • 0. • 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. *1. *1. *1. 2. * 2. * 3. • 3. * • 4. * 5. * 6. * 7. * 9. * 11. * 12. * 14. * 16. * 19. 21. * 24. 26. 29. * 32. * 36. 39. * 42. * * 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1'MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 i MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 43. * 42. * 42. * 41. • 41. * 41. • 40. * 40. * 39. • 39. * 39. 38. • 38. » 37. * 37. * 36. * 36. 35. • 35. • 35. * 34. • 34. • 34. * 33. * 33. * 33. * 32. * 32. * 32. • 31. * 31. * 31. • 31. * 31. * 30. * 30. * 30. * 30. * 30. * 29. 29. * 29. * 29. * 29. * 28. * 28. * 28. * 28. * 28. * 28. * 28. * 27. * 27. * 27. * 27. * 27. * 27. * 27. * 27. * 27. * 26. * 26. * 26. * 26. * 26. • 26. * 26. * 25. * 25. • 25. * 25. * 25. 24. * 24. * 24. * 24. * 24. * 23. • 23. * 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 44S 446 447 448 449 450 20. * 20. • 19. « 19. * 19. * 18. « 18. * 17. * 16. * 16. * 15. * 15. 14. • 13. • 13. • 12. • 11. * 11. * 10. • 10. * 9. * 8. • 8. • 7. • 7. • 6. 6. * 5. • 5. * 5. 4. * 4. • 4. * 3. * 3. * 3. • 3. * 3. * 2. * 2. * 2. * 2. • 2. * 2. * 1. * 1. * 1. * 1. • 1. 1. * 1. * 1. • 1. • 1. ' 1. * 1. * 0. • 0. * 0. * 0. * 0. * 0. « 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. * 0. • 0. • 0. * 0. • 0. * 1 MAR 0841 1 MAR 0842 1 MAR 0843 1 MAR 0844 1 MAR 0845 1 MAR 0846 1 MAR 0847 1 MAR 0848 1 MAR 0849 1 MAR 0850 1 MAR 0851 1 MAR 0852 1 MAR 0853 1 MAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0928 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 _ 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 1 MAR 0958 1 MAR 0959 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 . 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 596 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXIMUM AVERAGE FLOW (CFS) (INCHES) (AC-FT) 6-HR 89. 2. 0.555 13. 24-HR ,80 0.555 13. 72-HR 0.555 13. 9.98-HR 26. 0.555 13. (CFS) 16. (HR) 16.16. CUMU1ATIVE AREA -0.00 SO MI 42 KK CMB 44 KO Combined Runoff Downstream of Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDIHATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 45 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION CMB SUM OF 2 HYDROGRAPHS DA MON HRMN 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 * 1 MAR 0042 1 MAR 0043 *• 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR OD50 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 ORD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. • DA MON HRMN * 1 MAR 0230 * 1 MAR 0231 * 1 MAR 0232 * 1 MAR 0233 * 1 MAR 0234 * 1 MAR 0235 * 1 MAR 0236 * 1 MAR 0237 ' 1 MAR 0238 * 1 MAR 0239 * 1 MAR 0240 * 1 MAR 0241 * 1 MAR 0242 * 1 MAR 0243 * 1 MAR 0244 * 1 MAR 0245 1 MAR 0246 * 1 MAR 0247 * 1 MAR 0248 * 1 MAR 0249 * 1 MAR 0250 * 1 MAR 0251 1 MAR 0252 * 1 MAR 0253 * 1 MAR 0254 * 1 MAR 0255 * 1 MAR 0256 • 1 MAR 0257 * 1 MAR 0258 • 1 MAR 0259 * 1 MAR 0300 * 1 MAR 0301 * 1 MAR 0302 • 1 MAR 0303 * 1 MAR 0304 * 1 MAR 0305 * 1 MAR 0306 * 1 MAR 0307 * 1 MAR 0306 • 1 MAR 0309 * 1 MAR 0310 * 1 MAR 0311 * 1 MAR 0312 * 1 MAR 0313 * 1 MAR 0314 • 1 MAR 0315 • 1 MAR 0316 * 1 MAR 0317 * 1 MAR 0318 • 1 MAR 0319 * 1 MAR 0320 * 1 MAR 0321 • 1 MAR 0322 * 1 MAR 0323 * 1 MAR 0324 • 1 MAR 0325 * 1 MAR 0326 • 1 MAR 0327 * 1 MAR 0328 * 1 MAR 0329 * 1 MAR 0330 * 1 MAR 0331 ORD 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169no 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 FLOW 46. 49. 53. 56. 60. 63. 67. 70. 73. 76. 79. 81. 84. 85. 87. 88. 89. 89. 69. 89. 89. 88. 88. 87. 85. 84. 83. 81. 80. 78. 77. 75. 73. 72. 70. 69. 67. 66. 64. 63. 62. 61. 60. 59. 58. 57. 56. 55. 54. 54. 53. 52. 52. 51. 50. 50. 49. 49. 43. 48. 47. 47. * DA * 1 * 1 * 1 * 1 * 1 * 1 * 1 * 1 * 1 * 1 * 1 • 1 • 1 * 1 * 1 * 1 • 1 • 1 1 * 1 * 1 * 1 • 1 • 1 * 1 1 • 1 1 • 1 * 1 * 1 * 1 * 1 • 1 * 1 * 1 • 1 • 1 * 1 • 1 1 1 * 1 • 1 * 1 * 1 * 1 * 1 * 1 • 1 1 • 1 • 1 1 • 1 * 1 • 1 • 1 * 1 * 1 * 1 1 MON HRMN MAR 0500 MAR 0501 MAR 0502 MAR 0503 MAR 0504 MAR 0505 MAR 0506 MAR 0507 MAR 0508 MAR 0509 MAR 0510 MAR 0511 MAR 0512 MAR 0513 MAR 0514 MAR 0515 MAR 0516 MAR 0517 MAR 0518 MAR 0519 MAR 0520 MAR 0521 MAR 0522 MAR 0523 MAR 0524 MAR 0525 MAR 0526 MAR 0527 MAR 0529 MAR 0529 MAR 0530 MAR 0531 MAR 0532 MAR 0533 MAR 0534 MAR 0535 MAR 0536 MAR 0537 MAR 0538 MAR 0539 MAR 0540 MAR 0541 MAR 0542 MAR 0543 MAR 0544 MAR 0545 MAR 0546 MAR 0547 MAR 0548 MAR 0549 MAR 0550 MAR 0551 MAR 0552 MAR 0553 MAR 0554 MAR 0555 MAR 0556 MAR 0557 MAR 0558 MAR 0559 MAR 0600 MAR 0601 ORD 301 302 303 304 305 306 307 309 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 FLOW 24. 23. 23. 23. 23. 23. 23. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. 22. * DA MON HRMN * 1 MAR 0730 * 1 MAR 0731 * 1 MAR 0732 * .1 MAR 0733 * 1 MAR 0734 * 1 MAR 0735 * 1 MAR 0736 * 1 MAR 0737 * 1 MAR 0738 * 1 MAR 0739 * 1 MAR 0740 * 1 MAR 0741 * 1 MAR 0742 * 1 MAR 0743 * 1 MAR 0744 * 1 MAR 0745 * 1 MAR 0746 * 1 MAR 0747 * 1 MAR 0748 • 1 MAR 0749 * 1 MAR 0750 * 1 MAR 0751 * 1 MAR 0752 * 1 MAR 0753 * 1 MAR 0754 * 1 MAR 0755 * 1 MAR 0756 * 1 MAR 0757 * 1 MAR 0758 1 MAR 0759 * 1 MAR 0800 * 1 MAR 0801 * 1 MAR 0602 • 1 MAR 0803 * " 1 MAR 0804 * 1 MAR 0805 * 1 MAR 0806 * 1 MAR 0807 * 1 MAR 0808 * 1 MAR 0809 * 1 MAR 0810 * 1 MAR 0811 • 1 MAR 0812 * 1 MAR 0813 • 1 MAR 0814 1 MAR 0815 * 1 MAR 0816 * 1 MAR 0817 * 1 MAR 0818 * 1 MAR 0819 • 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 * 1 MAR 0824 * 1 MAR 0825 • 1 MAR 0826 1 MAR 0627 * 1 MAR 0828 * 1 MAR 0829 • 1 MAR 0830 * 1 MAR 0631 ORD FLOW 451 1. 452 1. 453 1. 454 1. 455 1. 456 1. 457 1. 458' 1. 459 1. 460 1. 461 1. 462 1. 463 1. 464 1. 465 1. 466 1. 467 1. 468 1. 469 1. 470 1. 471 1. 472 1. 473 1. 474 1. 475 1. 476 1. 477 1. 478 1. 479 1. 480 1. 481 1. 482 1. 483 1. 464 1. 485 1. 486 1. 487 1. 488 1. 489 1. 490 1. 491 1. 492 1. 493 1. 494 1. 495 1. 496 1. 497 1. 498 1. 499 1. 500 1. 501 1. 502 1. 503 1. 504 1. 505 1. 506 1. 507 1. 508 1. 509 1. 510 1. 511 1. 512 1. 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0143 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 PEAK FLOW 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 •136 »137 138 '•139 140 141 142 143 144 145 146 147 148 149 150 TIME 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1. 2. 2. 3. 3. 4. 5. 6. 7. 9. 11. 12. 14. 16. 19. 21. 24. 27. 29. 32. 36. 39. 42. * * * * * * * * * * * « 4 * * * * * * * * * * * * * * * * * * * * * * * * • * * 4 * * * * * * * * * * * • * * * * * * 4 • * * * * * *• * * * * * * « * * * * * * * * * * • * * « 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 043E 1 MAR 0437 1 MAR 0436 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 46 46 45 45 45 44 44 44 43 43 43 42 42 41 41 41 40 40 39 39 38 38 38 37 37 36 36 35 35 35 34 34 34 33 33 33 32 32 32 32 31 31 31 31 31 30 30 30 30 30 29 29 29 29 29 29 28 28 28 28 28 28 28 28 27 27 27 27 27 27 27 27 26 26 26 26 26 26 25 25 25 25 25 24 24 24 24 24 MAXIMUM AVERAGE (CFS) (INCHES) 6-HR 89. 2. 0.567 24-HR .80 0.571 * * * * * » * * * * * * * + * * * 4 * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * * * * » * * * * * * * * * • * * * * * * + * * * * * * * * * * * * * * * * * * * FLOW 72-HR 0.571 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 9.98-HR 26. 0.571 363 364 365 366 367 363 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 383 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 (CFS) 16. 22. 22. 22. 22. 21. 21. 21. 21. 21. 21. 20. 20. 20. 19. 19. 18. IB. 17. 17. 16. 16. 15. 15. 14. 14. 13. 13. 12. 11. 11. 10. 10. 9. 9. 8. 8. 7. 7. 7. 6. 6. 6. 5. 5. 5. 4. 4. 4. 4. 4. 3. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. (HR) 16. * * * * • 4 * * * * * • * * » * * * • * * * * * * * ** * * * * * * * * * * * * + * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * • * * * * * * * • * * * * * 1 MAR 0832 513 1 MAR 0833 514 1 MAR 0934 515 1 MAR 0835 516 1 MAR 0336 517 1 MAR 0837 518 1 MAR 0838 519 1 MAR 0839 520 1 MAR 0340 521 1 MAR OS41 522 1 MAR 0842 523 1 MAR 0843 524 1 MAR 0844 S25 1 MAR 0845 526 1 MAR 0846 527 1 MAR 0847 528 1 MAR 0848 529 1 MAR 0849 530 1 MAR 0850 531 1 MAR 0851 532 1 MAR 0852 533 1 MAR 0853 534 1 MAR 0854 535 1 MAR 0855 536 1 MAR 0856 537 1 MAR 0357 538 1 MAR 0858 539 1 MAR 0859 540 1 MAR 0900 541 1 MAR 0901 542 1 MAR 0902 543 1 MAR 0903 544 1 MAR 0904 545 1 MAR 0905 546 1 MAR 0906 547 1 MAR 0907 546 1 MAR 0908 549 1 MAR 0909 550 1 MAR 0910 551 1 MAR 0911 552 1 MAR 0912 553 ' 1 MAR 0913 554 1 MAR 0914 555 1 MAR 0915 556 1 MAR 0916 557 1 MAR 0917 558 1 MAR 0918 559 1 MAR 0919 560 1 MAR 0920 561 1 MAR 0921 562 1 MAR 0922 563 1 MAR 0923 564 1 MAR 0924 565 1 MAR 0925 566 1 MAR 0926 567 1 MAR 0927 568 1 MAR 0928 569 1 MAR 0929 570 1 MAR 0930 571 1 MAR 0931 572 1 MAR 0932 573 1 MAR 0933 574 1 MAR 0934 575 1 MAR 0935 576 1 MAR 0936 577 1 MAR 0937 578 1 MAR 0938 579 - 1 MAR 0939 580 1 MAR 0940 581 1 MAR 0941 582 1 MAR 0942 583 1 MAR 0943 584 1 MAR 0944 585 1 MAR 0945 586 1 MAR 0946 587 1 MAR 0947 588 1 MAR 0948 539 1 MAR 0949 590 1 MAR 0950 591 1 MAR 0951 592 1 MAR 0952 593 1 MAR 0953 594 1 MAR 0954 595 1 MAR 0955 596 1 MAR 0956 597 1 MAR 0957 598 1 MAR 0958 599 1 MAR 0959 600 16. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1'. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.' 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. I. 1. (AC-FT) 13. 13. 13. CUMULATIVE AREA - 0.43 SQ MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES OPERATION STATION ^"JHYDROGRAPH AT sim-i >W \N -lMCU DIVERSION TO 84-RCP TO '?A*V^ HYDROGRAPH AT DIV Q\fff\flMJ ROUTED TO DEI HYDROGRAPH AT 84-RCP 2 COMBINED AT CMB PEAK FLOW H^89. 9. 2. 89. IjT) TIME OF PEAK 2.80 2.80 2.80 6.60 2.80 2.80 AVERAGE 30. 26. 4. 1. 26. 26. FLOW FOR MAXIMUM 18. 16. 2. 0. 16. 16. PERIOD 18. 16. 2. 0. 16. 16. BASIN AREA 0.43 0.43 0.43 0.43 0.00 0.43 MAXIMUM TIME OF STAGE MAX STAGE 11.04 6.60 •** NORMAL END OF HEC-1 *" •M VII Poinsettia Properties Hydrology Study DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN Revised Split Flow Data ESM:sm h:\reports\2341\04U05.doc w.o. 2341-4 Split Flow Data for Desiltation Basin and Bypass Pipe Water Surface Elevation, ft 9.40 9.50 9.60 9.70 9.80 9.90 10.00 10.10 10.20 10.30 10.40 10.50 10.60 10.70 10.80 10.90 11.00 18" Orifice Q, Flow (cfs) 0.00 0.04 0.17 0.37 0.64 0.98 1.39 1.89 2.37 2.95 3.55 4.22 4.91 5.63 6.36 7.37 7.84 84" Pipe Q, Flows (cfs) 0 0 0 0.02 0.45 1.53 3.31 5.83 9.08 13.09 17.84 23.34 29.58 36.55 44.24 52.64 61.74 10' x 1.5' Orifice Q, Flow (cfs) 0.00 5.89 11.79 17.68 23.58 29.47 35.37 41.26 47.16 53.05 58.95 64.84 70.74 76.63 82.53 88.42 91.32 Total Flow 0.00 5.93 11.96 18.07 24.67 31.98 40.07 48.98 58.61 69.09 80.34 92.40 105.23 118.81 133.13 148.43 160.90 h:\excel\2341\4\Desiltbasin.xls Type.... Individual Outlet Curves Name 84-INCH RCP File H:\PONDDATA\2341\DESILT BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 3 (Orifice-Area) Page 1.04 ffoPWED )0 PT. x 1.4 Fi ID Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. ft 9.40 9.50 9.60 9.70 9.80 9.90 10.00 10.10 10.20 10.30 10.40 10.50 10.60 10.70 10.80 10.90 11.00 11.10 11.20 11.30 11.40 11.50 11.60 11.70 11.80 11.90 12.00 Q cfs .00 5.89 11.79 17.68 23.58 29.47 35.37 41.26 47.16 53.05 58.95 64.84 70.74 76.63 82.53 88.42 91.32 94.13 96.86 99.51 102.10 104.62 107.08 109.49 111.84 114.15 116.41 TW Elev Converge ft +/-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Computation Messages Hi=.00; Ht=1.50; Qt=88.42 Hi=.10; Ht=1.50; Qt=88.42 Hi=.20; Ht=1.50; Qt=88.42 Hi=.30; Ht=1.50; Qt=88.42 Hi=.40; Ht=1.50; Qt=88.42 Hi=.50; Ht=1.50; Qt=88.42 Hi=.60; Ht=1.50; Qt=88.42 Hi=.70; Ht=1.50; Qt=88.42 Hi=.80; Ht=1.50; Qt=88.42 Hi=.90; Ht=1.50; Qt=88.42 Hi=1.00; Ht=1.50; Qt=88.42 Hi=1.10; Ht=1.50; Qt=88.42 H1-1.20; Ht-1.50; Qt=88.42 Hi=1.30; Ht=1.50; Qt=88.42 Hi=1.40; Ht=1.50; Qt=88.42 H =1.50 H =1.60 H =1.70 H =1.80 H =1.90 H =2.00 H =2.10 H =2.20 H =2.30 H =2.40 H =2.50 H =2.60 S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 10:31:58 Date: 04/26/2001 Table Rating Table for Circular Channel Project Description Worksheet Flow Element Method Solve For 84-inch RCP Circular Charm Manning's Forr Discharge Input Data Mannings Coeffic 0.013 Slope 015000 fWt Diameter 84 in Attribute Minimum Maximum Increment Depth (tt)0.03 2.03 0.10 Depth (ft) 0.03 0.13 0.23 0.33 0.43 0.53 0.63 0.73 0.83 0.93 1.03 1.13 1123 1.33 1.43 1.53 1.63 1.73 1.83 1.93 2.03 Discharge (cfs) 0.02 0.45 1.53 3.31 5.83 9.08 13.09 17.84 23.34 29.58 36.55 44.24 52.64 61.74 71.52 81.96 93.04 104.75 117.07 129.98 143.45 Velocity (tt/s) 1.03 2.73 3.97 5.03 5.97 6.83 7.63 8.37 9.08 9.75 10.38 10.99 11.57 12.13 12.66 13.18 13.67 14.15 14.61 15.06 15.49 Flow Area (ft") 1.8e-2 0.2 0.4 0.7 1.0 1.3 1.7 2.1 2.6 3.0 3.5 4.0 4.5 5.1 5.6 6.2 6.8 7,4 8.0 8.6 9.3 Wetted Perimeter (ft) 0.92 1.91 2.55 3.06 3.51 3.90 4.27 4.60 4.92 5.22 5.51 5.79 6.06 6.31 6.57 6.81 7.05 7.28 7.51 7.74 7.96 Top Width (ft) 0.91 1.89 2.50 2.97 3.36 3.70 4.01 4.28 4.53 4.75 4.96 5.15 5.33 5.49 5.64 5.79 5.92 6.04 6.15 6.26 6.35 h:\flowdata\2341 \04\desilt.fm2 04/17/01 10:49:15 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego 37 Brookside Road Waterbury, CT 06708 USA Project Engineer H&A Employee FlowMasterv6.0[614b] (203) 755-1666 Page 1 of 1 Type.... Individual Outlet Curves Name 84-INCH RCP File H:\PONDDATA\2341\DESILT BASIN.PPW RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 (Orifice-Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) Page 1.03 To TtelWHD»J WS Elev.Device Q Tail Water Notes WS Elev. ft 9.40 9.50 CRIT. DEPTH 9.60 CRIT. DEPTH 9.70 CRIT. DEPTH 9.80 CRIT. DEPTH 9.90 CRIT. DEPTH 10.00 CRIT. DEPTH 10.10 CRIT. DEPTH 10.20 CRIT. DEPTH 10.30 CRIT. DEPTH 10.40 CRIT. DEPTH 10.50 CRIT. DEPTH 10.60 CRIT. DEPTH 10 . 70 CRIT. DEPTH 10.80 CRIT. DEPTH , 10.90 ' 11.00 • 11.10 11.20 11.30 11.40 11.50 11.60 11.70 11.80 11.90 12.00 Q cfs 1 1 2 2 3 4 4 5 6 7 7 8 8 9 9 9 10 10 10 11 11 .00 .04 .17 .37 .64 .98 .39 .86 .37 .95 .55 .22 .91 .63 .36 .37 .84 .29 .72 .12 .51 .88 .24 .59 .93 .25 .57 TW Elev Converge ft +/-ft Computation Messages Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Free Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Outfall Upstream HW & DNstream TW < Inv CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT CRIT H =. H =. H =. H =1 H =1 H =1 H =1 H =1 H =1 H =1 H =1 H =1 .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH .DEPTH 75 85 95 .05 .15 .25 .35 .45 .55 .65 .75 .85 CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL CONTROL Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= Vh= .023ft .051ft .077ft .103ft .130ft .159ft .187ft .217ft .248ft .279ft .313ft .348ft .3~86ft .425ft .El Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= Dcr= .076ft .149ft .224ft .297ft .369ft .441ft .513ft .583ft .653ft .720ft .787ft .852ft .915ft .975ft S/N: 721101606A88 PondPack Ver. 7.5 (767)Compute Time: 10:31:58 Date: 04/26/2001 Poinsettia Properties Hydrology Study DEVELOPED CONDITION HEC-1 ANALYSIS TO EXISTING DESILT BASIN HEC -1 Output - 100-Year Design Storm ESM:sm h:\reports\2341\04\ao5.doc w.o. 2341-4 HEC1 S/N: 1343001909 HMVersion: 6.33 Data File: C:\HINNT\TEMP\~vbh2513.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.IE RUN DATE 04/26/2001 TIME 10:43:51 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 X X X X X Xxxxxxxx X X X X X X xxxxxxx X Xxxxx X Xxxxxxxx xxxxx X X X X XXXXX X X Xxxxxx X XX X X X X XXX ::: Full Microcomputer Implementation ::: :;: by ::: ::: Haestad Methods. Inc. ::: 37 Brookside Road * Waterbury, Connecticut 06706 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), KEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC HAVE: NEW FINITE DIFFERENCE ALGORITHM POINTSETTIA PROPERTY DOWNSTREAM HEC-1 ANALYSIS Developed Condition Runoff to Existing Desiltation Basin 10-Year, 6-Hour Design Storm , SUB-1 HEC-1 INPUT PAGE 1 'sm i 2 3 4 5 67 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 ID IT 10 KK KM KO BA PB IN PI PI PI PI PI PI PI PI LS UD Pointsettia Property HEC-1 Analysis - Developed 1 29FEBOO 0 600 0 0 SHB-1 Total Developed Runoff to Desiltation Basin 22 0.434 1.6 5 0.0058 0.0075 0.0162 0.0167 0.0133 0.0082 0.0067 0.0063 0.417 29FEBOO 0.0058 0.0075 0.0162 0.0167 0.0133 0.0082 0.0067 0.0063 88.4 0 0.0058 0.0088 0.0162 0.0167 0.0092 0.0082 0.0067 0, 0, 0, 0, 0, 0, 0, .0058 .0088 .0162 ,0167 .0092 .0082 .0067 0. 0. 0. 0. 0 0. 0. .0058 .0088 .0617 .0167 .0092 .0063 .0067 0.0058 0.0088 0.0617 0.0167 0.0092 0.0063 0.0067 Conditions (10-Year, 6-Hr) 0 0 0 0 0 0 0 .0075 .0088 .0617 .0133 .0092 .0063 .0063 0. 0. 0, 0. 0, 0. 0, .0075 .0088 .0617 .0133 .0092 .0063 .0063 0.0075 0.0162 0.0617 0.0133 0.0082 0.0063 0.0063 0.0075 0.0162 0.0617 0.0133 0.0082 0.0063 0.0063 KK DIV KM Low Flow Diversion to Desilt Basin KO 22 DT 84-RCP DI 0 24.67 31.98 40.07 48.98 DO 0 0.45 1.53 3.31 5.83 58.61 9.08 80.34 105.23 133.13 17.84 29.58 44.24 KK DET KM Route Through Existing Basin KO RS SA SE SQ SQ SE SE 1 0.30 7 0 37.80 7 12 FLOW 0.50 10 0.07 45.96 7.5 12.5 -1 0.71 13 0.10 62.75 8 13 0.20 8.5 KK 84-RCP KM Runoff in 84-Inch RCP KO DR 84-RCP 22 0.25 22 0.36 9.5 0.43 10 0.55 10.5 0.64 11 19.22 11.5 KK CMS KM Combined Runoff Downstream of Basin KO 22 HC 2 ZZ HEC1 S/N: 1343001909 HMVersion: 6.33 Data File: C:\WINNT\TEMP\-vbh2513.TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) * HAY 1991 • VERSION 4.0.IE * RUN DATE 04/26/2001 TIME 10:43:51 * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 9S616 (916) 756-1104 Pointsettia Property HEC-1 Analysis - Developed Conditions (10-Year, 6-Hr) OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN I DATE ITIME NQ NDDATE NOT ME ICENT 1 MINOTES IN COMPUTATION INTERVAL 29FEB 0 STARTING DATE 0000 STARTING TIME 600 NUMBER OF HYDROGRAPH ORDINATES 1MAR 0 ENDING DATE 0959 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 9.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT SUB-1 6 KO Total Developed Runoff to Desiltation Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. IPNCH 0 IOUT 22 ISAV1 1 ISAV2 600 TIMINT 0.017 HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 9 IN TIME DATA FOR INPUT TIME SERIES JXMIN 5 TIME INTERVAL IN MINUTES OXDATE 29FEB 0 STARTING DATE JXTIME 0 STARTING TIME 7 BA SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 0.43 SUBBASIN AREA PRECIPITATION DATA 8 PB 10 PI STORM 1.60 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0, 0, 0, 0. 0. 0. 0, 0. 0, 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0 0. 0, 0. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SCS LOSS RATE STRTL CRVNBR RTIMP 0 0 0 .01 .01 .01 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.26 98.40 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INITIAL 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABSTRACTION 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0.42 LAG UNIT HYDROGRAPH 127 END-OF-PERIOD ORDINATESe.m. 465. 453. 273. 138. 74. 39. 21. 11. 6. 3. 1. 12. 208. 477. 440. 253. 131. 70. 37. 19. 10. 5. 3. 1. 21. 240. 488. 426. 234. 124. 66. 35. 18. 10. 5. 3. 1. 34. 277. 490. 411. 218. 117. 62. 33. 17. 9. 5. 3. 1. 48. 314. 492. 396. 205. 110. 58. 30. 16. 9. 5. 2. 1. 65. 347. 492. 379. 191. 103. 54. 28. 15. 8. 5. 2. 0. 82. 377. 490. 360. ISO. 97. 51. 26. 14. 7. 4. 2. 0. 102. 407. 488. 341. 168. 91. 48. 25. 13. 7. 4. 2. 125. 428. 477. 31B. 158. 85. 45. 24. 13. 7. 4. 2. 148. 450. 466. 295. 148. 80. 42. 22. 12. 6. 4. 1. HYDROGRAPH AT STATION SUB-1 DA MON HRMN 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR ¥>13 1 MAR 0014 1 MAR 4015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 ORD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 RAIN 0.00 0.00 0.00 0.000.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LOSS 0.00 0.00 0.00 0.00o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EXCESS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 COMP Q 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * * * * * * * * * * * * * «* » •* * * * • * * * * • * * * * * * * A * DA MON HRMN 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 ORD 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 RAIN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LOSS 0.00 0.00 0.00 0.00 0.00 0.00 J.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EXCESS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 COMP 0 28. 28. 28. 27. 27. 27. 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 1 MAR 0036 1 MAR 0037 1 MAR 0036 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR OOSO 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR OjUB 1 MAR 0149 1 MAR 0,150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 86 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 126 129 130 131 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 nn 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1, 1.1.1. 2. 2. 2. 3. 3. 4. 5. 5. 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0706 1 MAR 0709 1 MAR 0710 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 368 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 406 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 423 429 430 431 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.'OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00o-.ooo'.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 J.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 25. 25. 25. 25. 25. 24. 24. 24. . 23. 23. 22. 22. 21. 20. 20. 19. 18. 16. 17. 16. 15. 15. 14. 13. 12. 12. 11. 10. 10. 9. 9. 8. 7. 7. 7. 6. 6. 5. 5. 5. 4. 4. 4. 4. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 022S 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 023S 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 02S8 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 032 3 1 MAR 0324 1 MAR OJJ25 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 132 133 134 135 136 131 139 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169no 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.000:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6. 7. 9. 10. 12. 14. 16. 18. 21. 23. 26. 29. 32. 36. 39. 43. 46. 50. 54. 58. 62. 66. 70. 74. 78. 82. 85. 89. 92. 95. 98. 100. 102, 103. 104. 105. 106. 106. 105. 105. 104. 103. 102. 101. . 99. 97. 96. 94. 92. 90. 88. 87. 85. 83. 81. 80. 78. 76. 75. 73. 72. 71. 70. 69. 68. 67. 66. 65. 64. 63. 62. 61. 61. 60. 59. 58. 58. 57. 57. 56. 55. 55. 54. 54. 53. 53. 53. 52. 52. 51. 51. 50. 50. 50. 49. 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0748 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0804 1 MAR 0805 1 MAR 0806 1 MAR 0807 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0811 1 MAR 0812 1 MAR 0813 1 MAR 0814 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0818 1 MAR 0819 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0824 1 MAR 0825 1 MAR 0826 1 MAR 0827 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 1 MAR 0832 1 MAR 0833 1 MAR 0834 1 MAR 0835 1 MAR 0836 1 MAR 0837 1 MAR 0838 1 MAR 0839 1 MAR 0840 1 MAR 0841 1 MAR 0842 1 MAR 0843 1 MAR 0844 1 MAR 0845 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 JI.OOo.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.1.1.1.1.1.1.1.1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.o". 0.d. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0346 1 MAR 0347 1 MAR 0346 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR ^458 1 MAR 0459 TOTAL RAINFALL • PEAK FLOW TIME 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 241 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 293 299 300 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60, TOTAL LOSS - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 49. 48. 48. 47. 47. 46. 46. 45. 45. 44. 44. 43. 43. 42. 42. 41. 41. 40. 40. 40. 39. 39. 39. 38. 38. 38. 37. 37, 37. 37. 36. 36. 36. 36. 35. 35. 35. 35. 35. 34. 34. 34. 34. 34. 34. 33. 33. 33. 33. 33. 33. 33. 32. 32. 32. 32. 32. 32. 32. 31. 31. 31. 31. 31. 30. 30. 30. 30. 29. 29. 29. 29. 28. 28. .92, TOTAL » * * * • ** * * • ** ** * * * * * * * « •* * * * * * * * * * * ** * • * * * * * •* « * * * * • * * * * ** * * * • ** • * * * * * * * * * * * EXCESS - 1 MAR 0846 1 MAR 0847 1 MAR 0848 1 MAR 0849 1 MAR 0850 1 MAR 0851 1 MAR 0852 1 MAR 0853 1 MAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0923 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 09S3 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 1 MAR 0958 1 MAR 0959 0.68 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 556 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 567 588 589 590 591 592 593 594 595 596 597 598 599 600 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXIMUM AVERAGE FLOW (CFSI (INCHES) (AC-FT) 6-HR 106. 0.675 16. 2 24-HR .80 0.675 16. 72-HR 0.675 16. 9. 96-HR (CFS) 32. 19. 0.675 16. (HR) 19.19. CDMULATIVE AREA <0.43 SQ MI 20 KK DIV Low Flow Diversion to Desilt Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPSCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATC PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS DI DO. DIVERSION ISTAD INFLOW DIVERTED FLOW 84-RCP DIVERSION HYDROGRAPH IDENTIFICATION 0.00 24.67 31.98 40.07" 48.98 58.61 80.34 105.23 133.13 0.00 0.45 1.53 3.31 5.83 9.08 17.84 29.58 44.24 DIVERSION HYDROGRAPH 64-RCP DA MON HRMN ORD DA MON HRMN ORD FLOW DA MON HRMN ORD DA MON HRMN ORD 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039, 1 MAR 0040 1 MAR 0041 1 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 2 3 4 5 6 7 8 9 10 11 12 13 14 IS 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. • 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. • 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. • 0. * 0. • 0. « 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176m 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 9. * 11. * 12. * 14. • 15. 17. 19. • 20. * 22. * 23. 25. * 26. • 27. 28. * 29. 29. 30. • 30. * 30. « 30. * 29. 29. * 29. * 28. * 27. 27. * 26. * 25. * 24. * 23. • 23. 22. * 21. • 20. 19. * 18. * 18. • 17. • 16. * 16. 15. • 15. * • 14. * 14. * 13. * 13. 12. * 12. • 12. • 11. 11. 11. * 10. * 10. 10. • 9. • 9. * 9. * 9. * 8. • 8. * 8. • 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 319 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. * * * * * * * * * * * * * * * * + * * * * * • * * * * * + * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * + * 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0748 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0804 1 MAR 0805 1 MAR 0806 1 MAR 0807 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0811 1 MAR 0812 1 MAR 0813 1 MAR 0814 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0818 1 MAR 0819 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0824 1 MAR 0825 1 MAR 0826 1 MAR 0827 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 451 452 453 454 455 456 457 ' 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 KAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 KAR 0125 1 MAR 0126 1 KAR 0127 1 MAR 0128 1 KAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 KAR 0133 1 MAR 0134 1 KAR 0135 1 MAR 0136 1 KAR 0137 1 MAR 0138 1 KAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 KAR 0143 1 MAR 0144 1 MAR 0145 1 KAR 0146 1 MAR 0147 1 KAR 0148 1 MAR 0149 1 KAR 0150 1 MAR 0151 1 KAR 0152 1 KAR 0153 1 KAR 0154 1 KAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 KAR 0200 1 KAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 KAR 0205 1 MAR 0206 1 MAR 0207 1 KAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 KAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 KAR 0218 1 MAR 0219 1 KAR 0220 1 MAR 0221 1 KAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 KAR 0227 1 MAR 0228 1 KAR 0229 PEAK FLOW 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 ,•135 136 „ l37 ''138 139 140 141 142 143 144 145 146 147 148 149 150 TIME 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1. 2. 2. 3. 4. 5. 6.e. * it * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * • * * * * * * * * * * * * * * * * * 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 KAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 KAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 KAR 0356 1 MAR 0357 1 KAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 8. * 8. « 8. * 7. • 7. • 7. * 7. 4 7. • 7. * 6. • 6. • 6. * 6. • 6. * 6. • 6. * 5. • 5. * 5. 5. • 5. 5. 5. • * * * * 4 * * 3. * 3. * 3. • 3. • 3. 3. * 3. * 3. * 3. * 3. • 3. * 3. • 3. * 2. • 2. * 2. * 2. 2. * 2. * 2. * 2. * 2. • 2. * 2. * 2. * 2. * 2. * 2. • 2. * 2. * 2. 2. 2. * 2, * 2. 2. * 2. * 2. * 2. * 2. * 1. * 1. * 1. • 1. • 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. * 1. 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 KAR 0606 1 KAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 KAR 0622 1 KAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 KAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 KAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 KAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 KAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 KAR 0724 1 MAR 0725 1 KAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. . * * 4 4 4 4 4 4 4 4 * 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 * 4 * 4 4 4 4 4 4 4 4 4 4 * 4 4 4 4 4 4 4 4 4 * 4 4 4 4 4 4 4 4 4 4 4 * 4 4 4 4 4 * 4 4 4 * 4 1 MAR 0632 1 MAR 0833 1 KAR 0834 1 KAR 0835 1 MAR 0836 1 KAR 0837 1 MAR 0838 1 MAR 0839 1 MAR 0840 1 MAR 0841 1 MAR 0842 1 MAR 0843 1 MAR 0844 1 MAR 0845 1 MAR 0846 1 MAR 0847 1 MAR 0848 1 MAR 0849 1 MAR 0850 1 MAR 0851 1 MAR 0852 1 KAR 0853 1 KAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 KAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 KAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 KAR 0912 1 KAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 KAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 KAR 0928 1 KAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 KAR 0933 . 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 " 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 KAR 0957 1 MAR 0956 1 MAR 0959 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 S34 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 ' 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567see 569 570 571 572 573 574 575 576 577 576 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MAXIMUM AVERAGE FLOW (CFS) (INCHES) 6-HR 30. 2 0.090 24-HR 80 0.090 72-HR 0.090 9.98-HR 4. 0.090 (CFS) 3. (HR) 3.3. (AC-FT) 2. 2. CUMULATIVE AREA - 0.43 SQ MI 2. HYDROGRAPH AT STATION DIV DA MON HRMN ORD DA MON HRMN ORD DA MON HRMN ORD FLOW DA MON HRMN ORD 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0001 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059, 1 MAR 0100 1 MAR 0101 1 MAR 0102*' 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 2E 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 5B 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * * * * * * * * * * 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 } MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 49. * 52. * 54. * 57. * 59. 61. * 63. 65. - 67. * 69. * 70. 72. * 73. • 74. • 75. 75. * 76. 76. * 76. * 76. * 75. 75. * 75. • 74. * 73. 72. * 72. • 71. * 70. * 69. * 66. * 67. * 66. * 65. 64. * 63. * 62. * 61. * 60. • 59. * SB. * 58. • 57. « 56. * 56. • 55. » 54. • 54. 53. • 53. * 52. * 52. * 51. • 51. * 50. • 50. * 49. • 49. • 49. * 48. • 48. * 47. * 47. * 47. * 46. 46. * 46. 46. * 45. • 45. - 45. 44. * 44. • 44. • 44. • 43. • 43. * 43. • 42. 42. * 41. 41. * 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 060B 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 . 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 . 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 35B 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 25. 25. .25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25, 25. 25. 25. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 25. 25. 2S. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 24. 24. 24. 24. 23. 23. 22. 22. 21. 21. 20. 19. 19. * 1 MAR 0730 • 1 MAR 0731 * 1 MAR 0732 * 1 MAR 0733 • 1 MAR 0734 * 1 MAR 0735 * 1 MAR 0736 * 1 MAR 0737 * 1 MAR 0738 * 1 MAR 0739 * 1 MAR 0740 * 1 MAR 0741 * 1 MAR 0742 • 1 MAR 0743 * 1 MAR 0744 * 1 MAR 0745 * 1 MAR 0746 * 1 MAR 0747 * 1 MAR 0748 * 1 MAR 0749 * 1 MAR 0750 • 1 MAR 0751 • 1 MAR 0752 « 1 MAR 0753 * 1 MAR 0754 * 1 MAR 0755 * 1 MAR 0756 • 1 MAR 0757 * 1 MAR 0758 * 1 MAR 0759 • 1 MAR 0800 • 1 MAR 0801 • 1 MAR 0802 * 1 MAR 0803 * 1 MAR 0804 • 1 MAR 0805 * 1 MAR 0806 * 1 MAR 0807 * 1 MAR 0808 * 1 MAR 0809 1 MAR 0810 * 1 MAR 0811 * 1 MAR 0812 * 1 MAR 0813 * 1 MAR 0814 * 1 MAR 0815 * 1 MAR 0816 * 1 MAR 0817 * 1 MAR 0818 ' . 1 MAR 0819 * 1 MAR 0820 • 1 MAR 0821 • 1 MAR 0822 * " 1 MAR 0823 * 1 MAR 0824 « 1 MAR 0825 • 1 MAR 0826 * 1 MAR 0827 * 1 MAR 0828 * 1 MAR 0829 * 1 MAR 0830 • 1 MAR 0831 • 1 MAR 0832 • 1 MAR 0833 * 1 MAR 0834 * 1 MAR 0835 • 1 MAR 0836 • 1 MAR 0837 * 1 MAR 0838 * 1 MAR 0839 • 1 MAR 0840 * 1 MAR 0841 • 1 MAR 0842 * 1 MAR 0843 * 1 MAR 0844 * 1 MAR 0845 1 MAR 0846 * 1 MAR 0847 * 1 MAR 0848 * 1 MAR 0849 * 1 MAR 0850 * 1 MAR 0851 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 47T 478 479 480 . 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 49B 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 PEAK FLOW 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 TIME * '" 0. * 0. * 0. • 0. * 0. * 0. * 0. • 0. * 0. • 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. 0. * 0. * 0. * 0. • 0. * 0. * 0. • 0. *1. *1. •1. *1. *1. * 2. * 2. 2. * 3. * 3. * 4. * 4. • 5. * 6. • 7. • 9. * 10. * 12. * 14. * 16. • 18. • 20. * 23. * 25. « 28. * 31. * 33. * 36. 39. 41. • 44. * 47. * 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1. MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 232 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 41 40 40 40 39 39 39 38 38 38 37 37 37 36 36 36 36 35 35 35 35 34 34 34 34 34 34 33 33 33 33 33 32 32 32 32 32 32 32 32 31 31 31 31 31 31 31 31 31 30 30 30 30 30 30 30 29 29 29 29 29 28 28 28 28 28 27 27 MAXIMUM AVERAGE (CFS) (INCHES) (AC- FT) 6-HR 76. 2 0.585 14. 24-HR .80 0.585 14. * * • * * * * * * * * * * * * * * * * ** * * * * * * * ** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * It FLOW 72-HR 0.585 14. 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0629 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 9.98-HR 27. 0.585 14. 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 (CFS) 16. 18. 17. 16. 16. 15. 14. 14. 13. 12. 11. 11. 10. 10. 9. 8. 8. 7. 7. 6. 6. 6. 5. 5. 5. 4. 4. 4. 4. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. . 0. 0. 0. 0. 0. (HR) 16. * * * * * * * * * * * * * * <* * * * * * * * * * * * * * * * * * * * * * * * * * + * * * * <* * * * * * * * * * * * * * * * * * * * * * * 1 MAR 0852 1 MAR 0853 1 MAR 0854 1 MAR 0855 1 MAR 0856 1 MAR 0857 1 MAR 0858 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0928 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0948 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 ~ 1 MAR 0958 1 MAR 0959 16. 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572' 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. CUMULATIVE AREA 0.43 SO MI 26 KK 28 KO Route Through Existing Basin OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOOT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 29 RS STORAGE ROUTING NSTPSITYP RSVRIC X 1 NUMBER OF SUBREACHES FLOW TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION 0.00 WORKING R AND D COEFFICIENT 30 SA 31 SE 32 SQ AREA ELEVATION DISCHARGE 0.3 7.00 0. 36. 0.5 10.00 0. 46. 0.7 13.00 0. 63. ELEVATION 7.00 12.00 7.50 12.50 8.00 13.00 1. 9.50 10.00 10.50 11.00 11.50 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION 0, 7, .00 .00 1 10 .19 .00 2. 13. 99 00 COMPUTED STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION 0, 0, 7, 2. 37, 12, .00 .00 .00 ,32 .80 .00 0 0 7 .16 .07 .50 2.65 45.96 12.50 0. 0. 8. 2. 62. 13. 33 10 00 99 75 00 STORAGE-OUTFLOW-ELEVATION DATA 0.52 0.72 0.95 1.19 1.45 1.72 2.01 0.20 0.25 0.36 0.43 0.55 0.64 19.22 8.50 9.00 9.50 10.00 10.50 11.00 11.50 HYDROGRAPH AT STATION DET DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2*1 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 - 7.0 * 7.0 • 7.0 * 7.0 * 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 KAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 55. 55. 55. 55. 54. 54. 54. 53. 53. 53. 52. 52. 52. 52. 51. 51. 51. 50. 50. 50. 49. 49. 49. 48. 48. 48. 47. 47. 47. 47. 46. 46. 46. 46. 45. 45. 45. 45. 45. 44. 44. 44. 44. 44. 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 12.8 * 12.8 * 12.8 * 12.8 * 12.7 * 12.7 • 12.7 * 12.7 • 12.7 * 12.7 * 12.7 * 12.7 • 12.7 * 12.7 * 12.7 .* 12.6 • 12.6 * 12.6 * 12.6 * 12.6 • 12.6 * 12.6 • 12.6 * 12.6 • 12.6 • 12.6 * 12.5 • 12.5 * 12.5 • 12.5 • 12.5 • 12.5 * 12.5 • 12.5 * 12.5 * 12.5 « 12.4 • 12.4 * 12.4 * 12.4 • 12.4 • 12.4 • 12.4 * 12.4 * 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 MAR 1 KAR 1 MAR 1 MAR 1 KAR 1 MAR 1 MAR 1 MAR 1 KAR 0640 401 0641 402 0642 403 0643 404 0644 405 0645 406 0646 407 0647 408 0648 409 0649 410 0650 411 0651 412 0652 413 0653 414 0654 415 065ST16 0656 417 0657 418 0658 419 0659 420 0700 421 0701 422 0702 423 0703 424 0704 425 0705 426 0706 427 0707 428 0708 429 0709 430 0710 431 0711 432 0712 433 0713 434 0714 435 0715 436 0716 437 0717 438 0718 439 0719 440 0720 441 0721 442 0722 443 0723 444 13. 12. 12. 11. 11. 10. 10. 9. 9. 8. 8. 8. 7. 7. 6. 6. 6. 6. 5. 5. 5. 4. 4. 4. 4. 4. 3. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. . 2. 2. 1. 1. 1. 1. 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 11.3 11.3 11.3 11.3 11.3 11.3 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 1 MAR 0044 45 1 MAR 0045 46 1 MAR 0046 47 1 MAR 0047 48 1 MAR 004 B 49 1 MAR 0049 50 1 MAR 0050 51 1 MAR 0051 52 1 MAR 0052 53 1 MAR 0053 54 1 MAR 0054 55 1 MAR 0055 56 1 MAR 0056 57 1 MAR 0057 58 1 MAR 0058 59 1 MAR 0059 60 1 MAR 0100 61 1 MAR 0101 62 1 MAR 0102 63 1 MAR 0103 64 1 MAR 0104 65 1 MAR 0105 66 1 MAR 0106 67 1 MAR 0107 68 1 MAR 0108 69 1 MAR 0109 70 1 MAR 0110 71 1 MAR 0111 72 1 MAR 0112 73 1 MAR 0113 74 1 MAR 0114 75 1 MAR 0115 76 1 MAR 0116 77 1 MAR 0117 78 1 MAR 0119 79 1 MAR 0119 80 1 MAR 0120 81 1 MAR 0121 82 1 MAR 0122 83 1 MAR 0123 84 1 MAR 0124 85 1 MAR 0125 86 1 MAR 0126 87 1 MAR 0127 88 1 MAR 0123 89 1 MAR 0129 90 1 MAR 0130 91 1 MAR 0131 92 1 MAR 0132 93 1 MAR 0133 94 1 MAR 0134 95 1 MAR 0135 96 1 MAR 0136 97 1 MAR 0137 98 1 MAR 0138 99 1 MAR 0139 100 1 MAR 0140 101 1 MAR 0141 102 1 MAR 0142 103 1 MAR 0143 104 1 MAR 0144 105 1 MAR 0145 106 1 MAR 0146 107 1 MAR 0147 108 1 MAR 0148 109 1 MAR 0149 110 1 MAR 0150 111 1 MAR 0151 112 1 MAR 0152 113 1 MAR 0153 114 1 MAR 0154 115 1 MAR 0155 116 1 MAR 0156 117. 1 MAR 0157 1*8 1 MAR 0158 119 1 MAR 0159 1JO 1 MAR 0200 121 1 MAR 0201 122 1 MAR 0202 123 1 MAR 0203 124 1 MAR 0204 125 1 MAR 0205 126 1 MAR 0206 127 1 MAR 0207 128 1 MAR 0208 129 1 MAR 0209 130 1 MAR 0210 131 1 MAR 0211 132 1 MAR 0212 133 1 MAR 0213 134 1 MAR 0214 135 1 MAR 0215 136 1 MAR 0216 137 1 MAR 0217 138 1 MAR 0218 139 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 « 7.0 * 7.0 « 7.0 • 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 • 7.0 • 7.0 • 7.0 • 7.0 • 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 • 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.0 • 7.0 * 7.0 * 7.0 * 7.1 * 7.1 • 7.1 • 7.1 * 7.1 * 7.2 * 7.2 * 7.2 * 7.3 * 7.3 * 7.4 • 7.4 • 7.5 * 1 MAR 0404 245 1 MAR 0405 246 1 MAR 0406 247 1 MAR 0407 248 1 MAR 0408 249 1 MAR 0409 250 1 MAR 0410 251 1 MAR 0411 252 1 MAR 0412 253 1 MAR 0413 254 1 MAR 0414 255 1 MAR 0415 256 1 MAR 0416 257 1 MAR 0417 258 1 MAR 0418 259 1 MAR 0419 260 1 MAR 0420 261 1 MAR 0421 262 1 MAR 0422 263 1 MAR 0423 264 1 MAR 0424 265 1 MAR 0425 266 1 MAR 0426 267 1 MAR 0427 268 1 MAR 0428 269 1 MAR 0429 270 1 MAR 0430 271 1 MAR 0431 272 1 MAR 0432 273 1 MAR 0433 274 1 MAR 0434 275 1 MAR 0435 276 1 MAR 0436 277 1 MAR 0437 278 1 MAR 0438 279 1 MAR 0439 280 1 MAR 0440 281 1 MAR 0441 282 1 MAR 0442 283 1 MAR 0443 284 1 MAR 0444 295 1 MAR 0445 266 1 MAR 0446 287 1 MAR 0447 288 1 MAR 0448 289 1 MAR 0449 290 1 MAR 0450 291 1 MAR 0451 292 1 MAR 0452 293 1 MAR 0453 294 1 MAR 0454 295 1 MAR 0455 296 1 MAR 0456 297 1 MAR 0457 298 1 MAR 0453 299 1 MAR 0459 300 1 MAR 0500 301 1 MAR 0501 302 1 MAR 0502 303 1 MAR 0503 304 1 MAR 0504 305 1 MAR 0505 306 1 MAR 0506 307 1 MAR 0507 308 1 MAR 0508 309 1 MAR 0509 310 1 MAR 0510 311 1 MAR 0511 312 1 MAR 0512 313 1 MAR 0513 314 1 MAR 0514 315 1 MAR 0515 316 1 MAR 0516 317 1 MAR 0517 318 1 MAR 0518 319 1 MAR 0519 320 1 MAR 0520 321 1 MAR 0521 322 1 MAR 0522 323 1 MAR 0523 324 1 MAR 0524 325 1 MAR 0525 326 1 MAR 0526 327 1 MAR 0527 328 1 MAR 0528 329 1 MAR 0529 330 1 MAR 0530 331 1 MAR 0531 332 1 MAR 0532 333 1 MAR 0533 334 1 MAR 0534 335 1 MAR 0535 336 1 MAR 0536 337 1 MAR 0537 338 1 MAR 0538 339 43. 43. 43. 43. 42. 42. 42. 42. 41. 41. 41. 41. 41. 40. 40. 40. 40. 39. 39. 39. • 39. 39. 38. 38. 38. 38. 37. 37. 36. 36. 36. 35. 35. 35. 34. 34. 34. 33. 33. 33. 33. 33. 32. 32. 32. 32. 31. 31. 31. 31. 31. 30. 30. 30. 30. 30. 29. 29. 29. 29. 29. 29. 28. 28. 28. 28. 28. 28. 27. 27. 27. 27. 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 12.3 • 12.3 * 12.3 * 12.3 * 12.3 * 12.3 • 12.3 • 12.2 * 12.2 * 12.2 * 12.2 • 12.2 * 12.2 • 12.2 * 12.1 * 12.1 • 12.1 * 12.1 * 12.1 * 12.1 * 12.1 * 12.0 • 12.0 •> 12.0 * 12.0 * 12.0 • 12.0 • 12.0 * 12.0 * 11.9 * 11.9 * 11.9 * .11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.9 * 11.8 * 11.8 • 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.8 * 11.7 * 11.7 * 11.7 * 11.7 - 11.7 * 11.7 * 11.7 • 11.7 * 11.7 * 11.7 * 11.7 * 11.7 • 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 • 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 • 1 MAR 0724 445 1 MAR 0725 446 1 MAR 0726 447 1 MAR 0727 448 1 MAR 0728 449 1 MAR 0729 450 1 MAR 0730 451 1 MAR 0731 452 1 MAR 0732 453 1 MAR 0733 454 1 MAR 0734 455 1 MAR 0735 456 1 MAR 0736 457 1 MAR 0737 458 1 MAR 0738 459 1 MAR 0739 460 1 MAR 0740 461 1 MAR 0741 462 1 MAR 0742 463 1 MAR 0743 464 1 MAR 0744 465 1 MAR 0745 466 1 MAR 0746 467 1 MAR 0747 468 1 MAR 0748 469 1 MAR 0749 470 1 MAR 0750 471 1 MAR 0751 472 1 MAR 0752 473 1 MAR 0753 474 1 MAR 0754 475 1 MAR 0755 476 1 MAR 0756 477 1 MAR 0757 478 1 MAR 0758 479 1 MAR 0759 480 1 MAR 0800 481 1 MAR 0801 482 1 MAR 0802 483 1 MAR 0803 484 1 MAR 0804 485 1 MAR 0805 486 1 MAR 0806 487 1 MAR 0807 488 1 MAR 0808 489 1 MAR 0809 490 1 MAR 0810 491 1 MAR 0811 492 1 MAR 0812 493 1 MAR 0813 494 1 MAR 0814 495 1 MAR 0815 496 1 MAR 0816 497 1 MAR 0817 498 1 MAR 0818 499 1 MAR 0819 500 1 MAR 0820 501 1 MAR 0821 502 1 MAR 0822 503 1 MAR 0823 504 1 MAR 0824 505 1 MAR 0825 506 1 MAR 0826 507 1 MAR 0827 508 1 MAR 0828 509 1 MAR 0829 510 1 MAR 0630-611 1 MAR 0831 512 1 MAR 0832 513 1 MAR 0833 514 1 MAR 0834 515 1 MAR 0835 516 1 MAR 0836 517 1 MAR 0837 518 1 MAR 0838 519 1 MAR 0839 520 1 MAR 0840 521 1 MAR 0841 522 1 MAR 0842 523 1 MAR 0843 524 1 MAR 0844 525 1 MAR 0845 526 1 MAR 0846 527 1 MAR 0847 528 1 MAR 0848 529 1 MAR 0849 530 1 MAR 0850 531 1 MAR 0851 532 1 MAR 0852 533 1 MAR 0853 534 1 MAR 0854 535 1 MAR 0855 536 1 MAR 0856 537 1 MAR 0857 538 1 MAR 0858 539 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. . 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 • 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.6 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 . 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 •10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 • 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 1 MAR 0219 140 1 MAR 0220 141 1 MAR 0221 142 1 MAR 0222 143 1 MAR 0223 144 1 MAR 0224 145 1 MAR 0225 146 1 MAR 0226 147 1 MAR 0227 148 1 MAR 0228 149 1 MAR 0229 150 1 MAR 0230 151 1 MAR 0231 152 1 MAR 0232 153 1 MAR 0233 154 1 MAR 0234 155 1 MAR 0235 156 1 MAR 0236 157 1 MAR 0237 158 1 MAR 0238 159 1 MAR 0239 160 1 MAR 0240 161 1 MAR 0241 162 1 MAR 0242 163 1 MAR 0243 164 1 MAR 0244 165 1 MAR 0245 166 1 MAR 0246 167 1 MAR 0247 168 1 MAR 0248 169 1 MAR 0249 170 1 MAR 0250 171 1 MAR 0251 172 1 MAR 0252 173 1 MAR 0253 174 1 MAR 0254 175 1 MAR 0255 176 1 MAR 0256 177 1 MAR 0257 178 1 MAR 0258 179 1 MAR 0259 180 1 MAR 0300 181 1 MAR 0301 182 1 MAR 0302 183 1 MAR 0303 184 1 MAR 0304 185 1 MAR 0305 186 1 MAR 0306 187 1 MAR 0307 188 1 MAR 0308 189 1 MAR 0309 190 1 MAR 0310 191 1 MAR 0311 192 1 MAR 0312 193 1 MAR 0313 194 1 MAR 0314 195 1 MAR 0315 196 1 MAR 0316 197 1 MAR 0317 198 1 MAR 0318 199 1 MAR 0319 200 PEAK FLOW TIME PEAK STORAGE TIME 3. 3.20 PEAK STAGE TIME*. 12.80 3.22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1.1.1. 7. 13. 18. 23. 27. 31. 34. 38. 39. 40. 41. 42. 43. 44. 45. 46. 48. 49. 50. 51. 52. 53. 54. 54. 55. 55. 55. 56. 56. 56. 56. 56. 56. 56. 56. 56. 55. (CFS) (INCHES) (AC- FT) 0.2 0.2 0.2 0.3 0.3 0.4 0.4 0.5 0.5 0.6 0.6 0.7 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.1 2.2 2.3 2.3 2.4 2.4 2.5 2.5 2.5 2.6 2.6 2.7 2.7 2.7 2.7 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.9 2.9 2.9 2.9 2.9 2.9 2.8 2.8 2.8 7.6 * 7.7 » 7.8 • 7.9 * 8.0 * 8.1 * 8.2 * 8.4 * 8.5 * 6.6 * 8.6 * 9.0 * 9.1 * 9.3 • 9.4 * 9.6 * 9.6 • 10.0 • 10.1 • 10.3 • 10.5 * 10.7 * 10.8 * 11.0 * 11.2 • 11.3 • 11.5 * 11.6 • 11.7 * 11.8 * 11.9 • 12.0 * 12.1 * 12.1 • 12.2 * 12.3 * 12.3 * 12.4 • 12.5 • 12.5 • 12.6 * 12.6 • 12.6 * 12.7 * 12.7 • 12.7 * 12.7 • 12.7 • 12.8 • 12.8 * 12.8 * 12.8 * 12.8 * 12.8 • 12.8 * 12.8 * 12.8 * 12.8 * 12.8 * 12.8 * 12.8 * 6-HR 56. 0.512 12. 6-HR 2. 6-HR 11.68 1 MAR 0539 340 1 MAR 0540 341 1 MAR 0541 342 1 MAR 0542 343 1 MAR 0543 344 1 MAR 0544 345 1 MAR 0545 346 1 MAR 0546 347 1 MAR 0547 348 1 MAR 0548 349 1 MAR 0549 350 1 MAR 0550 351 1 MAR 0551 352 1 MAR 0552 353 1 MAR 0553 354 1 MAR 0554 355 1 MAR 0555 356 1 MAR 0556 357 1 MAR 0557 358 1 MAR 0558 359 1 MAR 0559 360 1 MAR 0600 361 1 MAR 0601 362 1 MAR 0602 363 1 MAR 0603 364 1 MAR 0604 365 1 MAR 0605 366 1 MAR 0606 367 1 MAR 0607 368 1 MAR 0608 369 1 MAR 0609 370 1 MAR 0610 371 1 MAR 0611 372 1 MAR 0612 373 1 MAR 0613 374 1 MAR 0614 375 1 MAR 0615 376 1 MAR 0616 377 1 MAR 0617 378 1 MAR 0618 379 1 MAR 0619 380 1 MAR 0620 381 1 MAR 0621 382 1 MAR 0622 383 1 MAR 0623 384 1 MAR 0624 385 1 MAR 0625 386 1 MAR 0626 387 1 MAR 0627 388 1 MAR 0628 389 1 MAR 0629 390 1 MAR 0630 391 1 MAR 0631 392 1 MAR 0632 393 1 MAR 0633 394 1 MAR 0634 395 1 MAR 0635 396 1 MAR 0636 397 1 MAR 0637 398 1 MAR 0638 399 1 MAR 0639 400 MAXIMUM AVERAGE 24-HR 3.22 0.516 12. MAXIMUM AVERAGE 24-HR 2. MAXIMUM AVERAGE 24-HR 10.39 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 25. 24. 24. 24. 24. 24. 23. 23. 23. 22. 22. 21. 21. 20. 20. 19. 19. 18. 18. 17. 16. 16. 15. 15. 14. 13. FLOW 72-HR 9. 24. 0.516 12. STORAGE 72-HR 9. 2. STAGE 72-HR 9, 10.39 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 .98-HR 0.516 12. . 98-HR 2. .98-HR 10.39 11.7 * 11.7 • 11.7 • 11.7 • 11.7 * 11.7 • 11.7 • 11.7 • 11.7 « 11.7 * 11.7 * 11.7 • 11.7 * 11.7 * 11.7 * 11.7 • 11.7 * 11.7 • 11.7 • 11.7 * 11.7 • 11.7 * 11.7 • 11.7 * 11.7 • 11.7 • 11.7 • 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.7 * 11.6 • 11.6 * 11.6 * 11.6 * 11.6 • 11.6 * 11.6 * 11.6 • 11.6 * 11.6 * 11.6 * 11.6 * 11.6 * 11.5 * 11.5 * 11.5 * 11.5 * 11.5 * 11.5 • 11.5 * 11.4 * 11.4 * 11.4 * 11.4 * 11.4 * 11.4 * 11.3 * (CFS) 14. (AC-FT) (FEET) 1 MAR 0859 1 MAR 0900 1 MAR 0901 1 MAR 0902 1 MAR 0903 1 MAR 0904 1 MAR 0905 1 MAR 0906 1 MAR 0907 1 MAR 0908 1 MAR 0909 1 MAR 0910 1 MAR 0911 1 MAR 0912 1 MAR 0913 1 MAR 0914 1 MAR 0915 1 MAR 0916 1 MAR 0917 1 MAR 0918 1 MAR 0919 1 MAR 0920 1 MAR 0921 1 MAR 0922 1 MAR 0923 1 MAR 0924 1 MAR 0925 1 MAR 0926 1 MAR 0927 1 MAR 0928 1 MAR 0929 1 MAR 0930 1 MAR 0931 1 MAR 0932 1 MAR 0933 1 MAR 0934 1 MAR 0935 1 MAR 0936 1 MAR 0937 1 MAR 0938 1 MAR 0939 1 MAR 0940 1 MAR 0941 1 MAR 0942 1 MAR 0943 1 MAR 0944 1 MAR 0945 1 MAR 0946 1 MAR 0947 1 MAR 0946 1 MAR 0949 1 MAR 0950 1 MAR 0951 1 MAR 0952 1 MAR 0953 1 MAR 0954 1 MAR 0955 1 MAR 0956 1 MAR 0957 1 MAR 0958 1 MAR 0959 (HR) 14. (HR) (HR) 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 565 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 - 14. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 •1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.6 10.6 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.6 10.8 10.8 10.8 10.8 10.8 10.6 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 CUMULATIVE AREA -0.43 SQ MI 36 KK Runoff in 84-Inch RCP OUTPUT CONTROL VARIABLES IPRNT 0 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 39 DR RETRIEVE DIVERSION HYDROGRAPH ISTAO 84-RCP DIVERSION HYDROGRAPH IDENTIFICATION HYDROGRAPH AT STATION 84-RCP DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD DA MON HRMN ORD 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 1 MAR 0043 1 MAR 0044 1 MAR 0045 1 MAR 0046 1 MAR 0047 1 MAR 0049 1 MAR 0049 1 MAR 0050 '.. 1 MAR 0051T 1 MAR 0052 1 MAR 0053*. 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 MAR 0104 1 MAR 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 IB 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 0. * 0. * 0. * 0. * 0. * 0.' * 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. • 0. * 0. * 0. * 0. * 0. *0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. 0. • 0. 0. * 0. * 0. * 0. • 0. * 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169no 171 172 173 174 175 176m 178 179 180 1S1 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 9. 11. 12. 14. 15. 17. 19. 20. 22. 23. 25. 26. 27. 28. 29. 29. 30. 30. 30. 30. 29. 29. 29. 28. 27. 27. 26. 25. 24. 23. 23. 22. 21. 20. 19. 18. 18. 17. 16. 16. 15. 15. 14. 14. 13. 13. 12. 12. 12. 11. 11. 11. 10. 10. 10. 9. 9. 9. 9. 8. 8. 8. 8. 8. 8. 7. 7. 7. 7. 7. 7. 6. 6. * * * * * * * * * « * * + * * * * « * * * * * * * * ** * • * • * * » * * * « * * * * * * * * * * * « • * * + * * * * * * * * * • * * • • * • * * 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 .1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 .1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526 1 MAR 0527 1 MAR 0528 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 ; 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.i.i.i.i.l.i. i.i.l.l.l.l.l.i.l.i.i.i.i.i. i.l.i.i.i.i.i.i. 0. 0. 0. 0. * * * * * * * * * * * * * * * * * * * it * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0748 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0804 1 MAR 0805 1 MAR 0806 1 MAR 0607 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0811 1 MAR 0812 1 MAR 0813 - 1 MAR 0814 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0818 1 MAR 0819 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0824 1 MAR 0825 1 MAR 0826 1 MAR 0827 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 1 MAR 0832 1 MAR 0833 1 MAR 0834 1 MAR 0835 1 MAR 0836 1 MAR 0837 1 MAR 0838 1 MAR 0839 1 MAR 0840 1 MAR 0841 1 MAR 0842 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468. 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0'. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR 0116 1 MAR 0117 1 MAR 0118 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 014S 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0218 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 . 1 MAR 0226* 1 MAR 0227 1 MAR 0228*- 1 MAR 0229 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 146 149 150 0. • 0. • 0. * 0. * 0. * 0. • 0. * 0. * 0. • 0. * 0. * 0. • 0. * 0. * 0. * 0. * 0. 0. « 0. * 0. * 0. * 0. * 0. • 0. * 0. * 0. • 0. • 0. * 0. • 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. • 0. * 0. * 0. * 0. * 0. * 0. * 0. * 0. • 0. * 0. » 0. * 0. * 0. « 0. * 0. * 0. * 0. * 0. * 0. » 0. * 0. * 0. • 0. * 0. * 0. • 0. • 0. * 0. * 0. *1. *1. * 2. * 2. 3. • 4. * 5. * 6. « 8. • PEAK FLOW TIME (CFS) (INCHES) (AC- FT) 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 2572sa 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 MAXIMUM AVERAGE 6-HR 30. 2 0.090 2. 24-HR 80 0.090 2. 6. 6. 6. 6.6. 5. 5. 5. 5. 5. 5. 5. 4. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. . 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1, 1. 1. 1. 1. 1. FLOH 72-HR 0.090 2. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * * « * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * * * 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR 0650 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0658 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 9.98-HR 4. 0.090 2. 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 (CFS) 3. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.6. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. (HR) 3. * 1 MAR 0843 * 1 MAR 0844 * 1 MAR 0845 * 1 MAR 0846 * 1 MAR 0847 • 1 MAR 0848 • 1 MAR 0849 * 1 MAR 0850 • 1 MAR 0851 * 1 MAR 0852 • 1 MAR 0853 • 1 MAR 0854 * 1 MAR 0855 • 1 MAR 0856 * 1 MAR 0857 1 MAR 0858 * 1 MAR 0859 • 1 MAR 0900 * 1 MAR 0901 .* 1 MAR 0902 * 1 MAR 0903 • 1 MAR 0904 * 1 MAR 0905 * 1 MAR 0906 * 1 MAR 0907 • 1 MAR 0908 * 1 MAR 0909 * 1 MAR 0910 * 1 MAR 0911 * 1 MAR 0912 * 1 MAR 0913 * 1 MAR 0914 * 1 MAR 0915 * 1 MAR 0916 * 1 MAR 0917 * 1 MAR 0918 • 1 MAR 0919 * 1 MAR 0920 • 1 MAR 0921 * 1 MAR 0922 * 1 MAR 0923 * 1 MAR 0924 * 1 MAR 0925 • 1 MAR 0926 • 1 MAR 0927 • 1 MAR 0928 * 1 MAR 0929 * 1 MAR 0930 * 1 MAR 0931 * 1 MAR 0932 * 1 MAR 0933 * 1 MAR 0934 * 1 MAR 0935 • 1 MAR 0936 * 1 MAR 0937 * 1 MAR 0938 * 1 MAR 0939 * 1 MAR 0940 * 1 MAR 0941 * 1 MAR 0942 * 1 MAR 0943 * 1 MAR 0944 * 1 MAR 0945 * 1 MAR 0946 * 1 MAR 0947 * 1 MAR 0948 * - 1 MAR 0949 • 1 MAR 0950 * 1 MAR 0951 * 1 MAR 0952 * 1 MAR 0953 * 1 MAR 0954 * 1 MAR 0955 * 1 MAR 0956 • 1 MAR 0957 * 1 MAR 0958 • 1 MAR 0959 3. 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563- 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. CUMULATIVE AREA 0.00 SQ MI 42 KO Combined Runoff Downstream of Basin OUTPUT CONTROL VARIABLES I PRUT 0 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 600 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 43 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION CMS SUM OF 2 HYDROGRAPHS DA MON HRMN ORD DA MON HRMN ORD DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW 1 MAR 0000 1 MAR 0001 1 MAR 0002 1 MAR 0003 1 MAR 0004 1 MAR 0005 1 MAR 0006 1 MAR 0007 1 MAR 0008 1 MAR 0009 1 MAR 0010 1 MAR 0011' 1 MAR 0012 1 MAR 0013 1 MAR 0014 1 MAR 0015 1 MAR 0016 1 MAR 0017 1 MAR 0018 1 MAR 0019 1 MAR 0020 1 MAR 0021 1 MAR 0022 1 MAR 0023 1 MAR 0024 1 MAR 0025 1 MAR 0026 1 MAR 0027 1 MAR 0028 1 MAR 0029 1 MAR 0030 1 MAR 0031 1 MAR 0032 1 MAR 0033 1 MAR 0034 1 MAR 0035 1 MAR 0036 1 MAR 0037 1 MAR 0038 1 MAR 0039 1 MAR 0040 1 MAR 0041 1 MAR 0042 , 1 MAR 0043 1 MAR 0044 1 MAR 0045 ' 1 MAR 0046 1 MAR 0047 1 MAR 0048 1 MAR 0049 1 MAR 0050 1 MAR 0051 1 MAR 0052 1 MAR 0053 1 MAR 0054 1 MAR 0055 1 MAR 0056 1 MAR 0057 1 MAR 0058 1 MAR 0059 1 MAR 0100 1 MAR 0101 1 MAR 0102 1 MAR 0103 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * * * * * * * It It * • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * * * * * * * * * » * * * • * * * * * 1 MAR 0230 1 MAR 0231 1 MAR 0232 1 MAR 0233 1 MAR 0234 1 MAR 0235 1 MAR 0236 1 MAR 0237 1 MAR 0238 1 MAR 0239 1 MAR 0240 1 MAR 0241 1 MAR 0242 1 MAR 0243 1 MAR 0244 1 MAR 0245 1 MAR 0246 1 MAR 0247 1 MAR 0248 1 MAR 0249 1 MAR 0250 1 MAR 0251 1 MAR 0252 1 MAR 0253 1 MAR 0254 1 MAR 0255 1 MAR 0256 1 MAR 0257 1 MAR 0258 1 MAR 0259 1 MAR 0300 1 MAR 0301 1 MAR 0302 1 MAR 0303 1 MAR 0304 1 MAR 0305 1 MAR 0306 1 MAR 0307 1 MAR 0308 1 MAR 0309 1 MAR 0310 1 MAR 0311 1 MAR 0312 1 MAR 0313 1 MAR 0314 1 MAR 0315 1 MAR 0316 1 MAR 0317 1 MAR 0318 1 MAR 0319 1 MAR 0320 1 MAR 0321 1 MAR 0322 1 MAR 0323 1 MAR 0324 1 MAR 0325 1 MAR 0326 1 MAR 0327 1 MAR 0328 1 MAR 0329 1 MAR 0330 1 MAR 0331 1 MAR 0332 1 MAR 0333 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 9. 11. 13. 14. 16. 17. 19. 21. 22. 24. 25. 27. 28. 35. 42. 47. 52. . 57. 61. 64. 67. 68. 69. • 69. 70. 70. 70. 70. 71. 71. 72. 72. 72. 72. 72. 72. 72. 72. 71. 71. 71. 70. 70. 70. 69. 69. 68. 68. 67. 67. 66. 66. 65. 64. 64. 63. 63. 62. 62. 61. 61. 60. 60. 59. * * * * * 1r •* * * * * * * * * * * * * * * * * •* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1 MAR 0500 1 MAR 0501 1 MAR 0502 1 MAR 0503 1 MAR 0504 1 MAR 0505 1 MAR 0506 1 MAR 0507 1 MAR 0508 1 MAR 0509 1 MAR 0510 1 MAR 0511 1 MAR 0512 1 MAR 0513 1 MAR 0514 1 MAR 0515 1 MAR 0516 1 MAR 0517 1 MAR 0518 1 MAR 0519 1 MAR 0520 1 MAR 0521 1 MAR 0522 1 MAR 0523 1 MAR 0524 1 MAR 0525 1 MAR 0526' 1 MAR 0527 1 MAR 0526 1 MAR 0529 1 MAR 0530 1 MAR 0531 1 MAR 0532 1 MAR 0533 1 MAR 0534 1 MAR 0535 1 MAR 0536 1 MAR 0537 1 MAR 0538 1 MAR 0539 1 MAR 0540 1 MAR 0541 1 MAR 0542 1 MAR 0543 1 MAR 0544 1 MAR 0545 1 MAR 0546 1 MAR 0547 1 MAR 0548 1 MAR 0549 1 MAR 0550 1 MAR 0551 1 MAR 0552 1 MAR 0553 1 MAR 0554 1 MAR 0555 1 MAR 0556 1 MAR 0557 1 MAR 0558 1 MAR 0559 1 MAR 0600 1 MAR 0601 1 MAR 0602 1 MAR 0603 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 30. 30. 30. 30. 30. 29. 29. 29. 29. 29. 28. 28. 29. 28. 28. 28. 27. 27. 27. 27. 27. 27. 27. 27. 27. 27. 27. 27. 27. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • * " * * * * * * * * * * * • * * * * * * * • * * * * * * * 1 MAR 0730 1 MAR 0731 1 MAR 0732 1 MAR 0733 1 MAR 0734 1 MAR 0735 1 MAR 0736 1 MAR 0737 1 MAR 0738 1 MAR 0739 1 MAR 0740 1 MAR 0741 1 MAR 0742 1 MAR 0743 1 MAR 0744 1 MAR 0745 1 MAR 0746 1 MAR 0747 1 MAR 0748 1 MAR 0749 1 MAR 0750 1 MAR 0751 1 MAR 0752 1 MAR 0753 1 MAR 0754 1 MAR 0755 1 MAR 0756 1 MAR 0757 1 MAR 0758 1 MAR 0759 1 MAR 0800 1 MAR 0801 1 MAR 0802 1 MAR 0803 1 MAR 0804 1 MAR 0805 1 MAR 0806 1 MAR 0807 1 MAR 0808 1 MAR 0809 1 MAR 0810 1 MAR 0811 1 MAR 0812 1 MAR 0813 1 MAR 0814 1 MAR 0815 1 MAR 0816 1 MAR 0817 1 MAR 0818 1 MAR 0819 1 MAR 0820 1 MAR 0821 1 MAR 0822 1 MAR 0823 1 MAR 0824 1 MAR 0825 1 MAR 0826 1 MAR 0827 1 MAR 0828 1 MAR 0829 1 MAR 0830 1 MAR 0831 1 MAR 0832 1 MAR 0833 451 452 453 454 455 456 457 458 459 460 ' . 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1 MAR 0104 1 MAS 0105 1 MAR 0106 1 MAR 0107 1 MAR 0108 1 MAR 0109 1 MAR 0110 1 MAR 0111 1 MAR 0112 1 MAR 0113 1 MAR 0114 1 MAR 0115 1 MAR OllC 1 MAR 0117 1 MAR 011B 1 MAR 0119 1 MAR 0120 1 MAR 0121 1 MAR 0122 1 MAR 0123 1 MAR 0124 1 MAR 0125 1 MAR 0126 1 MAR 0127 1 MAR 0128 1 MAR 0129 1 MAR 0130 1 MAR 0131 1 MAR 0132 1 MAR 0133 1 MAR 0134 1 MAR 0135 1 MAR 0136 1 MAR 0137 1 MAR 0138 1 MAR 0139 1 MAR 0140 1 MAR 0141 1 MAR 0142 1 MAR 0143 1 MAR 0144 1 MAR 0145 1 MAR 0146 1 MAR 0147 1 MAR 0148 1 MAR 0149 1 MAR 0150 1 MAR 0151 1 MAR 0152 1 MAR 0153 1 MAR 0154 1 MAR 0155 1 MAR 0156 1 MAR 0157 1 MAR 0158 1 MAR 0159 1 MAR 0200 1 MAR 0201 1 MAR 0202 1 MAR 0203 1 MAR 0204 1 MAR 0205 1 MAR 0206 1 MAR 0207 1 MAR 0208 1 MAR 0209 1 MAR 0210 1 MAR 0211 1 MAR 0212 1 MAR 0213 1 MAR 0214 1 MAR 0215 1 MAR 0216 1 MAR 0217 1 MAR 0216 1 MAR 0219 1 MAR 0220 1 MAR 0221 1 MAR 0222 1 MAR 0223 1 MAR 0224 1 MAR 0225 1 MAR 0226 1 MAR 0227 1 MAR 0228 1 MAR 0229 PEAK FLOW 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 BO 81 82 83 84 85 86 87ee 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132' 133 134 135 136 137 138 " 139 140 "• 141 142 143 144 145 146 147 148 149 150 TIME 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1.1.1. 2. 2. 3. 4. 5. 6. 8. * * * * * * * * * * * * * * * * * * * * * * * • * * * + * * * * * * * * * * * * * * * * * * + * * * * * * * * + * * + * * * * * * * * * * * + * * * * * * * * * * * it * * * 1 MAR 0334 1 MAR 0335 1 MAR 0336 1 MAR 0337 1 MAR 0338 1 MAR 0339 1 MAR 0340 1 MAR 0341 1 MAR 0342 1 MAR 0343 1 MAR 0344 1 MAR 0345 1 MAR 0346 1 MAR 0347 1 MAR 0348 1 MAR 0349 1 MAR 0350 1 MAR 0351 1 MAR 0352 1 MAR 0353 1 MAR 0354 1 MAR 0355 1 MAR 0356 1 MAR 0357 1 MAR 0358 1 MAR 0359 1 MAR 0400 1 MAR 0401 1 MAR 0402 1 MAR 0403 1 MAR 0404 1 MAR 0405 1 MAR 0406 1 MAR 0407 1 MAR 0408 1 MAR 0409 1 MAR 0410 1 MAR 0411 1 MAR 0412 1 MAR 0413 1 MAR 0414 1 MAR 0415 1 MAR 0416 1 MAR 0417 1 MAR 0418 1 MAR 0419 1 MAR 0420 1 MAR 0421 1 MAR 0422 1 MAR 0423 1 MAR 0424 1 MAR 0425 1 MAR 0426 1 MAR 0427 1 MAR 0428 1 MAR 0429 1 MAR 0430 1 MAR 0431 1 MAR 0432 1 MAR 0433 1 MAR 0434 1 MAR 0435 1 MAR 0436 1 MAR 0437 1 MAR 0438 1 MAR 0439 1 MAR 0440 1 MAR 0441 1 MAR 0442 1 MAR 0443 1 MAR 0444 1 MAR 0445 1 MAR 0446 1 MAR 0447 1 MAR 0448 1 MAR 0449 1 MAR 0450 1 MAR 0451 1 MAR 0452 1 MAR 0453 1 MAR 0454 1 MAR 0455 1 MAR 0456 1 MAR 0457 1 MAR 0458 1 MAR 0459 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257. 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 59. 58. 58. 57. 57. 56. 56. 55. 55. 55. 54. 54. 53. 53. 52. 52. 51. 51. 51. 50. 50. 50. 49. 49. 49. 48. 48. 48. 47. 47. 47. 46. 46. 46. 45. 45. 45. 44. 44. 44. 44. 43. 43. 43. 42. 42. 42. 42. 41. 41. 41. 41. 40. 40. 40. 39. 39. 39. 38. 38. 37. 37. 37. 36. 36. 36. 35. 35. 35. 34. 34. 34. 34. 33. 33. 33. 33. 33. 32. 32. 32. 32. 31. 31. 31. 31. * * * •i. * •* * * * * * * * * * * * * * * * * * * * * * * * * * * * * <* * * * * * + * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * <* * * * * * * * * * * 1 MAR 0604 1 MAR 0605 1 MAR 0606 1 MAR 0607 1 MAR 0608 1 MAR 0609 1 MAR 0610 1 MAR 0611 1 MAR 0612 1 MAR 0613 1 MAR 0614 1 MAR 0615 1 MAR 0616 1 MAR 0617 1 MAR 0618 1 MAR 0619 1 MAR 0620 1 MAR 0621 1 MAR 0622 1 MAR 0623 1 MAR 0624 1 MAR 0625 1 MAR 0626 1 MAR 0627 1 MAR 0628 1 MAR 0629 1 MAR 0630 1 MAR 0631 1 MAR 0632 1 MAR 0633 1 MAR 0634 1 MAR 0635 1 MAR 0636 1 MAR 0637 1 MAR 0638 1 MAR 0639 1 MAR 0640 1 MAR 0641 1 MAR 0642 1 MAR 0643 1 MAR 0644 1 MAR 0645 1 MAR 0646 1 MAR 0647 1 MAR 0648 1 MAR 0649 1 MAR OE50 1 MAR 0651 1 MAR 0652 1 MAR 0653 1 MAR 0654 1 MAR 0655 1 MAR 0656 1 MAR 0657 1 MAR 0656 1 MAR 0659 1 MAR 0700 1 MAR 0701 1 MAR 0702 1 MAR 0703 1 MAR 0704 1 MAR 0705 1 MAR 0706 1 MAR 0707 1 MAR 0708 1 MAR 0709 1 MAR 0710 1 MAR 0711 1 MAR 0712 1 MAR 0713 1 MAR 0714 1 MAR 0715 1 MAR 0716 1 MAR 0717 1 MAR 0718 1 MAR 0719 1 MAR 0720 1 MAR 0721 1 MAR 0722 1 MAR 0723 1 MAR 0724 1 MAR 0725 1 MAR 0726 1 MAR 0727 1 MAR 0728 1 MAR 0729 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 26. 26. 26. 26. 26. 26. 26. 25. 25. 25. 25. 25. 25. 24. 24. 24. 24. 23. 23. 22. 22. 22. 21. 21. 20. 20. 19. 18. 18. 17. 17. 16. . 15. 15. 14. 14. 13. 12. 12. 11. 11. 10. 10. 9. S. 8. 8. 8. 7. 7. 7. 6. 6. 6. 5. 5. 5. 3. 3. 3. 3. 3. 3. 2. 2. 2. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. * + * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * <k * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * + * * * * * * <* * 1 MAR 0834 515 1 MAR 0835 516 1 MAR 0836 517 1 MAR 0837 518 1 MAR 0838 519 1 MAR 0839 520 1 MAR 0840 521 1 MAR 0841 522 1 MAR 0842 523 1 MAR 0843 524 1 MAR 0844 525 1 MAR 0845 526 1 MAR 0846 527 1 MAR 0847 528 1 MAR 0848 529 1 MAR 0849 530 1 MAR 0850 531 1 MAR 0851 532 1 MAR 0852 533 1 MAR 0853 534 1 MAR 0854 535 1 MAR 0855 536 1 MAR 0856 537 1 MAR 0857 538 1 MAR 0658 539 1 MAR 0859 540 1 MAR 0900 541 1 MAR 0901 542 1 MAR 0902 543 1 MAR 0903 544 1 MAR 0904 545 1 MAR 0905 546 1 MAR 0906 547 1 MAR 0907 548 1 MAR 0908 549 1 MAR 0909 550 1 MAR 0910 551 1 MAR 0911 552 1 MAR 0912 553 1 MAR 0913 554 1 MAR 0914 555' 1 MAR 0915 556 1 MAR 0916 557 1 MAR 0917 558 1 MAR 0918 559 1 MAR 0919 560 1 MAR 0920 561 1 MAR 0921 562 1 MAR 0922 563 1 MAR 0923 564 1 MAR 0924 565 1 MAR 0925 566 1 MAR 0926 567 1 MAR 0927 568 1 MAR 0928 569 1 MAR 0929 570 1 MAR 0930 571 1 MAR 0931 572 1 MAR 0932 573 I MAR 0933 574 1 MAR 0934 575 1 MAR 0935 576 1 MAR 0936 577 1 MAR 0937 578 1 MAR 0938 .579 1 MAR 0939 580 1 MAR 0940 581 - 1 MAR 0941 582 1 MAR 0942 583 1 MAR 0943 584 1 MAR 0944 585 1 MAR 0945 586 1 MAR 0946 587 1 MAR 0947 588 1 MAR 0948 589 1 MAR 0949 590 1 MAR 0950 591 1 MAR 0951 592 1 MAR 0952 593 1 MAR 0953 594 1 MAR 0954 595 1 MAR 0955 596 1 MAR 0956 597 1 MAR 0957 598 1 MAR 0958 599 1 MAR 0959 600 i; 1. 1. l.1. 1. 1. 1.1. 1. 1. 1. 1. 1. 1. 1.1. 1.1. 1. 1. 1.1. 1. 1. 1. - J.1. 1. 1. 1. 1.1. 1. 1. 1. 1. 1.1. 1. 1.1. 1. 1. 1. 1.1. 1. 1. 1. 1. 1.1. 1. 1. 1. 1.1. 1. 1. 1.1. 1.:. •i .• i.i.i.i.i.i.i.i.i.i. i.i.i.i.i.i. MAXIMUM AVERAGE FLOW (crsi (INCHES) (AC- FT) 6-HR 72. 3 0.602 14. 24-HR .05 0.606 14. 72-HR 0.606 14. 9. 98-HR 28. 0.606 14. (CFS) 17. (HR) 17.17. CUMULATIVE AREA - 0.43 SO MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES OPERATION STATION \f- Uf£l*J HYDROGRAPH AT SUB-1 t\fl "W 8H UCP DIVERSION TO 84-RCP HYDROGRAPH AT DIV ROUTED TO DET HYDROGRAPH AT 84-RCP 2 COMBINED AT CMB PEAK FLOW 106. 30. 76. 56. 30. 72. TIME OF PEAK 2. BO 2.80 2.80 3.22 2.80 3.05 AVERAGE 32. 4. 27. 24. 4. 28. FLOW FOR MAXIMUM 19. 3. 16. 14. 3. 17. PERIOD 19. 3. 16. 14. 3. 17. BASIN AREA 0.43 0.43 0.43 0.43 0.00 0.43 MAXIMUM TIME OF STAGE MAX STAGE 12.80 3.22 *** NORMAL END OF HEC-1 *** VI Poinsettia Properties Hydrology Study STORM WATER QUALITY CONTROL DESIGN ESM:sm h:i/ w.o. 2M1-4 •I ! -I I J | I I I ...i - I...I i i .i.i i j PROJECT - Storm Water Quality Facility Sizing RUNOFF HYDROGRAPH (SBUH METHOD - 6-Hour Storm Event) Given: Area =36.0 acres Pt = 0.6 Inches (Total rainfall for an 85th percentile - 6 hour storm event) dt = 10.0 min. Tc = 12.0 min. (Develdpecfsite conditions) % IMP = 50% PERVIOUS Parcel IMPERVIOUS Parcel Area - 18.0 acres Area = 18.0 acres CN = 68 CN 98 S = 4.71 S = 0.20 0.2S = 0.94 0.2S = 0.04 Compute: Developed Conditions Runoff hydrograph Column (3) = Rainfall Distribution for San Diego County Column (4) = Col. (3) x Pt = 85th percentile - 6 Hour Hyetograph at this location. Column (5) = Accumulated Sum of Col. (4) uoiumn IB) = [it v <= u.iibj = u; use PERVIOUS Area "tr value, lit v > u.*s| = (uoi.(b) - u.*sr/(uon&) + o.us); use PERVIOUS Area "t>" value. Column (7) = Col.(6) of Present Time Step - Col. (6) of Previous Time Step Column (8) = Same method as for Col.(6), except use the IMPERVIOUS Area "S" value. Column (9) = Col. (8) of the present time step - Col. (8) of the previous time step. Column (10) = ((PERVIOUS area / Total area) x Col.(7)) + ((IMPERVIOUS area / Total area) x Col.(9)) Column (1 1) = (60.5 xCol.(10)x Total Area)/ 10 (dt= 10 minutes); Routing Constant, w = dt / (2Tc + dt) = 0.2941 Column (12) - <JOI.(12) ot previous time step + (W x [UOI.(1 1) ot previous time step + Uol.(TI) ot present time step - (2 x UOI.(1'4 OT previous time step)]) Pervious Area d) Time Increment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 (2) Time min. 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 (3) Rainfall distri- bution %ofPt 0.0166 0.0166 0.0166 0.0200 0.0200 0.0200 0.0226 0.0226 0.0226 0.0334 0.0334 0.0334 0.0778 0.0778 0.0778 0.0334 0.0334 (4) Incre- mental Rainfall in. 0.0100 0.0100 0.0100 0.0120 0.0120 0.0120 0.0136 0.0136 0.0136 0.0200 0.0200 0.0200 0.0467 0.0467 0.0467 0.0200 00200 (5) Accumu- lated Rainfall in. 0.0100 0.0199 0.0299 0.0419 0.0539 0.0659 0.0794 0.0930 0.1066 0.1266 0.1466 0.1667 0.2133 0.2600 0.3067 0.3267 0.3468 (6) Accumu- lated Runoff in. 0.0000 0.0000 0.0000 0.0000 b.oooo 0.0000 0.0000 .0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (7) Incre- mental Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Impervious Area (8) Accumu- lated Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0008 0.0027 0.0061 0.0106 0.0160 0.0254 0.0361 0.0480 0.0790 0.1135 0.1504 0.1668 0.1835 (9) Incre- mental Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0008 0.0020 0.0034 0.0045 0.0054 0.0094 0.0107 0.0119 0.0310 0.0345 0.0369 0.0164 0.0167 (10) Total Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0004 0.0010 0.0017 0.0022 0.0027 0.0047 0.0054 0.0059 0.0155 0.0172 0.0184 0.0082 0.0084 (11) Instant hydro- graph cfs 0.00 0.00 0.00 0.00 0.08 0.21 0.37 0.49 0.59 1.02 1.17 1.29 3.38 3.75 4.02 1.79 1.82 (12) design hydro- graph cfs 0.00 0.00 0.00 0.00 0.03 0.10 0.21 0.34 0.46 0.66 0.92 1.10 1.83 2.85 3.46 3.13 2.35 SBUH-swq 1 of 2 4/12/2001 I ! I •f i . i i i 1 i . 1 i i i . i i PROJECT - Storm Water Quality Facility Sizing (1) Time Increment 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 (2) Time min. 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 (3) Rainfall distri- bution %ofPt 0.0334 0.0316 0.0316 0.0316 0.0234 0.0234 0.0233 0.0213 0.0213 0.0213 0.0175 0.0175 0.0175 0.0183 0.0183 0.0183 0.0175 0.0175 0.0175 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (4) Incre- mental Rainfall in. , 0.0200 0.0190 0.0190 0.0190 0.0140 0.0140 0.0140 0.0128 0.0128 0.0128 0.0105 0.0105 0.0105 0.0110 0.0110 0.0110 0.0105 0.0105 0.0105 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (5) Accumu- lated Rainfall ».h. 0.3668 0.3858 0.4047 0.4237 0.4377 0.4518 0.4657 0.4785 0.4913 0.5041 0.5146 0.5251 0.5356 0.5466 0.5575 0.5685 0.5790 0.5895 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 (6) Accumu- lated Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 •••0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ' 0.0000 (7) Incre- mental Runoff in. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (8) Accumu- lated Runoff in. 0.2005 0.2167 0.2332 0.2497 0.2621 0.2746 0.2871 0.2985 0.3100 0.3216 0.3311 0.3407 0.3503 0.3603 0.3704 0.3805 0.3902 0.4000 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 0.4097 * (Found by summing this column and multiplying by 600. 600 is the conversion (9) Incre- mental Runoff in. 0.0170 0.0162 0.0164 0.0166 0.0124 0.0125 0.0125 0.0115 0.0115 0.0116 0.0095 0.0096 0.0096 0.0101 0.0101 0.0101 0.0097 0.0097 0.0097 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (10) Total Runoff in. 0.0085 0.0081 0.0082 0.0083 0.0062 0.0062 0.0062 0.0057 0.0058 0.0058 0.0048 0.0048 0.0048 0.0050 0.0050 0.0051 0.0048 0.0049 0.0049 0.0000 0.0000 0.0000 0.0000 . 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (11) Instant hydro- graph cfs 1.85 1.77 1.79 1.81 1.35 1.36 1.36 1.25 1.25 1.26 1.04 1.04 1.04 1.10 1.10 1.10 1.06 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Volume of Runoff = (12) design hydro- graph cfs 2.05 1.91 1.83 1.81 1.67 1.48 1.41 1.35 1.29 1.27 1.20 1.11 1.07 1.07 1.09 1.09 1.08 1.07 1.06 0.75 0.31 0.13 0.05 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 26769 CU.ft.' 0.61 ac-ft required to convert SUM(Q) in cfs to total volume in cubic feet as follows: V = SUM(Q) x dt (cu.tt.) = (cu.ft/s) x (10 min.) x (60 s/min.) SBUH-swq 2 of 2 4/12/20O1 Stormwater Treatment System 0 Plus 6' Typical • 1/4- Plan View V-9"rr-gr INV..I Perforated Covers. ~ t3-04- 1 ] :::::::: Elevation View To begin the design of your Vortechs System, refer to the sizing chart below and com- plete a Specifier's Worksheet to provide details about your site and design flows. Then simply fax or mail the worksheet to Vortechnics with your site plan, and we'll produce detailed Vortechs System scale draw- ings free of charge. ates^i&m&^^^'^'^'-V' -,. _^..-..- *•:*&%<&>**«??•; •----• -• v.A) For Mine Vortechs Systems without a bypass, sizing criteria is based on providing one square foot of grit •^chamber surface area for each 100 gpm of peak.oesigrfesian^flpw^ratasCeigSjPlr^ details about Vortechnics sizing criteria refer to Vortechnics-Technicar Bultetin 3. > "•"-"••«• .•-"'" ' -.-'-». CJ Construction details may vary depending on- the specific; application. Any alterations to the sizing chart specrfi- -.canons wffl appear on Vortechnics dimensional and, shop drawings. Please, call Vortechnics for the weight of spe- Speciel Note: Oil storage- capacity, when it is needed to meet a specific requirement for spill containment, can be sized to meet Che storage requirement with the selected model,: Vortechnics technical staffwfflioptimize system geometry to meet containment requirements within a correctly sizedA/prtechs System.~?Hl'i; V"" g- Metric Specification Chart avBisble by calling \fortschnicsat (2071B78-3S6Z ; * - "- "•-"« "" ' Vortechs System Inlet/Outlet Configurations Vortechs Systems can be configured to accommo- date various inlet and outlet pipe orientations. The inlet pipe can enter the end or side of the tank at right angles - outlet pipes can exit the end or the side of system at most angles. End Inlet o | [ Side Inlet Offline To Polish ^ ) 1 1 Pretreatment nnrfall