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HomeMy WebLinkAboutRialto ChannelI a SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY MAJOR LATERAL DRAINS FUTURE HYDROLOGY REPORT by JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. APRIL 1986 c t c c c e TABLE OF CONTENTS I. Foreward II. Introduction III. General Methodology and Criteria IV. Major Lateral Drains A. Northern Most Drain B. Highland Avenue Channel C. Base Line Drain D oot Foothill Lane Drain E. East Fontana Drain (Atchison Topeka and Santa Fe Railroad) F. San Bernardino Avenue Drain V. Basic Data VI. Special Modgling Considerations A. Depth- Area - Reduction B. Determination of Lag Times VII. Summary of Results i MAJOR LATERAL DRAINS FUTURE HYDROLOGY RPORT I. Foreword This report presents information needed for coordinating the hydrologic analysis required for the definition of major lateral drains for the "Rialto Channel Hydrology /Hydraulics Study ". This report supersedes the previous report entitled Future Hydrology Report and its associated Appendix B, collectively dated January 1986. The Future Hydrology Report: Feeder Drains April 1986, contains information used in defining the feeder drains which discharge into the major lateral drains. This study is being conducted under an agreement between the San Bernardino County Flood Control District and James M. Montgomery, Consulting Engineers, Inc. II. Introduction The area covered in this master plan is the approximately twenty -six square mile watershed drained by the Rialto Channel. It is located in the southwestern corner of San Bernardino County from the southern portion of the Lytle Creek alluvial fan down to the Santa Ana River (Figure A). Most of the drainage area lies north of Interstate Highway 10 (I -10) and is approximately bounded by Sierra Avenue on the west and by Riverside Avenue on the east. Lytle Creek Channel lies immediately to the north and effectively prevents any runoff from the nearby San Gabriel Mountains from entering the study area. The analysis of major lateral drains has investigated key drainage areas within the master plan study area. The alignments of these major laterals have been developed through the review of existing drainage facilities, existing designs for drainage facilities and previous drainage plans and have been coordinated with San Bernardino County and the Cities of Rialto and Fontana at regular project meetings. Drainage areas not contributing to the laterals of interest were not investigated in this analysis. The areas draining to the existing I -10 channel and the City of Rialto's designed drain along Randall Avenue (Willdan Associates, 1985) were not part of this analysis. The goal of the major lateral hydrology study was to generate design discharges for the definition of new facilities. I III. General Methodolo C Design discharges, hydrographs and runoff volumes are determined using methods and criteria conforming to the San Bernardino County Hydrology Manual May 1983, hereafter referred to as the Hydrology Manual. Computer software specifically designed to meet standards and methods set by the Hydrology Manual and developed by Advanced Engineering Software (AES) is C Major Lateral Drains -2- APRIL 1986 utilized. The Unit Hydrograph Method is necessary and appropriate for defining the hydrology for the Rialto Channel major lateral system. The method is summarized briefly below. For a more complete description of these methods the reader is referred to the Hydrology Manual. The Unit Hydrograph Method assumes the watershed to behave as a linear system, where the response to any unit input (rainfall excess) is uniquely defined by a unit hydrograph. The Los Angeles District of the U.S. Army Corps of Engineers has determined dimensionless curves of cumulative The Hydrology Manual establishes the use of a hypothetical rainfall distribution where various duration storm volumes are nested over the sixteenth hour of a 24 -hour event. For the determination of rainfall losses such as infiltration and depression storage the Hydrology Manual defines a method of determining low loss rate percentages and adjusted loss rates. These parameters are related to land use, soil type and percent imperviousness. The following briefly lists drainage facility criteria which impact the major lateral drains and were followed in the definition of the future hydrologic analysis. These criteria were coordinated with the Cities of Fontana and Rialto and with the San Bernardino County Flood Control District. 1. The combined storm drain and street capacity at any point should be adequate to convey runoff from a 25 -year storm. The difference between the 10 -year design peak discharge and the 25 -year design peak discharge is carried in the street. If this difference exceeds the street capacity, the storm drain size is increased accordingly. This criteria required a minimum 25 -year storm design for all major lateral drains, because inadequate slope in their east -west orientation limited any significant street capacity. 2. In the coordination of criteria, certain drainage lines are identified as key facilities where 100 -year storm design is appropriate for regional flood control and the protection of major transportation routes. The facilities or their associated alignments are listed below. a. Rialto Channel b. Highland Avenue Channel C. East Fontana Drain (Atchison Topeka and Santa Fe Railroad) d. Interstate Highway 10 Channel N runoff for various geographical areas within San Bernardino County. Given El a watershed's lag and drainage area these curves are used to predict the watershed's unit hydrograph. In this study the Valley Curve was used throughout the drainage area. Lag is defined as the time required to reach half the ultimate discharge of a watershed under the conditions of continuous and uniform rainfall excess and is determined by an empirical relation of physical dimensions of the watershed. The Hydrology Manual establishes the use of a hypothetical rainfall distribution where various duration storm volumes are nested over the sixteenth hour of a 24 -hour event. For the determination of rainfall losses such as infiltration and depression storage the Hydrology Manual defines a method of determining low loss rate percentages and adjusted loss rates. These parameters are related to land use, soil type and percent imperviousness. The following briefly lists drainage facility criteria which impact the major lateral drains and were followed in the definition of the future hydrologic analysis. These criteria were coordinated with the Cities of Fontana and Rialto and with the San Bernardino County Flood Control District. 1. The combined storm drain and street capacity at any point should be adequate to convey runoff from a 25 -year storm. The difference between the 10 -year design peak discharge and the 25 -year design peak discharge is carried in the street. If this difference exceeds the street capacity, the storm drain size is increased accordingly. This criteria required a minimum 25 -year storm design for all major lateral drains, because inadequate slope in their east -west orientation limited any significant street capacity. 2. In the coordination of criteria, certain drainage lines are identified as key facilities where 100 -year storm design is appropriate for regional flood control and the protection of major transportation routes. The facilities or their associated alignments are listed below. a. Rialto Channel b. Highland Avenue Channel C. East Fontana Drain (Atchison Topeka and Santa Fe Railroad) d. Interstate Highway 10 Channel N I Major Lateral Drains -3- APRIL 1986 IV. Major Lateral Drains A separate hydrologic model is developed for each concentration point considered along the major lateral drains in the Rialto Channel System. The areas involved are much larger than 500 acres and require the use of the Unit Hydrograph Method according to the Hydrology Manual. The AES computer program FLOODSB is utilized to analyze each watershed. Each lateral drain is briefly described below. The Northern Most Drain follows a future road alignment one mile north of Highland Avenue. This drain being upstream of the Rialto Channel is extended south to the the Highland Avenue Channel along Cedar Avenue. A 25 -year rainfall event was considered. Two sub - basins and associated concentration points were used to define the watershed. The Highland A venue Channel follows along the north side of Highland Avenue and is continued south a short distance into the potential Upper Cactus Basin detention basin area. This channel was evaluated for a 100 -year rainfall event because it follows the planned Foothill Freeway alignment. Three sub - basins for the areas below the Northern Most Drain in addition to the Northern Most Drain sub - basins were used to define the watershed. Overflows from the Northern Most Drain (25 -year) for the 100 -year event were considered and modeled. Discharges were determined for three concentration points. The Base Line Road Drain follows along the Base Line Road alignment and terminates into the upper existing Cactus Basin just on the south side of Base Line Road and slightly to the west of Cactus Avenue. A 25 -year rainfall event was considered. Three sub - basins and associated concentration points were used to define the watershed. The Foothill Lane Drain follows a series of road alignments to the north of Foothill Lane (U.S. Route 66). It has a general east -to -west course with a few short southern transverses. It terminates in a confluence with the Rialto Channel. A 25 -year rainfall event was considered. Three sub - basins and associated concentration points were used to define the watershed. The East Fontana Drai follows along the north side of the Atchison Topeka and Santa Fe Railroad line and terminates in a confluence with the Rialto Channel and a diversion to the Merril and Linden Basins. A 100 -year rainfall event was considered. The Merril and Linden Basins (220 acre -feet, combined) were analyzed as a reservoir for a flow -by system allowing the downsizing of flows to the east of Linden Avenue. The six sub - basins for the Foothill Lane Drain and Base Line Road Drain were used in conjunction with three new sub - basins to define the watershed. Overflows of the two upstream laterals (25 -year design) for the 100 -year rainfall event were considered and modeled. Three concentration points were used to define four peak discharges along the drain. (Upstream and downstream discharges were determined at the I diversion to the Merril and Linden Basins). J I Major Lateral Drains -4- APRIL 1986 The San Bernardino Avenue Drain begins by following Randall Avenue at the western side of the study area. It is brought down to San Bernardino Avenue at Linden Avenue after picking up the drain from the Merril and Linden Basins (110 cfs). In converting the Merril and Linden basins into flowby reservoirs a drain system is planned to empty the reservoirs in 24 hours to provide protection against multiple storm events. The drain continues along the San Bernardino Avenue alignment until its confluence with Rialto Channel. V. Basic Data Basic topographic and geometric information (Figure A) used in the definition of sub - basins were taken from base U.S. Geological Survey E quadrangles, field reconnaissance and through coordination with public agencies. Rainfall isohyetal mapping presented in the Hydrology Manual is used to determine point rainfall depths for each sub -basin (Figures B and C). Comprehensive plans of future development obtained from the Cities of Rialto, Colton and Fontana and the County of San Bernardino (see Figure D)• are used in conjunction with soils information (Figure B) presented in the Hydrology Manual to determine loss rate parameters. Weighted averages for these values are determined for all sub - basins based on multiple land uses and soil types within each sub - basin. Table 1 gives a summary of loss rate parameter determinations. VI. Special Modeling Considerations Ell Depth- area - reduction curves, presented in the Hydrology Manual, are used to refine the point rainfall intensities for the appropriate spatial extent of the storm. For each concentration point considered, a separate computer run was made and appropriate depth- area - reduction factors were input based on the cumulative drainage area for the concentration point. ' The methodology for determining lag times in the Unit Hydrograph Method presented in the Hydrology Manual may give unreasonable values for small, highly urbanized sub - basins. In conversations with Robert Corchero, Assistant Chief of the Water Resources Division, San Bernardino County, a method of adjusting the basin roughness value (n) to define an appropriate lag time was developed Time of concentration values [T(c)] generated in the Rational Method analyses were transferred to the appropriate Unit Hydrograph Method sub - basin. From the empirical relation for lag time basin roughness values were determined which would equate the lag time to eight tenths of the time of concentration. Table 2 presents a summary of this analysis. n L e c 0 i Major Lateral Drains VII. Summary of Results x•19 APRIL 1986 A separate computer output file for each concentration point is presented. Each of these files are grouped for each major lateral drain in the attached Appendix. For each major lateral drain a node location map is presented and each computer file is prefaced with a schematic diagram of the individual watershed model. An index to the schematic diagrams is also included. Peak discharges are summarized in Table 3. TABLE 1 SUMMARY OF LOSS RATES Major Laterals Drains Hydrology Study Runoff Indices Runoff Indices presented by land use. Numbers are based on Fig. E -5 Runoff Index Numbers for Pervious Areas of the San Bernardino County Hydrology Manual. Pervious Soil Type Land Use Land Covers Portion A B C D All Land Uses Landscaping 1.0 32 56 69 75 E I Subbasin Component Parameters Fractions Impervious, A(i), are based on Fig. E -6b Actual Impervious Cover for Developed Areas of the San Bernardino County Hydrology Manual. E Area Soil Pervious Fraction E Basin Land Use Fraction Type Runoff Index Imperv., A(i) 1101 Commercial .14 A 32 .90 Residential .65 A 32 .50 Industrial .21 A 32 .90 1102 Industrial .26 A 32 .90 Residential .68 A 32 .50 Lt. Industrial .06 A 32 .80 1201 Commercial 1.00 A 32 .90 Table 1 Continued. Area Soil Pervious Fraction Basin Land Use Fraction Type Runoff Index Imperv., A(i) E 1202 Industrial .67 A 32 .90 Lt. Industrial .09 A 32 .80 Residential .24 A 32 .50 1203 Residential .78 A 32 .50 Residential .10 B 56 .50 Park .12 A 32 .10 3301 Lt. Industrial Residential .63 .37 A A 32 32 .80 .50 E , 3302 Lt. Industrial 1.0 A 32 .80 3303 Lt. Industrial .92 A 32 .80 E, Park .03 B 56 .10 Park .02 A 32 .10 Residential .03 A 32 .50 E , 4401 Residential .95 A 32 .50 Residential(6 -14) .05 A 32 .65 E : 4402 Residential 1.0 A 32 .50 4403 Commercial .06 A 32 .90 Residential .92 A 32 .50 Park .02 A 32 .10 5501 Commercial Apartment .26 .11 A A 32 32 .90 .80 Residential .50 A 32 .50 Residential(6 -14) .06 A 32 .65 Park .04 A 32 .10 Public .03 A 32 .70 r c 6 c a e c e c c e c Table 1 Continued Basin Land Use Area Fraction Soil Type Pervious Runoff Index Fraction Imperv., A(i) 5502 Commercial .16 A 32 .90 Public .04 A 32 .70 Mobile Home .07 A 32 .75 Residential(6 -21) .14 A 32 .65 Residential .59 A 32 .50 5503 Commercial .64 A 32 .90 Residential(6 -21) .10 A 32 .65 Residential .26 A 32 .50 6101 Commercial .20 A 32 .90 Residential .65 A 32 .50 Park .04 A 32 .10 Apartment .11 A 32 .80 6102 Residential .95 A 32 .50 Mobile Home .07 A 32 .75 c e c e c c c c a c Table 1 Continued Final Loss Rate Parameters Pervious Area Infiltration Rate [F(p)] from Fig. E -6a Infiltration Rate for Pervious Areas versus Runoff Index Numbers from the San Bernardino County Hydrology Manual. Runoff indices for each component of a subbasin were calculated and the weighted average was determined based on area fractions. RI = 100[A(i)] + Pervious Runoff Index X [1.0 - A(i)] F = F(p)[1.0 - 0.9 X A(i)] Y = 1.0 - P / (P + 1000 /RI - 10.0) Adjusted 24 -Hour Low Loss Loss Rate Rainfall Percentage Subbasin RI Frequency F P Y 1101 75 25 .32 8.1 .29 100 10.5 .24 1102 74 25 .33 7.4 .32 100 9.7 .27 1201 93 100 .14 9.7 .07 1202 86 100 .21 9.3 .15 1203 80 100 .27 9.0 .22 3301 79 25 .28 7.0 .28 100 9.2 .22 3302 86 25 .21 6.8 .19 100 9.1 .15 3303 84 25 .23 6.8 .22 100 9.1 .17 4401 67 25 .40 6.7 .42 100 8.8 .36 c Table 1 Continued Adjusted 24 -Hour Low Loss Loss Rate Rainfall Percentage Subbasin RI Frequency F P Y E , 4402 66 25 .41 6.6 .44 100 8.6 .37 4403 67 25 .40 6.4 .43 100 8.4 .37 E l 5501 75 100 .32 8.6 .28 5502 73 100 .34 8.4 .31 5503 84 100 .23 8.1 .19 6101 73 25 .34 6.5 .36 100 8.5 .30 6102 67 25 .40 6.3 .44 100 8.2 .38 6103 67 25 .41 5.9 .47 100 7.6 .40 C E E c a 6 G C G e c e c c e Table 2 DETERMINATIONS OF BASIN ROUGHNESS VALUES Major Lateral Drains Hydrology Study Sub -Basin L L(ca) Delta H T(c) _ (feet) (feet) (feet) (min.) n 1101 12,000 5,400 309 20.77 .0213 1102 21,700 9,600 415 31.26 .0194 1201 6,900 3,900 141 30.08 .0412 1202 11,900 3,900 176 33.32 .0349 1203 6,900 2,400 115 - .025 3301 9,000 5,200 121 36.69 .0376 3302 7,750 3,900 120 29.29 .0364 3303 10,500 5,800 140 34.54 .0320 4401 6,500 3,850 81 32.38 .0415 4402 7,500 4,550 96 28.48 .0326 4403 10,300 3,400 119 31.99 .0356 5501 8,900 5,300 103 43.02 .0428 5502 9,500 6,300 88 31.34 .0273 5503 8,700 5,950 85 29.45 .0274 6101 9,000 2,600 63 38.90 .0459 6102 8,800 5,700 71 39.34 .0357 6103 11,500 4,800 75 34.14 .0287 * Value directly estimated. L = Length of longest watercourse within sub - basin. L(ca) = Length along longest watercourse to point perpendicular to the centroid of sub - basin. Delta H = Change in elevation from top and bottom of longest watercourse. T(c) = Time of Concentration. Values based on rational analysis used in Feeder Drains, Future Hydrology Report April 1986. n g Basin Roughness Value. n = .06 4915 Base Line Road Drain 25 .01 577 .02 964 .03 1479 Foothill Lane Drain 25 .04 367 .05 828 .06 1512 East Fontana Drain 100 .07 849 .08 1356 .08 210 .09 997 San Bernardino Ave. Drain 25 .01 464 .02 817 .03 1255 I Table 3 SUMMARY OF PEAR DISCHARGES Major Lateral Drains Hydrology Study Peak Return Lateral Description Period Node Discharge (years) (cfs) Northern Most Drain 25 .01 991 .05 2383 Highland Avenue Channel 100 .02 891 .05 4682 .06 4915 Base Line Road Drain 25 .01 577 .02 964 .03 1479 Foothill Lane Drain 25 .04 367 .05 828 .06 1512 East Fontana Drain 100 .07 849 .08 1356 .08 210 .09 997 San Bernardino Ave. Drain 25 .01 464 .02 817 .03 1255 DATE �. CLIENT So rJ � ° i i =? f / � JOB NO.r l� � CALC. BY DESCRIPTION __.�C `n nt= `� 1/ n G �=��� 11 _c , _ CHECKED BY A 0 �1 [1 EN -3A JAMES M. 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RIAL GHAtJNEL HYDRoc.ocry /HYDRAULicS • -_., ��� , t LATERAL- DRAIN S STUDY - • - NODE L_o cg Tt oN S � "' Id, � ' ,.....,...., ,..„...,,,,, _. . ....,.. , j, No Cdrer0 Mo s - r 0r - — • � ' t'. yam �` r 7 /„ JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. BY 2 6 DATE 3J3Vag CLIENT _51112 BPr J cdLL CO • SHEET __LOP CHKD. BY DESCRIPTION Nor +1 -r La-t"e 2 yx Or o JOB NO. 352.7. O ( �2 1 D R hayed m• -I-o-ra I area o-r l 874 acres. co r �u'� mode . If n 1102- ,01 A P � P c .O npc> ,02c n pommy ,` ,G EL= IbSb L= 9,7ara EL =1552. L= 5;300 El 1475 CoN1�UfPr C5t IJOAR A 1a5 D -A - R ValVeS. EN 1S (10/78) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD ROUTING ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««««««« « « « «« «« « « « « « » » » » » » » » » » » » » » » » » »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. ««««««« « « «« « «« « « ««« »» » » » » » » » » » » » » » » » »» * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * NORTHERNMOST LATERAL 25 -YEAR EVENT * FIRST MODEL (COMPUTER GERNERATED DAR FACTORS USED) 4/2/86 DMH ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««««««« «« «« ««« « « « « «»»»» »» » » » » » » »» » » » »» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««« «« « « « « ««««««««« «» » » » » »» »» » »» » » » » » »» ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 1101.00 TO NODE 1100.01 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 12000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 309.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.021 WATERSHED AREA = 608.000 ACRES WATERCOURSE "LAG" TIME = 0.277 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.087 • HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.290 1 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.10 ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * *,* F L O O D R O U T I N G A N A L Y S I S ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««« «««« « «« «« « « « « «« « » » » » » »» » » » » » » » » » » »» (C) Copyright 1983 Advanced Engineering Software [AESJ Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. « «« « ««« ««««««««« « «« »» » » » » »» » » » » » » » » » »» * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * NORTHERNMOST LATERAL 25 -YEAR EVENT * FULL MODEL (ALL D -A -R FACTORS BASED ON 1870 ACRES) 4/2/86 DMH ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** « «« « «« «« «« «« « « «« « «« »» » » » »»» » » »» » » » » » »» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 «« « « «« «« « ««« « ««««« « »» » » »» » »» »» »» »» »» »» ********************************************* * * * * * * * * * * * * * * * * * * * * * * * ** * * * *f* FLOW PROCESS FROM NODE 1101.00 TO NODE 1100.01 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 12000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 309.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.021 WATERSHED AREA = 608.000 ACRES WATERCOURSE "LAG" TIME = 0.277 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.087 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.290 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.10 �'. * HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.991 30- MINUTE FACTOR = 0.991 1 -HOUR FACTOR = 0.995 3 -HOUR FACTOR = 0.998 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.999 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.911 214.070 2 13.598 785.815 3 32.256 1371.863 4 52.434 1483.693 5 65.202 938.884 6 72.541 539.611 7 77.291 349.297 8 80.996 272.437 9 83.988 219.957 10 86.475 182.859 11 88.455 145.601 12 90.228 130.353 13 91.648 104.429 14 92.882 90.740 15 93.860 71.947 16 94.791 68.391 17 95.676 65.079 18 96.383 52.047 19 97.014 46.387 20 97.560 40.162 21 98.060 36.765 22 98.560 36.765 23 99.060 36.765 24 99.560 36.765 25 100.000 32.317 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 112.8510 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 296.9043 2 4 - H O U R S T O R M • RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 16.083 160.6163 365.84 . . Q .V . 16.167 164.8632 616.64 . . . V Q • 16.250 170.9944 890.26 . . . V . Q . 16.333 177.8201 991.09 . . V . Q. 16.417 183.4757 821.19 . . . V . Q . 16.500 187.8785 639.28 . . Q . 16.583 191.4232 514.69 . Q V • 16.667 194.4919 445.58 . . Q . V . 16.750 197.2883 406.03 . . Q V . 16.833 199.9211 382.28 . . Q . V . 16.917 202.3890 358.35 . . 0 . V . . 17.000 204.7356 340.73 . . Q . V . . 17.083 206.9422 320.40 . . Q . V . . 17.167 209.0411 304.76 . . Q . V . . 17.250 211.0287 288.59 . .0 . V . . 17.333 212.9447 278.21 . .Q . V . . 17.417 214.7977 269.06 . Q . V . . 17.500 216.5703 257.37 . 0 V. 17.583 218.2771 247.84 . Q. . V. . 17.667 219.9189 238.39 . Q. . V. . 17.750 221.4998 229.55 . Q. . V. . 17.833 223.0310 222.33 . Q . . V . 17.917 224.5210 216.34 . Q . V 18.000 225.9731 210.85 . Q . . V . END OF FLOOD ROUTING ANALYSIS �' UUUUUUUUUU o00000000000000000000000000000000000000000000000000000000000c00000000000000 UUUUUUUUUL UUUUUUUUUU 000000000000 James M. Montgomery, Consulting Engineers, Inc. 000000000000 UUUUUUUUUL UUUUUUUUUU 0000000000000000000000000000000000000000000000000000000oo 000c00000000000000 UUUUUUUUUL DDDD M M H H D D MM MM H H D D M M M H H D D M M HHHHH D D M M H H D D M M H H DDDD M M H H N N 000 RRRR TTITT H H FFFFF U U L L N N 0 0 R R T H H F U U L L NN N 0 0 R R T H H F U U L L N N N 0 0 RRRR T HHHHH FFFF U U L L N NN 0 0 R R T H H F U U L L N N 0 0 R R T H H F U U L L N N 000 R R T H H F UUUUU LLLLL LLLLL 000 U U TTTTT ;; 333 0 0 U U T ;; 3 3 0 0 U U T 3 0 0 U U T ;; 3 0 0 U U T ;; 3 0 0 U U T 3 3 .. 000 UUUUU T ; 333 File DELTA$ DUAO :[17311.95270132.LATERALS]NORTH FULL.OUT;3 (18922,47377,0), last revised on 2- APR -1986 19:26, is a 49 block sequential file owned by UIC [DMH]. The records are variable length with FORTRAN (FTN) carriage control. The longest record is 77 bytes. Job NORTH FULL (446) queued to PRINTER _NILE on 2- APR -1986 19:26 by user DME, UIC [DMH], under account I »A4 J at priority 4, started on printer ARROYO$TXA6: on 2 -APR -1986 19:26 from queue PRINTER NILE. UUUUUUUUUU OOOOOOOOOOOOOOOOOOOOOO000000 000000000()0000000000000000000000c30000000000000 UUUUUUUUUL UUUUUUUUUU 000000000 Digital Equipment Corporation - VAX /VMS Version W.2 0000000000 UUUUUUUUUL OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOC3000o000000000 UUUUUUUUUL UUUUUUUUUU �' * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.974 30- MINUTE FACTOR = 0.974 1 -HOUR FACTOR = 0.985 3 -HOUR FACTOR = 0.992 6 -HOUR FACTOR = 0.994 24 -HOUR FACTOR = 0.996 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 2.911 214.070 2 13.598 785.815 3 32.256 1371.863 4 52.434 1483.693 5 65.202 938.884 6 72.541 539.611 7 77.291 349.297 8 80.996 272.437 9 83.988 219.957 10 86.475 182.859 11 88.455 145.601 12 90.228 130.353 13 91.648 104.429 14 92.882 90.740 15 93.860 71.947 16 94.791 68.391 17 95.676 65.079 18 96.383 52.047 19 97.014 46.387 20 97.560 40.162 21 98.060 36.765 22 98.560 36.765 23 99.060 36.765 24 99.560 36.765 25 100.000 32.317 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 112.6992 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 295.9219 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H - -------------------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 DOWNSTREAM ELEVATION(FT) = 1552.00 PIPE DIAMETER(FT) = 8.00 ---------------------------------------------------------------------------- 16.083 160.4230 363.76 Q V 16.167 164.6126 608.32 V Q VELOCITY 16.250 170.6428 875.59 V Q 16.333 177.3478 973.56 V Q (FPS) 16.417 182.9025 806.54 V Q 16.500 187.2337 628.89 Q 15.3 16.583 190.7342 508.28 Q V 16.667 193.7768 441.78 Q V 15.4 16.750 : 196.5541 403.26 Q V 16.833 199.1693 379.72 Q V 15.6 16.917 201.6215 356.06 Q V 17.000 203.9541 338.70 Q V 15.7 17.083 206.1492 318.73 Q V 17.167 208.2384 303.36 Q V . 15.9 17.250 210.2181 287.45 .Q V . 17.333 212.1274 277.23 .0 V . 16.1 16.2 17.417 213.9745 268.21 Q V . 17.500 215.7425 256.70 Q V. 16.3 17.583 217.4455 247.28 Q. V. 17.667 219.0837 237.87 Q. V. 16.1 17.750 220.6608 228.99 Q. V. 17.833 222.1875 221.67 Q V 16.0 17.917 223.6724 215.62 Q V 18.000 225.1197 210.14 Q V 16.0 241.1 0.000 FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.03 IS CODE = 4 --------------------- 16.000 » »> MODEL PIPEFLOW ROUTING OF STREAM« «< 16.4 240.8 0.000 MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 9200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1656.00 DOWNSTREAM ELEVATION(FT) = 1552.00 PIPE DIAMETER(FT) = 8.00 1 V NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CPS) (FPS) (CFS) PONDING(AF) 15.083 206.3 15.3 198.6 0.000 15.167 212.5 15.4 203.5 0.000 15.250 219.2 15.6 212.1 0.000. 15.333 226.6 15.7 217.2 0.000 15.417 234.8 15.9 223.7 0.000 15.500 15.583 244.3 252.0 16.1 16.2 231.9 241.1 0.000 0.000 15.667 252.9 16.3 249.4 0.000 15.750 246.2 16.1 252.6 0.000 15.833 238.6 16.0 248.4 0.000 15.917 241.8 16.0 241.1 0.000 16.000 259.2 16.4 240.8 0.000 1 V w U�ll 16.083 363.8 17.9 253.4 0.000 16.167 608.3 20.3 331.2 0.000 16.250 875.6 21.8 557.5 0.000 16.333 973.6 19.3 829.7 0.026 16.417 806.5 21.6 753.8 0.000 16.500 628.9 20.4 1039.3 0.000 16.583 508.3 19.5 657.0 0.000 16.667 441.8 18.8 532.8 0.000 16.750 403.3 18.4 452.1 0.000 16.833 379.7 18.1 413.5 0.000 16.917 356.1 17.8 386.4 0.000 17.000 338.7 17.6 361.9 0.000 17.083 318.7 17.3 343.7 0.000 17.167 303.4 17.1 325.4 0.000 17.250 287.4 16.9 309.1 0.000 17.333 277.2 16.7 293.2 0.000 17.417 268.2 16.5 279.7 0.000 17.500 256.7 16.3 270.6 0.000 17.583 247.3 16.1 260.1 0.000 17.667 237.9 16.0 250.4 0.000 17.750 229.0 15.8 241.0 0.000 17.833 221.7 15.6 232.0 0.000 17.917 215.6 15.5 224.4 0.000 18.000 210.1 15.4 218.0 0.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1100.03 TO NODE 1100.05 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM ««< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5300.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1552.00 DOWNSTREAM ELEVATION(FT) = 1475.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 198.6 16.5 194.7 0.000 15.167 203.5 16.6 200.0 0.000 15.250 212.1 16.9 204.8 0.000 ' 15.333 217.2 17.0 214.5 0.000 15.417 223.7 17.1 218.7 0.000 15.500 231.9 17.3 225.5 0.000 15.583 241.1 17.5 234.0 0.000 15.667 249.4 17.7 243.7 0.000 15.750 252.6 17.7 252.6 0.000 15.833 248.4 17.7 251.6 0.000 15.917 241.1 17.5 248.2 0.000 16.000 240.8 17.5 239.0 0.000 16.083 253.4 17.8 241.9 0.000 w U�ll 1 I A 5 E-1111 J�_ �11 0 uj 16.167 331.2 19.3 282.1 0.000 16.250 557.5 21.9 412.5 0.000 16.333 829.7 24.0 667.2 0.000 16.417 753.8 23.5 798.3 0.000 16.500 1039.3 24.8 866.8 0.000 16.583 657.0 22.8 888.1 0.000 16.667 532.8 21.7 606.7 0.000 16.750 452.1 20.8 502.3 0.000 16.833 413.5 20.3 438.2 0.000 16.917 386.4 20.0 404.0 0.000 17.000 361.9 19.7 378.5 0.000 17.083 343.7 19.4 356.4 0.000 17.167 325.4 19.2 338.0 0.000 17.250 309.1 18.9 319.4 0.000 17.333 293.2 18.5 303.6 0.000 17.417 279.7 18.3 288.8 0.000 17.500 270.6 18.1 276.8 0.000 17.583 260.1 17.9 267.3 0.000 17.667 250.4 17.7 257.2 0.000 17.750 241.0 17.5 250.0 0.000 17.833 232.0 17.3 238.7 0.000 17.917 224.4 17.2 229.6 0.000 18.000 218.0 17.0 222.5 0.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1102.00 TO NODE 1100.05 IS CODE = 1 ---------------------------------------------------------------------------- » »>UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 21700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 9600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 415.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.019 WATERSHED AREA = 1263.000 ACRES WATERCOURSE "LAG" TIME = 0.416 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.031 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.330 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.320 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.40 1 L * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.974 30- MINUTE FACTOR = 0.974 1 -HOUR FACTOR = 0.985 3 -HOUR FACTOR = 0.992 6 -HOUR FACTOR = 0.994 24 -HOUR FACTOR = 0.996 1 L RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.778 271.593 2 6.954 790.648 3 15.976 1377.955 4 28.628 1932.552 5 42.899 2179.780 6 55.277 1890.679 7 63.611 1273.037 8 69.396 883.561 9 73.458 620.483 10 76.563 474.225 11 79.238 408.683 12 81.524 349.145 13 83.506 302.662 14 85.285 271.699 15 86.812 233.287 16 88.128 201.109 17 89.330 183.565 18 90.488 176.789 19 91.405 140.090 20 92.286 134.624 21 93.040 115.143 22 93.681 97.911 23 94.316 97.032 24 94.922 92.446 25 95.522 91.790 26 96.037 78.579 27 96.537 76.372 28 97.037 76.372 29 97.537 76.372 30 98.037 76.372 31 98.537 76.372 32 99.037 76.372 33 99.537 76.372 34 100.000 70.735 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 234.2394 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 541.2488 ---------------------------------------------------------------------------- 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME( HRS )- VOLUME(AF)--- Q(CFS)- 0_ - - - - -- 400_0 - - - -- 800_0 - - -- 1200_0 - - -- 1600_0 -- FLOW PROCESS FROM NODE 1100.05 TO NODE 1100.06 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< 16.083 274.6723 610.73 Q V WITHIN THE PIPE, 16.167 280.5291 850.41 VQ 16.250 288.3889 1141.24 V Q . AT THE UPSTREAM INLET: 16.333 298.2034 1425.05 V Q UPSTREAM ELEVATION(FT) = 100.00 16.417 309.1137 1584.19 V Q. 16.500 319.5560 1516.22 V Q 16.583 328.3645 1278.99 V Q NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: 16.667 335.7853 1077.50 V Q UPSTREAM PONDING(AF) 16.750 342.1336 921.77 0 V 16.833 347.8035 823.27 Q V 15.250 616.5 44.0 15.333 638.9 44.5 16.917 353.1035 769.56 Q. V 656.3 17.000 358.1181 728.12 Q V 0.000 17.083 362.8884 692.65 Q V 17.167 367.4544 662.98 Q V 15.833 729.5 46.4 17.250 371.8064 631.91 Q V 724.6 725.9 17.333 375.9632 603.57 Q V 0.000 17.417 379.9663 581.25 Q V . 17.500 383.8514 564.12 Q V . 17.583 387.5570 538.05 0 V . 17.667 391.1473 521.32 Q V . 17.750 394.5952 500.63 Q V. 17.833 397.9037 480.39 Q V. 17.917 401.1130 465.99 .0 V. 18.000 404.2280 452.31 Q V. FLOW PROCESS FROM NODE 1100.05 TO NODE 1100.06 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< I L MODEL PIPEE.LOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 1000.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY (HRS) (CFS) (FPS) OUTFLOW (CFS) UPSTREAM PONDING(AF) 15.083 583.5 43.3 582.5 0.000 15.167 599.9 43.6 599.0 0.000 15.250 616.5 44.0 15.333 638.9 44.5 615.6 637.8 0.000 0.000 15.417 657.2 44.9 656.3 0.000 15.500 679.7 45.3 678.6 0.000 15.583 702.3 45.8 15.667 721.1 46.2 701.2 720.2 0.000 0.000 15.750 733.0 46.5 732.4 0.000 15.833 729.5 46.4 729.7 0.000 15.917 724.4 46.3 16.000 726.0 46.3 724.6 725.9 0.000 0.000 16.083 852.6 48.7 846.5 0.000 I L I 1 I 16.167 1132.5 53.1 1119.7 0.000 16.250 1553.7 58.4 1536.2 0.000 16.333 2092.2 62.9 2070.1 0.000 16.417 2382.4 64.8 2370.7 0.000 16.500 2383.0 64.8 2383.0 0.000 16.583 2167.0 63.4 2175.7 0.000 16.667 1684.2 59.5 1703.9 0.000 16.750 1424.1 56.8 1434.9 0.000 16.833 1261.5 54.8 1268.3 0.000 16.917 1173.5 53.6 1177.3 0.000 17.000 1106.6 52.7 1109.6 0.000 17.083 1049.0 52.0 1051.7 0.000 17.167 1001.0 51.2 1003.1 0.000 17.250 951.3 50.4 953.6 0.000 17.333 907.1 49.6 909.2 0.000 17.417 870.0 49.0 871.8 0.000 17.500 840.9 48.5 842.3 0.000 17.583 805.3 48.0 807.1 0.000 17.667 778.5 47.5 779.8 0.000 17.750 750.7 46.9 751.9 0.000 17.833 719.1 46.2 720.6 0.000 17.917 695.6 45.7 696.7 0.000 18.000 674.8 45.2 675.8 0.000 END OF FLOOD ROUTING ANALYSIS I 1 I t D C 1 C C 1 1 1 1 1 C 1 1 1 1 1 1 1 EN 1S (10/78) OF 0 - 1 JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. 13Y DATE CLIENT SHEET CHKD. BY , DESCRIPTION --- JOB NO. EN 1S (10/78) OF 0 L D i 11 YYYYYYYYYY 333333333333333333333333333333333333333333333333333333333333 '_33333333333333 YYYYYYYYn YYYYYYYYYY 333333333333 James M. Montgomery, Consulting Engineers, Inc. 333333333333 YYYYYYYYY} YYYYYYYYYY 333333333333333333333333333333333333333333333333333333333333 '_33333333333333 YYYYYYYYY: DDDD M M H H D D MM MM H H D D M M M H H D D M M HHHHH D D M M H H D D M M H H DDDD M M H H HH HH MM MM 000000 DDDDDDDD 11 HH HH MM MM 000000 DDDDDDDD 11 HH HH MMMM MMMM 00 00 DD DD 1111 HH HH MMMM MMMM 00 00 DD DD Lill HH HH MM MM MM 00 00 DD DD 11 HH HH MM MM MM 00 00 DD DD 11 HHHHHHHHHH MM MM 00 00 DD DD 11 HHHHHHHHHH MM MM 00 00 DD DD 11 HH HH MM MM 00 00 DD DD 11 HH HH MM MM 00 00 DD DD 11 HH HH MM MM 00 00 DD DD 11 HH HH MM MM 00 00 DD DD 11 HH HH MM MM 000000 DDDDDDDD 111111 HH HH MM MM 000000 DDDDDDDD 111111 000000 UU UU T I Tri= ;;;; 222222 000000 UU UU TITPTTTTPT ; ; ; ; 222222 00 00 UU UU TT ;;;; 22 22 00 00 UU UU TT ;;;; 22 22 00 00 UU UU TT 22 00 00 UU UU TT 22 00 00 UU UU TT ;;;; 22 00 00 UU UU TT +;;; 22 00 00 UU UU TT ;; ;; 22 00 00 UU UU TT ; ;;; 22 .... 00 00 UU UU TT ;; 22 .... 00 00 UU UU TT ;; 22 .... 000000 UUUUUUUUUU TT ;; 2222222222 .... 000000 UUUUUUUUUU TT ;; 2222222222 File DELTA$DUAO: [ 17311.95270132. LATERALS ]HMODI. OUT; 2 (19258,18,0), last revised on 2- APR -1986 19:50, is a 50 block sequential file owned by UIC [DMH]. The records are variable length with FORTRAN (FIN) carriage control. The longest record is 77 bytes. Job HMOD1 (451) queued to PRINTER _NILE on 2 -APR -1986 19:51 by user DMH, UIC [DMH], under account 44 J at priority 4, started on printer ARROYO$TXA6: on 2 -APR -1986 19:51 from queue PRINTER NILE. YYYYYYYYYY 333333333333333333333333333333333333333333333333333333333333 '_33333333333333 YYYYY= YYYYYYYYYY 333333333 Digital Equipment Corporation - VAX /VMS Version V4.2 3333333333 YYYYYYYYYS YYYYYYYYYY 333333333333333333333333333333333333333333333333333333333333 '_33333333333333 YYYYYYYYYS F L 0 0 D R O U T I N G A N A L Y S I S ««««««« « « ««« « « «« « « « »> »» » » » » » » » »» » » » » »» > ' (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF RESULTS************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • HIGHLAND CHANNEL 100 -YEAR EVENT • MODEL 1 (D -A -R FACTORS BASED ON 953 ACRES) 4/2/86 DMH ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««««««« « « « « ««« «« ««« » » » » » » » » » » » » » » » » » »» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««««««« « «« « «« «««««« » » » »» »» »» » » »» » »»» »» ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1101.00 TO NODE 1100.01 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< fd (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH = 12000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 309.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.021 WATERSHED AREA = 608.000 ACRES WATERCOURSE "LAG" TIME = 0.277 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.087 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.240 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.50 fd * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.987 30- MINUTE FACTOR = 0.987 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR = 0.997 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.911 214.070 2 13.598 785.815 3 32.256 1371.863 4 52.434 1483.693 5 65.202 938.884 6 72.541 539.611 7 77.291 349.297 8 80.996 272.437 9 83.988 219.957 10 86.475 182.859 11 88.455 145.601 12 90.228 130.353 13 91.648 104.429 14 92.882 90.740 15 93.860 71.947 16 94.791 68.391 17 95.676 65.079 18 96.383 52.047 19 97.014 46.387 20 97.560 40.162 21 98.060 36.765 22 98.560 36.765 23 99.060 36.765 24 99.560 36.765 25 100.000 32.317 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 121.1616 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 409.5826 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 325.0 650.0 975.0 1300.0 1 16.083 224.8275 483.34 . . Q .V . 16.167 230.3148 796.75 . . . V Q . 16.250 238.1624 1139.46 . . . V . 0 . 16.333 246.8804 1265.85 . . . V . Q • 16.417 254.1347 1053.33 . . V . Q . 16.500 259.8234 826.00 . . 0 . • 16.583 264.4427 670.73 . . Q V . 16.667 268.4739 585.32 . . Q . V . 16.750 272.1696 536.62 . . Q . V . 16.833 27 507.39 . . Q . V 16.917 278.9523 477.45 . . Q . V . . 17.000 282.0869 455.15 . . Q . V . . 17.083 285.0437 429.33 . . Q . V . . 17.167 287.8631 409.37 . . Q V , 17.250 290.5400 388.69 . .0 . V , , 17.333 293.1246 375.29 . .Q . V . . 17.417 295.6273 363.39 . .Q . V , , 17.500 298.0264 348.35 . Q V. 17.583 300.3397 335.88 . Q . V. 17.667 302.5660 323.26 . Q. V. 17.750 304.7085 311.09 . Q. . V. , 17.833 306.7807 300.88 . Q. . V. 17.917 308.7951 292.50 . Q. . V 18.000 310.7581 285.02 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *1,* FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.03 IS CODE = 2 » » >FLOWBY STRUCTURE ROUTING MODEL ««< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 904.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 1 INFLOW INFLOW (STREAM 1) (STREAM 2) 1 1 flow excess I < * < =flowby structure I (flowby 0 = 904.0 cfs) I 1 1 V V STREAM 1 STREAM 2 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 2) (STREAM 1) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 282.3 0.0 282.3 15.167 0.0 290.7 0.0 290.7 15.250 0.0 299.8 0.0 299.8 15.333 0.0 309.8 0.0 309.8 15.417 0.0 320.9 0.0 320.9 15.500 0.0 333.6 0.0 333.6 15.583 0.0 343.8 0.0 343.8 15.667 0.0 344.4 0.0 344.4 15.750 0.0 334.4 0.0 334.4 15.833 0.0 323.0 0.0 323.0 15.917 0.0 326.6 0.0 326.6 16.000 0.0 349.0 0.0 349.0 16.083 0.0 483.3 0.0 483.3 16.167 0.0 796.8 0.0 796.8 16.250 0.0 1139.5 235.5 904.0 16.333 0.0 1265.9 361.9 904.0 16.417 0.0 1053.3 149.3 904.0 16.500 0.0 826.0 0.0 826.0 16.583 0.0 670.7 0.0 670.7 16.667 0:0 585.3 0.0 585.3 16.750 0.0 536.6 0.0 536.6 16.833 0.0 507.4 0.0 507.4 16.917 0.0 477.5 0.0 477.5 17.000 0.0 455.1 0.0 455.1 17.083 0.0 429.3 0.0 429.3 17.167 0.0 409.4 0.0 409.4 17.250 0.0 388.7 0.0 388.7 17.333 0.0 375.3 0.0 375.3 17.417 0.0 363.4 0.0 363.4 17.500 0.0 348.4 0.0 348.4 17.583 0.0 335.9 0.0 335.9 17.667 0.0 323.3 0.0 323.3 17.750 0.0 311.1 0.0 311.1 17.833 0.0 300.9 0.0 300.9 17.917 0.0 292.5 0.0 292.5 18.000 0.0 ..' 285.0 0.0 285.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,* FLOW PROCESS FROM NODE 1100.01 TO NODE 1200.02 IS CODE = 5 »» >MODEL CHANNEL ROUTING BY THE CONVEX METHOD««< s assssssss= sasssasssssasssssass sass THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1656.00 DOWNSTREAM ELEVATION = 1525.00 CHANNEL LENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 361.85 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 298.66 CHANNEL NORMAL VELOCITY FOR Q = 298.66 CFS = 7.17 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.808 - (Y4-1, 711,7 fl I a i L e _r �,, � f�_ _. � _.: C = MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE �' x �` "'' UNIT INTERVALS IS CSTAR = 0.672 ✓ y L 4- a 16 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CPS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 235.5 0.0 16.333 361.9 7.2 16.417 149.3 164.4 16.500 0.0 290.5 16.583 0.0 191.1 16.667 0.0 62.7 16.750 0.0 20.6 16.833 0.0 6.8 16.917 0.0 2.2 17.000 0.0 0.7 17.083 0.0 0.2 17.167 0.0 0.1_ 17.250 0.0 0.0 17.333 0.0 0.0 17.417 0.0 0.0 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 1201.00 TO NODE 1200.02 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 141.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 345.000 ACRES WATERCOURSE "LAG" TIME = 0.401 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.788 J u H - 1 r 0 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.140 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.070 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.987 30- MINUTE FACTOR = 0.987 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR = 0.997 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - -------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------- 1 1.855 77.412 2 7.381 230.541 3 17.044 403.170 4 30.474 560.360 5 45.281 617.811 6 57.284 500.794 7 65.203 330.389 8 70.690 228.934 9 74.512 159.466 10 77.586 128.293 11 80.187 108.490 12 82.406 92.619 13 84.367 81.794 14 86.097 72.210 15 87.563 61.130 16 88.833 53.003 17 90.076 51.859 18 91.107 43.019 19 92.022 38.162 20 92.865 35.171 21 93.537 28.064 22 94.200 27.644 23 94.832 26.382 24 95.456 26.025 25 96.005 22.901 26 96.505 20.862 27 97.005 20.862 28 97.505 20.862 29 98.005 20.862 4 30 98.505 20.862 31 99.005 20.862 32 99.505 20.862 33 100.000 20.668 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 18.7052 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 259.4883 ---------------------------------------------------------------------------- 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H ffYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 138.6584 273.68 16.167 141.1949 368.30 16.250 144.5122 481.68 16.333 148.5645 588.39 16.417 152.9842 641.74 16.500 157.1208 600.63 16.583 160-6512 512.62 16.667 163.6837 440.32 16.750 166-3263 383.70 16.833 168.7384 350.23 16.917 171.0010 328.54 17.000 173.1475 311.66 17.083 175.1962 297.47 17.167 177.1546 284.36 17.250 179.0215 271.08 17-333 180.8083 259.44 17.417 182.5393 251.34 17.500 184.1980 240.85 17.583 185.7963 232.08 17.667 187.3409 224.28 17.750 188.8214 214.97 17.833 190.2567 208.40 17.917 191.6485 202.09 18.000 193.0029 196.65 ------------------------------------- 175.0 350.0 525.0 700.0 ------------------------------------- Q V .0 V Q V Q V 0 V Q V Q. Q Q V 0 V Q V Q V Q V 0 V Q V V V Q V Q V Q V Q V. V. V. V. FLOW PROCESS FROM NODE 1200.02 TO NODE 1200.04 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>MODEL PIPEFLOW ROUTING OF STREAM<<<<< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1525.00 r1 G F r, ll� Fil D DOWNSTREAM ELEVATION(FT) = 1425.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 173.0 22.9 173.0 0.000 15.167 178.0 23.6 178.0 0.000 15.250 183.3 24.3 183.3 0.000 15.333 189.2 25.1 189.2 0.000 15.417 195.7 25.9 195.7 0.000 15.500 203.1 26.9 203.1 0.000 15.583 209.9 27.8 209.9 0.000 15.667 214.6 28.4 214.6 0.000 15.750 216.6 28.7 216.6 0.000 15.833 216.4 28.7 216.4 0.000 15.917 217.0 28.7 217.0 0.000 16.000 224.0 29.7 224.0 0.000 16.083 273.7 36.2 273.7 0.000 16.167 368.3 48.8 368.3 0.000 16.250 481.7 63.8 481.7 0.000 16.333 595.6 78.9 595.6 0.000 16.417 806.1 106.7 806.1 0.000 16.500 891.2 111.3 891.0 0.000 16.583 703.7 93.2 703.9 0.000 16.667 503.1 66.6 503.1 0.000 16.750 404.3 53.5 404.3 0.000 16.833 357.0 47.3 357.0 0.000 16.917 330.8 43.8 330.8 0.000 17.000 312.4 41.4 312.4 0.000 17.083 297.7 39.4 297.7 0.000 17.167 284.4 37.7 284.4 0.000 17.250 271.1 35.9 271.1 0.000 17.333 259.4 34.4 259.4 0.000 17.417 251.3 33.3 251.3 0.000 17.500 240.8 31.9 240.8 0.000 17.583 232.1 30.7 232.1 0.000 17.667 224.3 29.7 224.3 0.000 17.750 215.0 28.5 215.0 0.000 17.833 208.4 27.6 208.4 0.000 17.917 202.1 26.8 202.1 0.000 18.000 196.7 26.0 196.7 0.000 END OF FLOOD ROUTING ANALYSIS I E '�'? . JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. BY DATE CLIENT ----- SHEET OF CHKD. BY DESCRIPTIO _� JOB NO. --------- --------- -sc o F—!' c c f) r-1 r- s � I lo I Af EN 1S (10/78) "04 ZL F L 0 0 D R 0 U T I N G A N A L Y S I S ««««««« «« « « « « « « « « « <O » » » > »» » » » » »» » » > » »: »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF RESULTS******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • HIGHLAND CHANNEL 100 -YEAR EVENT • MODEL 2 (D -A -R FACTORS BASED ON 3156 ACRES) 4/2/86 DMH - ---------------------------------------------------------------------- ---- «««««« « « «« « « « « « « « « < O » » » » » » » » » » » » » » » »: »» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 1101.00 TO NODE 1100.01 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.50 (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH = 12000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 309.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.021 WATERSHED AREA = 608.000 ACRES WATERCOURSE "LAG" TIME = 0.277 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.087 HYDROG RAP H BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.240 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.50 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.956 30- MINUTE FACTOR = 0.956 1 -HOUR FACTOR = 0.974 3 -HOUR FACTOR = 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ----------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --- - - - - - - ---- - 2.911 ----- - - - - - -------------- 214.070 2 13.598 785.815 3 32.256 1371.863 52.434 1483.693 4 5 65.202 938.884 6 72.541 539.611 7 77.291 349.297 80.996 272.437 8 9 83.988 219.957 10 86.475 182.859 11 88.455 145.601 90.228 130.353 12 13 91.648 104.429 14 92.882 90.740 15 93.860 71.947 94.791 68.391 16 17 95.676 65.079 18 96.383 52.047 19 97.014 46.387 20 97.560 40.162 21 98.060 36.765 22 98.560 36.765 23 99.060 36.765 24 99.560 36.765 25 100.000 32.317 ----- ------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 120.9751 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 407.6422 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ------------- ---------------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - --------------------- ----------------•---- - ----------------------- - - - - -- -- 975.0 130(.0 TIME(HRS) VOLUME(AF) Q(CFS) 0 . 325.0 650.0 16.083 224.5252 476.35 . . Q . V . 16.167 229.8745 776.72 . . . VQ • . 16.250 237..4910 1105.92 . . V . 0 • 16.333 245.9371 1226.37 . . V . Q • 16.417 252.9634 1020.22 . . V .Q . 16.500 258.4851 801.75 . . QV . 16.583 262.9921 654.42 . . Q V . 16.667 266.9486 574.48 . . Q . V 16.750 270.5902 528.76 . . Q . V 16.833 274.0413 501.10 . . Q . V . 16.917 277.2954 472.50 . Q . V . . 17.000 280.4028 451.20 . • 0 V . 17.083 283.3398 426.45 . . Q • V . . 17.167 286.1448 407.29 . . Q . V . . 17.250 288.8127 387.38 . .0 . V . . 17.333 291.3919 374.50 . .Q . V . . 17.417 293.8921 363.03 . .Q . V . . 17.500 296.2922 348.50 . Q . V. . 17.583 298.6084 336.32 . Q . V. . 17.667 300.8377 323.70 . Q. . V. . 17.750 302.9809 311.18 . Q. . V. . 17.833 305.0503 300.48 . Q. . V. . 17.917 307.0600 291.81 . Q . . V . 18.000 309.0178 284.27 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * *: * * ** FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.01 IS CODE = 2 »» >FLOWBY STRUCTURE ROUTING MODEL « «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 904.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 1 INFLOW INFLOW (STREAM 1) (STREAM 2) 1 1 flow excess I < * < =flowby structure (flowby Q = 904.0 cf:) 1 1 1 V V STREAM 1 STREAM 2 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 2) (STREAM 1) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 284.1 0.0 284.1 15.167 0.0 292.4 0.0 292.4 15.250 0.0 301.4 0.0 301.4 15.333 0.0 311.2 0.0 311.2 15.417 0.0 322.2 0.0 322.2 15.500 0.0 334.6 0.0 334.6 15.583 0.0 344.6 0.0 344.6 15.667 0.0 345.3 0.0 345.3 15.750 0.0 335.6 0.0 335.6 15.833 0.0 324.8 0.0 324.8 15.917 0.0 328.1 0.0 328.1 16.000 0.0 348.7 0.0 348.7 16.083 0.0 476.4 0.0 476.4 16.167 0.0 776.7 0.0 776.7 16.250 0.0 1105.9 201.9 904.0 16.333 0.0 1226.4 322.4 904.0 16.417 0.0 1020.2 116.2 904.0 16.500 0.0 801.7 0.0 801.7 16.583 0.0 654.4 0.0 654.4 16.667 0.0 574.5 0.0 574.5 16.750 0.0 528.8 0.0 528.8 16.833 0.0 501.1 0.0 501.1 16.917 0.0 472.5 0.0 472.5 17.000 0.0 451.2 0.0 451.2 17.083 0.0 426.4 0.0 426.4 17.167 0.0 407.3 0.0 407.3 17.250 0.0 387.4 0.0 387.4 17.333 0.0 374.5 0.0 374.5 17.417 0.0 363.0 0.0 363.0 17.500 0.0 348.5 0.0 348.5 17.583 0.0 336.3 0.0 336.3 17.667 0.0 323.7 0.0 323.7 17.750 0.0 311.2 0.0 311.2 17.833 0.0 300.5 0.0 300.5 17.917 0.0 291.8 0.0 291.8 18.000 0.0 284.3 0.0 284.3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * *: * * ** • FLOW PROCESS FROM NODE 1100.01 TO NODE 1200.02 IS CODE = 5 » » >MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1656.00 DOWNSTREAM ELEVATION = 1525.00 CHANNEL LENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 322.37 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 262.14 CHANNEL NORMAL VELOCITY FOR 0 = 262.14 CFS = 6.76 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.799 fl I] 1�11 L L 1 1 5 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.652 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CPS) (CPS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 201.9 0.0 16.333 322.4 0.0 16.417 116.2 125.2 16.500 0.0 249.9 16.583 0.0 169.4 16.667 0.0 62.6 16.750 0.0 21.8 16.833 0.0 7.6 16.917 0.0 2.6 17.000 0.0 0.9 17.083 0.0 0.3 17.167 0.0 0.1 17.250 0.0 0.0 17.333 0.0 0.0 17.417 0.0 0.0 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 1201.00 TO NODE 1200.02 IS CODE = 1 - ------------------------ » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 141.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 345.000 ACRES WATERCOURSE "LAG" TIME = 0.401 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.788 i� Cl Hl' [7 u HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.140 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.070 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.956 30- MINUTE FACTOR = 0.956 1 -HOUR FACTOR = 0.974 3 -HOUR FACTOR = 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------- 1 - - - - -- ----------------------- 1.855 77.412 2 7.381 230.541 3 17.044 403.170 4 30.474 560.360 5 45.281 617.811 6 57.284 500.794 7 65.203 330.389 8 70.690 228.934 9 74.512 159.466 10 77.586 128.293 11 80.187 108.490 12 82.406 92.619 13 84.367 81.794 14 86.097 72.210 15 87.563 61.130 16 88.833 53.003 17 90.076 51.859 18 91.107 43.019 19 92.022 38.162 20 92.865 35.171 21 93.537 28.064 22 94.200 27.644 23 94.832 26.382 24 95.456 26.025 25 96.005 22.901 26 96.505 20.862 27 97.005 20.862 28 97.505 20.862 29 98.005 20.862 4 30 98.505 20.862 20.862 31 99.005 32 99.505 20.862 33 100.000 20.668 ----------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 18.6726 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 258.4060 -----------------------------------------------------------------------•---- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - ----------------------- - - - - -- - -- -------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ---------- - - -------- ------------ 16.083 138.5082 271.81 0 •V 16.167 141.0033 362.29 QV 16.250 16.333 144.2453 470.73 V 0 ' 148.1912 572.95 V Q 16.417 152.4892 624.07 V 0 16.500 156.5136 584.34 V 0 16.583 159.9556 499.78 V 0 ' 16.667 162.9225 430.80 QV ' 377.08 Q V 16.750 165.5194 16.833 167.8987 345.48 0• V 16.917 170.1363 324.89 0 • V 17.000 172.2629 308.78 0 V ' 295.18 Q V 17.083 174.2958 17.167 176.2419 282.58 0 V 17.250 178.0999 269.78 0 V 17.333 179.8806 258.56 0 V 17.417 181.6075 250.75 0 V 17.500 183.2645 240.60 0 V 17.583 184.8628 232.07 0 V 17.667 186.4081 224.38 0 V • ' 17.750 187.8896 215.12 0 V. 17.833 189.3249 208.41 •0 V: ' 17.917 190.7154 201.90 •0 V' 18.000 192.0673 196.30 •Q V. FLOW PROCESS FROM NODE 1200.02 TO NODE 1200.04 IS CODE = 5 - ------------------------------------ - ------ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD««< ----- -------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, ' Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1525.00 4 H DOWNSTREAM ELEVATION = 1480.00 CHANNEL LENGTH(FT) = 7800.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 834.26 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 631.63 CHANNEL NORMAL VELOCITY FOR 0 = 631.63 CFS = 8.57 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.834 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.658 CONVEX METHOD CHANNEL ROUTING RESULTS: H H- N ul n- H D 1 J J , MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 174.1 159.6 15.167 179.1 164.2 15.250 184.5 169.0 15.333 190.3 173.9 15.417 196.8 179.0 15.500 204.0 184.4 15.583 210.7 190.3 15.667 215.4 196.8 15.750 217.4 203.6 15.833 217.4 209.7 15.917 218.0 214.1 16.000 224.5 216.3 16.083 271.8 217.2 16.167 362.3 219.7 16.250 470.7 237.4 16.333 572.9 287.9 16.417 749.3 370.2 16.500 834.3 467.8 16.583 669.1 591.2 16.667 493.4 721.3 16.750 398.9 744.9 16.833 353.0 641.0 16.917 327.5 514.8 17.000 309.7 424.4 17.083 295.5 369.6 17.167 282.7 336.4 17.250 269.8 314.5 17.333 258.6 298.1 17.417 250.8 284.0 17.500 240.6 271.2 17.583 232.1 260.5 17.667 224.4 251.0 17.750 215.1 241.5 17.833 208.4 232.9 17.917 201.9 224.5 18.000 196.3 216.2 FLOW PROCESS FROM NODE 1202.00 TO NODE 1200.04 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< _ (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 11900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 176.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.035 WATERSHED AREA = 940.000 ACRES WATERCOURSE "LAG" TIME - 0.444 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.761 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.150 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.30 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.956 30- MINUTE FACTOR = 0.956 1 -HOUR FACTOR = 0.974 3 -HOUR FACTOR = 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION 1 1 R� INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------------- 1 1.651 187.702 2 6.273 525.374 3 14.258 907.797 4 25.600 1289.414 5 38.787 1499.064 6 51.481 1443.105 7 60.635 1040.569 8 66.892 711.304 9 71.443 517.403 10 74.756 376.668 11 77.525 314.724 12 79.891 268.956 13 81.952 234.296 14 83.777 207.466 15 85.422 187.046 16 86.838 160.938 17 88.074 140.519 18 89.200 127.968 19 90.307 125.943 1 1 R� 1 6 1 G 1 1 1 1 Q 1 0 1 1 1 1 0 20 91.197 101.174 21 92.023 93.849 22 92.796 87.918 23 93.408 69.576 24 94.009 68.261 25 94.590 66.037 26 95.153 63.990 27 95.706 62.936 28 96.206 56.841 29 96.706 56.841 30 97.206 56.841 31 97.706 56.841 32 98.206 56.841 33 98.706 56.841 34 99.206 56.841 35 99.706 56.841 36 100.000 33.404 -----------------------------------------------------------------------•---- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 103.3680 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 620.4685 -----------------------------------------------------------------------•---- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 326.2974 641.52 16.167 332.0534 835.78 16.250 339.4286 1070.87 16.333 348.4504 1309.97 16.417 358.5426 1465.39 16.500 368.7218 1478.02 16.583 377.7316 1308.22 16.667 385.4735 1124.12 16.750 392.2459 983.35 16.833 398.2756 875.50 16.917 403.8675 811.95 17.000 409.1462 766.47 17.083 414.1678 729.13 17.167 418.9666 696.78 17.250 423.5699 668.40 17.333 427.9702 638.92 17.417 432.1908 612.84 17.500 436.2622 591.16 17.583 440.2220 574.96 17.667 444.0186 551.26 17.750 447.6964 534.01 17.833 451.2662 518.34 17.917 454.7012 498.77 18.000 458.0489 486.08 ------------------------------------- 375.0 750.0 1125.0 1501.0 Q .V .VQ .V Q . ° V Q . V �. V Q V Q. VQ Q V Q V Q V Q. V Q . V Q V Q V Q V Q V . Q V . Q V. Q V Q V. Q V. . Q V. FLOW PROCESS FROM NODE 1200.04 TO NODE 1100.05 IS CODE = 5 t >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< F1 THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1480.00 DOWNSTREAM ELEVATION = 1465.00 CHANNEL LENGTH(FT) = 1350.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1945.78 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1454.65 CHANNEL NORMAL VELOCITY FOR 0 = 1454.65 CFS = 13.61-FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.889 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.997 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 572.0 567.7 15.167 587.5 582.9 15.250 604.0 599.1 15.333 621.9 616.6 15.417 641.5 635.7 15.500 663.3 656.8 15.583 684.6 678.3 15.667 703.2 697.6 15.750 717.6 713.3 15.833 727.4 724.5 15.917 736.0 733.4 16.000 751.5 746.9 16.083 858.7 826.9 16.167 1055.5 997.1 16.250 1308.3 1233.2 16.333 1597.8 1511.8 16.417 1835.6 1764.8 16.500 1945.8 1912.9 16.583 1899.4 1913.0 16.667 1845.4 1861.5 16.750 1728.2 1763.0 t 16.833 1516.5 1579.4 16.917 1326.8 1383.2 17.000 1190.9 1231.4 17.083 1098.7 1126.2 17.167 1033.2 1052.7 17.250 982.9 997.9 17.333 937.0 950.6 17.417 896.8 908.8 17.500 862.4 872.6 ' 17.583 835.5 843.5 F1 t Ll [7 L n j iJ D 1 17.667 802.2 812.1 17.750 775.5 783.5 17.833 751.3 758.5 17.917 723.2 731.6 18.000 702.3 708.5 FLOW PROCESS FROM NODE 1102.00 TO NODE 1100.05 IS CODE = 1 - -------------------------------------------------------------------------- >>> »UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 21700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 9600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 415.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.019 WATERSHED AREA = 1263.000 ACRES WATERCOURSE "LAG" TIME = 0.416 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.031 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.330 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.270 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.956 30- MINUTE FACTOR = 0.956 1 -HOUR FACTOR = 0.974 3 -HOUR FACTOR = 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 --------------- - -- UNIT HYDROGRAPH DETERMINATION INTERVAL -------------------- S -GRAPH - -- UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---- ----------- - - - - -- - 1.778 - - - - - -- 271.593 2 6.954 790.648 3 15.976 1377.955 4 28.628 1932.552 5 42.899 2179.780 6 55.277 1890.679 7 63.611 1273.037 8 69.396 883.561 9 73.458 620.483 10 76.563 474.225 11 79.238 408.683 12 81.524 349.145 13 83.506 302.662 14 85.285 271.699 15 86.812 233.287 16 88.128 201.109 17 89.330 183.565 18 19 90.488 91.405 176.789 140.090 20 92.286 134.624 21 93.040 115.143 22 93.681 97.911 23 94.316 97.032 24 94.922 92.446 25 95.522 91.790 26 27 96.037 96.537 78.579 76.372 28 97.037 76.372 29 97.537 76.372 30 98.037 76.372 31 98.537 76.372 32 99.037 76.372 33 99.537 76.372 34 100.000 70.735 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 260.0329 - -- TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 754.4158 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H I HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 200('.0 ---- ------------------------------------------------------------------------ 16.083 398.0424 785.68 0 •V 16.167 405.4163 1070.69 •0 16.250 415.1724 1416.58 V 0 16.333 427.2536 1754.20 V 0 16.417 440.6427 1944.10 V Q 16.500 453.4846 1864.64 V Q 16.583 464.3964 1584.39 V •0 16.667 473.6657 1345.90 VQ 16.750 481.6650 1161.49 Q V 16.833 488.8612 1044.89 Q V 16.917 495.6182 981.12 Q. V 17.000 502.0350 931.71 0 • V 17.083 508.1577 889.03 0 V 17.167 .514.0324 853.00 0 V 17.250 519.6472 815.26 0 V 17.333 525.0240 780.71 0 V 17.417 530.2115 753.23 Q V 17.500 535.2521 731.89 0 V Ell dl�l `I fl 1 1 PIPELENGTH(FT) = 17.583 540.0705 699.63 0 V FACTOR = 0.013 17.667 544.7378 677.69 0 V 17.750 549.2159 650.22 0 V. 17.833 553.5032 622.51 0 V. 17.917 557.6445 601.32 0 V. TIME 18.000 561.6490 581.46 .0 V. OUTFLOW UPSTREAM (HRS) FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.03 IS CODE = 4 (FPS) ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< PONDING(AF) 15.083 284.1 16.8 274.3 MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE 15.167 292.4 STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW 282.2 0.000 VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR 301.4 17.1 EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS 0.000 15.333 OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: Ell dl�l `I fl 1 1 PIPELENGTH(FT) = 9200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1656.00 DOWNSTREAM ELEVATION(FT) = 1552.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 284.1 16.8 274.3 0.000 15.167 292.4 17.0 282.2 0.000 15.250 301.4 17.1 290.3 0.000 15.333 311.2 17.2 297.8 0.000 15.417 322.2 17.4 307.5 0.000 15.500 334.6 17.5 318.3 0.000 15.583 344.6 17.7 330.4 0.000 15.667 345.3 17.7 341.5 0.000 15.750 335.6 17.5 345.1 0.000 15.833 324.8 17.4 338.6 0.000 15.917 328.1 17.5 328.4 0.000 16.000 348.7 17.7 327.0 0.000 16.083 476.4 19.2 342.3 0.000 16.167 776.7 21.4 446.4 0.000 16.250 904.0 21.9 726.2 0.000 16.333 904.0 21.9 876.1 0.000 16.417 904.0 21.9 904.0 0.000 16.500 801.7 21.5 904.0 0.000 16.583 654.4 20.6 824.2 0.000 16.667 574.5 20.1 677.5 0.000 16.750 528.8 19.7 590.4 0.000 16.833 501.1 19.5 537.5 0.000 16.917 472.5 19.1 505.4 0.000 17.000 451.2 18.9 477.0 0.000 17.083 426.4 18.6 454.3 0.000 17.167 407.3 18.4 431.6 0.000 17.250 387.4 18.2 412.8 0.000 17.333 374.5 18.1 393.5 0.000 17.417 363.0 17.9 377.4 0.000 17.500 348.5 17.7 365.9 0.000 17.583 336.3 17.6 352.4 0.000 .j., 17.4 340.0 0.000 17.750 311.2 17.2 327.9 0.000 17.833 300.5 17.1 315.7 0.000 17.917 291.8 17.0 304.6 0.000 18.000 284.3 16.9 295.3 0.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * *: * * ** FLOW PROCESS FROM NODE 1100.03 TO NODE 1100.05 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5300.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1552.00 DOWNSTREAM ELEVATION(FT) = 1475.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 274.3 18.2 268.9 0.000 15.167 282.2 18.3 276.8 0.000 15.250 290.3 18.5 284.8 0.000 15.333 297.8 18.6 292.8 0.000 15.417 307.5 18,8 301.2 0.000 15.500 318.3 19.0 311.4 0.000 15.583 330.4 19.3 322.8 0.000 15.667 341.5 19.4 333.6 0.000 15.750 345.1 19.4 342.6 0.000 15.833 338.6 19.4 343.2 0.000 15.917 328.4 19.2 335.5 0.000 16.000 327.0 19.2 327.9 0.000 16.083 342.3 19.4 331.7 0.000 16.167 446.4 20.7 377.7 0.000 16.250 726.2 23.3 555.4 0.000 16.333 876.1 24.3 789.2 0.000 16.417 904.0 24.4 886.9 0.000 16.500 904.0 24.4 904.0 0.000 16.583 824.2 23.9 871.4 0.000 16.667 677.5 23.0 764.3 0.000 16.750 590.4 22.3 643.4 0.000 16.833 537.5 21.7 568.7 0.000 16.917 505.4 21.3 524.2 0.000 17.000 477.0 21.0 494.8 0.000 17.083 454.3 20.8 469.2 0.000 17.167 431.6 20.6 446.4 0.000 17.250 412.8 20.3 424.6 0.000 17.333 393.5 20.1 405.9 0.000 17.417 377.4 19.9 388.1 0.000 17.500 365.9 19.7 373.7 0.000 17.583 352.4 19.5 361.7 0.000 17.667 340.0 19.4 348.7 0.000 17.750 327.9 19.2 336.3 0.000 17.833 315.7 19.0 323.3 0.000 17.917 304.6 18.8 311.7 0.000 18.000 295.3 18.6 301.4 0.000 FLOW PROCESS FROM NODE 1100.05 TO NODE 1100.05 IS CODE = 7 ------------------ --------------------------------------------------------- >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 « «< FLOW PROCESS FROM NODE 1100.05 TO NODE 1200.06 IS CODE = 4 >>>>>MODEL PIPEFLOW ROUTING OF STREAM ««< I 0 MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDER AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 1347.3 123.7 1347.2 0.000 15.167 1385.5 124.4 1385.5 0.000 15.250 1425.5 125.2 1425.4 0.000 15.333 1467.7 126.0 1467.6 0.000 15.417 1513.5 126.9 1513.4 0.000 15.500 1565.2 127.9 1565.1 0.000 15.583 1616.2 128.9 1616.1 0.000 15.667 15.750 1658.2 1686.7 129.7 130.3 1658.1 1686.7 0.000 0.000 15.833 1695.4 130.5 1695.4 0.000 15.917 1694.3 130.5 1694.3 0.000 16.000 16.083 1713.0 1944.3 130.8 135.3 1713.0 1943.8 0.000 0.000 16.167 2445.4 145.1 2444.6 0.000 16.250 3205.1 157.6 3204.0 0.000 16.333 4055.2 170.3 4054.0 0.000 16.417 4595.8 176.5 4595.1 0.000 16.500 4681.5 177.5 4681.4 0.000 16.583 4368.8 173.9 4369.2 0.000 16.667 3971.6 169.1 3972.2 0.000 16.750 3567.9 163.0 3568.4 0.000 16.833 3192.9 157.4 3193.4 0.000 16.917 2888.5 152.8 2888.9 0.000 17.000 2657.9 149.2 2658.2 0.000 17.083 2484.4 145.8 2484.7 0.000 17.167 2352.1 143.2 2352.3 0.000 I 0 END OF FLOOD ROUTING ANALYSIS 11 i1 0 s I 1 J D 17.250 2237.8 141.0 2237.9 0.000 17.333 2137.3 139.1 2137.4 0.000 17.417 2050.1 137.4 2050.3 0.000 17.500 1978.2 136.0 1978.3 0.000 17.583 1904.8 134.5 1904.9 0.000 ' 17.667 1838.5 133.3 1838.6 0.000 17.750 1770.0 131.9 1770.1 0.000 17.833 1704.3 130.6 1704.5 0.000 17.917 1644.6 129.5 1644.7 0.000 18.000 1591.4 - - - - -- 128.4 - - - - - -- - 1591.5 - - - - -- 0.000 - - - -- END OF FLOOD ROUTING ANALYSIS 11 i1 0 s I 1 J D F L 0 0 D R 0 U T I N G A N A L Y S I S «««««« « « « « « « « « « « « « <O » » » » » » » » » » » » » » » »: »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. 16 * * * * * * * ** * DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 4/2/86 DM • HIGHLAND CHANNEL 100 -YEAR EVENT • MODEL 3 UPPERMOST CACTUS BASIN INFLOW (D-A -R FACTORS BASED ON 3437 e.CR ««««««« « «« « « « « « « « « « > » » » » » » » » > » » » » » » » >: > »> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 1101.00 TO NODE 1100.01 IS CODE = 1 - - »» >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH = 12000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 309.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.021 WATERSHED AREA - 608.000 ACRES WATERCOURSE "LAG" TIME = 0.277 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.087 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.240 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.50 ' * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.952 ' 30- MINUTE FACTOR = 0.952 1 -HOUR FACTOR = 0.972 3 -HOUR FACTOR = 0.986 6 -HOUR FACTOR = 0.990 24 -HOUR FACTOR = 0.993 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION -----------------------------------------------------------------------•---- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES (CFS)----- ---- - - - --- -- --------- - --- - - - - - i --------------- -- ---- 214.070 2 13.598 785.815 3 32.256 1371.863 1483.693 4 52.434 5 65.202 938.884 6 72.541 539.611 7 77.291 349.297 80.996 272.437 8 9 83.988 219.957 10 86.475 182.859 11 88.455 145.601 90.228 130.353 12 13 91.648 104.429 14 92.882 90.740 15 93.860 71.947 94.791 68.391 16 17 95.676 65.079 18 96.383 52.047 19 97.014 46.387 20 97.560 40.162 21 98.060 36.765 22 98.560 36.765 23 99.060 36.765 24 99.560 36.765 25 100.000 32.317 _ - ------------------------------------ ------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 120.8892 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 407.1962 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H - --------- - - - - -- -------------------------------------------------------- ----------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - --------------------- ---------- - - - - -- - - -- - ----------------------- - - - - -- -- 130(.0 TIME(HRS) VOLUME(AF) Q(CFS) 0. 325.0 650.0 975.0 t -------- ------------ ---------- ------------------------- 16.083 224.3524 475.94 Q V MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 904.0 CPS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 1 16.167 229.6860 774.44 VQ 16.250 237.2740 1101.78 V 0 16.333 245.6860 1221.41 V Q 16.417 252.6839 1016.10 V .0 16.500 258.1858 798.87 OV 16.583 262.6812 652.74 Q V 16.667 266.6317 573.60 0 V 16.750 270.2691 528.16 0 V 16.833 273.7161 500.51 Q V 16.917 276.9665 471.95 Q V 17.000 280.0706 450.72 Q V 17.083 283.0049 426.07 Q V 17.167 285.8078 406.97 Q V . 17.250 288.4740 387.13 .0 V . 17.333 291.0518 374.30 .0 V . 17.417 293.5509 362.57 .0 V . 17.500 295.9503 348.39 Q V. 17.583 298.2659 336.23 Q V. 17.667 300.4945 323.59 Q. V. 17.750 302.6366 311.03 0. V. 17.833 304.7045 300.25 Q. V. 17.917 306.7123 291.54 Q . V 18.000 308.6681 283.98 Q . V FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.01 IS CODE = 2 - - -- ----------------------------------------------------------------- »»> FLOWBY STRUCTURE ROUTING MODEL« «< - - - - -- MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 904.0 CPS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 1 ' FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 2) (STREAM 1) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 284.1 0.0 284.1 r� G INFLOW INFLOW (STREAM 1) (STREAM 2) flow excess < --- - --- - -------- * <= flowby structure (flowby Q = 904.0 cf. v v STREAM 1 STREAM 2 + FLOW EXCESS FLOWBY ' FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 2) (STREAM 1) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 284.1 0.0 284.1 r� G C i L n I L I i �J 15.167 0.0 292.4 0.0 292.4 15.250 0.0 301.4 0.0 301.4 15.333 0.0 311.2 0.0 311.2 15.417 0.0 322.2 0.0 322.2 15.500 0.0 334.5 0.0 334.5 15.583 0.0 344.6 0.0 344.6 15.667 0.0 345.4 0.0 345.4 15.750 0.0 336.0 0.0 336.0 15.833 0.0 325.6 0.0 325.6 15.917 0.0 328.9 0.0 328.9 16.000 0.0 349.3 0.0 349.3 16.083 0.0 475.9 0.0 475.9 16.167 0.0 774.4 0.0 774.4 16.250 0.0 1101.8 197.8 904.0 16.333 0.0 1221.4 317.4 904.0 16.417 0.0 1016.1 112.1 904.0 16.500 0.0 798.9 0.0 798.9 16.583 0.0 652.7 0.0 652.7 16.667 0.0 573.6 0.0 573.6 16.750 0.0 528.2 0.0 528.2 16.833 0.0 500.5 0.0 500.5 16.917 0.0 472.0 0.0 472.0 17.000 0.0 450.7 0.0 450.7 17.083 0.0 426.1 0.0 426.1 17.167 0.0 407.0 0.0 407.0 17.250 0.0 387.1 0.0 387.1 17.333 0.0 374.3 0.0 374.3 17.417 0.0 362.9 0.0 362.9 17.500 0.0 348.4 0.0 348.4 17.583 0.0 336.2 0.0 336.2 17.667 0.0 323.6 0.0 323.6 17.750 0.0 311.0 0.0 311.0 17.833 0.0 300.3 0.0 300.3 17.917 0.0 291.5 0.0 291.5 18.000 0.0 284.0 0.0 284.0 FLOW PROCESS FROM NODE 1100.01 TO NODE 1200.02 IS CODE = 5 » » >MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1656.00 DOWNSTREAM ELEVATION = 1525.00 CHANNEL LENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 317.41 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 257.60 CHANNEL NORMAL VELOCITY FOR 0 = 257.60 CFS = 6.81 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.800 j u L" h�l pff n 0 � I �l MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.655 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 197.8 0.0 16.333 317.4 0.0 16.417 112.1 124.6 16.500 0.0 247.9 16.583 0.0 164.0 16.667 0.0 59.4 16.750 0.0 20.5 16.833 0.0 7.1 16.917 0.0 2.4 17.000 0.0 0.8 17.083 0.0 0.3 17.167 0.0 0.1 17.250 0.0 0.0 17.333 0.0 0.0 17.417 0.0 0.0 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 1201.00 TO NODE 1200.02 IS CODE = 1 » » >UNIT HYDROGRAPH ANALYSIS««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 141.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 345.000 ACRES WATERCOURSE "LAG" TIME = 0.401 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.788 C' k r P UNIT HYDROGRAPH DETERMINATION INTERVAL HYDROGRAPH BASEFLOW = 0.000 CFS UNIT HYDROGRAPH MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.140 MEAN VALUES LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.070 ---------------------------------------------------- 1 VALLEY S -GRAPH SELECTED ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.55 7.381 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 3 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.49 403.170 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 30.474 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 5 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.70 617.811 * HYDROGRAPH MODEL #1 SPECIFIED* 57.284 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 7 5- MINUTE FACTOR = 0.952 330.389 30- MINUTE FACTOR = 0.952 70.690 1 -HOUR FACTOR = 0.972 9 3 -HOUR FACTOR = 0.986 159.466 6 -HOUR FACTOR = 0.990 77.586 24 -HOUR FACTOR = 0.993 11 RUNOFF HYDROGRAPH LISTING LIMITS: 108.490 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 82.406 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 C' k r P UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.855 77.412 2 7.381 230.541 3 17.044 403.170 4 30.474 560.360 5 45.281 617.811 6 57.284 500.794 7 65.203 330.389 8 70.690 228.934 9 74.512 159.466 10 77.586 128.293 11 80.187 108.490 12 82.406 92.619 13 84.367 81.794 14 86.097 72.210 15 87.563 61.130 16 88.833 53.003 17 90.076 51.859 18 91.107 43.019 19 92.022 38.162 20 92.865 35.171 21 93.537 28.064 22 94.200 27.644 23 94.832 26.382 24 95.456 26.025 25 96.005 22.901 26 96.505 20.862 27 97.005 20.862 28 97.505 20.862 29 98.005 20.862 L ]O 98'505 20.862 31 99'005 20,862 ~~ 32 99.505 20,862 33 100'000 20,068 F1 __ TOTAL oOIL_co33 VODUMo(uCao-FEET) . 18'6589 InrmL sTuom oomnFp mOQDE(acuo-noor) ~ 258.1410 -----------------------------------------------------------------------'---- 24-o0 U R STOux mU0Oyr H DauGmApo 8YD0G0APB IN nzVD-mzmUID ImzEmVALS(Cr3) TzmE(oRS) voLOmo(ar) C(oyS) O. 16.083 138'4007 271'91 , 16'167 140'8924 361,80 ' 16.250 144.1260 469.52 . 10,333 148,0592 571,09 ' 16'417 152,3422 621.00 ' 16.500 156,3530 582.37 . 16.583 159.7849 498,30 . 16'667 162'7450 429'80 ' 16'750 165'3378 376'49 . 16'833 167,7145 345,09 ' 16'917 169,9499 324.58 . 17,000 172'0745 308.49 . 17,083 174'1056 294'91 . 17.187 176'0501 282.35 , 17'250 177'9068 269.59 ' 17'333 179,6864 258'40 , 17'417 18i.4124 250.61 ' 17.500 183'0688 240.50 . 17.583 184'6665 231'90 ' 17'667 186.2113 224'30 ' 17.750 187.6923 215.05 . 17.833 189'1270 208.31 ' 17.917 190.5166 201'77 , 18.000 191.8675 196.15 . __ 175'0 350'0 525.0 70('0 ------------------------------------ , O 'V ^ ' . ~. . ^V O ^ ^ , .V .o ' ' ,n . ' V .O ^ . . V 0^ ' ' ^ 0n , ^ ' .Q v . O^ V ' 0 V ' Q ' V ' 0 ' v ' ^ , Q ' v, ' , O ^ V^ ' ^ O ^ V' ' ^ 0 ' V^ ^ . � . n, . ' Q ' V' ' ^V ' V' ' . 0 , V. ' V. , ^0 ' V. ' 'O ^ V. ' nu)W ymocD3S FROM mVmo 1200'02 In 0Ooo 1200.04 IS oou3 ~ 5 --------------------------------------------------------------------------- »»»»»m000L neuNmoL nunTzmG BY THE CONVEX usToOo«<<<« THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN OuoCD TO ROUTE THE STREAM l INFLOW 8YDROGRAP8 BY 5-MINUTE INTER0LS(Deference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, uuuwot,1972, U.S' Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: W&GEW[[T8(yT) ~ 10'00 {H&0K0L C ~ 2'00 UPSTREAM CQ3QTIO0 ~ 1525'00 L I DOWNSTREAM ELEVATION = 1480.00 CHANNEL LENGTH(FT) = 7800.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 830.29 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 628.16 CHANNEL NORMAL VELOCITY FOR 0 = 628.16 CFS = 8.57 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.834 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.658 CONVEX METHOD CHANNEL ROUTING RESULTS: C N r F L is F, MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 174.1 159.5 15.167 179.1 164.2 15.250 184.5 169.0 15.333 190.3 173.9 15.417 196.8 179.0 15.500 204.0 184.4 15.583 210.7 190.3 15.667 215.4 196.8 15.750 217.6 203.6 15.833 217.7 209.7 15.917 218.4 214.1 16.000 224.9 216.5 16.083 271.9 217.5 16.167 361.8 220.1 16.250 469.5 237.7 16.333 571.1 287.8 16.417 746.5 369.6 16.500 830.3 466.6 16.583 662.3 589.3 16.667 489.2 718.5 16.750 397.0 740.4 16.833 352.2 635.8 16.917 327.0 511.0 17.000 309.3 422.2 17.083 295.2 368.4 17.167 282.4 335.7 17.250 269.6 314.0 17.333 258.4 297.7 17.417 250.6 283.7 17.500 240.5 271.0 17.583 232.0 260.3 17.667 224.3 250.8 17.750 215.0 241.4 17.833 208.3 232.9 17.917 201.8 224.4 18.000 196.2 216.2 FLOW PROCESS FROM NODE 1202.00 TO NODE 1200.04 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 u pf i �. UNIT HYDROGRAPH DETERMINATION INTERVAL (UNIT - HYDROGRAPH ADDED TO STREAM #1) UNIT HYDROGRAPH WATERCOURSE LENGTH = 11900.000 FEET MEAN VALUES LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ---------------------------------------------------- 1 ELEVATION VARIATION ALONG WATERCOURSE = 176.000 FEET 187.702 MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.035 6.273 WATERSHED AREA = 940.000 ACRES 3 WATERCOURSE "LAG" TIME = 0.444 HOURS 907.797 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 25.600 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.761 5 HYDROGRAPH BASEFLOW = 0.000 CFS 1499.064 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 51.481 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.150 7 VALLEY S -GRAPH SELECTED RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 u pf i �. UNIT HYDROGRAPH DETERMINATION INTERVAL SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 UNIT HYDROGRAPH SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 MEAN VALUES SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 ---------------------------------------------------- 1 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 187.702 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 6.273 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.30 3 * HYDROGRAPH MODEL #1 SPECIFIED* 907.797 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 25.600 5- MINUTE FACTOR = 0.952 5 30- MINUTE FACTOR = 0.952 1499.064 1 -HOUR FACTOR = 0.972 51.481 3 -HOUR FACTOR = 0.986 7 6 -HOUR FACTOR = 0.990 1040.569 24 -HOUR FACTOR = 0.993 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 u pf i �. UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.651 187.702 2 6.273 525.374 3 14.258 907.797 4 25.600 1289.414 5 38.787 1499.064 6 51.481 1443.105 7 60.635 1040.569 8 66.892 711.304 9 71.443 517.403 10 74.756 376.668 11 77.525 314.724 12 79.891 268.956 13 81.952 234.296 14 83.777 207.466 15 85.422 187.046 16 86.838 160.938 17 88.074 140.519 18 89.200 127.968 19 90.307 125.943 • . 91.191 101.174 21 92.023 93.849 22 92.796 87.918 23 93.408 69.576 24 94.009 68.261 25 94.590 66.037 26 95.153 63.990 27 95.706 62.936 28 96.206 56.841 29 96.706 56.841 30 97.206 56.841 31 97.706 56.841 32 98.206 56.841 33 98.706 56.841 34 99.206 56.841 35 99.706 56.841 36 100.000 33.404 TOTAL SOIL -LOSS VOLUME(ACRE- FEET) = 103.2979 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 619.8103 2 4 - H O U R S T O R M RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 150(.0 16.083 326.0410 641.81 . Q .V 16.167 331.7908 834.86 . .VQ . 16.250 339.1489 1068.40 . .V 0 . 16.333 348.1427 1305.90 . . V . Q . 16.417 358.2000 1460.32 . . V Q . 16.500 368.3436 1472.85 . . V 16.583 377.3242 1303.99 . . . V . Q . 16.667 385.0450 1121.06 . . V Q. . 16.750 391.8034 981.31 . VO . 16.833 397.8242 874.22 . . . Q V . 16.917 403.4096 811.01 . . .Q V . 17.000 408.6827 765.64 . . Q V . 17.083 413.6991 728.39 . . Q. V . 17.167 418.4934 696.13 . . Q . V . . 17.250 423.0927 667.82 . Q . V . 17.333 427.4897 638.45 . Q . V . 17.417 431.7077 612.45 . . Q . V . . 17.500 435.7769 590.84 . . Q . V . . 17.583 439.7347 574.68 . . Q . V . . 17.667 443.5297 551.02 . . 0 . V . . 17.750 447.2058 533.77 . . Q . V . . 17.833 450.7737 518.07 Q . V. 17.917 454.2068 498.47 . Q Q V. 18.000 457.5520 485.73 . V. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * *: * * ** FLOW PROCESS FROM NODE 1200.04 TO NODE 1100.05 IS CODE = 5 i i [l - » »> MODEL CHANNEL - ROUTING - BY - THE CONVEX METHOD < << << -------- - - - - -- - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1480.00 DOWNSTREAM ELEVATION = 1465.00 CHANNEL LENGTH(FT) = 1350.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1939.42 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1450.64 CHANNEL NORMAL VELOCITY FOR Q = 1450.64 CFS = 13.63 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.889 N MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.997 CONVEX METHOD CHANNEL ROUTING RESULTS: u i� 0 MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 571.9 567.6 15.167 587.4 582.8 15.250 604.0 599.1 15.333 621.9 616.6 15.417 641.5 635.7 15.500 663.3 656.8 15.583 684.6 678.3 15.667 703.3 697.7 15.750 717.9 713.6 15.833 728.0 725.0 15.917 736.9 734.2 16.000 752.5 747.9 16.083 859.3 827.7 16.167 1054.9 996.9 16.250 1306.1 1231.6 16.333 1593.7 1508.4 16.417 1829.9 1759.8 16.500 1939.4 1906.8 16.583 1893.3 1906.8 16.667 1839.5 1855.5 16.750 1721.7 1756.6 16.833 1510.0 1572.8 16.917 1322.0 1377.8 17.000 1187.9 1227.7 17.083 1096.8 1123.9 17.167 1031.9 1051.2 17.250 981.8 996.7 17.333 936.2 949.7 17.417 896.2 908.1 17.500 861.8 872.0 17.583 835.0 843.0 �_ I J 0 c [1 I, u L 17.667 801.9 811.7 17.750 775.2 783.1 17.833 750.9 758.1 17.917 722.9 731.2 18.000 701.9 708.1 FLOW PROCESS FROM NODE 1102.00 TO NODE 1100.05 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 21700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 9600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 415.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.019 WATERSHED AREA = 1263.000 ACRES WATERCOURSE "LAG" TIME = 0.416 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.031 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.330 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.270 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.952 30- MINUTE FACTOR = 0.952 1 -HOUR FACTOR = 0.972 3 -HOUR FACTOR = 0.986 6 -HOUR FACTOR = 0.990 24 -HOUR FACTOR = 0.993 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.778 271.593 2 6.954 790.648 3 15.976 1377.955 4 28.628 1932.552 5 42.899 2179.780 6 55.277 1890.679 7 63.611 1273.037 8 69.396 883.561 9 73.458 620.483 10 76.563 474.225 11 79.238 408.683 12 81.524 349.145 13 83.506. 302.662 14 85.285 271.699 15 86.812 233.287 16 88.128 201.109 17 89.330 183.565 18 90.488 176.789 19 91.405 140.090 20 92.286 134.624 21 93.040 115.143 22 93.681 97.911 23 94.316 97.032 24 94.922 92.446 25 95.522 91.790 26 96.037 78.579 27 96.537 76.372 28 97.037 76.372 29 97.537 76.372 30 98.037 76.372 31 98.537 76.372 32 99.037 76.372 33 99.537 76.372 34 100.000 70.735 ------------------------------ ---------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) =. 259.8520 = -- = TOTAL STORM RUNOFF ACRE- FEET) - = ---- -- = - -- - 753 5764 ------------- -- - - - - -- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H - --------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 200('.0 --------------------------------------------------------------------------- 16.083 397.7283 785.87 Q •V 16.167 405.0911 1069.08 •0 16.250 414.8205 1412.71 V Q . 16.333 16.417 426.8599 440.1987 1748.12 1936.79 V Q V Q 16.500 452.9926 1857.66 V Q 16.583 463.8670 1578.98 V •0 16.667 473.1101 1342.10 VQ . 16.750 481.0927 1159.07 Q V 16.833 488.2780 1043.31 Q V 16.917 495.0262 979.84 Q. V . 17.000 501.4351 930.57 Q V . 17.083 507.5508 888.00 Q V 17.167 513.4191 852.08 Q V 17.250 519.0285 814.48 Q V . 17.333 524.4008 780.06 Q V 17.417 529.5845 752.68 Q V • 17.500 534.6218 731.41 0 V u N L G 0 I [l J G 17.583 539.4377 699.26 0 V 17.667 544.1026 677.34 0 V 17.750 548.5784 649.88 0 V. 17.833 552.8632 622.16 0 V. 17.917 557.0016 600.89 0 V. 18.000 561.0028 580.97 .0 V. FLOW PROCESS FROM NODE 1100.01 TO NODE 1100.03 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 9200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1656.00 DOWNSTREAM ELEVATION(FT) = 1552.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 284.1 16.8 274.3 0.000 15.167 292.4 17.0 282.2 0.000 15.250 301.4 17.1 290.3 0.000 15.333 311.2 17.2 297.8 0.000 15.417 322.2 17.4 307.5 0.000 15.500 334.5 17.5 318.2 0.000 15.583 344.6 17.7 330.4 0.000 15.667 345.4 17.7 341.5 0.000 15.750 336.0 17.6 345.2 0.000 15.833 325.6 17.4 338.9 0.000 15.917 328.9 17.5 329.0 0.000 16.000 349.3 17.7 327.8 0.000 16.083 475.9 19.2 343.0 0.000 16.167 774.4 21.4 446.2 0.000 16.250 904.0 21.9 724.3 0.000 16.333 904.0 21.9 875.7 0.000 16.417 904.0 21.9 904.0 0.000 16.500 798.9 21.5 904.0 0.000 16.583 652.7 20.6 821.9 0.000 16.667 573.6 20.1 675.3 0.000 16.750 528.2 19.7 589.5 0.000 16.833 500.5 19.4 536.9 0.000 16.917 472.0 19.1 504.8 0.000 17.000 450.7 18.9 476.4 0.000 17.083 426.1 18.6 453.8 0.000 17.167 407.0 18.4 431.3 0.000 17.250 387.1 18.2 412.4 0.000 17.333 374.3 18.1 393.3 0.000 17.417 . 362.9 17.9 377.2 0.000 17.500 348.4 17.7 365.7 0.000 17.583 336.2 17.6 352.3 0.000 J � 0 u H, n 17.667 323.6 17.4 339.9 0.000 17.750 311.0 17.2 327.8 0.000 17.833 300.3 17.1 315.5 0.000 17.917 291.5 17.0 304.4 0.000 .18.000 284.0 16.8 295.0 0.000 FLOW PROCESS FROM NODE 1100.03 TO NODE 1100.05 IS CODE = 4 ----------------------------- - - - - -- » »> MODEL PIPEFLOW ROUTING OF STREAM« «< MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5300.00 UPSTREAM ELEVATION(FT) = DOWNSTREAM ELEVATION(FT) _ PIPE DIAMETER(FT) = 8.00 MANNINGS FACTOR = 0.013 1552.00 1475.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 274.3 18.2 268.9 0.000 15.167 282.2 18.3 276.8 0.000 15.250 290.3 18.5 284.8 0.000 15.333 297.8 18.6 292.8 0.000 15.417 307.5 18.8 301.2 0.000 15.500 318.2 19.0 311.4 0.000 15.583 330.4 19.3 322.7 0.000 15.667 341.5 19.4 333.6 0.000 15.750 345.2 19.4 342.6 0.000 15.833 338.9 19.4 343.3 0.000 15.917 329.0 19.2 336.0 0.000 16.000 327.8 19.2 328.6 0.000 16.083 343.0 19.4 332.4 0.000 16.167 446.2 20.7 378.1 0.000 16.250 724.3 23.3 554.4 0.000 16.333 875.7 24.3 787.9 0.000 16.417 904.0 24.4 886.6 0.000 16.500 904.0 24.4 904.0 0.000 16.583 821.9 23.9 870.4 0.000 16.667 675.3 23.0 762.2 0.000 16.750 589.5 22.3 641.7 0.000 16.833 536.9 21.7 567.8 0.000 16.917 504.8 21.3 523.5 0.000 17.000 476.4 21.0 494.3 0.000 17.083 453.8 20.8 468.7 0.000 17.167 431.3 20.6 445.9 0.000 17.250 412.4 20.3 424.3 0.000 17.333 393.3 20.1 405.6 0.000 17.417 377.2 19.9 387.9 0.000 17.500 365.7 19.7 373.5 0.000 17.583 352.3 19.5 361.5 0.000 17.667 339.9 19.4 348.6 0.000 J, CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4668.47 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3412.28 CHANNEL NORMAL VELOCITY FOR 0 = 3412.28 CFS = 15.38 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.900 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE i UNIT INTERVALS IS CSTAR = 0.958 CONVEX METHOD CHANNEL ROUTING RESULTS: 17.750 327.8 19.2 336.2 0.000 INFLOW 17.833 315.5 19.0 323.2 0.000 17.917 304.4 18.8 311.5 0.000 (STREAM 1) 18.000 295.0 18.6 301.2 0.000 (HRS) (CFS) (CFS) FLOW PROCESS FROM NODE 1100.05 TO NODE 1100.05 IS CODE = 7 1347.1 1385.5 - - ----------- ------ - ----- -- ------ ------ ------ - - -- 2 ADDED TO STREAM NUMBER 1««< » »> STREAM NUMBER 1425.5 1398.0 FLOW PROCESS FROM NODE 1100.05 TO NODE 1200.06 IS CODE = 5 1467.7 --- ------------------------------------------------------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER 1513.5 TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, 1565.2 Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). 1616.2 ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 2.00 1658.4 UPSTREAM ELEVATION = 1465.00 DOWNSTREAM ELEVATION = 1437.00 SSS CHANNEL LENGTH(FT) = 3300.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4668.47 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3412.28 CHANNEL NORMAL VELOCITY FOR 0 = 3412.28 CFS = 15.38 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.900 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE i UNIT INTERVALS IS CSTAR = 0.958 CONVEX METHOD CHANNEL ROUTING RESULTS: i1 G MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 15.167 1347.1 1385.5 1321.0 1359.1 15.250 1425.5 1398.0 15.333 1467.7 1438.8 15.417 1513.5 1482.1 15.500 1565.2 1529.8 15.583 1616.2 1581.1 15.667 1658.4 1629.1 15.750 1687.3 1667.0 15.833 1696.8 1689.7 15.917 1696.6 1696.4 16.000 1715.8 1703.1 16.083 1945.9 1793.7 16.167 2444.1 2109.4 16.250 3198.7 2687.2 i1 G FLOW PROCESS FROM NODE 1203.00 TO NODE 1200.06 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS ««< 16.333 4044.5 3465.4 16.417 4583.2 4203.6 16.500 4668.5 4596.2 16.583 4356.2 4558.9 16.667 3959.7 4229.6 16.750 3557.4 3834.0 16.833 3183.9 3441.8 16.917 2881.2 3091.7 17.000 2652.6 2812.2 17.083 2480.5 2600.7 17.167 2349.2 2440.8 17.250 2235.5 2314.3 17.333 2135.4 2204.7 17.417 2048.6 2108.8 17.500 1977.0 2026.7 17.583 1903.8 1954.1 17.667 1837.6 1883.4 17.750 1769.2 1816.2 17.833 1703.5 1748.8 17.917 1643.6 1685.0 18.000 1590.3 1627.2 FLOW PROCESS FROM NODE 1203.00 TO NODE 1200.06 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS ««< P -1 1 v (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 115.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.025 WATERSHED AREA = 281.000 ACRES WATERCOURSE "LAG" TIME = 0.210 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.635 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.270 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.220 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.41 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.00 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.952 30- MINUTE FACTOR = 0.952 1 -HOUR FACTOR = 0.972 3 -HOUR FACTOR = 0.986 6 -HOUR FACTOR = 0.990 24 -HOUR FACTOR = 0.993 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 P -1 1 v MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER M EAN VALUES ORDINATES - - - - -- ----------- 1 --- - - 4.297 - - -_ ---------------- 146.018 2 21.897 598.127 3 48.449 902.311 4 66.074 598.961 5 74.702 293.227 6 80.116 183.990 7 84.147 136.987 8 87.259 105.729 9 89.705 83.124 10 91.667 66.697 11 93.215 52.603 Ell 12 94.469 42.608 13 95.640 39.783 14 96.570 31.631 15 97.345 26.315 16 97.999 22.242 17 98.527 17.939 18 99.027 16.992 19 99.527 16.992 20 100.000 16.068 - ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE- FEET) = 43.6077 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 165.5892 ---------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 175_0 - - -- - 350 0 - - -- 525_0 - - -- 70( -- - 16.083 91.1463 -- - - - - 242.91 -- Q V 16.167 94.2896 456.42 V Q 16.250 98.5920 624.70 V Q 16.333 102.3156 540.67 V Q 16.417 105.0944 403.49 Q V 16.500 107.2913 318.99 Q V 16.583 109.1297 266.93 Q V . 16.667 110.7534 235.77 Q V 16.750 112.2523 217.64 Q V . 16.833 113.6505 203.01 .0 V . 16.917 114.9513 188.88 Q V 17.000 116.1698 176.92 Q V . 17.083 117.3309 168.59 Q. V . 17.167 118.4272 159.19 Q. V . 17.250 119.4701 151.43 Q V 17.333 120.4661 144.61 0 V. t 17.417 121.4180 138.21 0 • V. 17.500 122.3371 133.46 0 V. 17.583 123.2282 129.38 Q V. V. 17.667 124.0869 124.69 Q 145.1 17.750 124.8717 113.96 0 V ' 17.833 125.6230 109.08 0 V ' 17.917 126.3487 105.38 0 V ' 18.000 127.0544 102.47 0 V FLOW PROCESS FROM NODE 1200.06 TO NODE 1200.07 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM« «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: D L P 0 H PIPELENGTH(FT) = 100.00 UPSTREAM ELEVATION(FT) = DOWNSTREAM ELEVATION(FT) _ PIPE DIAMETER(FT) = 15.00 MANNINGS FACTOR = 0.013 100.00 0.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 2036.6 119.9 2036.6 0.000 16.167 2565.8 145.1 2565.5 0.000 16.250 3311.9 154.4 3310.7 0.000 16.333 4006.0 163.0 4005.0 0.000 16.417 4607.1 170.5 4606.2 0.000 16.500 4915.1 174.2 4914.7 0.000 16.583 4825.8 173.2 4826.0 0.000 16.667 4465.4 168.7 4465.9 0.000 16.750 4051.6 163.6 4052.2 0.000 16.833 3644.8 158.5 3645.4 0.000 16.917 3280.5 154.0 3281.1 0.000 17.000 2989.1 150.3 2989.6 0.000 17.083 2769.3 147.6 2769.6 0.000 17.167 2600.0 145.5 2600.3 0.000 17.250 2465.7 143.8 2466.0 0.000 17.333 2349.3 138.3 2349.4 0.000 17.417 2247.0 132.2 2247.0 0.000 17.500 2160.2 127.1 2160.2 0.000 17.583 2083.5 122.6 2083.5 0.000 17.667 2008.1 118.2 2008.1 0.000 17.750 1930.2 113.6 1930.2 0.000 17.833 1857.9 109.3 1857.9 0.000 17.917 1790.4 105.4 1790.4 0.000 18.000 1729.6 101.8 1729.6 0.000 18.083 1676.6 98.7 1676.6 0.000 18.167 1629.4 95.9 1629.4 0.000 18.250 1583.3 93.2 1583.3 0.000 18.333 1539.2 90.6 1539.2 0.000 18.417 1497.7 88.1 1497.7 0.000 L! J L 1 �t It E n 1 [l 5 18.500 1463.4 86.1 1463.4 0.000 18.583 1433.0 84.3 1433.0 0.000 18.667 1407.2 82.8 1407.2 0.000 18.750 1382.8 81.4 1382.8 0.000 18.833 1357.7 79.9 1357.7 0.000 18.917 1321.7 77.8 1321.7 0.000 19.000 1273.9 75.0 1273.9 0.000 END OF FLOOD ROUTING ANALYSIS � �Hl�.f111� L - ;` ■1111 i •11hr� � ..rr 02 l ��" ""°zr`� �" ii• ""''� ►-mom• . Mi ' 111 — �: � , ��,� I CU 1�Ago% fi �► [:y�' ,Tic tl =`I NO UN r _ � _ y W i t , &I I a f, PAM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R 0 U T I N G A N A L Y S I S 0 ««««««« «« « « « «« « « « « < O» » » » » » » »» » » »» » » » »» > (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: 0 C JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • BASE LINE ROAD LATERAL 25 -YEAR EVENT • MODEL 1 (COMPUTER GENERATED D -A -R FACTORS USED) 4/2/86 DMH ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««««««« «« «« « «« « « ««« » » » » » » » » » » » » » » » » »»» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««««««« ««««« «« «« « «« » » » » » » »» » » » » » » » » » »» FLOW PROCESS FROM NODE 3301.00 TO NODE 3300.01 IS CODE 1 -- - - - -- » »>UNIT- HYDROGRAPH ANALYSIS « «< n (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 FEET s ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES WATERCOURSE "LAG" TIME = 0.489 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CFS I MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.00 n 0 !7 E' Fm �I L * HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.993 30- MINUTE FACTOR = 0.993 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR = 0.998 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 0.999 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ----------- - - - - -- - - - - - - -- UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------- ------------------------------ 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 84.752 90.646 17 86.150 81.963 18 87.363 71.160 19 88.422 62.145 20 89.445 59.991 21 90.438 58.237 22 91.227 46.255 23 91.977 43.997 24 92.697 42.270 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 96.375 29.327 32 96.875 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 99.875 29.327 39 100.000 7.319 ----------------------- TOTAL ----------------------------------------------------- SOIL -LOSS VOLUME(ACRE -FEET) = 74.1628 TOTAL STORM RUNOFF VOLUME(ACRE- FEET) 208.3771 ---------------------------------------------------------------------------- _____________________________________________ _______________________________ 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 16.083 105.5844 219.93 Q V 16.167 107.6006 292.76 QV 16.250 110.2201 380.35 V Q 16.333 113.4752 472.65 V .0 16.417 117.2346 545.87 V Q 16.500 121.2119 577.49 V Q . 16.583 124.9272 539.46 V Q 16.667 128.1305 465.13 V .0 16.750 130.8857 400.05 VQ . 16.833 16.917 133.2733 135.3916 346.67 307.59 Q V Q V 17.000 137.3425 283.26 Q V 17.083 139.1636 264.43 Q V 17.167 17.250 140.8831 142.5097 249.66 236.19 Q V Q V 17.333 144.0602 225.12 Q V 17.417 145.5401 214.88 Q V 17.500 146.9484 204.49 Q V . 17.583 148.2925 195.16 Q V . 17.667 149.5918 188.66 Q V . 17.750 150.8523 183.02 Q V . 17.833 152.0532 174.37 Q V. 17.917 153.2158 168.82 .0 V. 18.000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 154.3448 163.93 0 V. END OF FLOOD ROUTING ANALYSIS JAMES M. MONTGOMERY, CONSULTING EN 7 4 INC. 1 1 BY DATE rJ CLIENT SHEET OF CHKD. BY DESCRIPTION JOB NO. 3361 10 > EN IS (10/78) ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.00 I F L 0 0 D R O U T I N G A N A L Y S I S (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * * * * * * * * * * * ** * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • BASE LINE ROAD LATERAL 25 -YEAR EVENT • MODEL 2 (D -A -R FACTORS BASED ON 810 ACRES) 4/2/86 DMH » » » » » » »: »> «««««« « ««« «« « « «««« « » » » »» » » » » » Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 3301.00 TO NODE 3300.01 IS CODE = 1 ---- ---- --------- ---- ---- -------- - - - - -- - -- - ---- -------- ----- ----- --------- >» »UNIT - HYDROGRAPH ANALYSIS « «< STREAM #1) (UNIT-HYDROGRAPH ADDED TO WATERCOURSE LENGTH = 9000.000 FEET FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES ' WATERCOURSE "LAG" TIME = 0.489 HOURS 5.000 MINUTES UNIT HYDROGRAPH TIME UNIT = UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 1 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.00 I * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.989 30- MINUTE FACTOR = 0.989 1 -HOUR FACTOR = 0.993 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.486 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 84.752 90.646 17 86.150 81.963 18 87.363 71.160 19 88.422 62.145 20 89.445 59.991 21 90.438 58.237 22 91.227 46.255 23 91.977 43.997 24 92.697 42.270 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 96.375 29.327 32 96.875 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 99.875 29.327 39 100.000 7.319 i TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 74.1193 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 208.1337 ----------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 -------------------------- 16.083 105.4951 - ------------------------------------- 219.77 Q V 16.167 107.5073 292.17 QV 16.250 110.1190 379.23 •V Q 16.333 113.3626 470.97 •V •Q 16.417 117.1075 543.75 V 16.500 121.0689 575.20 V 16.583 124.7697 537.36 V 16.667 127.9615 463.44 V Q 16.750 130.7079 398.78 VQ 16.833 133.0892 345.77 Q V 16.917 135.2032 306.95 Q V 17.000 137.1508 282.79 Q • V 17.083 138.9695 264.07 Q V 17.167 140.6871 249.40 Q V 17.250 142.3124 235.99 Q V 17.333 143.8618 224.98 Q V 17.417 145.3411 214.79 Q V 17.500 146.7491 204.44 Q V 17.583 148.0931 195.15 Q V 17.667 149.3925 188.67 Q V 17.750 150.6530 183.04 Q V 17.833 151.8541 174.39 •Q V. 17.917 153.0168 168.83 •0 V. 18.000 154.1458 163.93 Q V. .11 Q Q Q FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 4 ------ ----------------------------------------------------------------------- >>>>>MODEL PIPEFLOW ROUTING OF STREAM « «< 1 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPEH(FT) = 2700.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1407.00 ' DOWNSTREAM ELEVATION(FT) = 1400.00 PIPE DIAMETER(FT) = 10.00 1 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 125.5 7.6 123.0 0.000 15.167 129.0 7.7 126.2 0.000 15.250 132.8 7.8 129.6 0.000 15.333 137.1 7.8 133.4 0.000 15.417 142.0 7.9 137.9 0.000 15.500 147.5 8.0 142.9 0.000 15.583 153.0 8.1 148.7 0.000 15.667 158.1 8.2 154.3 0.000 15.750 162.4 8.3 159.3 0.000 15.833 166.2 8.3 163.5 0.000 15.917 170.4 8.4 167.2 0.000 16.000 177.5 8.5 171.5 0.000 16.083 219.8 9.0 179.9 0.000 16.167 292.2 9.8 252.5 0.000 16.250 379.2 10.4 320.6 0.000 16.333 471.0 11.0 414.8 0.000 16.417 543.7 11.4 496.9 0.000 16.500 575.2 11.5 556.4 0.000 16.583 537.4 11.3 560.3 0.000 16.667 463.4 11.0 510.9 0.000 16.750 398.8 10.6 438.1 0.000 16.833 345.8 10.2 380.5 0.000 16.917 306.9 9.9 332.8 0.000 17.000 282.8 9.7 299.5 0.000 17.083 264.1 9.5 277.5 0.000 17.167 249.4 9.4 259.9 0.000 17.250 236.0 9.2 244.8 0.000 17.333 225.0 9.1 232.5 0.000 17.417 214.8 9.0 222.6 0.000 17.500 17.583 204.4 195.1 8.8 8.7 214.1 201.4 0.000 0.000 17.667 188.7 8.6 192.5 0.000 17.750 183.0 8.6 186.9 0.000 17.833 174.4 8.4 181.6 0.000 17.917 168.8 8.4 172.3 0.000 18.000 163.9 8.3 167.6 0.000 FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) �r � WATERCOURSE LENGTH = 7750.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 120.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 325.000 ACRES WATERCOURSE "LAG" TIME = 0.390 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.357 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.190 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.42 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.89 �r � SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.90 SPECIFIED* * HYDROGRAPH MODEL #1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.989 30- MINUTE FACTOR = 0.989 1 -HOUR FACTOR = 0.993 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION -------------------------------------------------------------------------•--- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------------------------------- 1 1.914 75.231 2 7.710 227.791 3 17.864 399.135 4 31.878 550.785 5 46.989 593.954 6 58.706 460.512 7 66.318 299.184 8 71.574 206.604 9 75.259 144.824 10 78.308 119.839 11 80.864 100.479 12 83.050 85.910 13 84.990 76.277 14 86.659 65.593 15 88.081 55.866 16 89.362 50.376 17 90.580 47.849 18 91.545 19 92.475 37.946 36.566 20 93.227 29.539 21 93.910 26.865 22 94.575 26.131 23 95.216 25.190 24 95.827 24.014 25 96.327 19.652 26 96.827 19.652 27 97.327 19.652 28 97.827 19.652 29 98.327 19.652 30 98.827 19.652 ' 31 99.327 19.652 32 99.827 19.652 33 100.000 6.792 - - - - - -- - - -- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 33.4707 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 152.9583 ----------------------------------------------------------------------------- 2 4 - H O U R = = =5 T O R M= ____________________ -•___ R U N O F F H Y D R 0 G R A P H 0 = HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 79.6936 175.21 16.167 81.3933 246.80 16.250 83.6809 332.15 16.333 86.5088 410.62 16.417 89.5758 445.33 16.500 92.3797 407.13 16.583 94.7291 341.13 16.667 96.7151 288.37 16.750 98.4226 247.93 16.833 99.9703 224.74 16.917 101.4072 208.64 17.000 102.7588 196.25 17.083 104.0406 186.11 17.167 105.2548 176.31 17.250 106.4059 167.14 17.333 107.5062 159.76 17.417 108.5658 153.87 17.500 109.5722 146.13 17.583 110.5438 141.07 17.667 111.4702 134.52 17.750 112.3606 129.28 17.833 113.2206 124.88 17.917 114.0522 120.74 18.000 114.8570 - 116.86 -------------------------------------- 125.0 250.0 375.0 500 0 Q V Q.V V Q . V Q V Q V Q V Q Q V Q. V Q V Q V Q V Q V Q V Q V . Q V . . Q V . .Q V . .Q V . Q V. Q V. Q. V. Q. V. Q. V - - FLOW PROCESS FROM NODE 3300.02 TO NODE 3300.03 IS CODE = 4 - - --------------------------------------------------------------- > »»MODEL PIPEFLOW ROUTING OF STREAMe «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (8RS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 355.1 32.7 355.1 0.000 16.167 499.3 45.9 499.3 0.000 16.250 652.8 60.0 652.8 0.000 16.333 825.4 75.9 825.4 0.000 16.417 942.3 86.6 942.3 0.000 16.500 963.6 88.6 963.6 0.000 16.583 901.4 82.9 901.4 0.000 16.667 799.3 73.5 799.3 0.000 16.750 686.1 63.1 686.1 0.000 16.833 605.2 55.7 605.2 0.000 16.917 541.4 49.8 541.4 0.000 17.000 495.7 45.6 495.7 0.000 17.083 463.7 42.6 463.7 0.000 17.167 436.2 40.1 436.2 0.000 17.250 412.0 37.9 412.0 0.000 17.333 392.2 36.1 392.2 0.000 17.417 376.4 34.6 376.4 0.000 17.500 360.3 33.1 360.3 0.000 17.583 342.5 31.5 342.5 0.000 17.667 327.0 30.1 327.0 0.000 17.750 316.2 29.1 316.2 0.000 17.833 306.5 28.2 306.5 0.000 17.917 293.1 27.0 293.1 0.000 18.000 284.5 26.2 284.5 0.000 END OF FLOOD ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ««««« « « « « « « « « « « « « « «» » » » » » » » » » » » » » » »» > >>> (C) Copyright 1983 Advanced Engineering Software [AES] . Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. ««««« «« « «« « ««« «««« « »» » » » » »»» » » » » » » »» > »> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * *e * ** • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • BASE LINE ROAD LATERAL 25 -YEAR EVENT • FULL MODEL [3] (D -A -R FACTORS BASED ON 1277 ACRES) 4/2/86 D ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ««««« «« ««« « « « «« « « «« » » » »» » » » » » » » »» » »» > >>> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 «««««« « « « « «« « « « « « « « > » » » » » » » » » » > » » » »»» > >>> ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3301.00 TO NODE 3300.01 IS CODE = 1 ------------------- --------------------------------------------------- - - - - -- » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES WATERCOURSE "LAG" TIME = 0.489 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED u A SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.20 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 3.00 7.00 u A * HYDROGRAPH MODEL #1 SPECIFIED* S -GRAPH *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.982 MEAN VALUES 30- MINUTE FACTOR = 0.982 1 -HOUR FACTOR = 0.989 - - ---------- 1.486 3 -HOUR FACTOR = 0.995 6 -HOUR FACTOR = 0.996 5.428 24 -HOUR FACTOR = 0.997 • RUNOFF HYDROGRAPH LISTING LIMITS: 12.113 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 21.641 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - - -- --------- 1 - - ---------- 1.486 -- 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 _ 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 , 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 84.752 90.646 17 86.150 81.963 18 87.363 71.160 19 20 88.422 89.445 62.145 59.991 21 90.438 58.237 22 91.227 46.255 23 24 91.977 92.697 43.997 42.270 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 32 96.375 96.875 29.327 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 99.875 29.327 39 100.000 7.319 FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM« «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 2700.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1407.00 DOWNSTREAM ELEVATION(FT) = 1400.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: L , 0 El ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 74.1018 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 207.8684 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) a ----------------------------- - - - - -- ----- - TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 ---------------------------------------------------------------------------- 16.083 105.4719 219.74 Q V 16.167 107.4789 291.42 QV 16.250 110.0792 377.56 .V Q 16.333 113.3043 468.29 .V .0 16.417 16.500 117.0254 120.9611 540.30 571.45 V V Q Q . 16.583 124.6385 533.97 V 0 16.667 127.8119 460.77 V Q 16.750 16.833 130.5448 132.9167 396.82 344.41 Q VQ . V 16.917 135.0241 305.99 Q V 17.000 136.9665 282.03 Q . V 17.083 17.167 138.7807 140.4945 263.43 248.84 Q Q V V 17.250 142.1164 235.51 Q V 17.333 143.6630 224.56 Q V 17.417 145.1399 214.44 Q V 17.500 146.5459 204.16 Q V . 17.583 147.8883 194.91 Q V . 17.667 149.1862 188.46 Q V . 17.750 150.4453 182.82 Q V . 17.833 151.6449 174.18 .0 V. 17.917 152.8060 168,59 .0 V. 18.000 153.9332 163.67 Q V. FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM« «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 2700.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1407.00 DOWNSTREAM ELEVATION(FT) = 1400.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: L , 0 El FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< bd TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 125.5 7.6 123.0 0.000 15.167 129.0 7.7 126.2 0.000 15.250 132.9 7.8 129.6 0.000 15.333 137.2 7.8 133.5 0.000 15.417 142.0 7.9 137.9 0.000 15.500 147.6 8.0 143.0 0.000 15.583 153.1 8.1 148.7 0.000 15.667 158.2 8.2 154.4 0.000 15.750 162.6 8.3 159.4 0.000 15.833 166.4 8.3 163.7 0.000 15.917 170.8 8.4 167.5 0.000 q 16.000 177.8 8.5 171.8 0.000 16.083 219.7 9.0 180.2 0.000 16.167 291.4 9.8 252.1 0.000 16.250 377.6 10.4 319.5 0.000 16.333 468.3 11.0 412.7 0.000 16.417 540.3 11.3 494.0 0.000 16.500 571.5 11.5 552.6 0.000 16.583 534.0 11.3 556.9 0.000 16.667 460.8 11.0 507.7 0.000 16.750 396.8 10.5 435.7 0.000 16.833 344.4 10.2 378.9 0.000 16.917 306.0 9.9 331.5 0.000 17.000 282.0 9.7 298.6 0.000 17.083 263.4 9.5 276.8 0.000 17.167 248.8 9.4 259.3 0.000 17.250 235.5 9.2 244.3 0.000 17.333 224.6 9.1 232.0 0.000 17.417 214.4 9.0 222.3 0.000 17.500 204.2 8.8 213.7 0.000 17.583 194.9 8.7 201.1 0.000 17.667 188.5 8.6 192.3 0.000 17.750 182.8 8.6 186.7 0.000 17.833 174.2 8.4 181.4 0.000 17.917 18.000 168.6 163.7 8.4 8.3 172.1 167.4 0.000 0.000 FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< bd (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 7750.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 120.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 325.000 ACRES WATERCOURSE "LAG" TIME = 0.390 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.357 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.190 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.42 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.89 F-i G 0 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.90 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.982 30- MINUTE FACTOR = 0.982 1 -HOUR FACTOR = 0.989 3 -HOUR FACTOR = 0.995 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.914 75.231 2 7.710 227.791 3 17.864 399.135 4 31.878 550.785 5 46.989 593.954 6 58.706 460.512 7 66.318 299.184 8 71.574 206.604 9 75.259 144.824 10 78.308 119.839 11 80.864 100.479 12 83.050 85.910 13 84.990 76.277 14 86.659 65.593 15 88.081 55.866 16 89.362 50.376 17 90.580 47.849 18 91.545 37.946 19 92.475 36.566 20 93.227 29.539 21 93.910 26.865 22 94.575 26.131 23 95.216 25.190 24 95.827 24.014 25 96.327 19.652 26 96.827 19.652 27 97.327 19.652 28 97.827 19.652 29 98.327 19.652 30 98.827 19.652 31 99.327 19.652 32 99.827 19.652 33 100.000 6.792 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 33.4592 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 152.7831 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H -- - - -- -- ------------------------------------------------ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -- ----------------------------------------------------------------------- - TIME( HRS) VOLUME(AF) Q(CFS) 0_ - - - - -- 125_0 - - - -- 250_0 - - - -- 375_0 - - -- - 500.0 16.083 79.6776 175.14 Q V 16.167 81.3718 245.99 Q.V 16.250 83.6476 330.45 .V Q 16.333 86.4582 408.11 V Q 16.417 89.5054 442.45 V Q 16.500 92.2916 404.56 V Q 16.583 94.6276 339.18 V Q 16.667 96.6044 287.02 Q V 16.750 98.3060 247.08 Q. V 16.833 99.8497 224.14 Q . V 16.917 101.2833 208.15 Q V 17.000 102.6320 195.83 Q V 17.083 103.9112 185.75 Q V 17.167 105.1233 176.00 Q V 17.250 106.2726 166.88 Q V 17.333 107.3715 159.55 Q V . 17.417 108.4299 153.69 Q V . 17.500 109.4355 146.00 ..Q V . 17.583 110.4063 140.96 .Q V . 17.667 111.3321 134.43 Q V. 17.750 112.2218 129.19 Q V. 17.833 113.0810 124.75 Q. V. 17.917 113.9114 120.58 Q. V. 18.000 114.7149 116.67 Q. V FLOW PROCESS FROM NODE 3300.02 TO NODE 3300.03 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 7850.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1400.00 DOWNSTREAM ELEVATION(FT) = 1360.00 PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM FLOW PROCESS FROM NODE 3303.00 TO NODE 3300.03 IS CODE = 1 ----------------------------------------------------- - - - - -- » » >UNIT- HYDROGRAPH ANALYSIS « «< (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 355.3 12.9 302.0 0.000 16.167 498.1 14.3 315.2 0.000 16.250 650.0 15.4 463.8 0.000 16.333 820.8 16.3 616.7 0.000 16.417 936.5 16.8 779.5 0.000 16.500 957.2 17.0 917.6 0.000 16.583 896.1 16.6 955.4 0.000 16.667 794.7 16.2 902.3 0.000 16.750 682.8 15.5 815.9 0.000 16.833 603.0 15.1 708.4 0.000 16.917 539.7 14.6 627.0 0.000 17.000 494.4 14.2 556.7 0.000 17.083 462.6 14.0 506.3 0.000 17.167 435.3 13.7 472.0 0.000 17.250 411.2 13.5 444.2 0.000 17.333 391.6 13.3 420.2 0.000 17.417 376.0 13.1 399.7 0.000 17.500 359.7 13.0 381.9 0.000 17.583 342.1 12.8 372.3 0.000 17.667 326.7 12.6 352.9 0.000 17.750 315.9 12.5 331.5 0.000 17.833 306.2 12.3 318.1 0.000 17.917 292.7 12.2 310.2 0.000 18.000 284.0 12.1 301.3 0.000 FLOW PROCESS FROM NODE 3303.00 TO NODE 3300.03 IS CODE = 1 ----------------------------------------------------- - - - - -- » » >UNIT- HYDROGRAPH ANALYSIS « «< C 1 J, (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 10500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 140.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.032 WATERSHED AREA = 467.000 ACRES WATERCOURSE "LAG" TIME = 0.461 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.094 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.230 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.220 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.42 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.88 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.14 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.80 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.982 30- MINUTE FACTOR = 0.982 1 -HOUR FACTOR = 0.989 3 -HOUR FACTOR = 0.995 6 -HOUR FACTOR = 0.996 C 1 J, 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL NUMBER S -GRAPH MEAN VALUES --------- UNIT HYDROGRAPH ORDINATESCFS) - - - -- -- - 1 - - - -- 1.586 - - ------------ - - - - -- 89.564 2 5.933 245.519 3 13.396 421.517 4 24.043 601.285 5 36.630 710.874 6 49.262 713.434 7 58.831 540.466 8 65.395 370.723 9 70.238 273.488 10 73.746 198.159 11 76.519 156.578 12 78.970 138.420 13 81.084 119.408 14 82.924 103.917 15 84.588 94.017 16 86.088 84.674 17 87.377 72.811 18 88.499 63.377 19 89.585 61.323 20 90.608 57.780 21 91.421 45.929 22 92.217 44.960 23 92.927 40.077 24 93.507 32.768 25 94.086 32.682 26 94.642 31.432 27 95.185 30.652 28 95.718 30.122 29 96.218 28.239 30 96.718 28.239 31 97.218 28.239 32 97.718 28.239 33 98.218 28.239 34 98.718 28.239 35 99.218 28.239 36 99.718 28.239 37 100.000 15.914 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 54.7267 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 209.0148 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 ------ ---------------------------------------------------------------------- 16.083 106.7402 225.12 Q V 16.167 108.7977 298.74 QV 16.250 111.4698 388.00 V Q 16.333 114.7808 480.76 V 0 16.417 118.5375 545.48 V 0 16.500 122.4064 561.76 V Q 16.583 125.8818 504.63 V Q 16.667 128.8484 430.75 V Q 16.750 131.4231 373.85 QV 16.833 133.6817 327.95 •Q V 16.917 135.7361 298.29 Q• V . 17.000 137.6719 281.08 Q V 17.083 139.5046 266.11 Q V 17.167 141.2466 252.94 Q V . ; 17.250 142.9148 242.22 Q V . 17.333 144.5135 232.13 Q V . 17.417 146.0405 221.71 Q V 17.500 147.5040 212.51 Q V . 17.583 148.9218 205.86 Q V 17.667 17.750 150.2926 199.05 Q V . 151.5981 189.55 Q V. 17.833 152.8585 183.01 Q V. 17.917 154.0674 175.54 .0 V. 18.000 155.2210 167.50 .0 V. FLOW PROCESS FROM NODE 3300.03 TO NODE 3300.10 IS CODE = 4 - -------- - - - ----------- PIPEFLOW ROUTING OF STREAM « «< >>>>>MODEL MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 527.1 48.5 527.1 0.000 16.167 613.9 56.5 613.9 0.000 16.250 851.8 78.3 851.8 0.000 16.333 1097.5 100.9 1097.5 0.000 16.417 1324.9 121.8 1324.9 0.000 16.500 1479.3 126.3 1479.1 0.000 16.583 1460.0 125.9 1460.0 0.000 16.667 1333.1 122.6 1333.3 0.000 END OF FLOOD ROUTING ANALYSIS C 16.750 1189.8 109.4 1189.8 0.000 16.833 1036.3 95.3 1036.3 0.000 16.917 925.3 85.1 925.3 0.000 17.000 837.8 77.0 837.8 0.000 17.083 772.4 71.0 772.4 0.000 17.167 725.0 66.7 725.0 0.000 17.250 686.4 63.1 686.4 0.000 17.333 652.3 60.0 652.3 0.000 17.417 621.4 57.1 621.4 0.000 17.500 594.5 54.7 594.5 0.000 17.583 578.1 53.2 578.1 0.000 17.667 551.9 50.8 551.9 0.000 17.750 521.0 47.9 521.0 0.000 17.833 501.1 46.1 501.1 0.000 17.917 485.8 44.7 485.8 0.000 18.000 468.8 43.1 468.8 0.000 END OF FLOOD ROUTING ANALYSIS C F L 0 0 D R 0 U T I N G A N A L Y S I S «««« « « « « « « « « « « « « « « <O » » » » » » » » » » » » » »» »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • FOOTHILL LANE LATERAL 25 -YEAR EVENT • MODEL 1 (COMPUTER GENERATED D -A -R FACTORS USED) 4/2/86 DMH Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 - ---------------------------------------------------- ----------- - - - - -- - - -- » » >UNIT- HYDROGRAPH ANALYSIS « «< It (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID 3850.000 FEET i ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA - 318.000 ACRES WATERCOURSE "LAG" TIME = 0.431 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.420 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.91 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.70 n H * HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.996 30- MINUTE FACTOR = 0.996 1 -HOUR FACTOR = 0.997 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 0.999 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ------------------------------ ------------------------- - - - - -- -- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER VALUES S) --------- - - - - -- -- ORDINA --- - - - - -- - MEAN - - - -- --- - - - - -- 1 1.706 -- 65.604 2 6.563 186.807 3 14.992 324.157 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 1 7 61.976 336.979 8 68.045 233.390 lls 9 72.352 165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 14 84.443 69.334 El 15 86.053 16 87.427 61.927 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 24 94.414 23.764 23.410 25 94.995 22.341 26 95.573 22.251 27 96.073 19.229 28 96.573 19.229 29 97.073 19.229 30 97.573 19.229 31 98.073 19.229 32 98.573 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 69.5049 - -- TOTAL STORM RUNOFF VOLUME(ACRE_FEET) - - - - - - - - - - - - - - 107.8813 ---------------------------------- 2 4 - H O U R S T 0 R M R - U - N - O F F == H Y D - R - O - G R_A P= H===== ____________ -____ HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 1 - --------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 - - - - -- - - -- 300.0 40(.0 ---------------------------------------------------------------------------- 16.083 53.1523 125.40 Q V. 16.167 54.4145 183.28 Q V 16.250 56.1605 253.52 V Q 16.333 58.3911 323.88 V Q 16.417 60.9165 366.69 V Q 16.500 63.4071 361.64 V Q 16.583 65.5078 305.02 V Q 16.667 67.2445 252.16 VQ 16.750 16.833 68.6950 69.9463 210.62 181.69 Q Q V V 16.917 71.0866 165.58 Q V 17.000 72.1417 153.20 Q V 17.083 73.1287 143.31 Q V 17.167 74.0616 135.46 Q V 17.250 74.9454 128.33 Q V 17.333 75.7788 121.00 0 V . 17.417 76.5683 114.64 .Q V . 17.500 77.3298 110.57 .Q V 17.583 78.0589 105.86 Q V . 17.667 78.7497 100.32 Q V. 17.750 79.4181 97.04 Q. V. y 17.833 80.0526 92.13 Q. V. 17.917 80.6628 88.60 Q V. 18.000 81.2554 86.04 0 V END OF FLOOD ROUTING ANALYSIS 1 r, F L 0 0 D R O U T I N G A N A L Y S I S r D «««««« « « ««« « « «« ««« <O » » » » »» » » » » » »»»» »: »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. N * * * * * * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • FOOTHILL LANE LATERAL 25 -YEAR EVENT • MODEL 2 (D -A -R FACTORS BASED ON 739 ACRES) 4/3/86 DMH Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 Hill- I ii r� t FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 -- » » >UNIT- HYDROGRAPH ANALYSIS««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3850.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 318.000 ACRES WATERCOURSE "LAG" TIME = 0.431 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.420 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.91 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.70 L TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 69.4514 - -- TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 107.6945 - ---------------------------------- * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.990 30- MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.998 - RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES - - -_ --- - - - 1 1.706 - -_ ---------------- - - - --- 65.604 2 6.563 186.807 3 14.992 324.157 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 7 61.976 336.979 8 68.045 233.390 9 72.352 165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 14 84.443 69.334 15 86.053 61.927 16 87.427 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 23.764 24 94.414 23.410 25 94.995 22.341 26 95.573 22.251 27 96.073 28 96.573 19.229 19.229 29 97.073 19.229 30 97.573 19.229 31 98.073 32 98.573 19.229 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 69.4514 - -- TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 107.6945 - ---------------------------------- 0 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - -------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 40(.0 --------------------------------------- 16.083 53.0969 125.28 Q V. 16.167 54.3551 182.69 Q V 16.250 56.0931 252.35 V Q 16.333 58.3116 322.13 .V Q 16.417 60.8227 364.60 V Q 16.500 63.2990 359.57 V Q 16.583 65.3883 303.36 V Q 16.667 67.1164 250.93 VQ 16.750 68.5611 209.77 Q V 16.833 69.8084 181.10 Q V 16.917 70.9455 165.12 Q V 17.000 71.9980 152.82 Q V 17.083 72.9827 142.98 Q V 17.167 73.9136 135.17 Q V 17.250 74.7957 128.08 Q V 17.333 75.6276 120.80 Q V 17.417 76.4160 114.47 .0 V 17.500 77.1765 110.42 .0 V • 17.583 77.9046 105.73 Q V 17.667 78.5948 100.21 Q V. 17.750 79.2625 96.95 Q. V. 17.833 79.8965 92.06 Q. V. 17.917 80.5063 88.53 Q • V. 18.000 81.0984 85.97 Q • V FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 4 ---------------------------------------------------------------------------- - » » > MODEL ROUTING - OF - STREAM««<__ _________________________ MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 4950.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1335.00 DOWNSTREAM ELEVATION(FT) = 111.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CPS) (FPS) (CFS) PONDING(AF) 16.083 125.3 9.8 93:8 0.000 I 16.167 182.7 11.0 118.5 0.000 0 Q gSo . � ' 4 16.250 252.4 11.9 176.0 0.000 7 -4„, , ��1 04"/i'" 16.333 322.1 12.7 247.4 0.000 7 1 «.� 16.417 364.6 13.1 322.1 0.000 Q <;,.-�, ,o,,t';,a. , - s n. ''a �7 °fu;" 4 16.500 359.6 13.0 366.0 0.000 4 °` �" , :,,,,e.. °" /'°` z 3 7,' 4O '"r'" r y `` X 16. 303.4 12.5 359.5 0.000 fie ,14.... / > °`' ° / T /, i r' ,4 `°- f t 4, u p u. ti16.667 250.9 11.9 300.8 0.000 x,• , � I 4' 7 1 4 "'` t z, s , P=1;, 1 9 16.750 209.8 11.4 252.1 0.000 :fit /' tat', / 16.833 181.1 10.9 212.0 0.000 lsat �asu: t v S'� "O rite °� ' � °` ' /d 16.917 165.1 10.6 183.8 0.000 ),7,..r, 17.000 152.8 10.4 166.1 0.000 Xµ ,:- /6,.I 17.083 143.0 10.2 154 0.000 • Lu. h "'" N° _ / r 17.167 135.2 10.01 '1321M0 0.000 / . f,, d:'' P.4, 0.s e7 � 17.250 128.1 9.9 0.000 / p ° qa � o', r 7`� D6 = 0,4/3 3 F (s 17.333 120.8 9.7 129.5 0.000 a-c3 '4 s t .. ` :,I,/,' o,„� 4 I _ /fla/; 3 ", - .' ---17.417 114.5 9.5 121.9 0.000 2 t � S - , , • _ 10) _ arE7 (.2,- 6, hg 17.500 110.4 9.4 115.6 0.000 (!/-? Q. ba. /, 17.583 105.7 9.3 111.3 0.000 ° ' 17.667 100.2 9.2 106.8 0.000 )44' 6' = 2 17.750 97.0 9.1 101.7 0.000 l43 17.833 92.1 8.9 97.9 0.000 mar 2' 17.917 88.5 8.8 93.2 0.000 Avvn = 16 /'C• , , l - // 18.000 86.0 8.7 89.3 0.000 .puQ/1= 1. '-- Did _ 0 . 6.1 *** ** * * * * * * * **** * *,r t*********** ** ** ****** * ** * * * * * * ** *** * * * * * * * ** * * ** * * *, * * ** ,Pi3- 0392 FLOW PROCESS FROM NODE 4402.00 TO NODE 4400.05 IS CODE = 1 1. 4 ---- Aiii), 0.61 r r di?: S- , 3 7 »> »UNIT- HYDROGRAPH ANALYSIS « «< r "" /?`: ,F 3)- 3B2r 1// 3=====_ __________________________ = = = == sax=====_ ____________________ = = = = =e. = = == I�'�3 14u,31 (UNIT - HYDROGRAPH ADDED TO STREAM #1) r ex+ t.4 �O � 4- WATERCOURSE LENGTH = 7500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4550.000 FEET .4. `+ ± ELEVATION VARIATION ALONG WATERCOURSE = 96.000 YE ET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.033 WATERSHED AREA = 421.000 ACRES WATERCOURSE "LAG" TIME = 0.379 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES ' UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.963 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.410 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.440 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.42 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.88 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.14 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.990 30- MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: i 6 1 1 1 1 1 1 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 --------------------- - UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.977 100.661 2 8.067 310.051 3 18.755 544.196 4 33.385 744.873 5 48.737 781.623 6 60.111 579.145 7 67.448 373.553 8 72.447 254.510 9 76.030 182.411 10 79.035 152.992 11 81.548 127.982 12 83.707 109.935 13 85.619 97.335 14 87.233 82.167 15 88.608 70.008 16 89.925 67.060 17 91.045 57.035 18 92.012 49.203 19 92.896 45.042 20 93.605 36.086 21 94.302 35.488 22 94.966 33.822 23 95.620 33.306 24 96.155 27.221 25 96.655 25.457 26 97.155 25.457 27 97.655 25.457 28 98.155 25.457 29 98.655 25.457 30 99.155 25.457 31 99.655 25.457 32 100.000 17.562 -----------------------------------------------------------------------•---- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) - 96.6419 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 137.8842 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -------------------------------- - - - - -- -- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 60(.0 ----------------------------------------------------------------------•---- 16.083 68.8623 167.71 .Q V. 16.167 70.6519 259.86 Q V 16.250 73.2019 370.26 .V Q MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: IR PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 10.00 16.333 76.4377 469.84 TIME V •Q VELOCITY 16.417 79.9205 505.70 (HRS) V Q (FPS) 16.500 82.9751 443.53 16.083 V Q. 34.6 16.583 85.4341 357.04 16.167 QV 50.1 16.667 87.4362 290.70 16.250 Q. V 72.3 16.750 89.1226 244.88 Q V 95.0 16.833 90.6410 220.47 Q V 109.5 16.917 92.0428 203.54 Q V 107.2 17.000 93.3563 190.71 Q V 94.9 17.083 94.5970 180.15 Q V 78.3 17.167 95.7631 169.32 .0 V 65.8 17.250 96.8626 159.64 Q V 57.3 17.333 97.9193 153.42 Q V 51.3 17.417 98.9225 145.67 Q. V 47.2 17.500 99.8781 138.76 Q. V 44.3 17.583 100.7952 133.15 Q V. 41.5 17.667 101.6638 126.13 Q V. 39.2 17.750 102.5013 121.60 0 V. 37.5 17.833 103.3072 117.02 Q V. 17.917 104.0855 113.01 Q V 18.000 104.8267 107.62 Q V FLOW PROCESS FROM NODE 4400.05 - ---------- --------- -------- ---- OF TO NODE 4400.06 ----------- -------------------------------- STREAM « «< IS CODE = 4 » »> MODEL PIPEFLOW ROUTING MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: IR PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 10.00 0 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CPS) (FPS) (CPS) PONDING(AF) 16.083 261.5 34.6 261.5 0.000 16.167 378.3 50.1 378.3 0.000 16.250 546.3 72.3 546.3 0.000 16.333 717.3 95.0 717.3 0.000 16.417 827.8 109.5 827.8 0.000 ' 16.500 809.6 107.2 809.6 0.000 16.583 716.5 94.9 716.5 0.000 16.667 591.5 78.3 591.5 0.000 16.750 497.0 65.8 497.0 0.000 16.833 432.4 57.3 432.4 0.000 16.917 387.4 51.3 387.4 0.000 ' 17.000 356.8 47.2 356.8 0.000 17.083 334.2 44.3 334.2 0.000 17.167 313.5 41.5 313.5 0.000 17.250 296.1 39.2 296.1 0.000 17.333 283.0 37.5 283.0 0.000 0 [1 J H C' H it u J iJ r 17.417 267.5 35.4 267.5 0.000 17.500 254.3 33.7 254.3 0.000 17.583 244.4 32.4 244.4 0.000 17.667 233.0 30.8 233.0 0.000 17.750 223.3 29.6 223.3 0.000 17.833 215.0 28.5 215.0 0.000 17.917 206.2 27.3 206.2 0.000 18.000 196.9 26.1 196.9 0.000 END OF FLOOD ROUTING ANALYSIS F L 0 0 D R O U T I N G A N A L Y S I S ««««««« « « ««« «« « « « « <O » »> » » » » »» » » » » » > » »; »» (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * FOOTHILL LANE LATERAL 25 -YEAR EVENT * MODEL 3 (D -A -R FACTORS BASED ON 1431 ACRES) 4/3/86 DMH on ««««««« «« ««« «« « «««<O » > » » » » » » » » » » » » » » >: »» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3850.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE 0.041 WATERSHED AREA = 318.000 ACRES WATERCOURSE "LAG" TIME = 0.431 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.420 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.91 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.70 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 OF RESULTS = 18.00 MODEL TIME(HOURS) FOR END UNIT HYDROGRAPH DETERMINATION ------ ------------------ - ------- - - - - -- INTERVAL S -GRAPH UNIT ORDINATES(CFS) HYDROGRAPH NUMBER MEAN VALUES - - - - -- --------------------------------------------------------- ------------------ - - - - -- - --------- 1 1.706 65.604 2 6.563 14.992 186.807 324.157 3 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 7 61.976 336.979 8 68.045 233.390 9 72.352 165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 14 84.443 69.334 15 86.053 61.927 16 87.427 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 23.764 24 94.414 23.410 25 94.995 22.341 26 95.573 22.251 27 96.073 19.229 28 96.573 19.229 29 97.073 19.229 30 97.573 19.229 31 98.073 19.229 32 98.573 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = - -- 69.4627 107.5056 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = ------------------------------------- L C 1� C 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H - ------------------------- ----------------- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -- ---------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 40(.0 --------------------------------------------------------------------------- 16.083 53.1049 125.08 Q V. PONDING(AF) 16.167 54.3559 181.65 9.8 Q V 0.000 16.250 56.0795 250.25 10.9 V Q 16.333 58.2763 318.98 V .0 16.417 60.7613 360.82 V Q 16.500 63.2120 355.84 V Q 16.583 65.2805 300.36 V Q 16.667 66.9935 248.72 Q 16.750 68.4277 208.25 Q V 16.833 69.6677 180.05 Q . V 16.917 70.7993 164.30 Q V 17.000 71.8470 152.13 Q V 17.083 72.8277 142.39 Q V 17.167 73.7551 134.66 Q V 17.250 74.6341 127.64 Q V 17.333 75.4636 120.43 Q V . 17.417 76.2498 114.17 Q V . 17.500 77.0085 110.15 .0 V . 17.583 77.7351 105.51 Q V . 17.667 78.4241 100.04 Q V. 17.750 79.0907 96.79 Q. V. 17.833 79.7237 91.92 Q. V. 17.917 80.3325 88.40 Q V. 18.000 80.9237 85.84 Q V FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 4950.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1335.00 DOWNSTREAM ELEVATION(FT) 1311.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: L TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 125.1 9.8 94.1 0.000 16.167 181.7 10.9 118.3 0.000 L FLOW PROCESS FROM NODE 4402.00 TO NODE 4400.05 IS CODE = 1 - 16.250 250.3 11.9 175.0 0.000 16.333 319.0 12.6 245.3 0.000 16.417 360.8 13.0 318.9 0.000 16.500 355.8 13.0 362.3 0.000 16.583 300.4 12.4 355.8 0.000 16.667 248.7 11.9 297.7 0.000 16.750 208.2 11.3 250.1 0.000 16.833 180.1 10.9 210.6 0.000 16.917 164.3 10.6 182.7 0.000 17.000 152.1 10.4 165.3 0.000 17.083 142.4 10.2 153.3 0.000 17.167 134.7 10.0 143.7 0.000 17.250 127.6 9.9 136.0 0.000 17.333 120.4 9.7 129.1 0.000 17.417 114.2 9.5 121.5 0.000 17.500 110.2 9.4 115.3 0.000 17.583 105.5 9.3 111.0 0.000 17.667 100.0 9.2 106.6 0.000 17.750 96.8 9.1 101.5 0.000 17.833 91.9 8.9 97.8 0.000 17.917 88.4 8.8 93.0 0.000 18.000 85.8 8.7 89.2 0.000 FLOW PROCESS FROM NODE 4402.00 TO NODE 4400.05 IS CODE = 1 - ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 7500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4550.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 96.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.033 WATERSHED AREA = 421.000 ACRES WATERCOURSE "LAG" TIME = 0.379 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.963 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.410 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.440 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.42 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.88 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.14 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.70 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: [1 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.977 100.661 2 8.067 310.051 3 18.755 544.196 4 33.385 744.873 5 48.737 781.623 6 60.111 579.145 7 67.448 373.553 8 72.447 254.510 9 76.030 182.411 10 79.035 152.992 11 81.548 127.982 12 83.707 109.935 13 85.619 97.335 14 87.233 82.167 15 88.608 70.008 16 89.925 67.060 17 91.045 57.035 18 92.012 49.203 19 92.896 45.042 20 93.605 36.086 21 94.302 35.488 22 94.966 33.822 23 95.620 33.306 24 96.155 27.221 25 96.655 25.457 26 97.155 25.457 27 97.655 25.457 28 98.155 25.457 29 98.655 25.457 30 99.155 25.457 31 99.655 25.457 32 100.000 17.562 ----------------------------------------------------------------- - - - - -- - - -- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 96.6534 TOTAL STORM RUNOFF VOLUME(ACRE- FEET) 137.6378 2 4 - H O U R S T 0 R M - R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - -------- ----------- --------- --------- ----- ---------- ---------- ------------ 60(.0 TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 -----------------------------------------------------------------------•---- 16.083 68.8709 167.30 .Q V 16.167 70.6482 258.07 Q V 16.250 73.1743 366.80 .V 0 FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.06 IS CODE = 4 - - - - - ----------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: 16.333 76.3763 464.92 FACTOR = 0.013 V 0 UPSTREAM ELEVATION(FT) 16.417 79.8215 500.24 DOWNSTREAM ELEVATION(FT) = V . Q 16.500 82.8436 438.81 V Q. 16.583 85.2784 353.53 VELOCITY QV UPSTREAM 16.667 87.2639 288.30 (CFS) Q• V 16.750 88.9395 243.29 Q V 16.167 376.4 16.833 90.4498 219.30 Q V 14.8 16.917 91.8449 202.57 Q V 504.4 17.000 93.1526 189.87 Q V 0.000 17.083 94.3883 179.42 .Q V 17.167 95.5501 168.70 Q V 16.750 493.4 17.250 96.6461 159.13 Q V 13.9 17.333 97.6997 152.98 Q V 441.9 17.417 98.7004 145.30 Q. V 0.000 17.500 99.6540 138.47 Q. V 17.583 100.5694 132.91 Q V. 17.250 295.1 17.667 101.4367 125.94 Q V. 12.6 17.750 102.2729 121.42 Q V. 17.833 103.0777 116.84 Q V. 17.917 103.8546 112.82 Q V ! 18.000 104.5947 107.45 Q V FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.06 IS CODE = 4 - - - - - ----------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: rl 0 PIPELENGTH(FT) = 6950.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1311.00 DOWNSTREAM ELEVATION(FT) = 1275.00 PIPE DIAMETER(FT) = 9.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 261.4 12.3 207.8 0.000 16.167 376.4 13.5 248.1 0.000 16.250 541.8 14.8 337.2 0.000 16.333 710.2 15.6 504.4 0.000 16.417 819.1 16.0 676.2 0.000 16.500 801.1 16.583 709.3 15.9 15.6 792.8 806.0 0.000 0.000 16.667 586.0 15.0 730.9 0.000 16.750 493.4 14.5 607.8 0.000 16.833 429.9 13.9 516.9 0.000 16.917 385.2 13.6 441.9 0.000 17.000 355.2 13.3 396.3 0.000 17.083 332.8 13.1 365.2 0.000 17.167 312.4 12.9 339.1 0.000 17.250 295.1 12.7 319.0 0.000 17.333 282.1 12.6 301.7 0.000 rl 0 A �l 0 H 0 17.417 266.8 12.4 287.5 0.000 17.500 253.7 12.2 273.0 0.000 17.583 243.9 12.0 257.4 0.000 17.667 232.6 11.9 247.0 0.000 17.750 222.9 11.7 236.6 0.000 17.833 214.6 11.6 226.6 0.000 17.917 205.9 11.4 217.8 0.000 18.000 196.6 11.3 214.4 0.000 FLOW PROCESS FROM NODE 4403.00 TO NODE 4400.06 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 10300.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 119.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 692.000 ACRES WATERCOURSE "LAG" TIME = 0.427 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.531 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.410 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.40 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - - --------------- - - - - -- UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.728 144.595 2 6.681 414.538 3 15.289 720.377 4 27.427 1015.828 5 41.282 1159.492 6 53.868 1053.313 7 62.485 721.136 8 68.474 501.228 9 72.701 353.728 10 75.861 264.498 11 78.594 228.694 12 80.908 193.696 13 82.910 167.480 14 84.703 150.111 15 86.290 132.770 16 87.649 113.761 17 88.836 99.329 18 90.007 97.999 19 90.998 82.977 20 91.858 71.930 21 92.686 69.260 22 93.338 54.564 23 93.963 52.305 24 94.570 50.807 25 95.156 49.041 26 95.729 47.987 27 96.229 41.844 28 96.729 41.844 29 97.229 41.844 30 97.729 41.844 31 98.229 41.844 PR 32 98.729 41.844 33 99.229 41.844 34 99.729 41.844 35 100.000 22.675 C , ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 141.7804 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 226.0769 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- - ------------------------------ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 80(.0 ---------------------------------------------------------------------------- 16.083 112.3643 260.31 Q V. 16.167 114.9530 375.88 Q V 16.250 118.5049 515.74 V Q 16.333 16.417 123.0132 128.0867 654.61 736.66 V Q V Q 16.500 133.0382 718.96 V Q 16.583 137.1943 603.47 V Q 16.667 140.6469 501.32 VQ . 16.750 143.5493 421.42 .Q V 16.833 146.0793 367.36 Q V 16.917 148.4081 338.14 Q V 17.000 150.5780 315.07 Q V . 17.083 152.6187 296.31 Q V 17.167 154.5556 281.24 0 V 0 0 D 0 0 u 17.250 156.3943 266.98 Q V 17.333 158.1355 252.81 Q V 17.417 159.7923 240.57 Q V . 17.500 161.3973 233.05 .Q V . 17.583 162.9275 222.19 .0 V 17.667 164.3905 212.43 Q V. 17.750 165.8060 205.53 Q V. 17.833 167.1519 195.42 Q. V. 17.917 168.4544 189.12 Q. V. 18.000 169.7208 183.88 Q. V FLOW PROCESS FROM NODE 4400.06 TO NODE 4400.10 IS CODE = 4 ---------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 468.1 62.0 468.1 0.000 16.167 624.0 82.6 624.0 0.000 16.250 852.9 110.2 852.8 0.000 16.333 1159.0 118.8 1158.3 0.000 16.417 1412.8 125.9 1412.3 0.000 16.500 1511.7 128.7 1511.6 0.000 16.583 1409.5 125.8 1409.7 0.000 16.667 1232.2 120.9 1232.6 0.000 16.750 1029.2 115.2 1029.6 0.000 16.833 884.2 111.1 884.6 0.000 16.917 780.0 103.3 780.2 0.000 17.000 711.4 94.2 711.4 0.000 17.083 661.5 87.6 661.5 0.000 17.167 620.3 82.1 620.3 0.000 17.250 586.0 77.6 586.0 0.000 17.333 554.5 73.4 554.5 0.000 17.417 528.0 69.9 528.0 0.000 17.500 506.1 67.0 506.1 0.000 17.583 479.6 63.5 479.6 0.000 17.667 459.5 60.8 459.5 0.000 17.750 442.1 58.5 442.1 0.000 17.833 422.0 55.9 422.0 0.000 17.917 406.9 53.9 406.9 0.000 18.000 398.3 52.7 398.3 0.000 END OF FLOOD ROUTING ANALYSIS r � r► F. �,5 iilt� W "PP d " dil IOWA fin Ieii Au1�igH19:!np — l _/uPrr.tM �i����f •: �. MM TTTTI law RAPID= —az `i tkt"m 7 =t , cam... • ply. .3•n � t� � � r �� 15 • y / / r JAMES M. MONTGOMERY, CONSULTING EPGINEERS, INC. rr CO SHEET OF BY DATE CLIENT ---- — — ----- CHKD. BY DESCRIPTION J013 NO. ------------ to ;> 5 G7 v� / does, N 07 EN 1S 110/781 F L 0 0 D R O U T I N G A N A L Y S I S (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • EAST FONTANA DRAIN LATERAL 106 -YEAR EVENT • MODEL 1 (D -A -R FACTORS BASED ON AREA OF 1430 ACRES) 4/4/86 DMH ««««««« « « « «« ««« « «« « » » » > » » » » » » » » » » » »» >: »> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««««««««« « « « «« «« ««« » » » » » > » » » » » » »» »» » >: »> - FLOW PROCESS - FROM NODE 3301_00 - TO - NODE 3300.01 IS CODE = 1 - - - - ----------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS««< SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.54 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.48 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.20 U l7 F41 (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES WATERCOURSE "LAG" TIME = 0.489 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.220 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.54 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.48 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.20 U l7 F41 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------------•--- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.486 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 84.752 90.646 17 86.150 81.963 18 87.363 71.160 19 88.422 62.145 20 89.445 59.991 21 90.438 58.237 22 91.227 46.255 23 91.977 43.997 24 92.697 42.270 ��f1111 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 96.375 29.327 32 96.875 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 99.875 29.327 39 100.000 7.319 j ---------------------- - - - - -- - - -- TOTAL SOIL -LOSS VOLUME(ACRE- FEET) 76.9896 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 293.5899 2 4 - H O U R S T O R M RUNOFF H Y D R O G R A P H _- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800 0 16.083 151.7374 299.63 . . Q V 16.167 154.4039 387.19 . Q.V 16.250 157.7983 492.86 . .V Q . 16.333 161.9604 604.35 . . V Q 16.417 166.7325 692.91 . . V • Q 16.500 171.7684 731.21 . . V . Q 16.583 176.4894 685.48 . . V . Q 16.667 180.5955 596.21 . . V Q. 16.750 184.1665 518.51 . . Q . 16.833 187.3017 455.22 . . Q V . 16.917 190.1206 409.30 . Q V . 17.000 192.7458 381.18 . Q. V . 17.083 195.2203 359.30 . Q . V . 17.167 197.5744 341.81 . Q . V . 17.250 199.8165 325.56 . . Q . V . 17.333 201.9655 312.04 . . Q . V . 17.417 204.0274 299.39 . • Q • V . 17.500 206.0006 286.51 . . Q . V . 17.583 207.8932 274.79 . . Q V . 17.667 209.7272 266.31 . . Q' V . 17.750 211.5081 258.58 . . Q V . 17.833 213.2091 246.98 . . Q V. 17.917 214.8548 238.96 . .0 V. 18.000 216.4505 231.70 . .0 V. ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * *:. * ** FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 2 »» >FLOWBY STRUCTURE ROUTING MODEL ««< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 577.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 2 INFLOW INFLOW (STREAM 2) (STREAM 1) 1 1 flow excess 1 * <= flowby structure 1 (flowby Q = 577.0 cfs 1 1 V V STREAM 2 STREAM 1 + FLOW EXCESS FLOWBY 9 FLOWBY BASIN MODELING RESULTS: FLOW PROCESS FROM NODE 3300.01 TO NODE 4400.04 IS CODE = 5 - ----------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). P -1 5 L MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 2) (STREAM 1) (STREAM 2) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 184.2 0.0 184.2 15.167 0.0 189.5 0.0 189.5 15.250 0.0 195.2 0.0 195.2 15.333 0.0 201.3 0.0 201.3 15.417 0.0 208.1 0.0 208.1 15.500 0.0 215.8 0.0 215.8 15.583 0.0 223.2 0.0 223.2 15.667 0.0 229.5 0.0 229.5 E ll 15.750 0.0 234.5 0.0 234.5 15.833 0.0 238.1 0.0 238.1 15.917 0.0 242.0 0.0 242.0 16.000 0.0 249.2 0.0 249.2 16.083 0.0 299.6 0.0 299.6 16.167 0.0 387.2 0.0 387.2 16.250 0.0 492.9 0.0 492.9 16.333 0.0 604.3 27.3 577.0 16.417 0.0 692.9 115.9 577.0 16.500 0.0 731.2 154.2 577.0 16.583 0.0 685.5 108.5 577.0 16.667 0.0 596.2 19.2 577.0 16.750 0.0 518.5 0.0 518.5 16.833 0.0 455.2 0.0 455.2 16.917 0.0 409.3 0.0 409.3 17.000 0.0 381.2 0.0 381.2 17.083 0.0 359.3 0.0 359.3 17.167 0.0 341.8 0.0 341.8 17.250 0.0 325.6 0.0 325.6 17.333 0.0 312.0 0.0 312.0 17.417 0.0 299.4 0.0 299.4 17.500 0.0 286.5 0.0 286.5 17.583 0.0 274.8 0.0 274.8 17.667 0.0 266.3 0.0 266.3 17.750 0.0 258.6 0.0 258.6 17.833 0.0 247.0 0.0 247.0 17.917 0.0 239.0 0.0 239.0 .. 18.000 0.0 231.7 0.0 231.7 FLOW PROCESS FROM NODE 3300.01 TO NODE 4400.04 IS CODE = 5 - ----------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). P -1 5 L CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 154.21 AVERAGE FLOWRATE IN EXCESS OF 509' MAXIMUM INFLOW = 126.20 CHANNEL NORMAL VELOCITY FOR 0 = 126.20 CFS = 4.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.737 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.604 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CPS) ASSUMED REGULAR CHANNEL INFORMATION: 15.083 15.167 BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1407.00 0.0 DOWNSTREAM ELEVATION = 1335.00 0.0 CHANNEL LENGTH(FT) = 3600.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 154.21 AVERAGE FLOWRATE IN EXCESS OF 509' MAXIMUM INFLOW = 126.20 CHANNEL NORMAL VELOCITY FOR 0 = 126.20 CFS = 4.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.737 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.604 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 C u L� (HRS) (CFS) (CPS) 15.083 15.167 0.0 0.0 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 15.500 0.0 0.0 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 27.3 0.0 16.417 115.9 2.4 16.500 154.2 25.2 16.583 108.5 83.3 16.667 19.2 122.1 16.750 0.0 106.1 16.833 0.0 52.0 16.917 0.0 20.6 17.000 0.0 8.2 17.083 0.0 3.2 17.167 0.0 1.3 17.250 0.0 0.5 17.333 0.0 0.2 17.417 0.0 0.1 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 C u L� J I [i J -------------- ------ ------------ ------------------------------------------- >>>>>uNiT-HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH = 6500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3850.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 318.000 ACRES WATERCOURSE "LAG" TIME = 0.431 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.46 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.80 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.706 65.604 2 6.563 186.807 3 14.992 324.157 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 7 61.976 336.979 8 68.045 233.390 9 72.352 165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 14 84.443 69.334 15 86.053 61.927 t 16 87.427 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 23.764 24 94.414 23.410 25 94.995 22.341 , 26 95.573 22.251 27 96.073 19.229 28 96.573 19.229 29 97.073 19.229 30 97.573 19.229 31 32 98.073 98.573 19.229 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 ---------=------------------------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 78.4576 - -- - TOTAL STORM RUNOFF VOLUME(ACRE_FEET) - = - - _ 153.9716 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H E l HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 ----------------------------------------------------------------------------- 16.083 78.2425 173.23 Q V 16.167 79.9120 242.40 QV 16.250 82.1609 326.54 •V 0 16.333 84.9903 410.83 V Q 16.417 88.1750 462.43 V Q 16.500 91.3219 456.93 V Q 16.583 94.0083 390.07 V Q 16.667 96.2621 327.24 VQ 16.750 98.1749 277.75 Q V 16.833 99.8513 243.40 Q. V 16.917 101.3956 224.24 Q V 17.000 102.8384 209.50 0 V . 17.083 104.1990 197.55 Q V . 17.167 105.4932 187.92 Q V 17.250 106.7268 179.11 Q V 17.333 107.8979 170.05 Q V . 17.417 109.0146 162.14 Q V . 17.500 110.0950 156.88 Q V . 17.583 111.1329 150.70 Q V 17.667 112.1193 143.22 .Q V. 17.750 113.0698 138.01 .0 V. 17.833 113.9686 130.51 Q V. 17.917 114.8256 124.45 Q. V. 18.000 115.6497 119.65 Q. V t FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 2 ----------------------------------------------------------------------------- _ » » > FLOWBY STRUCTURE - ROUTING MODEL««< = =_ MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN • 367.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 5 INFLOW INFLOW (STREAM 5) (STREAM 2) flow excess j <------------- - - - - -* < = flowby structure (flowby Q = 367.0 cfs, V V STREAM 5 STREAM 2 + FLOW EXCESS FLOWBY 0 f 0 FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 5) (STREAM 2) (STREAM 5) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 99.9 0.0 99.9 15.167 0.0 103.4 0.0 103.4 15.250 0.0 106.9 0.0 106.9 15.333 0.0 110.7 0.0 110.7 15.417 0.0 114.8 0.0 114.8 15.500 0.0 119.3 0.0 119.3 15.583 0.0 123.6 0.0 123.6 15.667 0.0 127.0 0.0 127.0 15.750 0.0 129.2 0.0 129.2 15.833 0.0 130.3 0.0 130.3 15.917 0.0 131.8 0.0 131.8 16.000 0.0 136.2 0.0 136.2 16.083 0.0 173.2 0.0 173.2 16.167 0.0 242.4 0.0 242.4 16.250 0.0 326.5 0.0 326.5 16.333 0.0 410.8 43.8 367.0 16.417 0.0 464.8 97.8 367.0 16.500 0.0 482.1 115.1 367.0 16.583 0.0 473.4 106.4 367.0 16.667 0.0 449.4 82.4 367.0 16.750 0.0 383.8 16.8 367.0 16.833 0.0 295.4 0.0 295.4 16.917 0.0 244.8 0.0 244.8 17.000 0.0 217.7 0.0 217.7 17.083 0.0 200.8 0.0 200.8 17.167 0.0 189.2 0.0 189.2 17.250 0.0 179.6 0.0 179.6 17.333 0.0 170.3 0.0 170.3 FLOW PROCESS FROM NODE 4400.04 TO NODE 5500.07 IS CODE = 5 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< ® 17.417 0.0 162.2 0.0 162.2 17.500 0.0 156.9 0.0 156.9 17.583 0.0 150.7 0.0 150.7 17.667 0.0 143.2 0.0 143.2 17.750 0.0 138.0 0.0 138.0 17.833 0.0 130.5 0.0 130.5 17.917 0.0 124.4 0.0 124.4 18.000 0.0 119.7 0.0 119.7 FLOW PROCESS FROM NODE 4400.04 TO NODE 5500.07 IS CODE = 5 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< ® THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE vq INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1335.00 DOWNSTREAM ELEVATION = 1250.00 CHANNEL LENGTH(FT) = 4850.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 115.11 AVERAGE FLOWRATE IN EXCESS OF 509 MAXIMUM INFLOW = 100.41 ' CHANNEL NORMAL VELOCITY FOR Q = 100.41 CFS = 4.25 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.714 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.515 , CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 43.8 0.0' 16.417 97.8 0.0 16.500 115.1 6.3 'u D FLOW PROCESS FROM NODE 5501.00 TO NODE 5500.07 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< 16.583 106.4 33.5 16.667 82.4 69.1 16.750 16.8 91.6 16.833 0.0 95.7 16.917 0.0 79.3 17.000 0.0 44.7 17.083 0.0 21.7 17.167 0.0 10.5 17.250 0.0 5.1 17.333 0.0 2.5 17.417 0.0 1.2 17.500 0.0 0.6 17.583 0.0 0.3 17.667 0.0 0.1 17.750 0.0 0.1 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 5501.00 TO NODE 5500.07 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< 1 A ''J (UNIT- HYDROGRAPH ADDED TO STREAM #5) EA WATERCOURSE LENGTH = 8900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 103.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.043 WATERSHED AREA = 627.000 ACRES WATERCOURSE "LAG" TIME = 0.574 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.512 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.60 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.988 3 -HOUR FACTOR = 0:994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1 A ''J 1 1 UNIT HYDROGRAPH DETERMINATION -------------------------------------------- INTERVAL -- S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------------------------------------------------------- 1 1.258 • 95.369 2 4.292 230.070 3 9.312 380.659 4 16.251 526.192 5 25.324 687.963 6 35.472 769.487 7 45.900 790.721 8 54.651 663.602 9 61.227 498.638 Ell 10 66.071 367.349 11 69.939 293.281 12 72.885 223.350 13 75.247 179.113 14 77.385 162.167 15 79.251 141.467 16 80.957 129.343 17 82.445 112.842 18 83.844 106.090 19 85.125 97.166 20 86.275 87.170 21 87.310 78.515 22 88.221 69.014 23 89.091 66.029 24 89.962 66.029 25 90.742 59.161 26 91.383 48.558 27 92.021 48.404 28 92.643 47.170 29 93.143 37.914 30 93.643 37.914 31 94.143 37.914 32 94.643 37.914 33 95.143 37.914 34 95.643 37.914 35 96.143 37.914 36 96.643 37.914 37 97.143 37.914 38 97.643 37.914 39 98.143 37.914 40 98.643 37.914 41 99.143 37.914 42 99.643 37.914 43 100.000 27.068 --------- -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 117.5554 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 330.2917 -------------------------------------------------------------------------•--- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ___________•.___ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 1 G L� 0 H -------------------------------- TIME(HRS) VOLUME(AF) ------------------------------- Q(CFS) 0. 225.0 450.0 - ------- ----- 675.0 900 0 ------------------------------------------------------------------------•--- 16.083 165.1310 331.37 Q V. (FPS) 16.167 167.9784 413.44 Q V . 16.250 171.5090 512.64 V Q 54.7 16.333 175.7429 614.77 .V Q 16.417 180.7103 721.27 .V Q 16.500 186.1421 788.70 V Q 16.583 191.7610 815.86 V Q 16.667 197.0275 764.71 V Q 16.750 201.6939 677.55 V Q 16.833 205.7749 592.56 V Q . 16.917 209.4299 530.70 Q V 17.000 212.7111 476.44 .0 V 17.083 215.7227 437.28 Q. V 17.167 218.5676 413.07 Q V 17.250 221.2603 390.98 Q V 17.333 223.8353 373.90 Q V 17.417 226.2901 356.43 Q V 17.500 228.6550 343.39 Q V 17.583 230.9303 330.37 Q V 17.667 233.1167 317.46 Q V . 17.750 235.2187 305.21 Q V . 17.833 237.2365 292.98 Q V . 17.917 239.1904 283.72 Q V . 18.000 241.0936 276.34 Q V. FLOW PROCESS FROM NODE 5500.07 TO NODE 5500.08 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 5 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: Ci I NORMAL DEPTH VELOCITY PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 INFLOW VELOCITY DOWNSTREAM ELEVATION(FT) = 0.00 UPSTREAM PIPE DIAMETER(FT) = 10.00 (CFS) (FPS) Ci I NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 331.4 43.9 331.4 0.000 16.167 413.4 54.7 413.4 0.000 16.250 512.6 67.9 512.6 0.000 16.333 614.8 81.4 614.8 0.000 16.417 721.3 95.5 721.3 0.000 16.500 795.0 105.3 795.0 0.000 16.583 849.3 110.1 849.3 0.000 16.667 833.8 109.7 833.9 0.000 16.750 769.1 101.8 769.1 0.000 END OF FLOOD ROUTING ANALYSIS D 1 D 3 �lj L 16.833 688.3 91.1 688.3 0.000 16.917 610.0 80.8 610.0 0.000 17.000 521.1 69.0 521.1 0.000 17.083 458.9 60.8 458.9 0.000 17.167 423.6 56.1 423.6 0.000 17.250 396.1 52.4 396.1 0.000 17.333 376.4 49.8 376.4 0.000 17.417 357.6 47.4 357.6 0.000 17.500 344.0 45.5 344.0 0.000 17.583 330.7 43.8 330.7 0.000 17.667 317.6 42.1 317.6 0.000 17.750 305.3 40.4 305.3 0.000 17.833 293.0 38.8 293.0 0.000 17.917 283.7 37.6 283.7 0.000 18.000 276.3 36.6 276.3 0.000 END OF FLOOD ROUTING ANALYSIS D 1 D 3 �lj L 0 I P L� A j N N I I I I I 1 : = ?I JAMES M. MONTGOMERY, CONSULTING, ENGINEERS, INC. 7 /6� " BY DATE Z I CLIENT SHEET OF --------- - - --- ---- -- CHKD. BY DESCRIPTION r JOB NO. ------------ r SCk eVCtT 0 e- 77 ��,`.��, � _ �7�' � .� . Qi Sa C" zq � ; % 09 EN 1S (10/78) F L 0 0 D R O U T I N G A N A L Y S I S «««««««« « ««« « « « « « «<O » » » » » » » >» » » » » » » > » >; »> . (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. «««««« « «««« « « « ««« « « » » » » » » » » » » »» » » » » »; »> * * * * *** ***DESCRIPTION OF * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * EAST FONTANA DRAIN LATERAL 100 -YEAR EVENT * MODEL 2 (D-A -R FACTORS BASED ON AREA OF 2738 ACRES) 4/4/86 DMH ---------------------------------------------------------------------------- «««««««« « « « « ««««« «<O > » » » » » » » » » » > » » » » » >; »> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 3301.00 TO NODE 3300.01 IS CODE 1 --------------------------------------------------------------------------- »> »UNIT- HYDROGRAPH ANALYSIS ««< 1 (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES WATERCOURSE "LAG" TIME = 0.489 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.220 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.54 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.48 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) - 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.20 1 C r r 1 1 1 i r * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR = 0.977 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24 -HOUR FACTOR - 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------- 1 1.486 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 94.752 90.646 17 86.150 81.963 18 87.363 71.160 19 88.422 62.145 20 89.445 59.991 21 90.438 58.237 22 91.227 46.255 23 91.977 43.997 24 92.697 42.270 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 96.375 29.327 32 96.875 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 •99.875 29.327 39 100.000 7.319 t 1 t 1 f� 1 r 1 I TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 76.8877 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 292.5769 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 151.5186 299.73 16.167 154.1698 384.94 16.250 157.5277 487.58 16.333 161.6307 595.75 16.417 166.3259 681.74 16.500 171.2776 719.00 16.583 175.9218 674.33 16.667 179.9673 587.40 16.750 183.4938 512.04 16.833 186.5982 450.76 16.917 189.3957 406.19 17.000 192.0040 378.73 17.083 194.4646 357.27 17.167 196.8067 340.08 17.250 199.0388 324.10 17.333 201.1794 310.81 17.417 203.2345 298.40 17.500 205.2025 285.75 17.583 207.0910 274.21 17.667 208.9216 265.81 17.750 210.6992 258.11 17.833 212.3972 246.54 17.917 214.0395 238.47 18.000 215.6314 231.14 --------------- - - 200.0 400.0 - - -- 600.0 800.0 -------------- ----------------------- Q V Q .V 0 . V 0. . V Q Q V V Q V 0. Q Q V Q V Q V 0 V Q V 0 V Q V . . Q V Q V . Q V Q V . V. .Q V. .Q V. FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.01 IS CODE = 2 ---------------------------------------------------------------------------- == » » >FLOWBY STRUCTURE = ROUTING = MODEL««< =____________________________ MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 577.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 2 INFLOW INFLOW (STREAM 2) (STREAM 1) flow excess < ------------------ * <= flowby structure (flowby 0 = 577.0 cfs; l n t 7 I� 1 1 I V V STREAM 2 STREAM 1 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 2) (STREAM 1) (STREAM 2) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 184.5 0.0 184.5 15.167 0.0 189.9 0.0 189.9 15.250 0.0 195.6 0.0 195.6 15.333 0.0 201.7 0.0 201.7 15.417 0.0 208.5 0.0 208.5 15.500 0.0 216.2 0.0 216.2 15.583 0.0 223.6 0.0 223.6 15.667 0.0 230.0 0.0 230.0 15.750 0.0 235.1 0.0 235.1 15.833 0.0 239.2 0.0 239.2 15.917 0.0 243.3 0.0 243.3 16.000 0.0 250.5 0.0 250.5 16.083 0.0 299.7 0.0 299.7 16.167 0.0 384.9 0.0 384.9 16.250 0.0 487.6 0.0 487.6 16.333 0.0 595.7 18.7 577.0 16.417 0.0 681.7 104.7 577.0 16.500 0.0 719.0 142.0 577.0 16.583 0.0 674.3 97.3 577.0 16.667 0.0 587.4 10.4 577.0 16.750 0.0 512.0 0.0 512.0 16.833 0.0 450.8 0.0 450.8 16.917 0.0 406.2 0.0 406.2 17.000 0.0 378.7 0.0 378.7 17.083 0.0 357.3 0.0 357.3 17.167 0.0 340.1 0.0 340.1 17.250 0.0 324.1 0.0 324.1 17.333 0.0 310.8 0.0 310.8 17.417 0.0 298.4 0.0 298.4 17.500 0.0 285.8 0.0 285.8 17.583 0.0 274.2 0.0 274.2 17.667 0.0 265.8 0.0 265.8 17.750 0.0 258.1 0.0 258.1 17.833 0.0 246.5 0.0 246.5 17.917 0.0 238.5 0.0 238.5 18.000 0.0 231.1 0.0 231.1 FLOW PROCESS FROM NODE 3300.01 TO NODE 4400.04 IS CODE x 5 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< aaxaxxaxxaxxaxaa x x saxxxxxaxasxaxaxxxxxaxxaxxxxxxaxxaxxxxxxssxxxaxx xaxxxx : xxa THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). e e 1 F I MODEL INFLOW OUTFLOW ASSUMED REGULAR CHANNEL INFORMATION: (STREAM 2) BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 (HRS) UPSTREAM ELEVATION = 1407.00 (CPS) DOWNSTREAM ELEVATION = 1335.00 0.0 CHANNEL LENGTH(FT) = 3600.00 MANNINGS FACTOR = 0.025 15,.167 CHANNEL ROUTING COEFFICIENT ESTIMATED: 0.0 MAXIMUM INFLOW(CFS) = 142.00 0.0 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW 114.69 15.333 CHANNEL NORMAL VELOCITY FOR 0 = 114.69 CFS = 4.66 FPS ' ESTIMATED CHANNEL ROUTING COEFFICIENT - 0.733 0.0 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE 15.500 UNIT INTERVALS IS CSTAR - 0.596 0.0 CONVEX METHOD CHANNEL ROUTING RESULTS: e e 1 F I MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CPS) 15.083 0.0 0.0 15,.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 18.7 0.0 16.417 104.7 1.3 16.500 142:0 - 17:6 - 16.583 97.3 72.1 16.667 10.4 110.7 16.750 0.0 96.8 16.833 0.0 44.6 16.917 0.0 18.0 17.000 0.0 7.3 17.083 0.0 2.9 17.167 0.0 1.2 17.250 0.0 0.5 17.333 0.0 0.2 17.417 0.0 0.1 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 C. L �V G same X - Q157 o.nt�a Y T t r - d-t-* j Jrv�.enr i��41 ro l�ha^ ,�vr -T•r 016.67 0.404) Qlb.rx�a+/0'5q6 ) Z /6.5i� 'lIO.F Ow e-&- ICGZ.o 13E.C1 8 97.3 FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 ' --------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< ' HYDROGRAPH ADDED TO STREAM #2) (UNIT- WATERCOURSE LENGTH = 6500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3850.000 FEET ' ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 WATERSHED AREA = 318.000 ACRES WATERCOURSE "LAG" TIME = 0.431 HOURS ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 ' LOW LOSS RATE PERCENTAGE {DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 ' SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.46 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) - 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 ' SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.80 * HYDROGRAPH MODEL #1 SPECIFIED* ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR = 0.977 ' 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24 -HOUR FACTOR = 0.994 ' RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS - 18.00 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------ - - - - -- - -- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.706 65.604 2 6.563 186.807 3 14.992 324.157 ' 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 7 61.976 336.979 8 68.045 233.390 1 9 72.352 165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 ' 14 84.443 69.334 15 86.053 61.927 1 t 1 1 1 1 1 1 1 1 1 16 87.427 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 23.764 24 94.414 23.410 25 94.995 22.341 26 95.573 22.251 27 96.073 19.229 28 96.573 19.229 29 97.073 19.229 30 97.573 19.229 31 98.073 19.229 32 98.573 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 78.3759 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 153.3542 --------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 78.1360 172.90 16.167 79.7896 240.10 16.250 82.0055 321.75 16.333 84.7850 403.58 16.417 87.9096 453.70 16.500 90.9972 448.31 16.583 93.6358 383.12 16.667 95.8544 322.14 16.750 97.7432 274.26 16.833 99.4032 241.03 16.917 100.9350 222.41 17.000 102.3673 207.98 17.083 103.7190 196.26 17.167 105.0055 186.81 17.250 106.2326 178.17 17.333 107.3986 169.30 17.417 108.5110 161.53 17.500 109.5880 156.38 17.583 110.6231 150.29 17.667 111.6072 142.90 17.750 112.5556 137.70 17.833 113.4524 130.23 17.917 114.3074 124.14 18.000 115.1290 119.30 ------------------------------------- 125.0 250.0 375.0 500.0 _ Q V QV .V Q • v Q V Q . V Q v Q . Q , Q• V Q V Q V Q v Q V Q V Q V . Q V . .Q V. Q V. .Q V. V. Q Q V. 0, V. Q. V J t 1 I I� II 1 FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.04 IS CODE = 2 > » »FLOWBY STRUCTURE ROUTING MODEL « «< -- - - - - -- --- - - - - -- MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLAWRATES IN STREAM # 2 WHICH ARE GREATER THAN 367.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLAW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 5 INFLOW INFLOW (STREAM 5) (STREAM 2) I flow excess I I <------------- - - - - -* < =flowby structure I (flowby 0 = 367.0 cfs; I I I I v v STREAM 5 STREAM 2 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 5) (STREAM 2) (STREAM 5) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 100.1 0.0 100.1 15.167 0.0 103.6 0.0 103.6 15.250 0.0 107.1 0.0 107.1 15.333 0.0 110.9 0.0 110.9 15.417 0.0 115.0 0.0 115.0 15.500 0.0 119.5 0.0 119.5 15.583 0.0 123.8 0.0 123.8 15.667 0.0 127.2 0.0 127.2 15.750 0.0 129.6 0.0 129.6 15.833 0.0 131.0 0.0 131.0 15.917 0.0 132.6 0.0 132.6 16.000 0.0 136.9 0.0 136.9 16.083 0.0 172.9 0.0 172.9 16.167 0.0 240.1 0.0 240.1 16.250 0.0 321.7 0.0 321.7 16.333 0.0 403.6 36.6 367.0 16.417 0.0 455.0 88.0 367.0 16.500. 0.0 465.9 98.9 367.0 16.583 0.0 455.2 88.2 367.0 16.667 0.0 432.9 65.9 367.0 16.750 0.0 371.1 4.1 367.0 16.833 0.0 285.6 0.0 285.6 16.917 0.0 240.4 0.0 240.4 17.000 0.0 215.2 0.0 215.2 17.083 0.0 199.2 0.0 199.2 17.167 0.0 188.0 0.0 188.0 17.250 0.0 178.7 0.0 178.7 17.333 0.0 169.5 0.0 169.5 ' 17.417 0.0 161.6 0.0 161.6 17.500 0.0 156.4 0.0 156.4 ' 17.583 0.0 150.3 0.0 150.3 ' 17.667 0.0 142.9 0.0 142.9 ' 17.750 0.0 137.7 0.0 137.7 ' 17.833 0.0 130.2 0.0 130.2 17.917 0.0 124.1 0.0 124.1 ' 18.000 0.0 119.3 0.0 119.3 ' FLOW PROCESS FROM NODE 4400.04 TO NODE 5500.07 IS CODE = 5 ----------------------------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD««< ' THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, ' Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: ' BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1335.00 DOWNSTREAM ELEVATION = 1250.00 CHANNEL LENGTH(FT) = 4850.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 98.88 ' AVERAGE FLOWRATE IN EXCESS OF 501. MAXIMUM INFLOW = 85.23 CHANNEL NORMAL VELOCITY FOR 0 = 85.23 CFS = 3.91 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.697 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.491 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) ' (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 ' 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 ' 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 36.6 0.0 ' 16.417 88.0 0.0 16.500 98.9 2.2 1 1 1 1 Ll 1 1 1 1 16.583 88.2 22.1 16.667 65.9 55.1 16.750 4.1 75.9 16.833 0.0 80.6 16.917 0.0 69.7 17.000 0.0 37.3 17.083 0.0 19.0 17.167 0.0 9.7 17.250 0.0 4.9 17.333 0.0 2.5 17.417 0.0 1.3 17.500 0.0 0.6 17.583 0.0 0.3 17.667 0.0 0.2 17.750 0.0 0.1 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 5501.00 TO NODE 5500.07 IS CODE = 1 >>> »UNIT - HYDROGRAPH ANALYSIS« «< ---------- - - - - -- (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 8900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 103.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.043 WATERSHED AREA = 627.000 ACRES WATERCOURSE "LAG" TIME = 0.574 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.512 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) - 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.60 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR = 0.977 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) • - - - - --------- - - - - -- -1.258 --------- - - - - -- 95.369 2 4.292 230.070 3 9.312 380.659 4 16.251 526.192 5 25.324 687.963 6 35.472 769.487 7 45.900 790.721 8 54.651 663.602 9 61.227 498.638 10 66.071 367.349 11 69.939 293.281 12 72.885 223.350 13 75.247 179.113 14 77.385 162.167 15 79.251 141.467 16 80.957 129.343 17 82.445 112.842 18 83.844 106.090 19 85.125 97.166 20 86.275 87.170 21 87.310 78.515 22 88.221 69.014 23 89.091 66.029 24 89.962 66.029 25 90.742 59.161 26 91.383 48.558 27 92.021 48.404 28 92.643 47.170 29 93.143 37.914 30 93.643 37.914 31 94.143 37.914 32 94.643 37.914 33 95.143 37.914 34 95.643 37.914 35 96.143 37.914 36 96.643 37.914 37 97.143 37.914 38 97.643 37.914 39 98.143 37.914 40 98.643 37.914 41 99.143 37.914 42 99.643 37.914 43 100.000 27.068 ------------------------------------------------------------------ - - - - -- - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 117.4390 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 329.0610 ----------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H asssaaaas saasxsasaasssaassaaasaasaaasaa aasxasxaaassaaaaaaaasaaasaaassaas :ass HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --- -------------------------- --------------- ---------------- ---------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 90010 ' ---------------------------------------------------------------------------- 16.083 164.8928 331.40 Q V '16.167 167.7261 411.40 Q V 16.250 171.2233 507.79 V Q 16.333 175.4025 606.82 .V Q . 16.417 180.2939 710.22 .V .0 ' 16.500 185.6362 775.70 V Q 16.583 191.1611 802.21 V Q 16.667 196.3427 752.38 V Q 16.750 200.9404 667.58 V Q. 16.833 204.9698 585.07 V Q 16.917 208.5868 525.18 0 V 17.000 211.8405 472.45 Q V 17.083 214.8310 434.21 Q. V ' 17.167 217.6582 410.51 Q V 17.250 220.3362 388.85 Q V 17.333 222.8986 372.07 0 V 17.417 225.3428 354.89 Q V ' 17.500 227.6987 342.08 Q V 17.583 229.9665 329.28 Q V 17.667 232.1466 316.54 Q V . 17.750 234.2431 304.42 Q V ' 17.833 236.2560 292.27 Q V . 17.917 238.2051 283.00 Q V . 18.000 240.1029 275.56 Q V. FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 4 ' » »> MODEL PIPEFLOW ROUTING OF STREAM « «< --------------------- - - - - -- - -- MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR ' EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDER AT THE UPSTREAM INLET: PIPELENGTH(FT) = 2700.00 MANNINGS FACTOR = 0.013 ' UPSTREAM ELEVATION(FT) a 1407.00 DOWNSTREAM ELEVATION(FT) - 1400.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM ' (HRS) (CFS) �-- (FPS)' (CFS) PONDING(AF) 15.083 184.5 %. 1 ii 8.6 180.4 0.000 15.167 189.9 z7wa' 8.6 185.7 0.000 15.250 195.6 2z,Ud 8.7 191.2 0.000 15.333 201.7 2-ft 8.8 197.1 0.000 ' 15.417 208.5 z., 43 8.9 203.5 0.000 15.500 216:2 z4,o2 9.0 - 210.5 0.000 15.583 223.6 L4.57 9.1 220.4 0.000 15.667 230.0 9.2 225.8 0.000 ' 15.750 235.1 = ,11 9.2 231.7 0.000 1 15.833 239.2 9.3 236.5 0.000 15.91 243.3 9.3 2 40.6 0.000 _ _ 16.000 250.5 9 .4 245.8 0.000 16.083 299.7 9.8 264.6 0.000 16.167 384.9 10.4 328.0 0.000 16.250 487.6 11.1 424.4 0.000 16.333 577.0 11.5 520.9 0.000 16.417 577.0 11.5 577.0 16.500 577.0 11.5 577.0 0.000 0.000 16.583 577.0 11.5 577.0 0.000 16.667 577.0 11.5 577.0 0.000 ' 16.750 512.0 11.2 552.6 16.833 450.8 10.9 489.3 0.000 0.000 16.917 406.2 10.6 433.4 0.000 17.000 378.7 10.4 395.6 0.000 17.083 357.3 10.3 371.7 0.000 17.167 340.1 10.2 351.9 0.000 ' 17.250 324.1 10.0 334.6 0.000 17.333 310.8 9.9 319.6 0.000 17.417 298.4 9.8 306.8 0.000 17.500 285.8 9.7 294.5 0.000 ' 17.583 274.2 9.6 282.4 0.000 17.667 265.8 9.5 271.9 0.000 17.750 258.1 9.5 263.8 0.000 17.833 246.5 9.4 254.5 0.000 17.917 238.5 9.3 243.8 0.000 18.000 231.1 9.2 236.1 0.000 FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE ' ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 7750.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 120.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA - 325.000 ACRES WATERCOURSE "LAG" TIME = 0.390 HOURS UNIT HYDROGRAPH TIME UNIT - 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.357 HYDROGRAPH BASEFLOW - 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.190 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.10 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.44 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.10 ' * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: ' 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR = 0.977 1 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24 -HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.914 75.231 2 7.710 227.791 3 17.864 399.135 4 31.878 550.785 5 46.989 593.954 6 58.706 460.512 7 66.318 299.184 8 71.574 206.604 9 75.259 144.824 10 78.308 119.839 11 80.864 100.479 12 83.050 85.910 13 84.990 76.277 14 86.659 65.593 15 88.081 55.866 16 89.362 50.376 17 90.580 47.849 18 91.545 37.946 19 92.475 36.566 20 93.227 29.539 21 93.910 26.865 22 94.575 26.131 23 95.216 25.190 24 95.827 24.014 25 96.327 19.652 26 96.827 19.652 27 97.327 19.652 28 97.827 19.652 29 98.327 19.652 30 98.827 19.652 31 99.327 19.652 32 99.827 19.652 33 100.000 6.792 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 43.8325 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 201.0519 2 4 - H O U R S T O R M RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 1 1 1 1 1 1 1 i 1 i 1 1 1 TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 106.8234 218.67 16.167 108.9256 305.23 16.250 111.7405 408.73 16.333 115.2141 504.37 16.417 118.9791 546.67 16.500 122.4183 499.37 16.583 125.2999 418.41 16.667 127.7406 354.40 16.750 129.8466 305.79 16.833 131.7601 277.85 16.917 133.5361 257.87 17.000 135.2055 242.39 17.083 136.7879 229.76 17.167 138.2865 217.61 17.250 139.7074 206.30 17.333 141.0659 197.26 17.417 142.3748 190.06 17.500 143.6184 180.56 17.583 144.8202 174.50 17.667 145.9693 166.86 17.750 147.0793 161.17 17.833 148.1588 156.75 17.917 149.2109 152.75 18.000 150.2358 148.83 150.0 300.0 450.0 600 0 -------- ----------------------------- Q .V QV 0 . V Q V Q Q V Q QV Q V Q V Q V Q V Q V Q V V . Q V . . Q V Q V. Q V. Q V. Q V. Q. V. FLOW PROCESS FROM NODE 3300.02 TO NODE 3300.02 IS CODE - 2 --------------------------------------------------------------------------- » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 964.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 INFLOW INFLOW (STREAM 3) (STREAM 1) � flow excess 1 <------------ - - - - -* < =flowby structure (flowby Q = 964.0 cfs; V V STREAM 3 STREAM 1 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) 16.083 0.0 483.3 0.0 483.3 16.167 0.0 633.2 0.0 633.2 16.250 0.0 833.1 0.0 833.1 16.333 0.0 1025.3 61.3 964.0 16.417 0.0 1123.7 159.7 964.0 FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 4 ------------------- --------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< - - -- --- - - - - -- -- - - - - -- 16.500 0.0 1076.4 112.4 964.0 ' 16.583 0.0 995.4 31.4 964.0 16.667 0.0 931.4 0.0 931.4 PIPELENGTH(FT) = 4950.00 MANNINGS FACTOR = 0.013 16.750 0.0 858.4 0.0 858.4 16.833 0.0 767.2 0.0 767.2 16.917 0.0 691.3 0.0 691.3 PONDING(AF) 17.000 0.0 637.9 0.0 637.9 0.000 17.083 0.0 601.5 0.0 601.5 0.000 17.167 0.0 569.6 0.0 569.6 ' 17.250 0.0 540.9 0.0 540.9 0.000 17.333 0.0 516.9 0.0 516.9 0.000 17.417 0.0 496.8 0.0 496.8 0.000 17.500 17.583 0.0 0.0 475.1 456.9 0.0 0.0 475.1 456.9 17.667 0.0 438.7 0.0 438.7 17.750 0.0 424.9 0.0 424.9 17.833 17.917 0.0 0.0 411.3 396.5 0.0 0.0 411.3 396.5 18.000 0.0 384.9 0.0 384.9 FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 4 ------------------- --------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM « «< - - -- --- - - - - -- -- - - - - -- 1 MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORKAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 4950.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1335.00 DOWNSTREAM ELEVATION(FT) = 1311.00 1 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 172.9 10.8 136.1 0.000 16.167 240.1 11.8 168.9 0.000 16.250 321.7 12.7 234.9 0.000 16.333 367.0 13.1 321.6 0.000 16.417 367.0 13.1 368.5 0.000 16.500 367.0 13.1 367.0 0.000 16.583 367.0 13.1 367.0 0.000 16.667 367.0 13.1 367.0 0.000 16.750 367.0 13.1 367.0 0.000 ' 16.833 285.6 12.3 367.0 0.000 16.917 240.4 11.8 282.2 0.000 17.000 215.2 11.4 242.5 0.000 1 u Il Cl �l 1 1 1 J 17.083 199.2 11.2 216.7 0.000 17.167 188.0 11.1 201.1 0. 17.250 178.7 10.9 189.3 0.000 17.333 169.5 10.7 178.9 0.000 17.417 161.6 10.6 170.0 0.000 17.500 156.4 10.5 162.3 0. 17.583 150.3 10.3 156.9 0.00 17.667 142.9 10.2 150.9 0.0 17.750 137.7 10.1 143.9 0.000 17.833 130.2 9.9 138.5 0.000 17.917 124.1 9.8 131.7 0.000 18.000 119.3 9.7 125.2 0.000 FLOW PROCESS FROM NODE 4402.00 TO NODE 4400.05 IS CODE = 1 - ------------------------------------------------------------------------ >>> »UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH = 7500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4550.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 96.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.033 WATERSHED AREA = 421.000 ACRES WATERCOURSE "LAG" TIME = 0.379 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.963 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.410 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.370 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.42 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.75 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.60 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR - 0.977 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24-HOUR FACTOR = 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1 1 1 i i 1 1 t 1 1 1 1 1 1 1 1 1.977 100.661 2 8.067 310.051 3 18.755 544.196 4 33.385 744.873 5 48.737 781.623 6 60.111 579.145 7 67.448 373.553 8 72.447 254.510 9 76.030 182.411 10 79.035 152.992 11 81.548 127.982 12 83.707 109.935 13 85.619 97.335 14 87.233 82.167 15 88.608 70.008 16 89.925 67.060 17 91.045 57.035 18 92.012 49.203 19 92.896 45.042 20 93.605 36.086 21 94.302 35.488 22 94.966 33.822 23 95.620 33.306 24 96.155 27.221 25 96.655 25.457 26 97.155 25.457 27 97.655 25.457 28 98.155 25.457 29 98.655 25.457 30 99.155 25.457 31 99.655 25.457 32 100.000 17.562 - - ------------------ - - - - -- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 104.2639 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 195.5529 -- -------------------------------------------------------------------------- xsssxssxaxssasxsxmasxx- ssaasxxaxxxssxaxxsxxaxxxsssxaxsssxxaxssaaaxxxssaxa sss 24 -HOUR STORM R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 100.3711 229.53 16.167 102.7209 341.20 16.250 105.9907 474.77 16.333 110.0912 595.39 16.417 114.4932 639.17 16.500 118.3833 564.84 16.583 121.5578 460.94 16.667 124.1808 380.86 16.750 126.4197 325.09 16.833 128.4483 294.55 16.917 130.3268 272.77 17.000 132.0904 256.07 17.083 133.7590 242.28 --- ---------------------------------- 175.0 350.0 525.0 700.0 ------------------------------------- Q V Q.V .VV Q Q V Q V Q V Q .Q V Q V Q V Q V V Q V 1 F1 � 1 1 P, 1 t Fil 1 L� 17.167 135.3313 228.30 Q V 17.250 136.8178 215.84 Q V 17.333 138.2476 207.60 •Q V 17.417 139.6082 197.57 •0 V 17.500 140.9073 188.62 Q V 17.583 142.1559 181.29 Q V. 17.667 143.3432 172.41 Q. V. 17.750 144.4908 166.63 Q. V. 17.833 145.5991 160.92 Q. V. 17.917 146.6729 155.92 Q V 18.000 147.7005 149.22 Q V FLOW PROCESS FROM NODE 3300.02 TO NODE 4400.05 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1394.00 DOWNSTREAM ELEVATION = 1311.00 CHANNEL LENGTH(FT) = 4600.00 MANNINGS FACTOR - 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 159.67 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 136.02 CHANNEL NORMAL VELOCITY FOR Q = 136.02 CFS = 4.80 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.738 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.562 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 61.3 0.0 16.417 159.7 0.0 16.500 112.4 22.0 16.583 31.4 79.5 16.667 0.0 107.5 16.750 0.0 81.1 16.833 0.0 41.9 16.917 0.0 18.4 17.000 0.0 8.0 17.083 0.0 3.5 17.167 0.0 1.5 17.250 0.0 0.7 FLOW PROCESS FROM NODE 5502.00 TO NODE 5500.08 IS CODE = i ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 9500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 88.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.027 WATERSHED AREA = 562.000 ACRES WATERCOURSE "LAG" TIME = 0.418 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.923 HYDROGRAPH BASEFLOW - 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 DOWNSTREAM ELEVATION = 1240.00 CHANNEL LENGTH(FT) = 5150.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 824.30 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 635.14 CHANNEL NORMAL VELOCITY FOR 0 = 635.14 CFS = 5.76 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.772 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.602 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) 16.083 331.4 263.3 16.167 411.4 271.2 16.250 507.8 298.0 16.333 606.8 351.8 16.417 710.2 428.3 16.500 777.9 517.9 16.583 824.3 615.0 16.667 807.5 700.9 16.750 743.5 766.8 16.833 665.7 794.3 16.917 594.9 775.3 17.000 509.7 723.4 17.083 453.2 658.8 17.167 420.2 584.4 17.250 393.8 515.6 17.333 374.6 464.1 17.417 356.2 426.5 17.500 342.7 398.7 17.583 329.6 376.4 17.667 316.7 358.6 17.750 304.5 343.5 17.833 292.3 329.7 17.917 283.0 316.7 18.000 275.6 304.2 FLOW PROCESS FROM NODE 5502.00 TO NODE 5500.08 IS CODE = i ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 9500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 88.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.027 WATERSHED AREA = 562.000 ACRES WATERCOURSE "LAG" TIME = 0.418 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.923 HYDROGRAPH BASEFLOW - 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 1 1 1 1 1 i i 1 1 1 1 17.333 0.0 0.3 17.417 0.0 0.1 17.500 0.0 0.1 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.05 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 2 ««< FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.05 IS CODE = 6 - --------------------------- >>>>>STREAM NUMBER 3 CLEARED AND SET TO ZERO« «< FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.06 IS CODE = 2 --- ------------------------------------------------------------------------- » » > FLOWBY STRUCTURE ROUTING MODEL««< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 828.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 INFLOW INFLOW (STREAM 3) (STREAM 2) flow excess < ------------------ * < =flowby structure ( flowby 0 = 828.0 cfs; V V STREAM 3 STREAM 2 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 2) (STREAM 3) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 225.1 0.0 225.1 15.167 0.0 232.5 0.0 232.5 15.250 0.0 240.3 0.0 240.3 1 1 1 1 1 t t 11 0 1 1 15.333 0.0 248.6 0.0 248.6 15.417 0.0 257.6 0.0 257.6 15.500 0.0 267.6 0.0 267.6 15.583 0.0 277.7 0.0 277.7 15.667 0.0 286.1 0.0 286.1 15.750 0.0 291.6 0.0 291.6 15.833 0.0 294.3 0.0 294.3 15.917 0.0 297.3 0.0 297.3 16.000 0.0 306.3 0.0 306.3 16.083 0.0 365.6 0.0 365.6 16.167 0.0 510.1 0.0 510.1 16.250 0.0 709.7 0.0 709.7 16.333 0.0 917.0 89.0 828.0 16.417 0.0 1007.7 179.7 828.0 16.500 0.0 953.9 125.9 828.0 16.583 0.0 907.4 79.4 828.0 16.667 0.0 855.4 27.4 828.0 16.750 0.0 773.2 0.0 773.2 16.833 0.0 703.4 0.0 703.4 16.917 0.0 573.3 0.0 573.3 17.000 0.0 506.6 0.0 506.6 17.083 0.0 462.5 0.0 462.5 17.167 0.0 430.9 0.0 430.9 17.250 0.0 405.8 0.0 405.8 17.333 0.0 386.8 0.0 386.8 17.417 0.0 367.7 0.0 367.7 17.500 0.0 351.0 0.0 351.0 17.583 0.0 338.2 0.0 338.2 17.667 0.0 323.3 0.0 323.3 17.750 0.0 310.5 0.0 310.5 17.833 0.0 299.5 0.0 299.5 17.917 0.0 287.6 0.0 287.6 18.000 0.0 274.4 0.0 274.4 18.083 0.0 264.4 0.0 264.4 18.167 0.0 256.5 0.0 256.5 18.250 0.0 250.2 0.0 250.2 18.333 0.0 243.7 0.0 243.7 18.417 0.0 238.1 0.0 238.1 18.500 0.0 232.9 0.0 232.9 18.583 0.0 228.0 0.0 228.0 18.667 0.0 220.0 0.0 220.0 18.750 0.0 207.7 0.0 207.7 18.833 0.0 201.6 0.0 201.6 18.917 0.0 196.6 0.0 196.6 19.000 0.0 191.4 0.0 191.4 » » >MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< FLOW PROCESS FROM NODE 5500.07 TO NODE 5500.08 IS CODE = 5 THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1250.00 1 1 1 i 1 1 1 1 i 1 1 1 1 1 1 1 1 i LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.310 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.51 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.07 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.39 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.40 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.961 30- MINUTE FACTOR = 0.961 1 -HOUR FACTOR = 0.977 3 -HOUR FACTOR = 0.989 6 -HOUR FACTOR = 0.992 24 -HOUR FACTOR = 0.996 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.767 120.109 2 6.895 348.508 3 15.826 607.033 4 28.367 852.388 5 42.549 963.909 6 54.982 844.983 7 63.372 570.244 8 69.203 396.342 9 73.299 278.385 10 76.411 211.529 11 79.102 182.892 12 81.394 155.761 13 83.379 134.922 14 85.162 121.186 15 86.699 104.482 16 88.028 90.286 17 89.223 81.277 18 90.389 79.218 19 91.317 63.080 20 92.194 59.576 21 92.968 52.666 22 93.607 43.384 23 94.241 43.104 24 94.845 41.078 25 95.443 40.632 26 95.976 36.207 27 96.476 33.983 28 96.976 33.983 29 97.476 33.983 30 97.976 33.983 31 98.476 33.983 1 1 t 1 1 t J 32 98.976 33.983 33 99.476 33.983 34 99.976 33.983 35 100.000 1.637 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 114.1546 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 277.5433 --------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 142.2908 307.92 16.167 145.2648 431.83 16.250 149.2715 581.77 16.333 154.2889 728.53 16.417 159.8833 812.31 16.500 165.2733 782.62 16.583 169.8314 661.84 16.667 173.6650 556.63 16.750 176.9227 473.02 16.833 179.7977 417.46 16.917 182.4518 385.37 17.000 184.9313 360.03 17.083 187.2671 339.15 17.167 189.4855 322.11 17.250 191.5863 305.03 17.333 193.5806 289.58 17.417 195.4880 276.95 17.500 197.3326 267.84 17.583 199.0851 254.46 17.667 200.7795 246.02 17.750 202.4143 237.37 17.833 203.9886 228.58 17.917 205.5288 223.64 18.000 207.0356 218.79 ---- --------------------------------- 225.0 450.0 675.0 900.0 Q V QV V Q .V Q V Q Q V Q. QV .Q V Q V Q V Q V Q V Q V Q V . Q V . .Q V . .Q V . Q V. Q V. Q V. Q. V. Q. V. FLOW PROCESS FROM NODE 4400.05 TO NODE 5500.08 IS CODE = 5 - ---------- -------- -------- »» >MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< t 1 1 THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1311.00 ■ - = » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 5 ««< t DOWNSTREAM ELEVATION = 1240.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 179.66 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 152.77 CHANNEL NORMAL VELOCITY FOR 0 - 152.77 CFS = 4.37 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.720 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.494 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 89.0 0.0 16.417 179.7 0.0 t 16.500 125.9 0.0 16.583 79.4 30.9 16.667 27.4 91.1 16.750 0.0 116.2 16.833 0.0 104.8 16.917 0.0 74.2 17.000 0.0 41.6 17.083 0.0 21.0 17.167 0.0 10.6 17.250 0.0 5.4 17.333 0.0 2.7 17.417 0.0 1.4 17.500 0.0 0.7 17.583 0.0 0.4 17.667 0.0 0.2 17.750 0.0 0.1 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 5500.08 TO NODE 5500.08 IS CODE 7 - = » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 5 ««< t 1 I 1 1 1 1 1 1 1 1 1 i I 1 1 FLAW PROCESS FROM NODE 5500.08 TO NODE 5500.11 IS CODE = 2 » » >FLOWBY STRUCTURE ROUTING MODEL ««< - - -- ----- - - - - -- - - - -- -------------- - - - - -- MODEL STREAM NUMBER 5 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 5 WHICH ARE GREATER THAN 210.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 5) 1 < - -* <= flowby structure basin (maximum flowby 0 = storage V STREAM 5 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 5 STREAM 5 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 5.083 194.0 194.0 0.000 5.166 194.3 194.3 0.000 5.250 194.6 194.6 0.000 5.333 195.0 195.0 0.000 5.416 195.3 195.3 0.000 5.500 195.6 195.6 0.000 5.583 196.0 196.0 0.000 5.666 196.3 196.3 0.000 5.750 196.7 196.7 0.000 5.833 197.0 197.0 0.000 5.916 197.3 197.3 0.000 6.000 197.7 197.7 0.000 6.083 198.0 198.0 0.000 6.166 198.4 198.4 0.000 6.250 198.7 198.7 0.000 6.333 199.1 199.1 0.000 6.416 199.4 199.4 0.000 6.500 199.8 199.8 0.000 6.583 200.2 200.2 0.000 6.666 200.5 200.5 0.000 6.750 200.9 200.9 0.000 210.0 cfs) 1 1 1 F1 I 1 C 1 6.833 201.3 201.3 0.000 6.916 201.6 201.6 0.000 7.000 202.0 202.0 0.000 7.083 202.4 202.4 0.000 7.166 202.8 202.8 0.000 7.250 203.1 203.1 0.000 7.333 203.5 203.5 0.000 7.416 203.9 203.9 0.000 7.500 204.3 204.3 0.000 7.583 204.7 204.7 0.000 7.666 205.1 205.1 0.000 7.750 205.5 205.5 0.000 7.833 205.9 205.9 0.000 7.916 206.3 206.3 0.000 8.000 206.6 206.6 0.000 8.083 207.0 207.0 0.000 8.166 207.3 207.3 0.000 8.250 207.6 207.6 0.000 8.333 208.0 208.0 0.000 8.416 208.5 208.5 0.000 8.500 209.1 209.1 0.000 8.583 209.7 209.7 0.000 8.666 210.3 210.0 0.002 8.750 211.0 210.0 0.009 8.833 211.8 210.0 0.021 8.916 212.6 210.0 0.039 9.000 213.4 210.0 0.062 9.083 214.2 210.0 0.091 9.166 215.1 210.0 0.126 9.250 216.0 210.0 0.167 9.333 216.8 210.0 0.214 9.416 217.7 210.0 0.268 9.500 218.7 210.0 0.327 9.583 219.6 210.0 0.394 9.666 220.6 210.0 0.466 9.750 221.6 210.0 0.546 9.833 222.6 210.0 0.633 9.916 223.6 210.0 0.726 10.000 224.6 210.0 0.827 10.083 225.7 210.0 0.936 10.166 226.8 210.0 1.051 10.250 227.9 210.0 1.175 10.333 229.0 210.0 1.306 10.416 230.2 210.0 1.445 10.500 231.4 210.0 1.592 10.583 232.6 210.0 1.748 10.666 233.8 210.0 1.912 10.750 235.1 210.0 2.085 10.833 236.4 210.0 2.266 10.916 237.7 210.0 2.457 11.000 239.0 210.0 2.656 11.083 240.4 210.0 2.866 11.166 241.8 210.0 3.084 11.250 243.2 210.0 3.313 11.333 244.6 210.0 3.552 11.416 246.1 210.0 3.800 11.500 247.7 210.0 4.060 11.583 249.2 210.0 4.330 11.666 250.8 210.0 4.611 11.750 252.4 210.0 4.903 11.833 254.1 210.0 5.207 11.916 255.8 210.0 5.523 12.000 257.6 210.0 5.851 Ll 1 t 1 1 1 12.083 259.4 210.0 6.191 12.166 261.2 210.0 6.544 12.250 263.1 210.0 6.910 12.333 265.1 210.0 7.289 12.416 267.1 210.0 7.682 12.500 269.1 210.0 8.089 12.583 271.2 210.0 8.511 12.666 273.4 210.0 8.947 12.750 275.6 210.0 9.399 12.833 277.9 210.0 9.867 12.916 280.3 210.0 10.351 12.999 282.7 210.0 10.852 13.083 285.1 210.0 11.369 13.166 287.4 210.0 11.903 13.249 289.5 210.0 12.450 13.333 291.1 210.0 13.008 13.416 292.2 210.0 13.574 13.499 293.1 210.0 14.147 13.583 293.8 210.0 14.724 13.666 294.4 210.0 15.306 13.749 295.0 210.0 15.891 13.833 295.8 210.0 16.482 13.916 297.2 210.0 17.082 13.999 299.2 210.0 17.697 14.083 301.8 210.0 18.329 14.166 304.9 210.0 18.983 14.249 308.5 210.0 19.661 14.333 312.5 210.0 20.367 14.416 316.8 210.0 21.103 14.499 321.5 210.0 21.871 14.583 326.4 210.0 22.673 14.666 331.5 210.0 23.510 14.749 336.8 210.0 24.383 14.833 342.4 210.0 25.294 14.916 348.5 210.0 26.248 14.999 355.7 210.0 27.251 15.083 364.0 210.0 28.312 15.166 373.4 210.0 29.437 15.249 384.0 210.0 30.636 15.333 395.7 210.0 31.915 15.416 408.4 210.0 33.281 15.499 422.5 210.0 34.744 15.583 436.8 210.0 36.306 15.666 450.3 210.0 37.961 15.749 462.1 210.0 39.697 15.833 472.2 210.0 41.503 15.916 482.7 210.0 43.381 15.999 498.8 210.0 45.370 16.083 571.3 210.0 47.858 16.166 703.0 210.0 51.253 16.249 879.8 210.0 55.866 16.333 1080.4 210.0 61.860 16.416 1240.6 210.0 68.958 16.499 1300.5 210.0 76.469 16.583 1307.8 210.0 84.029 16.666 1348.6 210.0 91.871 16.749 1356.0 210.0 99.763 16.833 1316.6 210.0 107.385 16.916 1234.9 210.0 114.443 16.999 1125.0 210.0 120.744 17.083 1019.0 210.0 126.316 17.166 917.2 210.0 131.186 17.249 826.0 210.0 135.429 1 1 1 1 I 1 Ll 1 J I 1 1 1 17.333 756.4 210.0 17.416 704.8 210.0 17.499 667.2 210.0 17.583 631.2 210.0 17.666 604.8 210.0 17.749 581.0 210.0 17.833 558.3 210.0 17.916 540.4 210.0 17.999 523.0 210.0 18.083 507.7 210.0 18.166 492.9 210.0 18.249 478.8 210.0 18.333 464.9 210.0 18.416 452.8 210.0 18.499 442.4 210.0 18.583 431.6 210.0 18.666 421.7 210.0 18.749 412.9 210.0 18.833 404.5 210.0 18.916 384.0 210.0 18.999 373.9 210.0 19.083 366.1 210.0 19.166 359.8 210.0 19.249 354.6 210.0 19.333 350.4 210.0 19.416 346.9 210.0 19.499 344.0 210.0 19.583 341.5 210.0 19.666 339.2 210.0 19.749 334.9 210.0 19.833 325.8 210.0 19.916 317.2 210.0 19.999 311.1 210.0 20.083 306.6 210.0 20.166 302.9 210.0 20.249 299.7 210.0 20.333 296.8 210.0 20.416 293.9 210.0 20.499 291.1 210.0 20.583 288.4 210.0 20.666 285.8 210.0 20.749 283.3 210.0 20.833 280.9 210.0 20.916 278.5 210.0 20.999 276.2 210.0 21.083 274.0 210.0 21.166 271.8 210.0 21.249 269.7 210.0 21.333 267.7 210.0 21.416 265.8 210.0 21.499 263.9 210.0 21.583 262.0 210.0 21.666 260.3 210.0 21.749 258.5 210.0 21.832 256.8 210.0 21.916 255.1 210.0 21.999 253.5 210.0 22.082 251.9 210.0 22.166 250.4 210.0 22.249 248.9 210.0 22.332 247.4 210.0 22.416 246.0 210.0 22.499 244.6 210.0 139.192 142.600 145.749 148.650 151.369 153.924 156.322 158.598 160.754 162.804 164.752 166.604 168.359 170.031 171.631 173.158 174.616 176.013 177.353 178.552 179.681 180.756 181.788 182.783 183.750 184.693 185.616 186.522 187.411 188.271 189.069 189.807 190.504 191.169 191.809 192.427 193.024 193.602 194.160 194.700 195.222 195.727 196.215 196.686 197.142 197.583 198.009 198.420 198.818 199.202 199.573 199.931 200.277 200.611 200.934 201.245 201.544 201.833 202.111 202.379 202.637 202.885 203.124 1 L� 22.582 243.3 210.0 203.353 22.666 241.9 210.0 203.573 22.749 240.6 210.0 203.784 22.832 239.3 210.0 203.986 22.916 238.0 210.0 204.178 22.999 236.6 210.0 204.362 23.082 235.3 210.0 204.536 23.166 234.1 210.0 204.702 23.249 232.8 210.0 204.859 23.332 231.6 210.0 205.008 23.416 230.4 210.0 205.148 23.499 229.2 210.0 205.280 23.582 228.0 210.0 205.404 23.666 226.9 210.0 205.520 23.749 225.7 210.0 205.628 23.832 224.6 210.0 205.729 23.916 223.5 210.0 205.822 23.999 222.5 210.0 205.908 24.082 219.7 210.0 205.975 24.166 213.8 210.0 206.002 24.249 203.7 203.7 206.002 24.332 188.9 188.9 206.002 24.416 170.6 170.6 206.002 24.499 24.582 152.0 135.1 152.0 135.1 206.002 206.002 24.666 118.8 118.8 206.002 24.749 103.2 103.2 206.002 24.832 24.916 88.8 76.5 88.8 76.5 206.002 206.002 24.999 66.5 66.5 206.002 25.082 58.4 58.4 206.002 25.166 51.9 51.9 206.002 25.249 46.6 46.6 206.002 25.332 42.2 42.2 206.002 25.416 38.3 38.3 206.002 25.499 34.8 34.8 206.002 25.582 31.8 31.8 206.002 25.666 29.0 29.0 206.002 25.749 26.5 26.5 206.002 25.832 24.3 24.3 206.002 25.916 22.3 22.3 206.002 25.999 20.4 20.4 206.002 26.082 18.7 18.7 206.002 26.166 17.0 17.0 206.002 26.249 15.5 15.5 206.002 26.332 14.1 14.1 206.002 26.416 12.8 12.8 206.002 26.499 11.5 11.5 206.002 26.582 10.3 10.3 206.002 26.666 9.2 9.2 206.002 26.749 8.1 8.1 206.002 26.832 7.0 7.0 206.002 26.916 6.3 6.3 206.002 26.999 5.7 5.7 206.002 27.082 5.1 5.1 206.002 27.166 4.5 4.5 206.002 27 249 3.9 3_9206.002 END OF FLOOD ROUTING ANALYSIS 1 L� I �j I I I I I JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. CLIENT f SHEET OF z DATE -1 - - - -------- CHKO. BY DESCRIPTION JOB NO. J7 6S I I r I I 0 P;FF :'5 P C . C4 pirc 41� k/V I EN 1S (10/78) 1 1 1 F L 0 0 D R 0 U T I N G A N A L Y S I S (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • EAST FONTANA DRAIN LATERAL 100 -YEAR EVENT • MODEL 3 (D -A -R FACTORS BASED ON AREA OF 4410 ACRES) 4/4/86 DMH Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 I 1 1 FLOW PROCESS FROM NODE 3301.00 TO NODE 3300.01 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 121.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.038 WATERSHED AREA = 485.000 ACRES WATERCOURSE "LAG" TIME = 0.489 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.047 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.280 LOW LOSS RATE PERCENTAGE(DECIMAL) ='0.220 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.54 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.48 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.20 fl 1 t t r 1 1 1 1 1 f 1 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - - -- - - - -- --- UNIT HYDROGRAPH DETERMINATION 1 1 1 1 1 INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - ---- - 1 - - - -- - - 1.486 - - - -- 87.138 2 5.428 231.243 3 12.113 392.117 4 21.641 558.850 5 33.260 681.504 6 45.477 716.595 7 55.627 595.351 8 62.828 422.374 9 68.082 308.167 10 71.937 226.106 11 74.878 172.504 12 77.397 147.757 13 79.571 127.492 14 81.507 113.568 15 83.207 99.711 16 84.752 90.646 17 86.150 81.963 18 87.363 71.160 19 88.422 62.145 20 89.445 59.991 21 90.438 58.237 22 91.227 46.255 23 91.977 43.997 24 92.697 42.270 25 93.265 33.292 26 93.811 31.995 27 94.350 31.639 28 94.864 30.153 29 95.375 29.985 30 95.875 29.327 31 96.375 29.327 32 96.875 29.327 33 97.375 29.327 34 97.875 29.327 35 98.375 29.327 36 98.875 29.327 37 99.375 29.327 38 99.875 29.327 39 100.000 7.319 I I U 1 1 1 I I 1 1 1 -------------------------------------------------- ---------------------- --- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 76.8160 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) a 291.5336 - -------------------------------------------------------------------------- 24 -HOUR S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 151.4042 299.45 16.167 154.0341 381.86 16.250 157.3459 480.87 16.333 161.3755 585.10 16.417 165.9763 668.04 16.500 170.8250 704.02 16.583 175.3748 660.63 16.667 179.3451 576.49 16.750 182.8156 503.91 16.833 185.8804 445.01 16.917 188.6494 402.06 17.000 191.2348 375.41 17.083 193-6761 354.47 17.167 196.0016 337-66 17.250 198.2194 322.02 17.333 200.3477 309.03 17.417 202.3924 296.90 17.500 204.3520 284.54 17.583 206.2337 273.22 17.667 208.0584 264.95 17.750 209.8304 257.30 17.833 211.5235 245.84 17.917 213.1610 237.76 18.000 214.7478 230.41 ------------------------7 200.0 400.0 600.0 800.0 -------------- ----------------------- Q v Q.V v V Q. V V V V 0 0 v 0 v 0 v 0 v V 0 v 0 v V QQ v V V V Q V. V. V. FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.01 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>FLOWBY STRUCTURE ROUTING MODEV<<<< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 577.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 2 INFLOW INFLOW (STREAM 2) (STREAM 1) flow excess ( <------------- - - - - -* <=flowby structure (flowby 0 = 577.0 cfs', V V STREAM 2 STREAM 1 + FLOW EXCESS FLOWBY t FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 2) (STREAM 1) (STREAM 2) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CPS) 15.083 0.0 184.8 0.0 184.8 15.167 0.0 190.2 0.0 190.2 15.250 0.0 195.9 0.0 195.9 15.333 0.0 202.1 0.0 202.1 15.417 0.0 208.8 0.0 208.8 15.500 0.0 216.4 0.0 216.4 15.583 0.0 223.8 0.0 223.8 15.667 0.0 230.3 0.0 230.3 15.750 0.0 235.7 0.0 235.7 15.833 0.0 240.1 0.0 240.1 15.917 0.0 244.5 0.0 244.5 16.000 0.0 251.7 0.0 251.7 16.083 0.0 299.4 0.0 299.4 16.167 0.0 381.9 0.0 381.9 - FLOW PROCESS FROM NODE 3300.01 TO NODE 4400.04 IS CODE - 5 - -------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). 16.250 0.0 480.9 0.0 480.9 16.333 0.0 585.1 8.1 577.0 16.417 0.0 668.0 91.0 577.0 16.500 0.0 704.0 127.0 577.0 16.583 0.0 660.6 83.6 577.0 16.667 0.0 576.5 0.0 576.5 16.750 0.0 503.9 0.0 503.9 16.833 0.0 445.0 0.0 445.0 16.917 0.0 402.1 0.0 402.1 17.000 0.0 375.4 0.0 375.4 17.083 0.0 354.5 0.0 354.5 17.167 0.0 337.7 0.0 337.7 17.250 0.0 322.0 0.0 322.0 17.333 0.0 309.0 0.0 309.0 17.417 0.0 296.9 0.0 296.9 17.500 0.0 284.5 0.0 284.5 17.583 0.0 273.2 0.0 273.2 17.667 0.0 264.9 0.0 264.9 17.750 0.0 257.3 0.0 257.3 17.833 0.0 245.8 0.0 245.8 17.917 18.000 0.0 0.0 237.8 230.4 0.0 0.0 237.8 230.4 - FLOW PROCESS FROM NODE 3300.01 TO NODE 4400.04 IS CODE - 5 - -------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 f ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1407.00 DOWNSTREAM ELEVATION = 1335.00 3600.00 MANNINGS FACTOR = 0.025 CHANNEL LENGTH(FT) = CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 127.02 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 100.56 CHANNEL NORMAL VELOCITY FOR 0 = 100.56 CFS = 4.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.723 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.579 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 L 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 ' 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 ' 16.167 0.0 0.0 16.250 0.0 0.0 16.333 8.1 0.0 16.417 91.0 0.2 ' 16.500 127.0 6.8 16.583 83.6 56.4 16.667 0.0 96.2 16.750 0.0 86.9 16.833 0.0 36.6 16.917 0.0 15.4 17.000 0.0 6.5 17.083 0.0 2 . 7 17.167 0.0 1.2 17.250 0.0 0.5 17.333 0.0 0.2 17.417 0.0 0.1 ' 17.500 0.0 0.0 17.583 0.0 0.0 17.667 0.0 0.0 17.750 0.0 0.0 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 4401.00 TO NODE 4400.04 IS CODE = 1 f ----- ------------------------------ >>> »UNIT - HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) I� t 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL WATERCOURSE LENGTH = 6500.000 FEET ' LENGTH FROM CONCENTRATION POINT TO CENTROID = 3850.000 FEET MEAN VALUES ELEVATION VARIATION ALONG WATERCOURSE = 81.000 FEET ---------------------------------------------------- 1 MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.041 65.604 WATERSHED AREA = 318.000 ACRES 6.563 WATERCOURSE "LAG" TIME = 0.431 HOURS, ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 324.157 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.312 26.904 HYDROGRAPH BASEFLOW = 0.000 CFS 5 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 t LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.360 53.214 VALLEY S -GRAPH SELECTED 7 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 ' SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 68.045 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.46 9 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 '165.650 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 ' SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.80 11 * HYDROGRAPH MODEL #1 SPECIFIED* I� t 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.706 65.604 2 6.563 186.807 3 14.992 324.157 4 26.904 458.121 5 40.572 525.651 6 53.214 486.159 7 61.976 336.979 8 68.045 233.390 9 72.352 '165.650 10 75.553 123.093 11 78.299 105.639 12 80.628 89.538 13 82.640 77.403 14 84.443 69.334 15 86.053 61.927 ''J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16 87.427 52.845 17 88.619 45.836 18 89.778 44.564 19 90.818 39.991 20 91.670 32.768 21 92.510 32.313 22 93.187 26.028 23 93.805 23.764 24 94.414 23.410 25 94.995 22.341 26 95.573 22.251 27 96.073 19.229 28 96.573 19.229 29 97.073 19.229 30 97.573 19.229 31 98.073 19.229 32 98.573 19.229 33 99.073 19.229 34 99.573 19.229 35 100.000 16.418 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 78.3301 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 152.7008 ---------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 78.0837 172.28 16.167 79.7167 237.12 16.250 81.8916 315.80 16.333 84.6098 394.68 16.417 87.6611 443.05 16.500 90.6761 437.78 16.583 93.2560 374.60 16.667 95.4311 315.81 16.750 97.2895 269.85 16.833 98.9284 237.96 16.917 100.4435 219.99 17.000 101.8618 205.95 17.083 103.2014 194.51 17.167 104.4775 185.28 17.250 105.6956 176.87 17.333 106.8540 168.21 17.417 107.9603 160.63 17.500 109.0319 155.60 17.583 110.0625 149.64 17.667 111.0430 142.37 17.750 111.9880 137.22 17.833 112.8820 129.80 17.917 113.7341 123.73 18.000 114.5528 118.87 125.0 250.0 375.0 500.0 Q V Q V .V Q . Q V .Q V Q V Q. .Q V V Q. V Q V Q V Q V Q V Q V Q V .Q V. .Q V. .Q V . V. Q V. Q V. Q. V. Q. V n FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.04 IS CODE = 2 --- ------------- ------------------------------------------------------------ » » > FLOWBY STRUCTURE ROUTING MODEL « «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 367.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 5 INFLOW INFLOW (STREAM 5) (STREAM 2) flow excess j<------------- - - - - -* < = flowby structure (flowby Q = 367.0 cfs, V V STREAM 5 STREAM 2 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: ' MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 5) (STREAM 2) (STREAM 5) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CPS) 15.083 0.0 100.3 0.0 100.3 ' 15.167 0.0 103.8 0.0 103.8 15.250 0.0 107.3 0.0 107.3 15.333 0.0 111.1 0.0 111.1 15.417 0.0 115.1 0.0 115.1 ' 15.500 0.0 119.6 0.0 119.6 15.583 . 0.0 123.9 0.0 123.9 15.667 0.0 127.4 0.0 127.4 15.750 0.0 129.9 0.0 129.9 ' 15.833 0.0 131.5 0.0 131.5 15.917 0.0 133.3 0.0 133.3 16.000 0.0 137.6 0.0 137.6 ' 16.083 16.167 0.0 0.0 172.3 237.1 0.0 0.0 172.3 237.1 16.250 0.0 315.8 0.0 315.8 16.333 0.0 394.7 27.7 367.0 ' 16.417 16.500 0.0 0.0 443.2 444.6 76.2 77.6 367.0 367.0 16.583 0.0 431.0 64.0 367.0 16.667 0.0 412.0 45.0 367.0 16.750 0.0 356.8 0.0 356.8 ' 16.833 0.0 274.6 0.0 274.6 16.917 0.0 235.4 0.0 235.4 17.000 0.0 212.5 0.0 212.5 17.083 0.0 197.3 0.0 197.3 ' 17.167 0.0 186.4 0.0 186.4 17.250 0.0 177.4 0.0 177.4 17.333 0.0 168.4 0.0 168.4 1 1 1 17.417 0.0 160.7 0.0 160.7 17.500 0.0 155.6 0.0 155.6 17.583 0.0 149.7 0.0 149.7 17.667 0.0 142.4 0.0 142.4 17.750 0.0 137.2 0.0 137.2 17.833 0.0 129.8 0.0 129.8 ' 17.917 0.0 123.7 0.0 123.7 18.000 0.0 118.9 0.0 118.9 ' FLOW PROCESS FROM NODE 4400.04 TO NODE 5500.07 IS CODE - 5 - -------------------------------------------------------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD ««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: ' BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1335.00 DOWNSTREAM ELEVATION 1250.00 CHANNEL LENGTH(FT) = 4850.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 77.56 ' AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 65.70 CHANNEL NORMAL VELOCITY FOR 0 = 65.70 CFS = 3.46 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.671 ' MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.455 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 ' 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 ' 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 ' 16.250 0.0 0.0 16.333 27.7 0.0 16.417 76.2 0.0 16.500 77.6 0.0 1 1 1 t I u 1 fl 1 Ll r� 1 16.583 64.0 11.0 16.667 45.0 37.8 16.750 0.0 55.8 16.833 0.0 60.3 16.917 0.0 54.5 17.000 0.0 32.4 17.083 0.0 17.6 17.167 0.0 9.6 17.250 0.0 5.2 17.333 0.0 2.9 17.417 0.0 1.6 17.500 0.0 0.8 17.583 0.0 0.5 17.667 0.0 0.3 17.750 0.0 0.1 17.833 0.0 0.1 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 5501.00 TO NODE 5500.07 IS CODE = 1 ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 8900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 103.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.043 WATERSHED AREA = 627.000 ACRES WATERCOURSE "LAG" TIME = 0.574 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.512 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.320 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.280 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.60 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 t 1 1 1 1 1 1 1 1 1 1 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------- 1 1.258 ------ 95.369 2 4.292 230.070 3 9.312 380.659 4 16.251 526.192 5 25.324 687.963 6 35.472 769.487 7 45.900 790.721 8 54.651 663.602 9 61.227 498.638 10 66.071 367.349 11 69.939 293.281 12 72.885 223.350 13 75.247 179.113 14 77.385 162.167 15 79.251 141.467 16 80.957 129.343 17 82.445 112.842 18 83.844 106.090 19 85.125 97.166 20 86.275 87.170 21 87.310 78.515 22 88.221 69.014 23 89.091 66.029 24 89.962 66.029 25 90.742 59.161 26 91.383 48.558 27 92.021 48.404 28 92.643 47.170 29 93.143 37.914 30 93.643 37.914 31 94.143 37.914 32 94.643 37.914 33 95.143 37.914 34 95.643 37.914 35 96.143 37.914 36 96.643 37.914 37 97.143 37.914 38 97.643 37.914 39 98.143 37.914 40 98.643 37.914 41 99.143 37.914 42 99.643 37.914 43 100.000 27.068 --------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 117.3775 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 327.7750 ---------------------------------------------------------------------------- 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 ---------- ---------- ' -------- ------------ 16.083 164.7744 331.02 Q V 16.167 167.5878 408.52 Q ' 16.250 16.333 171.0421 501.55 V 0 175.1529 596.89 V Q. 16.417 179.9504 696.59 •V Q 16.500 185.1828 759.74 V Q 16.583 190.5921 785.44 V Q. 16.667 195.6692 737.19 V Q 16.750 200.1817 655.22 V 0 16.833 204.1463 575.66 V Q . 16.917 207.7146 518.12 Q 17.000 210.9324 467.21 Q V ' 17.083 213.8946 430.11 .0 V 17.167 216.6978 407.03 Q V 17.250 219.3555 385.91 Q. V 17.333 221.9003 369.50 Q V ' 17.417 224.3293 352.69 Q V . 17.500 226.6720 340.16 Q V 17.583 228.9284 327.63 Q V . 17.667 231.0988 315.13 Q V ' 17.750 233.1869 303.19 Q V . 17.833 235.1924 291.19 Q V . 17.917 237.1342 281.96 Q V . ' 18.000 239.0247 274.50 Q V. FLOW PROCESS FROM NODE 3300.01 TO NODE 3300.02 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM ««< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR ' EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDER AT THE UPSTREAM INLET: PIPELENGTH(FT) = 2700.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1407.00 DOWNSTREAM ELEVATION(FT) = 1400.00 PIPE DIAMETER(FT) = 10.00 ' NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CPS) (FPS) (CFS) PONDING(AF) 15.083 184.8 8.6 180.7 0.000 ' 15.167 190.2 8.7 186.1 0.000 15.250 195.9 8.7 191.6 0.000 15.333 202.1 8.8 197.5 0.000 15.417 208.8 8.9 203.8 0.000 15.500 216.4 9.0 210.8 0.000 ' 15.583 223.8 9.1 220.6 0.000 15.667 230.3 9.2 226.0 0.000 15.750 235.7 9.2 232.1 0.000 ■ iJ t Ll 1 1 15.833 240.1 9.3 237.2 0.000 15.917 244.5 9.3 241.6 0.000 16.000 251.7 9.4 247.0 0.000 16.083 299.4 9.8 265.3 0.000 16.167 381.9 10.4 326.6 0.000 16.250 480.9 11.1 420.0 0.000 16.333 577.0 11.5 516.7 0.000 16.417 577.0 11.5 577.0 0.000 16.500 577.0 11.5 577.0 0.000 16.583 577.0 11.5 577.0 0.000 16.667 576.5 11.5 576.8 0.000 16.750 503.9 11.2 549.5 0.000 16.833 445.0 10.9 481.7 0.000 16.917 402.1 10.6 428.2 0.000 17.000 375.4 10.4 392.0 0.000 17.083 354.5 10.2 368.6 0.000 17.167 337.7 10.1 349.3 0.000 17.250 322.0 10.0 332.2 0.000 17.333 309.0 9.9 317.6 0.000 17.417 296.9 9.8 305.1 0.000 17.500 284.5 9.7 293.2 0.000 17.583 273.2 9.6 281.3 0.000 17.667 264.9 9.5 270.9 0.000 17.750 257.3 9.5 262.9 0.000 17.833 245.8 9.4 253.7 0.000 17.917 237.8 9.3 243.1 0.000 18.000 230.4 9.2 235.4 0.000 FLOW PROCESS FROM NODE 3302.00 TO NODE 3300.02 IS CODE = 1 - ---------------------- »»>UNIT-HYDROGRAPH ANALYSIS « «< ' (UNIT- HYDROGRAPH ADDED TO STREAM #1) ' WATERCOURSE LENGTH = 7750.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 120.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 325.000 ACRES WATERCOURSE "LAG" TIME = 0.390 HOURS UNIT HYDROGRAPH TIME UNIT - 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME - 21.357 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.210 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.150 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.10 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.44 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)- 9.10 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: ' 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR x 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR x 0.994 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 axaxaxaxa-- x- x---- - - - - -- s - -= -- a------ -------- - exxaa exact= aaaaaeaaaaaexac = act -- - ----- - - - - -- -- - -- - - - - -- - - - - -- UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.914 75.231 2 7.710 227.791 3 17.864 399.135 4 31.878 550.785 5 46.989 593.954 6 58.706 460.512 7 66.318 299.184 8 71.574 206.604 9 75.259 144.824 10 78.308 119.839 11 80.864 100.479 12 83.050 85.910 13 84.990 76.277 14 86.659 65.593 15 88.081 55.866 16 89.362 50.376 17 90.580 47.849 18 91.545 37.946 19 92.475 36.566 20 93.227 29.539 21 93.910 26.865 22 94.575 26.131 23 95.216 25.190 24 95.827 24.014 25 96.327 19.652 26 96.827 19.652 27 97.327 19.652 28 97.827 19.652 29 98.327 19.652 30 98.827 19.652 31 99.327 19.652 32 99.827 19.652 33 100.000 6.792 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 35.0098 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 209.8702 ---------------------------------------------------------------------------- aaxx axaaxxxmaaxxaaaxxxxaexxxaaexxxaaexx= aexxxxxaexxxxxe== =xx= a = =xx =e =e = = = = =_ 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 112.3375 227.27 16.167 114.4760 310.52 16.250 117.2967 409.57 16.333 120.7462 500.86 16.417 124.4713 540.88 16.500 127.8793 494.84 16.583 130.7529 417.25 16.667 133.2099 356.76 16.750 135.3514 310.94 16.833 137.3107 284.49 16.917 139.1377 265.28 17.000 140.8607 250.18 17.083 142.4982 237.76 17.167 144.0531 225.78 17.250 145.5311 214.59 17.333 146.9471 205.61 17.417 148.3135 198.40 17.500 149.6149 188.96 17.583 150.8740 182.82 17.667 152.0797 175.07 17.750 153.2444 169.11 17.833 154.3759 164.30 17.917 155.4770 159.87 18.000 156.5484 155.58 --------------------------------- --- 150.0 300.0 450.0 600.0 ------------------------------------- Q .V QV . V Q . v Q V Q . V Q V Q . Qv Q V Q v Q V Q v Q V Q v Q v Q V . Q V . . Q v . .Q V. Q V. .Q V. Q V. Q V. Q V. FLOW PROCESS FROM NODE 3300.02 TO NODE 3300.02 IS CODE = 2 ---------------------------------------------------------------------------- » » > FLOWBY STRUCTURE ROUTING MODEL««< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 964.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 INFLOW INFLOW (STREAM 3) (STREAM 1) I I I I flow excess 1 1 <------------- - - - - -* <= flowby structure 1 ( flowby Q = 964.0 cfs; I I I I I v v STREAM 3 STREAM 1 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) J Ll (HRS) (CFS) (CFS) (CFS) (CFS) 16.083 0.0 492.6 0.0 492.6 16.167 0.0 637.1 0.0 637.1 16.250 0.0 829.6 0.0 829.6 16.333 0.0 1017:5 53.5 964.0 16.417 0.0 1117.9 153.9 964.0 16.500 0.0 1071.8 107.8 964.0 16.583 0.0 994.2 30.2 964.0 16.667 0.0 933.5 0.0 933.5 16.750 0.0 860.5 0.0 860.5 16.833 0.0 766.2 0.0 766.2 16.917 0.0 693.5 0.0 693.5 17.000 0.0 . 642.1 0.0 642.1 17.083 0.0 606.4 0.0 606.4 17.167 0.0 575.1 0.0 575.1 17.250 0.0 546.8 0.0 546.8 17.333 0.0 523.3 0.0 523.3 17.417 0.0 503.5 0.0 503.5 17.500 0.0 482.1 0.0 482.1 17.583 0.0 464.1 0.0 464.1 17.667 0.0 446.0 0.0 446.0 17.750 0.0 432.0 0.0 432.0 17.833 0.0 418.0 0.0 418.0 17.917 0.0 403.0 0.0 403.0 18.000 0.0 390.9 0.0 390.9 FLOW PROCESS FROM NODE 4400.04 TO NODE 4400.05 IS CODE = 4 ---- ----------------------------------------- ------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM««< aas xaxaam =s= axaaaaaaxaa :as xaxas xxxaxa= aaaaamasasxaaxaaxsxasxsxx= asaxsx = -. =ex MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 4950.00 UPSTREAM ELEVATION(FT) = DOWNSTREAM ELEVATION(FT) _ PIPE DIAMETER(FT) = 8.00 1 1 MANNINGS FACTOR = 0.013 1335.00 1311.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 172.3 10.8 136.8 0.000 16.167 237.1 11.7 168.4 0.000 16.250 315.8 12.6 232.0 0.000 16.333 367.0 13.1 315.3 0.000 16.417 367.0 13.1 368.7 0.000 16.500 367.0 13.1 367.0 0.000 16.583 367.0 13.1 367.0 0.000 16.667 367.0 13.1 367.0 0.000 16.750 356.8 13.0 367.0 0.000 16.833 274.6 12.1 356.6 0•000 16.917 235.4 11.7 271.8 0.000 17.000 212.5 11.4 237.2 0.000 1 17.083 197.3 11.2 214.1 0.000 17.167 186.4 11.0 199.1 0.000 17.250 177.4 10.9 187.5 0.000 17.333 168.4 10.7 177.6 0.000 17.417 160.7 10.5 169.0 0.000 17.500 155.6 10.4 161.4 0.000 ' 17.583 149.7 10.3 156.1 0.000 17.667 142.4 10.2 150.3 0.000 17.750 137.2 10.1 143.4 0.000 . 17.833 129.8 9.9 138.1 0.000 17.917 123.7 9.8 131.3 0.000 18.000 118.9 9.6 124.8 0.000 FLOW PROCESS FROM NODE 4402.00 TO NODE 4400.05 IS CODE = 1 ---- ---- ------------------ ----- -------- ----- ----- --------- ---- ---- --------- » » >UNIT- HYDROGRAPH ANALYSIS« «< HYDROGRAPH ADDED TO STREAM #2) (UNIT - WATERCOURSE LENGTH = 7500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4550.000 FEET ' ELEVATION VARIATION ALONG WATERCOURSE = 96.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.033 WATERSHED AREA = 421.000 ACRES WATERCOURSE "LAG" TIME = 0.379 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.963 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.410 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.370 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.52 SPECIFIED PEAK 30- MINUTES-RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.42 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.75 ' SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.60 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR - 0.938 30- MINUTE FACTOR - 0.938 1 -HOUR FACTOR = 0.963 3 -HOUR FACTOR - 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 =a= aaa = aaa= aaaa =aaa=aaaa =aaa =aaa = =aaa = =aaa = =aa= =aaaa= =a ==aa = = =a =a = =aa: =a= UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 t 1 1 1 1 1 1 i 1 1 1 1 1 1 i 1 1.977 100.661 2 8.067 310.051 3 18.755 544.196 4 33.385 744.873 5 48.737 781.623 6 60.111 579.145 7 67.448 373.553 • 8 72.447 254.510 9 76.030 182.411 10 79.035 152.992 11 81.548 127.982 12 83.707 109.935 13 85.619 97.335 14 87.233 82.167 15 88.608 70.008 16 89.925 67.060 17 91.045 57.035 18 92.012 49.203 19 92.896 45.042 20 93.605 36.086 21 94.302 35.488 22 94.966 33.822 23 95.620 33.306 24 96.155 27.221 25 96.655 25.457 26 97.155 25.457 27 97.655 25.457 28 98.155 25.457 29 98.655 25.457 30 99.155 25.457 31 99.655 25.457 , 32 100.000 17.562 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 104.2042 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 194.7077 xxassssxxsaasexss= xsaxsssssss===== xx== xsssxxsassas= 2 4 - H O U R asxxx= xx=x=x=xx___ =x =:xxx S T 0 R M R U N O F F H Y D R 0 G R A P H sssssasssssssssasssxsaaxxxsssssssxsssasssssssssssaasss =x= == =sxx= sssx== ss: =ss HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ---------------------------------------------------------------------------- 16.083 100.3063 228.36 Q V 16.167 102.6207 336.05 Q.V 16.250 105.8222 464.85 .V Q 16.333 109.8257 581.31 V Q 16.417 114.1200 623.54 V Q 16.500 117.9169 551.30 V .0 16.583 121.0218 450.83 VQ 16.667 123.5969 373.90 .Q V 16.750 125.8040 320.48 Q V 16.833 127.8092 291.15 Q V 16.917 129.6684 269.96 Q V 17.000 131.4153 253.65 Q V 17.083 133.0694 240.18 Q V I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 17.167 134.6297 226.55 Q V 17.250 136.1062 214.39 Q V ' 17.333 137.5274 206.35 •0 V ' 17.417 138.8811 196.56 •0 V ' 17.500 140.1747 187.82 Q V ' 17.583 141.4188 180.64 Q V. 17.667 142.6026 171.90 Q. V. 17.750 143.7469 166.14 Q• V. 17.833 144.8515 160.39 Q• V. 17.917 145.9213 155.34 Q V. 18.000 146.9452 148.66 Q V FLOW PROCESS FROM NODE 3300.02 TO NODE 4400.05 IS CODE = 5 - -- -------------------------- - - - - -- - - -- ---------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD ««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1394.00 DOWNSTREAM ELEVATION = 1311.00 CHANNEL LENGTH(FT) = 4600.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 153.88 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 130.86 CHANNEL NORMAL VELOCITY FOR Q = 130.86 CFS = 4.61 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.731 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.550 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 53.5 0.0. 16.417 153.9 0.0 16.500 107.8 16.8 16.583 30.2 68.5 16.667 0.0 101.0 16.750 0.0 80.4 16.833 0.0 43.3 16.917 0.0 19.5 17.000 0.0 8.8 17.083 0.0 4.0 17.167 0.0 1.8 17.250 0.0 0.8 e I 17.333 0.0 0.4 17.417 0.0 0.2 17.500 0.0 0.1 INFLOW 17.583 0.0 0.0 OUTFLOW 17.667 0.0 0.0 17.750 0.0 0.0 (STREAM 3) 17.833 0.0 0.0 (STREAM 3) 17.917 0.0 0.0 1 18.000 0.0 0.0 (CFS) (CFS) (CFS) FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.05 IS CODE 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 2 ««< 0.0 225.5 0.0 225.5 FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.05 IS CODE = 6 0.0 - ----------- ------- -- »»>STREAM NUMBER 3 CLEARED AND SET TO ZERO < << 0.0 232.9 15.250 0.0 FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.05 IS CODE = 2 0.0 »» >FLOWBY STRUCTURE ROUTING MODEL« «< --------------------------------- MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 828.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 INFLOW INFLOW (STREAM 3) (STREAM 2) 1 flow excess 1 1 <------------- - - - - -* <= flowby structure 1 1 (flowby 0 = 828.0 cfs; I I I I V V STREAM 3 STREAM 2 + FLOW EXCESS FLOWBY I FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 2) (STREAM 3) (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 0.0 225.5 0.0 225.5 15.167 0.0 232.9 0.0 232.9 15.250 0.0 240.8 0.0 240.8 1 s 1 L�' 1 rj 1 1 15.333 0.0 249.1 0.0 249.1 15.417 0.0 258.0 0.0 258.0 15.500 0.0 267.9 0.0 267.9 15.583 0.0 277.9 0.0 277.9 15.667 0.0 286.4 0.0 286.4 15.750 0.0 292.3 0.0 292.3 15.833 0.0 295.5 0.0 295.5 15.917 0.0 299.0 0.0 299.0 16.000 0.0 307.9 0.0 307.9 16.083 0.0 365.1 0.0 365.1 16.167 0.0 504.4 0.0 504.4 16.250 0.0 696.9 0.0 696.9 16.333 0.0 896.6 68.6 828.0 16.417 0.0 992.3 164.3 828.0 16.500 0.0 935.1 107.1 828.0 16.583 0.0 886.4 58.4 828.0 16.667 0.0 841.9 13.9 828.0 16.750 0.0 767.8 0.0 767.8 16.833 0.0 691.1 0.0 691.1 16.917 0.0 561.3 0.0 561.3 17.000 0.0 499.6 0.0 499.6 17.083 0.0 458.2 0.0 458.2 17.167 0.0 427.5 0.0 427.5 17.250 0.0 402.7 0.0 402.7 17.333 0.0 384.3 0.0 384.3 17.417 0.0 365.7 0.0 365.7 17.500 0.0 349.3 0.0 349.3 17.583 0.0 336.8 0.0 336.8 17.667 0.0 322.2 0.0 322.2 17.750 0.0 309.5 0.0 309.5 17.833 0.0 298.5 0.0 298.5 17.917 0.0 286.6 0.0 286.6 18.000 0.0 273.4 0.0 273.4 18.083 0.0 263.4 0.0 263.4 18.167 0.0 255.6 0.0 255.6 18.250 0.0 249.2 0.0 249.2 18.333 0.0 242.7 0.0 242.7 18.417 0.0 237.1 0.0 237.1 18.500 0.0 232.0 0.0 232.0 18.583 0.0 227.1 0.0 227.1 18.667 0.0 219.2 0.0 219.2 18.750 0.0 207.1 0.0 207.1 18.833 0.0 201.1 0.0 201.1 18.917 0.0 196.2 0.0 196.2 19.000 0.0 191.1 0.0 191.1 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< FLOW PROCESS FROM NODE 5500.07 TO NODE 5500.08 IS CODE = 5 THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 10.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1250.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DOWNSTREAM ELEVATION = 1240.00 CHANNEL LENGTH(FT) = 5150.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 796.40 AVERAGE FLOWRATE IN EXCESS OF 507. MAXIMUM INFLOW = 601.40 CHANNEL NORMAL VELOCITY FOR 0 = 601.40 CFS = 5.68 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.770 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.597 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) 16.083 331.0 264.0 16.167 408.5 271.9 16.250 501.6 297.3 16.333 596.9 348.6 16.417 696.6 421.8 16.500 759.7 507.7 16.583 796.4 601.1 16.667 775.0 683.5 16.750 711.0 743.8 16.833 636.0 766.6 16.917 572.6 745.9 17.000 499.6 694.9 17.083 447.7 634.2 17.167 416.6 568.1 17.250 391.1 506.3 17.333 372.4 458.8 17.417 354.2 423.4 17.500 341.0 396.6 17.583 328.1 374.8 17.667 315.4 357.2 17.750 303.3 342.3 17.833 291.3 328.7 17.917 282.0 315.9 18.000 274.5 303.5 FLOW PROCESS FROM NODE 5502.00 TO NODE 5500.08 IS CODE = 1 == » » >UNIT_HYDROGRAPH ANALYSIS««<_________ _______________________________ (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 9500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 88.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.027 WATERSHED AREA = 562.000 ACRES WATERCOURSE "LAG" TIME = 0.418 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.923 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 1 1 1 1 1 L am ; t 1 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0..;10 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.5107 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) _ SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.39 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.40 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.962 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -- - - - - ---------------- i -------- 1.767 - - - - 120.109 2 6.895 348.508 3 15.826 607.033 4 28.367 852.388 5 42.549 963.909 6 54.982 844.983 7 63.372 570.244 8 69.203 396.342 9 73.299 278.385 10 76.411 211.529 11 79.102 182.892 12 81.394 155.761 13 83.379 134.922 14 85.162 121.186 15 86.699 104.482 16 88.028 90.286 17 89.223 81.277 18 90.389 79.218 19 91.317 63.080 20 92.194 59.576 21 92.968 52.666 22 93.607 43.384 23 94.241 43.104 24 94.845 41.078 25 95.443 40.632 26 95.976 36.207 27 96.476 33.983 28 96.976 33.983 29 97.476 33.983 30 97.976 33.983 31 98.476 33.983 32 98.976 33.983 33 99.476 33.983 34 99.976 33.983 35 100.000 1.637 FLOW PROCESS FROM NODE 4400.05 TO NODE 5500.08 IS CODE = 5 » » >MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER ' TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1311.00 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = --------------- 113.8470 275.8850 - - - -- TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = -------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H IN FIVE MINUTE INTERVALS(CFS) HYDROGRAPH - TIME(HRS) VOLUME(AF) Q(CFS) 0_ - - - -- - 200 0 - - -- - 400 0 - - -- 600.0 800.0 - - -- -- - 16.083 141.8133 306.50 Q V 16.167 144.7480 426.12 VQ 16.250 148.6789 570.77 712.42 •V V 0 0 16.333 153.5854 16.417 159.0494 793.37 V Q 16.500 164.3142 764.46 V 0 16.583 168.7727 647.37 V 0 16.667 172.5328 545.96 V 0 16.750 175.7397 465.65 0 V 16.833 178.5792 412.29 0 V 16.917 181.2054 381.32 Q• V 17.000 183.6620 356.70 0 V 17.083 185.9785 336.36 Q V 17.167 188.1807 319.75 Q V 17.250 190.2682 303.11 Q V 17.333 192.2520 288.04 Q V 17.417 194.1509 275.72 Q V • 17.500 195.9886 266.83 Q V 17.583 197.7361 253.73 Q V • 17.667 199.4262 245.41 Q V 17.750 201.0573 236.84 .0 V. 17.833 202.6281 228.07 .0 V. 17.917 204.1640 223.02 •0 V. 18.000 205.6659 218.08 Q V. FLOW PROCESS FROM NODE 4400.05 TO NODE 5500.08 IS CODE = 5 » » >MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER ' TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1311.00 DOWNSTREAM ELEVATION = 1240.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 164.28 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 135.70 CHANNEL NORMAL VELOCITY FOR 0 = 135.70 CFS = 4.22 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.713 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.484 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 0.0 0.0 15.167 0.0 0.0 15.250 0.0 0.0 15.333 0.0 0.0 15.417 0.0 0.0 15.500 0.0 0.0 15.583 0.0 0.0 15.667 0.0 0.0 15.750 0.0 0.0 15.833 0.0 0.0 15.917 0.0 0.0 16.000 0.0 0.0 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 • 16.333 68.6 0.0 16.417 164.3 0.0 16.500 107.1 0.0 16.583 58.4 20.7 16.667 13.9 72.8 16.750 0.0 99.9 16.833 0.0 88.7 16.917 0.0 60.6 17.000 0.0 33.8 17.083 0.0 17.4 17.167 0.0 9.0 17.250 0.0 4.6 17.333 0.0 2.4 17.417 0.0 1.2 17.500 0.0 0.6 17.583 0.0 0.3 17.667 0.0 0.2 17.750 0.0 0.1 17.833 0.0 0.0 17.917 0.0 0.0 18.000 0.0 0.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * *, * ** FLOW PROCESS FROM NODE 5500.08 TO NODE 5500.08 IS CODE = 7 » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 5« «< i 1 1 1 1 1 1 1 1 i 1 1 1 FLOW PROCESS FROM NODE 5500.08 TO NODE 5600.11 IS CODE = 2 ------------------------------------- » » > FLOWBY STRUCTURE ROUTING MODEL « «< MODEL STREAM NUMBER 5 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 5 WHICH ARE GREATER THAN 210.0 CPS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 5) < - -* < =flowby structure basin (maximum flowby 0 = storage V STREAM 5 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 5 STREAM 5 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 5.083 193.5 193.5 0.000 5.166 193.8 193.8 0.000 5.250 194.1 194.1 0.000 5.333 194.4 194.4 0.000 5.416 194.8 194.8 0.000 5.500 195.1 195.1 0.000 5.583 195.4 195.4 0.000 5.666 195.8 195.8 0.000 5.750 196.1 196.1 0.000 5.833 196.4 196.4 0.000 5.916 196.8 196.8 0.000 6.000 197.1 197.1 0.000 6.083 197.5 197.5 0.000 6.166 197.8 197.8 0.000 6.250 198.2 198.2 0.000 6.333 198.5 198.5 0.000 6.416 198.9 198.9 0.000 6.500 199.2 199.2 0.000 6.583 199.6 199.6 0.000 6.666 200.0 200.0 0.000 6.750 200.3 200.3 0.000 210.0 cfs) 6.833 200.7 200.7 0.000 6.916 201.1 201.1 0.000 7.000 201.4 201.4 0.000 7 .083 201.8 201.8 0.000 7.166 202.2 202.2 0.000 7.250 202.5 202.5 0.000 7.333 202.9 202.9 0.000 7.416 203.3 203.3 0.000 7.500 203.7 203.7 0.000 7.583 204.1 204.1 0.000 7.666 204.5 204.5 0.000 7.750 204.9 204.9 0.000 7.833 205.3 205.3 0.000 7.916 205.7 205.7 0.000 8.000 206.0 206.0 0.000 8.083 206.4 206.4 0.000 8.166 206.7 206.7 0.000 8.250 207.0 207.0 0.000 8.333 207.4 207.4 0.000 8.416 207.9 207.9 0.000 8.500 208.5 208.5 0.000 8.583 209.1 209.1 0.000 8.666 209.7 209.7 0.000 8.750 210.4 210.0 0.003 8.833 211.1 210.0 0.010 8.916 211.9 210.0 0.024 9.000 212.7 210.0 0.042 9.083 213.6 210.0 0.067 9.166 214.4 210.0 0.097 9.250 215.3 210.0 0.134 9.333 216.2 210.0 0.176 9.416 217.1 210.0 0.225 9.500 218.0 210.0 0.280 9.583 218.9 210.0 0.342 9.666 219.9 210.0 0.410 9.750 220.9 210.0 0.485 9.833 221.9 210.0 0.567 9.916 222.9 210.0 0.656 10.000 223.9 210.0 0.751 10.083 225.0 210.0 0.855 10.166 226.1 210.0 0.966 10.250 227.2 210.0 1.084 10.333 228.3 210.0 1.210 10.416 229.5 210.0 1.344 10.500 230.6 210.0 1.486 10.583 231.8 210.0 1.637 10.666 233.1 210.0 1.795 10.750 234.3 210.0 1.963 10.833 235.6 210.0 2.139 10.916 236.9 210.0 2.324 11.000 238.2 210.0 2.519 11.083 239.6 210.0 2.722 11.166 241.0 210.0 2.936 11.250 242.4 210.0 3.159 11.333 243.8 210.0 3.392 11.416 245.3 210.0 3.635 11.500 246.8 210.0 3.888 11.583 248.4 210.0 4.153 11.666 250.0 210.0 4.428 11.750 251.6 210.0 4.714 11.833 253.3 210.0 5.012 11.916 255.0 210.0 5.322 12.000 256.7 210.0 5.643 `1 LJ J 1 1 I u 12.083 258.5 210.0 5.971 12.166 260.3 210.0 6.324 12.250 262.2 210.0 6.683 12.333 264.1 210.0 7.056 12.416 266.1 210.0 7.443 12.500 268.2 210.0 7.843 12.583 270.2 210.0 8.258 12.666 272.4 210.0 8.688 12.750 274.6 210.0 9.133 12.833 276.9 210.0 9.594 12.916 279.3 210.0 10.071 12.999 281.7 210.0 10.564 13.083 284.1 210.0 11.074 13.166 286.4 210.0 11.601 13.249 288.5 210.0 12.141 13.333 290.2 210.0 12.694 13.416 291.5 210.0 13.255 13.499 292.5 210.0 13.823 13.583 293.3 210.0 14.397 13.666 294.0 210.0 14.975 13.749 294.6 210.0 15.557 13.833 295.5 210.0 16.146 13.916 296.9 210.0 16.744 13.999 298.9 210.0 17.357 14.083 301.5 210.0 17.987 14.166 304.6 210.0 18.638 14.249 308.2 210.0 19.315 14.333 312.1 210.0 20.018 14.416 316.4 210.0 20.751 14.499 321.1 210.0 21.516 14.583 326.0 210.0 22.315 14.666 331.2 210.0 23.150 14.749 336.5 210.0 24.021 14.833 342.3 210.0 24.932 14.916 348.6 210.0 25.887 14.999 355.9 210.0 26.892 15.083 364.4 210.0 27.955 15.166 374.0 210.0 29.084 15.249 384.6 210.0 30.287 15.333 396.3 210.0 31.570 15.416 409.1 210.0 32.941 15.499 423.1 210.0 34.409 15.583 437.4 210.0 35.975 15.666 450.9 210.0 37.633 15.749 462.9 210.0 39.375 15.833 473.3 210.0 41.189 15.916 484.1 210.0 43.077 15.999 500.1 210.0 45.074 16.083 570.5 210.0 47.557 16.166 698.0 210.0 50.918 16.249 868.1 210.0 55.450 16.333 1061.0 210.0 61.311 16.416 1215.1 210.0 68.234 16.499 1272.2 210.0 75.549 16.583 1269.1 210.0 82.843 16.666 1302.2 210.0 90.366 16.749 1309.3 210.0 97.936 16.833 1267.6 210.0 105.220 16.916 1187.8 210.0 111.954 16.999 1085.4 210.0 117.983 17.083 988.0 210.0 123.341 17.166 896.8 210.0 128.071 17.249 814.1 210.0 132.231 t w 1 1 r'] 17.333 749.3 210.0 135.945 17.416 700.3 210.0 139.322 17.499 664.0 210.0 142.449 17.583 628.9 210.0 145.334 17.666 602.8 210.0 148.039 17.749 579.3 210.0 150.582 17.833 556.8 210.0 152.971 17.916 539.0 210.0 155.237 17.999 521.6 210.0 157.383 18.083 506.3 210.0 159.424 18.166 491.4 210.0 161.362 18.249 477.4 210.0 163.204 18.333 463.5 210.0 164.950 18.416 451.4 210.0 166.612 18.499 441.0 210.0 168.203 18.583 430.3 210.0 169.720 18.666 420.4 210.0 171.169 18.749 411.6 210.0 172.558 18.833 403.3 210.0 173.889 18.916 383.2 210.0 175.082 18.999 373.2 210.0 176.205 19.083 365.5 210.0 177.276 19.166 359.2 210.0 178.304 19.249 353.9 210.0 179.295 19.333 349.6 210.0 180.256 19.416 345.9 210.0 181.192 19.499 342.9 210.0 182.107 19.583 340.2 210.0 183.004 19.666 337.8 210.0 183.885 19.749 333.7 210.0 184.737 19.833 324.9 210.0 185.528 19.916 316.5 210.0 186.262 19.999 310.4 210.0 186.953 20.083 305.9 210.0 187.614 20.166 302.2 210.0 188.249 20.249 299.0 210.0 188.862 20.333 296.0 •210.0 189.454 20.416 293.1 210.0 190.026 20.499 290.3 210.0 190.579 20.583 287.6 210.0 191.114 20.666 285.0 210.0 191.630 20.749 282.5 210.0 192.130 20.833 280.1 210.0 192.612 20.916 277.7 210.0 193.078 20.999 275.4 210.0 193.529 21.083 273.2 210.0 193.964 21.166 271.0 210.0 194.384 21.249 268.9 210.0 194.790 21.333 266.9 210.0 195.182 21.416 265.0 210.0 195.560 21.499 263.1 210.0 195.926 21.583 261.2 210.0 196.279 21.666 259.5 210.0 196.619 21.749 257.7 210.0 196.948 21.832 256.0 210.0 197.265 21.916 254.4 210.0 197.570 21.999 252.7 210.0 197.865 22.082 251.2 210.0 198.148 22.166 249.6 210.0 198.421 22.249 248.1 210.0 198.683 22.332 246.7 210.0 198.936 22.416 245.3 210.0 199.179 22.499 243.9 210.0 199.412 1 1 1 1 �7, 1 1 22.582 242.5 210.0 199.636 22.666 241.2 210.0 199.851 22.749 239.9 210.0 200.057 22.832 238.6 210.0 200.254 22.916 237.2 210.0 200.441 22.999 235.9 210.0 200.620 23.082 234.6 210.0 200.790 23.166 233.4 210.0 200.950 23.249 232.1 210.0 201.103 23.332 230.9 210.0 201.246 23.416 229.7 210.0 201.382 23.499 228.5 210.0 201.509 23.582 227.3 210.0 201.628 23.666 226.2 210.0 201.740 23.749 225.1 210.0 201.844 23.832 224.0 210.0 201.940 23.916 222.9 210.0 202.028 23.999 221.8 210.0 202.110 24.082 219.1 210.0 202.172 24.166 213.2 210.0 202.195 24.249 203.2 203.2 202.195 24.332 188.4 188.4 202.195 24.416 170.4 170.4 202.195 24.499 151.9 151.9 202.195 24.582 135.1 135.1 202.195 24.666 119.0 119.0 202.195 24.749 103.4 103.4 202.195 24.832 89.1 89.1 202.195 24.916 76.7 76.7 202.195 24.999 66.6 66.6 202.195 25.082 58.5 58.5 202.195 25.166 52.0 52.0 202.195 25.249 46.7 46.7 202.195 25.332 42.2 42.2 202.195 25.416 38.3 38.3 202.195 25.499 34.8 34.8 202.195 25.582 31.8 31.8 202.195 25.666 29.0 29.0 202.195 25.749 26.5 26.5 202.195 25.832 24.3 24.3 202.195 25.916 22.3 22.3 202.195 25.999 20.4 20.4 202.195 26.082 18.7 18.7 202.195 26.166 17.0 17.0 202.195 26.249 15.5 15.5 202.195 26.332 14.1 14.1 202.195 26.416 12.8 12.8 202.195 26.499 11.5 11.5 202.195 26.582 10.3 10.3 202.195 26.666 9.2 9.2 202.195 26.749 8.1 8.1 202.195 26.832 7.0 7.0 202.195 26.916 6.3 6.3 202.195 26.999 5.7 5.7 202.195 27.082 5.1 5.1 202.195 27.166 4.5 4.5 202.195 27.249 3.9 3.9 202.195 FLOW PROCESS FROM NODE 3300.02 TO NODE 3300.03 IS CODE = 4 >>>>>MODEL PIPEFLOW ROUTING OF STREAM < << MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: i PIPELENGTH(FT) = 7850.00 MANNINGS FACTOR = 0.013 ' UPSTREAM ELEVATION(FT) = 1400.00 DOWNSTREAM ELEVATION(FT) = 1360.00 PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 492.6 14.2 426.5 0.000 16.167 637.1 15.3 473.3 0.000 16.250 829.6 16.3 596.7 0.000 16.333 964.0 17.0 782.2 0.000 16.417 964.0 17.0 944.6 0.000 16.500 964.0 17.0 964.0 0.000 16.583 964.0 17.0 964.0 0.000 16.667 933.5 16.8 964.0 0.000 16.750 860.5 16.4 936.5 0.000 16.833 766.2 16.0 869.7 0.000 16.917 693.5 15.6 790.0 0.000 17.000 642.1 15.3 708.7 0.000 • 17.083 606.4 15.1 656.2 0.000 17.167 575.1 14.9 617.9 0.000 17.250 546.8 14.7 586.0 0.000 17.333 523.3 14.5 552.4 0.000 17.417 503.5 14.3 528.8 0.000 17.500 482.1 14.1 508.8 0.000 17.583 464.1 14.0 488.5 0.000 17.667 446.0 13.8 469.3 0.000 17.750 432.0 13.7 451.7 0.000 17.833 418.0 13.6 436.8 0.000 17.917 403.0 13.4 423.2 0.000 18.000 390.9 13.3 408.9 0.000 FLOW PROCESS FROM NODE 3303.00 TO NODE 3300.03 IS CODE = 1 - -------------------- -------------- » » >UNIT- HYDROGRAPH ANALYSIS««< ------------------------------ -- - - - - - - -- (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 10500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 140.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.032 WATERSHED AREA = 467.000 ACRES WATERCOURSE "LAG" TIME = 0.461 HOURS UNIT HYDROGRAPH TIME UNIT a 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.094 HYDROGRAPH BASEFLOW = 0.000 CFS i MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.230 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.170 VALLEY S -GRAPH SELEC'T'ED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.41 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.90 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.962 3 -HOUR FACTOR = 0.987 6 -HOUR FACTOR = 0.991 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.586 89.564 2 5.933 245.519 3 13.396 421.517 4 24.043 601.285 5 36.630 710.874 6 49.262 713.434 7 58.831 540.466 8 65.395 370.723 9 70.238 273.488 10 73.746 198.159 11 76.519 156.578 12 78.970 138.420 13 81.084 119.408 14 82.924 103.917 15 84.588 94.017 16 86.088 84.674 17 87.377 72.811 18 88.499 63.377 19 89.585 61.323 20 90.608 57.780 21 91.421 45.929 22 92.217 44.960 23 92.927 40.077 24 93.507 32.768 25 94.086 32.682 26 94.642 31.432 27 95.185 30.652 28 95.718 30.122 29 96.218 28.239 30 96.718 28.239 r 11 1 1 t 1 1 J 1 w 1 1 I� r 31 97.218 28.239 32 97.718 28.239 33 98.218 28.239 34 . 98.718 28.239 35 99.218 28.239 36 99.718 28.239 37 100.000 15.914 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) - 55.8638 - -_ TOTAL STORM RUNOFF VOLUME(ACRE- FEET) - - - - -_ 289.3190 ------------------------------------------- - -- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 151.8008 295.13 16.167 154.4288 381.59 16.250 157.7773 486.20 16.333 161.8734 594.76 16.417 166.4920 670.61 16.500 171.2419 689.69 16.583 175.5296 622.57 16.667 179.2226 536.22 16.750 182.4601 470.09 16.833 185.3303 416.76 16.917 187.9617 382.08 17.000 190.4528 361.71 17.083 192.8204 343.77 17.167 195.0781 327.82 17.250 197.2457 314.74 17.333 199.3284 302.40 17.417 201.3234 289.67 17.500 203.2406 278.38 17.583 205.1016 270.22 17.667 206.9060 261.99 17.750 208.6329 250.76 17.833 210.3077 243.18 17.917 211.9235 234.61 18.000 213.4757 225.38 175.0 350.0 525.0 Q V .Q .V Q .V Q . V V Q V Q Q Q V .Q V Q V Q V Q V Q V V Q V . Q V. Q V Q V . V. Q V. . Q V. Q• Q• FLOW PROCESS FROM NODE 3300.03 TO NODE 3300.12 IS CODE = 2 - - -------- - - - - -- » » > FLOWBY STRUCTURE ROUTING MODEL « «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 1479.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 4 C! 1 P� 1 1 1 1 INFLOW INFLOW (STREAM 4) (STREAM 1) flow excess <------------ - - - - -* < =flowby structure (flowby 0 = 1479.0 cfs; V V STREAM 4 STREAM 1 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 4) (STREAM 1) (STREAM 4) (STREAM 1) (MES) (CFS) (CFS) (CFS) (CFS) 16.083 0.0 721.6 0.0 721.6 16.167 0.0 854.8 0.0 854.8 16.250 0.0 1082.9 0.0 1082.9 16.333 0.0 1377.0 0.0 1377.0 16.417 0.0 1615.2 136.2 1479.0 16.500 0.0 1653.7 174.7 1479.0 16.583 0.0 1586.6 107.6 1479.0 16.667 0.0 1500.2 21.2 1479.0 16.750 0.0 1406.6 0.0 1406.6 16.833 0.0 1286.5 0.0 1286.5 16.917 0.0 1172.1 0.0 1172.1 17.000 0.0 1070.4 0.0 1070.4 17.083 0.0 1000.0 0.0 1000.0 17.167 0.0 945.7 0.0 945.7 17.250 0.0 900.8 0.0 900.8 17.333 0.0 854.8 0.0 854.8 17.417 0.0 818.5 0.0 818.5 17.500 0.0 787.2 0.0 787.2 17.583 0.0 758.7 0.0 758.7 17.667 0.0 731.3 0.0 731.3 17.750 0.0 702.5 0.0 702.5 17.833 0.0 680.0 0.0 680.0 17.917 0.0 657.8 0.0 657.8 18,000 0.0 634.3 0.0 634.3 FLOW PROCESS FROM NODE 3300.03 TO NODE 4400.06 IS CODE = 5 --------------------------------------------------------------------------- »»>MODEL CHANNEL ROUTING BY THE CONVEX METHOD ««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 t u 1 G 1 5 u UPSTREAM ELEVATION = 1360.00 DOWNSTREAM ELEVATION = 1275.00 CHANNEL LENGTH(FT) = 6500.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 174.69 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 139.50 CHANNEL NORMAL VELOCITY FOR 0 = 139.50 CFS - 4.34 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.719 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR - 0.482 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 4) (STREAM 4) (HRS) (CFS) (CFS) 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 16.333 0.0 0.0 16.417 136.2 0.0 16.500 174.7 0.0 16.583 107.6 0.0 16.667 21.2 27.1 16.750 0.0 87.4 16.833 0.0 116.1 16.917 0.0 94.8 17.000 0.0 55.1 17.083 0.0 28.5 17.167 0.0 14.8 17.250 0.0 7.6 17.333 0.0 4.0 17.417 0.0 2.1 17.500 0.0 1.1 17.583 0.0 0.5 17.667 0.0 0.3 17.750 0.0 0.1 17.833 0.0 0.1 17.917 0.0 0.0 18.000 0.0 0.0 FLOW PROCESS FROM NODE 4400.05 TO NODE 4400.06 IS CODE - 4 » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 2 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) - 6950.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1311.00 DOWNSTREAM ELEVATION(FT) = 1275.00 J 1 1 PIPE DIAMETER(FT) = 9.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CPS) (FPS) (CFS) PONDING(AF) 16.083 365.1 13.4 304.5 0.000 16.167 504.4 14.5 347.4 0.000 16.250 696.9 15.6 471.8 0.000 16.333 828.0 16.0 656.4 0.000 16.417 828.0 16.0 796.7 0.000 16.500 828.0 16.0 828.0 0.000 16.583 828.0 16.0 828.0 0.000 16.667 828.0 16.0 828.0 0.000 16.750 767.8 15.8 828.0 0.000 16.833 691.1 15.5 783.2 0.000 16.917 561.3 14.9 708.1 0.000 17.000 499.6 14.5 586.5 0.000 17.083 458.2 14.2 515.1 0.000 17.167 427.5 13.9 466.6 0.000 17.250 402.7 13.7 433.0 0.000 17.333 384.3 13.5 407.8 0.000 17.417 365.7 13.4 390.1 0.000 17.500 349.3 13.2 372.1 0.000 17.583 336.8 13.1 354.2 0.000 17.667 322.2 13.0 340.3 0.000 17.750 309.5 12.8 326.7 0.000 17.833 298.5 12.7 313.9 0.000 17.917 286.6 12.6 302.7 0.000 18.000 273.4 12.5 291.4 0.000 FLAW PROCESS FROM NODE 4403.00 TO NODE 4400.06 IS CODE = 1 >>> »UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE LENGTH - 10300.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 119.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA - 692.000 ACRES WATERCOURSE "LAG" TIME = 0.427 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.531 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.370 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)- 0.50 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.05 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.37 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFAL.L(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.40 *HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.962 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = sx= saax= sxxx==== x= a=== xa=== sx= a== s = =a =xa sax==== xsx== sxxaaaas== aasss= as = o =aa UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 1.728 144.595 2 6.681 414.538 3 15.289 720.377 4 27.427 1015.828 5 41.282 1159.492 6 53.868 1053.313 7 62.485 721.136 8 68.474 501.228 9 72.701 353.728 10 75.861 264.498 11 78.594 228.694 12 80.908 193.696 13 82.910 167.480 14 84.703 150.111 15 86.290 132.770 16 87.649 113.761 17 88.836 99.329 18 90.007 97.999 19 90.998 82.977 20 91.858 71.930 21 92.686 69.260 22 93.338 54.564 23 93.963 52.305 24 94.570 50.807 25 95.156 49.041 26 95.729 47.987 27 96.229 41.844 28 96.729 41.844 29 97.229 41.844 30 97.729 41.844 31 98.229 41.844 32 98.729 41.844 33 99.229 41.844 34 99.729 41.844 35 100.000 22.675 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 167.5444 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 312.3535 ---------------------------------------------------------------------------- 24 -HOUR STORM R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ' -- ---------------------------------------------------------------------- - TIME(HRS) VOLUME(AF) Q(CFS) 0_ - - - -- 250.0 500_0 - - -- -750 0 1000.0 - - -- I I I I n II FLOW PROCESS FROM NODE 4400.06 TO NODE 4400.13 IS CODE = 2 » » >FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 1512.0 CPS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 4 INFLOW INFLOW 11 16.083 159.4759 345.58 0 V 16.167 16.250 162.7928 167.2459 481.60 QV 646.59 .V Q 16.333 172.8293 810.72 V Q 16.417 179.0876 908.71 V Q ' 16.500 16.583 185.2140 190.4137 889.55 V Q 755.01 V Q 16.667 194.7840 634.56 VQ 16.750 198.4998 539.53 .Q V 16.833 201.7697 474.79 Q . V ' 16.917 204.7907 438.66 Q V 17.000 207.6135 409.87 Q V 17.083 210.2748 386.42 Q V 17.167 212.8056 367.46 Q V ' 17.250 215.2137 349.67 Q V 17.333 217.5008 332.08 Q V ; 17.417 219.6828 316.83 Q V . 17.500 221.7983 307.17 Q V . 17.583 223.8218 293.81 .0 V . ' 17.667 225.7638 281.98 .0 V . 17.750 227.6487 273.67 Q V. 17.833 229.4527 261.95 Q V. 17.917 231.2074 254.79 Q V. ' 18.000 232.9209 248.80 Q. V. ; FLOW PROCESS FROM NODE 4400.06 TO NODE 4400.06 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 4 ADDED TO STREAM NUMBER 2<<<<< ' axaxsssaaaaaaaaxsaaasxaaaasaasaxxaxxxasaaaaaxxaasxaaasaxaaassssasaaaa= ss =asa ' FLOW PROCESS FROM NODE 4400.06 TO NODE 4400.06 IS CODE = 6 - ------------------ - - - >>>>>STREAM NUMBER 4 - -- - -- --- --- -- --------- CLEARED AND SET TO ZERO < << axxxxxxxaaaaaxsxsasaxxxxasssaaxxxasaaxaaxxaasaassssaaeeccsssasaaaaa asasv =aa I I I I n II FLOW PROCESS FROM NODE 4400.06 TO NODE 4400.13 IS CODE = 2 » » >FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 1512.0 CPS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 4 INFLOW INFLOW 11 ' (STREAM 4) (STREAM 2) ' flow excess < ------------------ * < =flowby structure (flowby 0 = 1512.0 cfs; V V ' STREAM 4 STREAM 2 + FLOW EXCESS FLOWBY ' FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW TIME (STREAM 4) (STREAM 2) (STREAM 4) FLOWBY (STREAM 2) (HRS) (CFS) (CFS) (CFS) (CFS) 16.083 0.0 650.1 0.0 650.1 ' 16.167 0.0 829.0 0.0 16.250 0.0 1118.4 0.0 829.0 1118.4 16.333 0.0 1467.1 0.0 1467.1 16.417 0.0 1705.4 193.4 1512.0 16.500 0.0 1717.5 205.5 1512.0 ' 16.583 0.0 1583.0 71.0 1512.0 16.667 0.0 1489.7 0.0 1489.7 16.750 0.0 1454.9 0.0 1454.9 16.833 0.0 1374.1 0.0 1374.1 ' 16.917 0.0 1241.5 0.0 1241.5 17.000 0.0 1051.4 0.0 1051.4 17.083 0.0 930.1 0.0 930.1 17.167 0.0 848.8 0.0 848.8 17.250 0.0 790.4 0.0 790.4 17.333 0.0 743.9 0.0 743.9 17.417 0.0 709.0 0.0 709.0 17.500 0.0 680.3 0.0 680.3 17.583 0.0 648.6 0.0 648.6 ' 17.667 0.0 622.6 0.0 622.6 17.750 0.0 600.6 0.0 600.6 17.833 0.0 575.9 0.0 575.9 17.917 0.0 557.5 0.0 557.5 ' 18.000 0.0 540.2 0.0 540.2 FLOW PROCESS FROM NODE 5500.08 TO NODE 5500.09 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 5 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1240.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DOWNSTREAM ELEVATION(FT) = 1219.00 PIPE DIAMETER(FT) = 8.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: ' TIME (HRS) INFLOW (CPS) VELOCITY (FPS) OUTFLOW (CFS) 5.083 193.5 10.4 193.0 5.167 193.8 10.4 193.4 5.250 5.333 194.1 194.4 10.4 10.4 193.7 194.0 5.417 194.8 10.4 194.3 5.500 195.1 10.4 194.7 5.583 195.4 10.4 195.0 ' 5.667 195.8 10.4 195.3 5.750 196.1 10.4 195.7 5.833 196.4 10.4 196.0 5.917 196.8 10.4 196.3 ' 6.000 197.1 10.4 196.7 6.083 197.5 10.4 197.0 6.167 197.8 10.5 197.4 6.250 198.2 10.5 197.7 6.333 198.5 10.5 198.1 ' 6.417 198.9 10.5 198.4 6.500 199.2 10.5 198.8 6.583 199.6 10.5 199.1 6.667 200.0 10.5 199.5 6.750 200.3 10.5 199.9 6.833 200.7 10.5 200.2 6.917 201.1 10.5 200.6 7.000 201.4 10.5 201.0 ' 7.083 201.8 10.5 201.3 7.167 202.2 10.5 201.7 7.250 202.5 10.5 202.1 7.333 202.9 10.5 202.5 ' 7.417 203.3 10.5 202.8 7.500 203.7 10.5 203.2 7.583 204.1 10.5 203.6 7.667 204.5 10.5 204.0 ' 7.750 204.9 10.5 204.4 7.833 205.3 10.5 204.8 7.917 205.7 10.6 205.2 8.000 206.0 10.6 205.6 ' 8.083 206.4 10.6 205.9 8.167 206.7 10.6 206.3 8.250 207.0 10.6 206.6 8.333 207.4 10.6 206.9 8.417 207.9 10.6 207.3 8.500 208.5 10.6 207.8 8.583 209.1 10.6 208.3 8.667 209.7 10.6 208.9 ' 8.750 210.0 10.6 209.6 8.833 210.0 10.6 209.9 8.917 210.0 10.6 210.0 9.000 210.0 10.6 210.0 9.083 210.0 10.6 210.0 9.167 210.0 10.6 210.0 9.250 210.0 10.6 210.0 ' 9.333 9.417 210.0 210.0 10.6 10.6 210.0 210.0 9.500 210.0 10.6 210.0 9.583 210.0 10.6 210.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 1 LJ 1 1 9.667 210.0 10.6 210.0 0.000 9.750 210.0 10.6 210.0 0.000 9.833 210.0 10.6 210.0 0.000 9.917 210.0 10.6 210.0 0.000 10.000 210.0 10.6 210.0 0.000 10.083 210.0 10.6 210.0 0.000 10.167 210.0 10.6 210.0 0.000 10.250 210.0 10.6 210.0 0.000 10.333 210.0 10.6 210.0 0.000 10.417 210.0 10.6 210.0 0.000 10.500 210.0 10.6 210.0 0.000 10.583 210.0 10.6 210.0 0.000 10.667 210.0 10.6 210.0 0.000 10.750 210.0 10.6 210.0 0.000 10.833 210.0 10.6 210.0 0.000 10.917 210.0 10.6 210.0 0.000 11.000 210.0 10.6 210.0 0.000 11.083 210.0 10.6 210.0 0.000 11.167 210.0 10.6 210.0 0.000 11.250 210.0 10.6 210.0 0.000 11.333 210.0 10.6 ` 210.0 0.000 11.417 210.0 10.6 210.0 0.000 11.500 210.0 10.6 210.0 0.000 11.583 210.0 10.6 210.0 0.000 11.667 210.0 10.6 210.0 0.000 11.750 210.0 10.6 210.0 0.000 11.833 210.0 10.6 210.0 0.000 11.917 210.0 10.6 210.0 0.000 12.000 210.0 10.6 210.0 0.000 12.083 210.0 10.6 210.0 0.000 12.167 210.0 10.6 210.0 0.000 12.250 210.0 10.6 210.0 0.000 12.333 210.0 10.6 210.0 0.000 12.417 210.0 10.6 210.0 0.000 12.500 210.0 10.6 210.0 0.000 12.583 210.0 10.6 210.0 0.000 12.667 210.0 10.6 210.0 0.000 12.750 210.0 10.6 210.0 0.000 12.833 210.0 10.6 210.0 0.000 12.917 210.0 10.6 210.0 0.000 13.000 210.0 10.6 210.0 0.000 13.083 210.0 10.6 210.0 0.000 13.167 210.0 10.6 210.0 0.000 13.250 210.0 10.6 210.0 0.000 13.333 210.0 10.6 210.0 0.000 13.417 210.0 10.6 210.0 0.000 13.500 210.0 10.6 210.0 0.000 13.583 210.0 10.6 210.0 0.000 13.667 210.0 10.6 210.0 0.000 13.750 210.0 10.6 210.0 0.000 13.833 210.0 10.6 210.0 0.000 13.917 210.0 10.6 210.0 0.000 14.000 210.0 10.6 210.0 0.000 14.083 210.0 10.6 210.0 0.000 14.167 210.0 10.6 210.0 0.000 14.250 210.0 10.6 210.0 0.000 14.333 210.0 10.6 210.0 0.000 14.417 210.0 10.6 210.0 0.000 14.500 210.0 10.6 210.0 0.000 14.583 210.0 10.6 210.0 0.000 14.667 210.0 10.6 210.0 0.000 14.750 210.0 10.6 210.0 0.000 14.833 210.0 10.6 210.0 0.000 17.750 210.0 10.6 210.0 0.000 ' 17.833 210.0 14.917 210.0 10.6 210.0 0.000 10.6 15.000 15.083 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 210.0 15.167 210.0 10.6 210.0 0.000 ' 15.250 210.0 10.6 210.0 0.000 ' 15.333 15.417 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 15.500 210.0 10.6 210.0 0.000 ' 15.583 210.0 10.6 210.0 0.000 15.667 210.0 10.6 210.0 0.000 15.750 210.0 10.6 210.0 0.000 15.833 210.0 10.6 210.0 0.000 15.917 210.0 10.6 210.0 0.000 16.000 210.0 10.6 210.0 0.000 16.083 210.0 10.6 210.0 0.000 16.167 210.0 10.6 210.0 0.000 16.250 210.0 10.6 210.0 0.000 16.333 210.0 10.6 210.0 0.000 ' 16.417 210.0 10.6 210.0 0.000 16.500 210.0 10.6 210.0 0.000 16.583 210.0 10.6 210.0 0.000 16.667 210.0 10.6 210.0 0.000 16.750 210.0 10.6 210.0 0.000 ' 16.833 210.0 10.6 210.0 0.000 16.917 210.0 10.6 210.0 0.000 17.000 210.0 10.6 210.0 0.000 17.083 210.0 10.6 210.0 0.000 ' 17.167 210.0 10.6 210.0 0.000 17.250 210.0 10.6 210.0 0.000 17.333 210.0 10.6 210.0 0.000 17.417 210.0 10.6 210.0 0.000 17.500 210.0 10.6 210.0 0.000 17.583 210.0 10.6 210.0 0.000 17.667 210.0 10.6 210.0 0.000 17.750 210.0 10.6 210.0 0.000 ' 17.833 210.0 10.6 210.0 0.000 17.917 210.0 10.6 210.0 0.000 18.000 210.0 10.6 210.0 0.000 18.083 210.0 10.6 210.0 0.000 18.167 210.0 10.6 210.0 0.000 18.250 210.0 10.6 210.0 0.000 18.333 210.0 10.6 210.0 0.000 18.417 210.0 10.6 210.0 0.000 ' 18.500 210.0 10.6 210.0 0.000 18.583 210.0 10.6 210.0 0.000 18.667 210.0 10.6 210.0 0.000 it 1 18.750 210.0 10.6 210.0 0.000 ' 18.833 210.0 10.6 210.0 0.000 18.917 210.0 10.6 210.0 0.000 19.000 210.0 10.6 210.0 0.000 ' 19.083 19.167 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 19.250 210.0 10.6 210.0 0.000 19.333 210.0 10.6 210.0 0.000 ' 19.417 19.500 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 19.583 210.0 10.6 210.0 0.000 19.667 210.0 10.6 210.0 0.000 19.750 19.833 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 19.917 210.0 10.6 210.0 0.000 20.000 210.0 10.6 210.0 0.000 20.083 210.0 10.6 210.0 0.000 it 1 r -, L I 20.167 210.0 10.6 210.0 0.000 20.250 210.0 10.6 210.0 0.000 20.333 210.0 10.6 210.0 0.000 20.417 210.0 10.6 210.0 0.000 20.500 210.0 10.6 210.0 0.000 20.583 210.0 10.6 210.0 0.000 20.667 210.0 10.6 210.0 0.000 ' 20.750 210.0 10.6 210.0 0.000 20.833 210.0 10.6 210.0 0.000 20.917 210.0 10.6 210.0 0.000 21.000 210.0 10.6 210.0 0.000 21.083 210.0 10.6 210.0 0.000 21.167 210.0 10.6 210.0 0.000 21.250 210.0 10.6 210.0 0.000 21.333 210.0 10.6 210.0 0.000 21.417 210.0 10.6 210.0 0.000 21.500 210.0 10.6 210.0 0.000 21.583 210.0 10.6 210.0 0.000 21.667 210.0 10.6 210.0 0.000 21.750 210.0 10.6 210.0 0.000 21.833 210.0 10.6 210.0 0.000 21.917 210.0 10.6 210.0 0.000 22.000 210.0 10.6 210.0 0.000 ' 22.083 210.0 10.6 210.0 0.000 22.167 210.0 10.6 210.0 0.000 22.250 210.0 10.6 210.0 0.000 22.333 210.0 10.6 210.0 0.000 ' 22.417 210.0 10.6 210.0 0.000 22.500 210.0 10.6 210.0 0.000 22.583 210.0 10.6 210.0 0.000 22.667 210.0 10.6 210.0 0.000 ' 22.750 210.0 10.6 210.0 0.000 22.833 210.0 10.6 210.0 0.000 22.917 210.0 10.6 210.0 0.000 ' 23.000 23.083 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 23.166 210.0 10.6 210.0 0.000 23.250 210.0 10.6 210.0 0.000 23.333 23.416 210.0 210.0 10.6 10.6 210.0 210.0 0.000 0.000 23.500 210.0 10.6 210.0 0.000 23.583 210.0 10.6 210.0 0.000 23.666 210.0 10.6 210.0 0.000 23.750 210.0 10.6 210.0 0.000 23.833 210.0 10.6 210.0 0.000 23.916 210.0 10.6 210.0 0.000 24.000 210.0 10.6 210.0 0.000 24.083 210.0 10.6 210.0 0.000 24.166 210.0 10.6 210.0 0.000 24.250 203.2 10.5 210.0 0.000 24.333 188.4 10.3 204.7 0.000 24.416 170.4 10.1 192.3 0.000 24.500 151.9 '9.7 175.4 0.000 24.583 135.1 9.4 155.7 0.000 24.666 119.0 9.1 139.6 0.000 24.750 103.4 8.7 124.5 0.000 24.833 89.1 8.3 108.8 0.000 24.916 76.7 7.9 103.3 0.000 25.000 66.6 7.6 81.2 0.000 25.083 58.5 7.3 69.6 0.000 ' 25.166 52.0 7.0 62.0 0.000 25.250 46.7 6.8 55.9 0.000 25.333 42.2 6.6 49.5 0.000 r -, L I -HOUR FACTOR = 0.991 t 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 25.416 38.3 6.4 45.2 0.000 25.500 34.8 6.3 41.5 0.000 25.583 31.8 6.1 38.1 0.000 ' 25.666 29.0 6.0 35.0 0.000 25.750 26.5 5.5 32.2 0.000 25.833 24.3 5.0 29.7 0.000 25.916 22.3 4.6 25.8 0.000 26.000 20.4 4.2 22.4 0.000 26.083 18.7 3.9 17.7 0.000 26.166 17.0 3.5 16.2 0.000 26.250 15.5 3.2 16.9 0.000 26.333 14.1 2.9 18.3 0.000 26.416 12.8 2.6 11.7 0.000 26.500 11.5 2.4 10.5 0.000 26.583 10.3 2.1 15.6 0.000 26.666 9.2 1.9 9.3 0.000 26.750 8.1 1.7 7.1 0.000 26.833 7.0 1.4 13.2 0.000 26.916 6.3 1.3 5.7 0.000 27.000 5.7 1.2 7.1 0.000 27.083 5.1 1.1 8.3 0.000 27.166 4.5 0.9 3.2 0.000 27.250 3.9 0.8 9.0 0.000 ' FLOW PROCESS FROM NODE 5503.00 TO NODE 5500.09 IS CODE 1 ---------------------- -------------- ---------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS « «< ' (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERCOURSE LENGTH = 8700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5950.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 85.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.027 WATERSHED AREA = 513.000 ACRES WATERCOURSE "LAG" TIME = 0.393 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.189 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.230 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.190 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.50 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.04 ' SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.35 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.10 *HYDROGRAPH MODEL #1 SPECIFIED* -HOUR FACTOR = 0.991 t 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.938 30- MINUTE FACTOR = 0.938 1 -HOUR FACTOR = 0.962 ' 3 -HOUR FACTOR = 0.982 6 -HOUR FACTOR = 0.987 24 -HOUR FACTOR = 0.991 t 1 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.897 117.668 2 7.612 354.558 3 17.620 620.930 4 31.461 858.696 5 46.491 932.463 6 58.295 732.381 7 65.991 477.448 8 71.321 330.668 9 75.040 230.734 10 78.098 189.733 11 80.667 159.383 12 82.862 136.175 13 84.808 120.712 14 86.496 104.722 15 87.931 89.064 16 89.206 79.067 17 90.438 76.431 18 91.415 60.671 19 92.346 57.719 20 93.122 48.146 21 93.800 42.067 22 94.466 41.301 23 95.102 39.505 24 95.725 38.601 25 96.225 31.020 26 96.725 31.020 27 97.225 31.020 28 97.725 31.020 29 98.225 31.020 30 98.725 31.020 31 99.225 31.020 32 99.725 31.020 33 100.000 17.086 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 61.6917 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 281.3349 ---------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 ---------------------------------------------------------------------------- 16.083 146.5783 321.38 . 0 V 16.167 149.6313 443.30 ' ' 16.250 153.6890 589.18 ' Q. 0 16.333 158.6799 724.67 V Q. 16.417 164.0975 786.65 V 0 16.500 169.0725. 722.36 V 16.583 173.2540 607.15 V Q 16.667 176.8142 516.94 0 16.750 179.9021 448.37 Q V 16.833 182.7255 409.96 0 V ' 16.917 17.000 185.3679 383.67 0. V 187.8695 363.24 0 V 17.083 190.2541 346.23 0 V 17.167 192.5262 329.91 0 V 17.250 194.6895 314.11 0 V 17.333 196.7624 300.98 0 V 291.33 0 V 17.417 198.7688 17.500 200.6821 277.82 0 V 17.583 202.5326 268.70 0 V 17.667 204.3051 257.36 0 V. 246.91 0 V. 17.750 206.0056 17.833 207.6467 238.30 •0 V. 17.917 209.2299 229.88 .0 V. 18.000 210.7624 222.52 •0 V. FLOW PROCESS FROM NODE 4400.06 TO NODE 5500.09 IS CODE = 5 --------------------------- » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 60.00 CHANNEL Z = 2.00 UPSTREAM ELEVATION = 1275.00 DOWNSTREAM ELEVATION = 1219.00 CHANNEL LENGTH(FT) = 4700.00 MANNINGS FACTOR = 0.025 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) - 205.55 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 199.45 CHANNEL NORMAL VELOCITY FOR 0 = 199.45 CPS - 4.90 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.742 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.565 ' CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 4) (STREAM 4) (MES) (CFS) (CFS) 16.083 0.0 0.0 16.167 0.0 0.0 16.250 0.0 0.0 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME 16.333 0.0 0.0 VELOCITY 16.417 193.4 0.0 UPSTREAM 16.500 205.5 0.0 (CFS) 16.583 71.0 68.4 (CFS) 16.667 0.0 143.4 5.083 16.750 0.0 130.9 26.0 16.833 0.0 71.9 0.000 16.917 0.0 31.3 283.2 17.000 0.0 13.6 283.2 17.083 0.0 5.9 5.250 17.167 0.0 2.6 26.1 17.250 0.0 1.1 0.000 17.333 0.0 0.5 284.1 17.417 0.0 0.2 284.1 17.500 0.0 0.1 5.417 17.583 0.0 0.0 26.2 17.667 0.0 0.0 0.000 17.750 0.0 0.0 285.1 17.833 0.0 0.0 285.1 17.917 0.0 0.0 5.583 18.000 0.0 0.0 26.3 285.6 0.000 FLOW PROCESS FROM NODE 5500.09 TO NODE 5500.09 IS CODE = 7 ---------------------------------------------------------------------------- 286.1 » »> STREAM NUMBER 4 ADDED TO STREAM NUMBER 5 « «< === axxaaa== xxaaaaa==== ssxa== s= ssx===ssa== sssa=s= sa===== aa= = == s=ue== saasa - =se 286.1 0.000 5.750 FLOW FROM NODE 5500.09 TO NODE 5500.10 IS CODE = 4 26.4 - ---------- ----- --------- ---- ---- --------- ---- ---- ------------------ » »> MODEL PIPEFLOW ROUTING OF STREAM« «< 0.000 MODEL PIPEFLOW ROUTING OF STREAM 5 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMEPER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 ' PIPE DIAMETER(FT) = 12.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 5.083 282.7 26.0 282.7 0.000 5.167 283.2 26.0 283.2 0.000 5.250 283.6 26.1 283.6 0.000 5.333 284.1 26.1 284.1 0.000 5.417 284.6 26.2 284.6 0.000 5.500 285.1 26.2 285.1 0.000 5.583 285.6 26.3 285.6 0.000 5.667 286.1 26.3 286.1 0.000 5.750 286.6 26.4 286.6 0.000 J I 11 5.833 287.1 26.4 287.1 0.000 5.917 287.6 26.4 287.6 0.000 6.000 288.1 26.5 288.1 0.000 •6.083 288.6 26.5 288.6 0.000 6.167 289.1 26.6 289.1 0.000 6.250 289.7 26.6 289.7 0.000 6.333 290.2 26.7 290.2 0.000 6.417 290.7 26.7 290.7 0.000 6.500 291.2 26.8 291.2 0.000 6.583 291.8 26.8 291.8 0.000 6.667 292.3 26.9 292.3 0.000 6.750 292.8 26.9 292.8 0.000 6.833 293.4 27.0 293.4 0.000 6.917 293.9 27.0 293.9 0.000 7.000 294.5 27.1 294.5 0.000 7.083 295.0 27.1 295.0 0.000 7.167 295.6 27.2 295.6 0.000 7.250 296.2 27.2 296.2 0.000 7.333 296.7 27.3 296.7 0.000 7.417 297.3 27.3 297.3 0.000 7.500 297.9 27.4 297.9 0.000 7.583 298.4 27.4 298.4 0.000 7.667 299.0 27.5 299.0 0.000 7.750 299.6 27.6 299.6 0.000 7.833 300.2 27.6 300.2 0.000 7.917 300.8 27.7 300.8 0.000 8.000 8.083 301.3 301.8 27.7 27.8 301.3 301.8 0.000 0.000 8.167 302.3 27.8 302.3 0.000 8.250 302.7 27.8 302.7 0.000 8.333 303.3 27.9 303.3 0.000 8.417 304.0 28.0 304.0 0.000 8.500 304.9 28.0 304.9 0.000 8.583 305.9 28.1 305.9 0.000 8.667 306.9 28.2 306.9 0.000 8.750 307:9 28.3 307.9 0.000 8.833 308.7 28.4 308.7 0.000 8.917 309.2 28.4 309.2 0.000 9.000 309.6 28.5 309.6 0.000 9.083 310.0 28.5 310.0 0.000 9.167 310.5 28.5 310.5 0.000 9.250 310.9 28.6 310.9 0.000 9.333 311.4 28.6 311.4 0.000 9.417 311.8 28.7 311.8 0.000 9.500 312.3 28.7 312.3 0.000 9.583 312.8 28.8 312.8 0.000 9.667 313.3 28.8 313.3 0.000 9.750 313.8 28.9 313.8 0.000 9.833 314.3 28.9 314.3 0.000 9.917 314.8 29.0 314.8 0.000 10.000 315.4 29.0 315.4 0.000 10.083 315.9 29.1 315.9 0.000 10.167 316.5 29.1 316.5 0.000 10.250 317.1 29.2 317.1 0.000 10.333 317.6 29.2 317.6 0.000 10.417 318.2 29.3 318.2 0.000 10.500 318.8 29.3 318.8 0.000 10.583 319.5 29.4 319.5 0.000 10.667 320.1 29.4 320.1 0.000 10.750 320.8 29.5 320.8 0.000 10.833 321.4 29.6 321.4 0.000 10.917 322.1 29.6 322.1 0.000 11.000 322.8 29.7 322.8 0.000 J I 11 11.083 323.5 29.7 323.5 0.000 11.167 324.2 29.8 324.2 0.000 11.250 324.9 29.9 324.9 0.000 11.333 325.7 29.9 325.7 0.000 11.417 326.5 30.0 326.5 0.000 11.500 327.2 30.1 327.2 0.000 11.583 328.0 30.2 328.0 0.000 11.667 328.9 30.2 328.9 0.000 11.750 329.7 30.3 329.7 0.000 11.833 330.6 30.4 330.6 0.000 11.917 331.5 30.5 331.5 0.000 12.000 332.4 30.6 332.4 0.000 12.083 333.3 30.6 333.3 0.000 12.167 334.3 30.7 334.3 0.000 12.250 335.3 30.8 335.3 0.000 12.333 336.3 30.9 336.3 0.000 12.417 337.3 31.0 337.3 0.000 12.500 338.4 31.1 338.4 0.000 12.583 339.5 31.2 339.5 0.000 12.667 340.6 31.3 340.6 0.000 12.750 341.8 31.4 341.8 0.000 12.833 343.0 31.5 343.0 0.000 12.917 344.3 31.7 344.3 0.000 13.000 345.6 31.8 345.6 0.000 13.083 346.6 31.9 346.6 0.000 13.167 347.3 31.9 347.3 0.000 13.250 347.3 31.9 347.3 0.000 13.333 347.0 31.9 347.0 0.000 13.417 346.5 31.9 346.5 0.000 13.500 346.5 31.9 346.5 0.000 13.583 347.2 31.9 347.2 0.000 13.667 348.3 32.0 348.3 0.000 13.750 349.6 32.1 349.6 0.000 13.833 351.2 32.3 351.2 0.000 13.917 352.9 . 32.4 352.9 0.000 14.000 354.7 32.6 354.7 0.000 14.083 356.7 32.8 356.7 0.000 14.167 358.8 33.0 358.8 0.000 14.250 361.2 33.2 361.2 0.000 14.333 363.6 33.4 363.6 0.000 14.417 366.3 33.7 366.3 0.000 14.500 369.1 33.9 369.1 0.000 14.583 372.5 34.3 372.5 0.000 14.667 376.7 34.6 376.7 0.000 14.750 381.8 35.1 381.8 0.000 14.833 387.8 35.7 387.8 0.000 14.917 394.2 36.3 394.2 0.000 15.000 400.5 36.8 400.5 0.000 15.083 406.6 37.4 406.6 0.000 15.167 412.7 38.0 412.7 0.000 15.250 419.2 38.5 419.2 0.000 15.333 426.2 39.2 426.2 0.000 15.417 433.9 39.9 433.9 0.000 15.500 442.5 40.7 442.5 0.000 15.583 450.5 41.4 450.5 0.000 15.667 456.2 41.9 456.2 0.000 15.750 458.8 42.2 458.8 0.000 15.833 459.1 42.2 459.1 0.000 15.917 460.2 42.3 460.2 0.000 16.000 468.7 43.1 468.7 0.000 16.083 531.4 48.9 531.4 0.000 16.167 653.3 60.1 653.3 0.000 16.250 799.2 73.5 799.2 0.000 • 16.333 934.7 85.9 934.7 0.000 16.417 996.6 91.6 996.6 0.000 16.500 932.4 85.7 932.4 0.000 16.583 885.6 81.4 885.6 0.000 16.667 870.3 80.0 870.3 0.000 16.750 789.3 72.6 789.3 0.000 16.833 691.9 63.6 691.9 0.000 16.917 624.9 57.5 624.9 0.000 17.000 586.8 54.0 586.8 0.000 17.083 562.1 51.7 562.1 0.000 17.167 542.5 49.9 542.5 0.000 17.250 525.2 48.3 525.2 0.000 17.333 511.5 47.0 511.5 0.000 17.417 501.5 46.1 501.5 0.000 17.500 487.9 44.9 487.9 0.000 17.583 478.7 44.0 478.7 0.000 17.667 467.4 43.0 467.4 0.000 17.750 456.9 42.0 456.9 0.000 17.833 448.3 41.2 448.3 0.000 17.917 439.9 40.4 439.9 0.000 18.000 432.5 39.8 432.5 0.000 18.083 423.7 39.0 423.7 0.000 18.167 417.8 38.4 417.8 0.000 18.250 412.9 38.0 412.9 0.000 18.333 408.7 37.6 408.7 0.000 18.417 404.9 37.2 404.9 0.000 . 18.500 401.1 36.9 401.1 0.000 18.583 397.4 36.5 397.4 0.000 18.667 393.4 36.2 393.4 0.000 18.750 384.0 35.3 384.0 0.000 18.833 372.8 34.3 372.8 0.000 18.917 367.6 33.8 367.6 0.000 19.000 363.8 33.5 363.8 0.000 19.083 360.9 33.2 360.9 0.000 19.167 359.0 33.0 359.0 0.000 19.250 357.8 32.9 357.8 0.000 19.333 357.2 32.8 357.2 0.000 19.417 356.9 32.8 356.9 0.000 19.500 356.2 32.8 356.2 0.000 19.583 355.2 32.7 355.2 0.000 19.667 353.9 32.5 353.9 0.000 19.750 352.6 32.4 352.6 0.000 19.833 351.2 32.3 351.2 0.000 19.917 349.8 32.2 349.8 0.000 20.000 348.4 32.0 348.4 0.000 20.083 347.1 31.9 347.1 0.000 20.167 345.8 31.8 345.8 0.000 20.250 344.6 31.7 344.6 0.000 20.333 343.4 31.6 343.4 0.000 20.417 342.3 31.5 342.3 0.000 20.500 341.1 31.4 341.1 0.000 20.583 340.0 31.3 340.0 0.000 20.667 339.0 31.2 339.0 0.000 20.750 337.9 31.1 337.9 0.000 20.833 336.9 31.0 336.9 0.000 20.917 335.9 30.9 335.9 0.000 21.000 335.0 30.8 335.0 0.000 21.083 334.1 30.7 334.1 0.000 21.167 333.1 30.6 333.1 0.000 21.250 332.3 30.6 332.3 0.000 21.333 331.4 30.5 331.4 0.000 21.417 330.6 30.4 330.6 0.000 21.500 329.8 30.3 329.8 0.000 • 21.583 329.0 30.3 329.0 0.000 21.667 328.2 30.2 328.2 0.000 21.750 327.4 30.1 327.4 0.000 21.833 326.6 30.0 326.6 0.000 21.917 325.9 30.0 325.9 0.000 22.000 325.1 29.9 325.1 0.000 22.083. 324.4 29.8 324.4 0.000 22.167 323.6 29.8 323.6 0.000 22.250 322.9 29.7 322.9 0.000 22.333 322.2 29.6 322.2 0.000 22.417 321.5 29.6 321.5 0.000 22.500 320.9 29.5 320.9 0.000 22.583 320.2 29.4 320.2 0.000 22.667 319.6 29.4 319.6 0.000 22.750 319.0 29.3 319.0 0.000 22.833 318.4 29.3 318.4 0.000 22.917 317.8 29.2 317.8 0.000 23.000 317.2 . 29.2 317.2 0.000 23.083 316.6 29.1 316.6 0.000 23.166 316.0 29.1 316.0 0.000 23.250 315.5 29.0 315.5 0.000 23.333 314.9 29.0 314.9 0.000 23.416 314.4 28.9 314.4 0.000 23.500 313.8 28.9 313.8 0.000 23.583 313.3 28.8 313.3 0.000 23.666 312.8 28.8 312.8 0.000 23.750 312.3 28.7 312.3 0.000 23.833 311.8 28.7 311.8 0.000 23.916 311.3 28.6 311.3 0.000 24.000 310.8 28.6 310.8 0.000 24.083 308.5 28.4 308.5 0.000 24.166 302.5 27.8 302.5 0.000 24.250 292.4 26.9 292.4 0.000 24.333 273.2 25.1 273.2 0.000 24.416 246.0 22.6 246.0 0.000 24.500 217.4 20.0 217.4 0.000 24.583 190.0 17.5 190.0 0.000 24.666 168.6 15.5 168.6 0.000 24.750 149.7 13.8 149.7 0.000 24.833 130.9 12.0 130.9 0.000 24.916 122.8 11.3 122.8 0.000 25.000 98.5 9.1 98.5 0.000 25.083 85.0 7.8 85.0 0.000 25.166 75.6 7.0 75.6 0.000 25.250 68.0 6.3 68.0 0.000 25.333 60.3 5.5 60.3 0.000 25.416 54.8 5.0 54.8 0.000 25.500 50.1 4.6 50.1 0.000 25.583 45.8 4.2 45.8 0.000 25.666 41.8 3.8 41.8 0.000 25.750 38.4 3.5 38.4 0.000 25.833 35.2 3.2 35.2 0.000 25.916 30.7 2.8 30.7 0.000 26.000 26.6 2.4 26.6 0.000 26.083 21.5 2.0 21.5 0.000 26.166 19.4 1.8 19.4 0.000 26.250 19.6 1.8 19.6 0.000 26.333 20.6 1.9 20.6 0.000 26.416 13.4 1.2 13.4 0.000 26.500 11.8 1.1 11.8 0.000 26.583 16.3 1.5 16.3 0.000 26.666 9.6 0.9 9.6 0.000 26.750 7.1 0.6 7.1 0.000 26.833 13.2 1.2 13.2 0.000 26.916 5.7 0.5 5.7 0.000 27.000 7.1 0.6 7.1 0.000 27.083 8.3 0.8 8.3 0.000 27.166 3.2 0.5 4.7 0.000 27.250 9.0 0.8 7.5 0.000 27.333 1.3 0.5 4.1 0.000 27.416 7.9 0.7 5.2 0.000 27.500 1.2 0.5 4.0 0.000 27.583 4.9 0.5 2.5 0.000 END OF FLOOD ROUTING ANALYSIS 1 v�,.r• ���1 � ��� �� ��� r ��� �����a�.fi 1 7, JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. By DATE CLIENT SHEET OF CHKD. BY , l l f DESCRIPTION -5f P JOB NO. I I LI- I I I I I I I I I I I I EN IS (10/78) F L O O D R O U T I N G A N A L Y S I S I; ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * *-; * ** «««««««« « « « « « « « « « « <O » »» » » » » » » » » » » » » » » »> (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. «««««««« « «« « «««« « «« » » » » »» » » » »» » »» » » > » »> * * * * * * * ** *DESCRIPTION OF RESULTS************** * * * * * * * * * * * * * * * * * * * * * * * * * *:: * ** * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * * SAN BERNARDINO AVENUE DRAIN 25 -YEAR EVENT * PP * MODEL 1 (COMPUTER GENERATED D -A -R FACTORS USED) 4/5/86 DMH ««««««««« « « «« « «« « ««» » » » » » » » » » » » » » » »»:• »> Advanced Engineering Software [AES] !w SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««««««« « « « « « « «« « « « « » »» » » » » » » »» » » » » » » »» PP ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * *-: * ** 44 FLOW PROCESS FROM NODE 6101.00 TO NODE 6100.01 IS CODE = 1 t i » » >UNIT- HYDROGRAPH ANALYSIS « «< - -- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET ""` LENGTH FROM CONCENTRATION POINT TO CENTROID = 2600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 63.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.046 WATERSHED AREA = 464.000 ACRES WATERCOURSE "LAG" TIME = 0.519 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.053 HYDROGRAPH BASEFLOW = 0.000 CFS ow MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED 44 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 kV SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 mo SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.50 IN 1 NI irr soil * HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 1: 5- MINUTE FACTOR = 0.993 30- MINUTE FACTOR = 0.993 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR = 0.998 1; 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 0.999 RUNOFF HYDROGRAPH LISTING LIMITS: I; MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - -- 1 1.394 78.201 2 4.968 200.575 1; 3 10.987 337.779 4 19.436 474.117 5 30.086 597.625 6 41.571 644.458 W 7 52.207 596.868 8 60.056 440.409 9 65.634 312.999 10 69.958 242.649 imi 11 73.181 180.847 12 75.723 142.649 13 78.033 129.627 14 80.006 110.748 P"' 15 81.777 99.374 LIM 16 83.365 89.106 17 84.809 81.049 18 86.125 73.826 19 87.274 64.460 ill 20 88.282 56.598 21 89.246 54.051 22 90.204 53.771 s= 23 90.993 44.275 r 24 91.699 39.632 25 92.405 39.605 26 93.000 33.371 es 27 93.513 28.825 28 94.027 28.825 29 94.527 28.058 30 95.027 28.058 Pm 31 95.527 28.058 ill 32 96.027 28.058 33 96.527 28.058 34 97.027 28.058 is 35 97.527 28.058 ii 36 98.027 28.058 37 98.527 28.058 38 99.027 28.058 ow 39 99.527 28.058 40 100.000 26.548 is il .r II IIII I; TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 84.8139 TOTAL STORM RUNOFF VOLUME(ACRE- FEET) = 166.2074 - -- 2 4 - H O U R S T O R M ; RUNOFF H Y D R O G R A P H I; HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - -- TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500 0 16.083 81.3872 175.15 . Q V. 16.167 82.9752 230.58 QV. 16.250 85.0277 298.02 . . V Q . -, 16.333 87.5608 367.81 . . .V Q. 16.417 90.5317 431.37 . .V • 0 16.500 93.7257 463.77 V 0 16.583 96.8555 454.46 . . . V Q imi 16.667 99.5945 397.70 . . . V .0 16.750 101.9295 339.05 . V 0 16.833 103.9729 296.69 . 0 V 16.917 105.7715 261.16 . . Q V . 17.000 107.4014 236.67 . . Q . V . i; 17.083 108.9388 223.23 . . 0 . V . 17.167 110.3857 210.09 . . Q . V . 17.250 111.7624 199.90 . . Q . V . 17.333 113.0760 190.73 . . Q . V . omm ill 17.417 114.3341 182.68 . Q V 17.500 115.5411 175.27 ▪ 0 V . 17.583 116.6957 167.65 . . 0 . V . 17.667 117.8039 160.91 . . Q . V . ill 17.750 118.8810 156.40 . . Q V . 17.833 119.9367 153.29 ▪ 0 V . 17.917 120.9548 147.82 . .Q . V. 18.000 121.9447 143.74 . .0 . V. I; END OF FLOOD ROUTING ANALYSIS n et 10 pm ii Rw mo 1 gee 10 pm 1 an ii w. II 1 F L 0 0 D R 0 U T I N G A N A L Y S I S (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * * * * * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • SAN BERNARDINO AVENUE DRAIN 25 -YEAR EVENT • MODEL 1 (COMPUTER GENERATED D-A -R FACTORS USED) 4/5/86 DMH ----------------------------------------------------------------------------- ««««««« « « « ««« « « « « « <U » » » » » » > » » » »» » » » » »: • >» Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 FLOW PROCESS FROM NODE 6101.00 TO NODE 6100.01 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH - 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 63.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE 0.046 WATERSHED AREA = 464.000 ACRES WATERCOURSE "LAG" TIME = 0.519 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.053 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 LOW LASS RATE PERCENTAGE(DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) - 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.50 1 * HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.993 30- MINUTE FACTOR = 0.993 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR a 0.998 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR - 0.999 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 zazaxzz= msxsssssss=== xsssxsxsssssssxa== az== z= xzzazzxssxssss= saza= sszssss:esss UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.394 78.201 2 4.968 200.575 3 10.987 337.779 4 19.436 474.117 5 30.086 597.625 6 41.571 644.458 7 52.207 596.868 8 60.056 440.409 9 65.634 312.999 10 69.958 242.649 11 73.181 180.847 12 75.723 142.649 13 78.033 129.627 14 80.006 110.748 15 81.777 99.374 16 83.365 89.106 17 84.809 81.049 18 86.125 73.826 19 87.274 64.460 20 88.282 56.598 21 89.246 54.051 22 90.204 53.771 23 90.993 44.275 24 91.699 39.632 25 92.405 39.605 26 93.000 33.371 27 93.513 28.825 28 94.027 28.825 29 94.527 28.058 30 95.027 28.058 31 95.527 28.058 32 96.027 28.058 33 96.527 28.058 34 97.027 28.058 35 97.527 28.058 36 98.027 28.058 37 98.527 28.058 38 99.027 28.058 39 99.527 28.058 40 100.000 26.548 t 1 r 1 lu IL TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 84.8139 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 166.2074 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H aaxaaxxaxas= ssxxaxxssa= ssxaaaxaaaasxaxsssxasaasaxxxsssx= sax= a= ac== sxx== =..xxx HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500 0 -------------------------- 16.083 81.3872 -------------------------------------------------- 175.15 Q V. 16.167 82.9752 230.58 QV. 16.250 85.0277 298.02 V Q 16.333 87.5608 367.81 .V Q. 16.417 90.5317 431.37 V Q 16.500 93.7257 463.77 V 0 16.583 96.8555 454.46 V Q 16.667 99.5945 397.70 V •0 16.750 101.9295 339.05 V Q 16.833 103.9729 296.69 Q V . 16.917 105.7715 261.16 Q V 17.000 107.4014 236.67 Q V . 17.083 108.9388 223.23 0 V 17.167 110.3857 210.09 Q V . 17.250 111.7624 199.90 Q V . 17.333 113.0760 190.73 Q V 17.417 114.3341 182.68 Q V 17.500 115.5411 175.27 Q V 17.583 116.6957 167.65 Q V . 17.667 117.8039 160.91 Q V 17.750 118.8810 156.40 Q V 17.833 119.9367 153.29 Q V 17.917 120.9548 147.82 .0 V. 18.000 121.9447 143.74 .0 V. END OF FLOOD ROUTING ANALYSIS 1 WATERCOURSE LENGTH = 9000.000 FEET F L 0 0 D R O U T I N G A N A L Y S I S ELEVATION VARIATION ALONG WATERCOURSE = 63.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.046 WATERSHED AREA = 464.000 ACRES ' (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: ' JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. «««««« « « «« « « « «« «« « » » » » » » » » » » » » » » » > » >; >>> ' * * * * * * * ** *DESCRIPTION OF ' * RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY * SAN BERNARDINO AVENUE DRAIN 25 -YEAR EVENT * MODEL 2 (D -A -R FACTORS BASED ON DRAINAGE AREA OF 862 ACRES) 4/5/£6 ' SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 ------------------------------------------------------------------------ «««««« « « « « «« « « « « « « « » » »» » » » » » » » » » » » » »; »> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 ««««««« « « « « «« « « « « « « » »» > » » » » » » » » > » » » » »; »> FLOW PROCESS FROM NODE 6101.00 TO NODE 6100.01 IS CODE = 1 - - »» >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #1) 1 WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 63.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.046 WATERSHED AREA = 464.000 ACRES WATERCOURSE "LAG" TIME = 0.519 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.053 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 ' LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.50 1 7 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.988 30- MINUTE FACTOR = 0.988 1 -HOUR FACTOR = 0.993 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR = 0.997 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.394 78.201 2 4.968 200.575 3 10.987 337.779 4 19.436 474.117 5 30.086 597.625 6 41.571 644.458 7 52.207 596.868 8 60.056 440.409 9 65.634 312.999 10 69.958 242.649 11 73.181 180.847 12 75.723 142.649 13 78.033 129.627 14 80.006 110.748 15 81.777 99.374 16 83.365 89.106 17 84.809 81.049 18 86.125 73.826 19 87.274 64.460 20 88.282 56.598 21 89.246 54.051 22 90.204 53.771 23 90.993 44.275 24 91.699 39.632 25 92.405 39.605 26 93.000 33.371 27 93.513 28.825 28 94.027 28.825 29 94.527 28.058 30 95.027 28.058 31 95.527 28.058 32 96.027 28.058 33 96.527 28.058 34 97.027 28.058 35 97.527 28.058 36 98.027 28.058 37 98.527 28.058 38 99.027 28.058 39 99.527 28.058 40 100.000 26.548 • t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ------------- ------------------------ --- SOIL -LOSS VOLUME(ACRE -FEET) = 84.7718 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 165.9836 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 81.3457 175.05 16.167 82.9303 230.08 16.250 84.9755 296.97 16.333 87.4973 366.16 16.417 90.4532 429.19 16.500 93.6304 461.33 16.583 96.7440 452.09 16.667 99.4695 395.74 16.750 101.7943 337.57 16.833 103.8300 295.59 16.917 105.6230 260.34 17.000 107.2485 236.01 17.083 108.7818 222.64 17.167 110.2251 209.56 17.250 111.5985 199.42 17.333 112.9090 190.28 17.417 114.1643 182.27 17.500 115.3688 174.90 17.583 116.5211 167.32 17.667 117.6272 160.60 17.750 118.7024 156.12 17.833 119.7562 153.01 17.917 120.7725 147.57 18.000 121.7609 143.51 125.0 250.0 375.0 ----------------------------- Q V. QV V Q .V Q. .V Q .V a . V a V .Q V Q Q Q V Q V Q V Q V Q V Q V Q V . Q V . . Q V . . Q V . .Q V. V. .Q V. FLAW PROCESS FROM NODE 6100.01 TO NODE 6100.02 IS CODE = 4 -------------------------------------------------------------------------- » »> MODEL PIPEFLAW ROUTING OF STREAM « «< msaxxxssaxxssxxxaaaasaassxaxs: xxamsaxsass-------------- - =sxs == saaxs =saxxc ssx --------- - - - - -- MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1190.00 DOWNSTREAM ELEVATION(FT) = 1179.00 PIPE DIAMETER(FT) - 10.00 ' NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 175.0 7.9 139.6 0.000 16.167 230.1 8.5 144.1 0.000 ' 16.250 297.0 9.1 188.0 0.000 16.333 366.2 9.6 286.9 0.000 16.417 429.2 10.0 345.8 0.000 16.500 461.3 10.1 409.7 0.000 16.583 452.1 10.1 450.1 0.000 16.667 395.7 9.8 455.5 0.000 16.750 337.6 9.4 414.2 0.000 16.833 295.6 9.1 355.7 0.000 16.917 260.3 8.8 314.1 0.000 17.000 236.0 8.6 275.7 0.000 17.083 222.6 8.5 253.3 0.000 17.167 209.6 8.3 231.6 0.000 ' 17.250 199.4 8.2 215.9 0.000 17.333 190.3 8.1 201.9 0.000 17.417 182.3 8.0 194.0 0.000 ' 17.500 174.9 7.9 185.8 0.000 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 17.583 167.3 7.8 178.3 0.000 17.667 160.6 7.7 171.5 0.000 17.750 156.1 7.6 164.1 0.000 17.833 153.0 7.6 158.0 0.000 ' 17.917 147.6 7.5 154.5 0.000 18.000 143.5 7.4 152.0 0.000 FLOW PROCESS FROM NODE 6102.00 TO NODE 6100.02 IS CODE - 1 ' ---------------------------------------------------------------------------- >>> »UNIT - HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE,LENGTH = 8800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5700.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 71.000 FEET MANNINGS FRICTION'FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 398.000 ACRES ' WATERCOURSE "LAG" TIME = 0.525 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.871 HYDROGRAPH SASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.440 VALLEY S -GRAPH SELECTED ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) - 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 ' SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.30 ' * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.988 30- MINUTE FACTOR = 0.988 1 -HOUR FACTOR = 0.993 1 1 1 1 1 1 1 1 1 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR = 0.997 24 -HOUR FACTOR = 0.998 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 xxxxxsssssxsxsxxxxx- xxxxxxxssssxxxxxxssx == xxxs= sxsxx= s== xxxxxxxxe == cxxx =xsx • UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------------ INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------------------------------ 1 1.377 66.281 2 4.885 168.859 3 10.785 283.958 4 19.044 397.563 5 29.509 503.706 6 40.848 545.753 7 51.525 513.925 8 59.485 383.157 9 65.155 272.928 10 69.557 211.859 it 72.833 157.702 12 75.412 124.107 13 77.725 111.367 14 79.710 95.545 15 81.507 86.495 16 83.094 76.345 17 84.544 69.824 18 85.883 64.460 19 87.039 55.607 ' 20 88.069 49.571 21 89.021 45.830 22 89.973 45.836 23 90.812 40.363 24 91.510 33.622 25 92.208 33.616 26 92.846 30.702 27 93.358 24.642 28 93.858 24.067 29 94.358 24.067 30 94.858 24.067 31 95.358 24.067 32 95.858 24.067 33 96.358 24.067 34 96.858 24.067 35 97.358 24.067 36 97.858 24.067 37 98.358 24.067 38 98.858 24.067 39 99.358 24.067 40 99.858 24.067 41 100.000 6.822 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 85.7886 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 122.6886 it 1 2 4 - H O U R S T O R M RUNOFF HYDR0GRAPH Baas= xxxxasxxxaxxsaxxxsxxxxsxaxxsxaxxaxxxxxsxxxxxxxxxxxxxxxxxxxxxxxsxxxxa xxx HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0_ --------------------------------------------------------------- 16.083 58.8693 133.04 Q V. INFLOW 16.167 60.0984 178.47 Q V. (CFS) 16.250 61.7079 233.69 ' V Q 16.333 63.7094 290.61 V Q. 16.417 66.0762 343.66' •V 16.500 68.6343 371.45 V 16.583 71.1596 366.66 V 16.667 73.3658 320.35 V 0 16.750 75.2329 271.10 V 0 16.833 76.8555 235.59 Q V 16.917 78.2715 205.62 0 V 17.000 79.5453 184.96 0 V 17.083 80.7397 173.42 Q V 17.167 81.8606 162.75 Q V 17.250 82.9268 154.81 Q V 17.333 83.9398 147.10 Q V 17.417 84.9095 140.79 Q V 17.500 85.8407 135.21 Q V 17.583 86.7279 128.82 Q V 17.667 87.5776 123.37 Q V 17.750 88.3968 118.95 .0 V 17.833 89.1957 116.00 .0 V. 17.917 89.9645 111.62 .0 V. 18.000 90.6996 106.75 Q V. Q Q Q FLOW PROCESS FROM NODE 6100.02 TO NODE 6100.03 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>MODEL PIPEFLOW ROUTING OF STREAM« «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTHUT) = 100.00 MANNINGS FACTOR = 0.013 ' UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) = 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) ' 16.083 272.7 36.1 272.7 0.000 16.167 322.6 42.7 322.6 0.000 i 1 1 1 1 1 1 1 1 1 16.250 421.7 55.8 421.7 0.000 16.333 577.5 76.5 577.5 0.000 16.417 689.4 91.3 689.4 0.000 16.500 781.1 103.4 781.1 0.000 16.583 816.8 108.2 816.8 0.000 16.667 775.9 102.7 775.9 0.000 16.750 685.3 90.7 685.3 0.000 16.833 591.3 78.3 591.3 0.000 16.917 519.8 68.8 519.8 0.000 17.000 460.7 61.0 460.7 0.000 17.083 426.8 56.5 426.8 0.000 17.167 394.4 52.2 394.4 0.000 17.250 370.7 49.1 370.7 0.000 17.333 349.0 46.2 349.0 0.000 17.417 334.8 44.3 334.8 0.000 17.500 321.0 42.5 321.0 0.000 17.583 307.1 40.7 307.1 0.000 17.667 294.9 39.0 294.9 0.000 17.750 283.1 37.5 283.1 0.000 17.833 274.0 36.3 274.0 0.000 17.917 266.1 35.2 266.1 0.000 18.000 258.7 34.3 258.7 0.000 END OF FLOOD ROUTING ANALYSIS F L 0 0 D R O U T I N G A N A L Y S I S (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. * * *** * * ** *DESCRIPTION OF • RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY • SAN BERNARDINO AVENUE DRAIN 25 -YEAR EVENT • MODEL 3 (D-A -R FACTORS BASED DRAINAGE AREA OF 1359) 4/5/86 DMH ----------------------------------------------------------------------------- ««««««« «««« « « «« « « « « » > » » » »» »» » » » » » » » » >: • »> Advanced Engineering Software [AES] SERIAL No. N1710 REV. 1.2 RELEASE DATE: 9/24/84 - - FLOW PROCESS FROM NODE 6101.00 TO NODE 6100.01 IS CODE = 1 ----------------------------------------------------------------------- »» >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 9000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE - 63.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.046 WATERSHED AREA - 464.000 ACRES WATERCOURSE "LAG" TIME = 0.519 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.053 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.340 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.360 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.50 �' I * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.981 30- MINUTE FACTOR 0.981 1 -HOUR FACTOR = 0.989 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 --------------- UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------- 1 1.394 78.201 2 4.968 200.575 3 10.987 337.779 4 19.436 474.117 5 30.086 597.625 6 41.571 644.458 7 52.207 596.868 8 60.056 440.409 9 65.634 312.999 10 69.958 242.649 11 73.181 180.847 12 75.723 142.649 13 78.033 129.627 14 80.006 110.748 15 81.777 99.374 16 83.365 89.106 17 84.809 81.049 18 86.125 73.826 19 87.274 64.460 20 88.282 56.598 21 89.246 54.051 22 90.204 53.771 23 90.993 44.275 24 91.699 39.632 25 92.405 39.605 26 93.000 33.371 27 93.513 28.825 28 94.027 28.825 29 94.527 28.058 30 95.027 28.058 31 95.527 28.058 32 96.027 28.058 33 96.527 28.058 34 97.027 28.058 35 97.527 28.058 36 98.027 28.058 37 98.527 28.058 38 99.027 28.058 39 99.527 28.058 40 100.000 26.548 t Fl �l 1 �l ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 84.7439 - -- TOTAL - STORM - RUNOFF - VOLUME(ACRE -FEET) = 165.7604 -------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 16.083 81.3081 175.06 16.167 82.8892 229.58 16.250 84.9262 295.77 16.333 87.4346 364.22 16.417 90.3724 426.57 16.500 93.5292 458.37 16.583 96.6229 449.20 16.667 99.3319 393.35 16.750 101.6444 335.77 16.833 103.6711 294.28 16.917 105.4578 259.42 17.000 107.0784 235.32 17.083 108.6077 222.05 17.167 110.0474 209.05 17.250 111.4178 198.98 17.333 112.7256 189.89 17.417 113.9786 181.94 17.500 115.1812 174.61 17.583 116.3319 167.08 17.667 117.4366 160.40 17.750 118.5105 155.94 17.833 119.5632 152.85 17.917 120.5786 147.43 18.000 121.5661 143.39 ----- --------------------------------- 125.0 250.0 375.0 500 0 Q V. QV V Q .V Q. .V Q . V Q V Q V .Q V Q V Q V Q V Q v Q Q V Q V . Q V Q V . Q V . .Q V. .Q V. .Q V. FLOW PROCESS FROM NODE 6100.01 TO NODE 6100.02 IS CODE = 4 »»> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE'PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 5200.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1190.00 DOWNSTREAM ELEVATION(FT) = 1179.00 PIPE DIAMETER(FT) = 10.00 FLAW PROCESS FROM NODE 6102.00 TO NODE 6100.02 IS CODE 1 ----------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS« «< NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: ' WATERCOURSE LENGTH = 8800.000 FEET TIME INFLOW VELOCITY OUTFLOW UPSTREAM MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 (HRS) (CFS) (FPS) (CPS) PONDING(AF) UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 16.083 175.1 7.9 139.9 0.000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 16.167 229.6 8.5 144.4 0.000 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 16.250 295.8 9.1 187.9 0.000 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 16.333 364.2 9.6 285.5 0.000 HYDROGRAPH MODEL #1 SPECIFIED* 16.417 426.6 10.0 344.1 0.000 16.500 458.4 10.1 407.5 0.000 16.583 449.2 10.1 447.4 0.000 16.667 393.4 9.8 452.4 0.000 16.750 335.8 9.4 411.6 0.000 16.833 294.3 9.1 353.9 0.000 16.917 259.4 8.8 312.6 0.000 17.000 235.3 8.6 274.7 0.000 17.083 17.167 222.0 209.1 8.4 8.3 252.9 230.6 0.000 0.000 17.250 199.0 8.2 215.2 0.000 17.333 189.9 8.1 201.5 0.000 17.417 181.9 7.9 193.6 0.000 17.500 174.6 7.9 185.4 0.000 17.583 167.1 7.8 178.0 0.000 17.667 160.4 7.7 171.2 0.000 17.750 155.9 7.6 163.9 0.000 17.833 152.9 7.6 157.8 0.000 17.917 147.4 7.5 154.4 0.000 18.000 143.4 7.4 151.8 0.000 FLAW PROCESS FROM NODE 6102.00 TO NODE 6100.02 IS CODE 1 ----------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS« «< 30- MINUTE FACTOR = 0.981 1 -HOUR FACTOR = 0.989 r (UNIT- HYDROGRAPH ADDED TO STREAM #1) ' WATERCOURSE LENGTH = 8800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5700.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 71.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.036 WATERSHED AREA = 398.000 ACRES WATERCOURSE "LAG" TIME - 0.525 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.871 HYDROGRAPH BASEFLOW = 0.000 CPS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.440 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.85 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 6.30 I * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: ' 5- MINUTE FACTOR = 0.981 30- MINUTE FACTOR = 0.981 1 -HOUR FACTOR = 0.989 r 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - ---------------- - - - - -- ------- - - - - -- - - - - - -- -- - - - - -- UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.377 66.281 2 4.885 168.859 3 10.785 283.958 4 19.044 397.563 5 29.509 503.706 6 40.848 545.753 7 51.525 513.925 8 59.485 383.157 9 65.155 272.928 10 69.557 211.859 11 72.833 157.702 12 75.412 124.107 13 77.725 111.367 14 79.710 95.545 15 81.507 86.495 16 83.094 76.345 17 84.544 69.824 18 85.883 64.460 19 87.039 55.607 20 88.069 49.571 21 89.021 45.830 22 89.973 45.836 23 90.812 40.363 24 91.510 33.622 25 92.208 33.616 26 92.846 30.702 27 93.358 24.642 28 93.858 24.067 29 94.358 24.067 30 94.858 24.067 31 95.358 24.067 32 95.858 24.067 33 96.358 24.067 34 96.858 24.067 35 97.358 24.067 36 97.858 24.067 37 98.358 24.067 38 98.858 24.067 39 99.358 24.067 40 99.858 24.067 41 100.000 6.822 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 85.7703 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 122.4980 FLOW PROCESS FROM NODE 6100.02 TO NODE 6100.03 IS CODE = 4 ----------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< xaaaaaxaaxx= xsxxxxxx== xxxaaaaa= aasax= sxaxxxx= x= zx= zaazz = = = = =sxaxx== x== zx:_aa= MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 9000.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1179.00 DOWNSTREAM ELEVATION(FT) = 1110.00 PIPE DIAMETER(FT) = 15.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: 2 4 - H O U R S T O R M OUTFLOW UPSTREAM - xs= ax= x- xz= R aa= x= a== asx== U N O F F xa== axaxzaxxa= H Y D R 0 G R xx= zxxsxx=== A P H czo= ex= xxxxxxxxxxxxex =:: =xx 16.083 HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 13.3 1 - -------- ----------- --------- --------- ----- ---------- ---------- -- - - - - -- - -- 0.000 TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400 0 -------------------------------------------------------------------------•--- 16.083 58.8425 132.98 Q V. 16.167 60.0682 177.97 Q V. 16.250 61.6701 232.60 V 0 16.333 63.6596 288.88 V 0 . 16.417 16.500 66.0105 68.5507 341.34 368.84 .V V 0 Q 16.583 71.0584 364.11 V 0 16.667 73.2500 318.23 V .0 16.750 16.833 75.1061 76.7205 269.50 234.41 V Q Q V 16.917 78.1308 204.78 Q V 17.000 79.4002 184.32 0 V 17.083 80.5909 172.88 Q V 17.167 81.7086 162.29 Q V 17.250 82.7720 154.40 Q V 17.333 83.7826 146.74 0 V 17.417 84.7501 140.48 0 V 17.500 85.6794 134.94 Q V 17.583 86.5651 128.60 Q V . 17.667 87.4134 123.18 0 V . 17.750 88.2315 118.78 .Q V . 17.833 89.0293 115.85 .0 V. 17.917 89.7971 111.49 .0 V. 18.000 90.5316 106.64 0 V. FLOW PROCESS FROM NODE 6100.02 TO NODE 6100.03 IS CODE = 4 ----------------------------------------------------------------------------- » »> MODEL PIPEFLOW ROUTING OF STREAM ««< xaaaaaxaaxx= xsxxxxxx== xxxaaaaa= aasax= sxaxxxx= x= zx= zaazz = = = = =sxaxx== x== zx:_aa= MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 9000.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1179.00 DOWNSTREAM ELEVATION(FT) = 1110.00 PIPE DIAMETER(FT) = 15.00 1 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 272.9 13.3 240.2 0.000 16.167 322.4 13.9 245.2 0.000 1 16.250 420.5 15.1 280.8 0.000 16.333 574.3 16.6 349.7 0.000 16.417 685.5 17.6 575.9 0.000 16.500 776.3 18.3 664.1 0.000 16.583 811.5 18.5 760.7 0.000 16.667 770.6 18.2 807.6 0.000 16.750 681.1 17.6 775.3 0.000 FLOW PROCESS FROM NODE 6103.00 TO NODE 6100.03 IS CODE = 1 ------------------------------------------------------------------------••--- >>> »UNIT - HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) 16.833 588.3 16.8 696.9 0.000 16.917 517.4 16.1 606.0 0.000 17.000 459.1 15.5 534.1 0.000 17.083 425.8 15.2 478.5 0.000 17.167 17.250 392.9 369.6 14.8 14.5 439.3 414.2 0.000 0.000 17.333 348.3 14.2 382.1 0.000 17.417 334.1 14.1 355.3 0.000 17.500 320.4 13.9 336.2 0.000 17.583 306.6 13.7 326.8 0.000 17.667 294.4 13.6 313.8 0.000 17.750 282.7 13.4 300.5 0.000 17.833 273.7 13.3 289.5 0.000 17.917 265.9 13.2 278.3 0.000 18.000 258.5 13.1 270.7 0.000 FLOW PROCESS FROM NODE 6103.00 TO NODE 6100.03 IS CODE = 1 ------------------------------------------------------------------------••--- >>> »UNIT - HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) 1 WATERCOURSE LENGTH = 11500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 71.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = 0.029 WATERSHED AREA = 497.000 ACRES WATERCOURSE "LAG" TIME - 0.461 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.092 HYDROGRAPH BASEFLOW = 110.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.410 LOW LOSS RATE PERCENTAGE(DECIMAL) = 0.470 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)- 0.39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 0.80 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.05 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 5.90 * HYDROGRAPH MODEL #1 SPECIFIED* *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.981 30- MINUTE FACTOR = 0.981 1 -HOUR FACTOR - 0.989 3 -HOUR FACTOR = 0.994 6 -HOUR FACTOR = 0.996 24 -HOUR FACTOR = 0.997 RUNOFF HYDROGRAPH LISTING LIMITS: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S -GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- 1 1.586 95.306 2 5.932 261.245 3 13.394 448.506 4 24.038 639.790 5 36.623 756.435 6 49.255 759.243 7 58.826 575.250 8 65.391 394.604 9 70.234 291.099 10 73.743 210.929 11 76.516 166.640 12 78.967 147.330 13 81.081 127.082 14 82.921 110.598 15 84.586 100.067 16 86.086 90.126 17 87.375 77.500 18 88.497 67.455 19 89.583 65.243 20 90.606 61.525 21 91.419 48.878 22 92.216 47.853 23 92.925 42.669 24 93.506 34.863 25 94.084 34.792 26 94.641 33.442 27 95.184 32.624 28 95.717 32.060 29 96.217 30.053 30 96.717 30.053 31 97.217 30.053 32 97.717 30.053 33 98.217 30.053 34 98.717 30.053 35 99.217 30.053 36 99.717 30.053 37 100.000 17.015 -------------------------------------------------------------------------•--- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 107.1835 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 326.9926 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ----------------- - HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600 0 ---------------------------------- 16.083 178.8914 246.01 Q •V 16.167 181.0464 312.90 0 V 16.250 • 183.7575 393.66 V 0 16.333 187.0479 477.76 V • 16.417 190.7410 536.24 V 0 16.500 194.5309 550.28 V 0 16.583 197.9350 494.28 V 0 16.667 200.8555 424.06 V 0 16.750 203.4184 372.14 Q 16.833 205.6975 330.93 Q V 16.917 207.7942 304.44 0 V 17.000 209.7857 289.16 0• V 17.083 211.6865 275.99 Q V 17.167 213.5095 264.70 Q V . 17.250 215.2712 255.80 Q V 17.333 216.9766 247.63 0 V 17.417 218.6229 239.04 Q V . 17.500 220.2170 231.47 Q V . 17.583 221.7782 226.68 0 V 17.667 223.3080 222.12 Q V 17.750 224.7900 215.19 0 V 17.833 226.2476 211.64 Q V 17.917 227.6760 207.41 0 V 18.000 229.0709 202.54 0 V FLOW PROCESS FROM NODE 6100.03 TO NODE 6100.04 IS CODE - 4 » »> MODEL PIPEFLOW ROUTING OF STREAM « «< MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 100.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 100.00 DOWNSTREAM ELEVATION(FT) = 0.00 PIPE DIAMETER(FT) - 10.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 16.083 486.2 64.4 486.2 0.000 16.167 558.1 73.9 558.1 0.000 16.250 674.4 89.3 674.4 0.000 16.333 827.5 109.5 827.5 0.000 16.417 1112.1 117.5 1111.5 0.000 16.500 1214.4 120.4 1214.2 0.000 16.583 1255.0 121.5 1254.9 0.000 16.667 1231.6 120.8 1231.7 0.000 16.750 1147.4 118.5 1147.6 0.000 16.833 1027.8 115.1 1028.1 0.000 I 16.917 910.5 111.8 910.7 0.000 1 17.000 823.2 109.0 823.4 0.000 17.083 754.5 99.9 754.5 0.000 17.167 704.0 93.2 704.0 0.000 17.250 670.0 88.7 670.0 0.000 17.333 629.8 83.4 629.8 0.000 17.417 594.4 78.7 594.4 0.000 17.500 567.7 75.2 567.7 0.000 17.583 553.5 73.3 553.5 0.000 17.667 535.9 71.0 535.9 0.000 17.750 515.6 68.3 515.6 0.000 17.833 501.1 66.4 501.1 0.000 17.917 485.8 64.3 485.8 0.000 18.000 473.2 62.7 473.2 0.000 r END OF FLOOD ROUTING ANALYSIS