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Home My WebLink AboutSierra Lakes Integrated Flood Control Addendum 1LEWIS HOMES OF CALIFORNIA SIERRA LAKES INTEGRATED FLOOD CONTROL WATER CONSERVATION AND STORM WATER QUALITY MANAGEMENT SYSTEM SUMMARY REPORT ADDENDUM #1 September 1998 (Revised January 1999) Prepared by: John M. Tettemer and Associates, Ltd. Max Vahid, President Alan A. Swanson, Senior Vice President John S. Wolter, Senior Project Manager Table of Contents Page I. Executive Summary .........................................................................................................1 A. Background..........................................................................................................1 B. Additional Infiltration Tests and Design Infiltration Rate Curves.......................2 C. Flood Routing Studies.........................................................................................3 1. General.....................................................................................................3 2. Effect of Alternative Design Infiltration Rate Curve on Sand and Gravel Areas........................................................................................................3 3. Routing Study Results.............................................................................4 II. Purpose of Addendum Report ..........................................................................................5 III. Discussion of Additional Infiltration Tests......................................................................5 A. General.................................................................................................................5 B. Findings...............................................................................................................6 1. Infiltration Tests.......................................................................................6 2. Subgrade Material Analysis.....................................................................7 IV. Discussion of Alternative Design Infiltration Rate Curve...............................................9 A. Development of the Alternative Design Infiltration Rate Curve .........................9 B. Recommended Design and Alternative Design Infiltration Rate Curves .......... 10 V. Flood Routing Studies...................................................................................................10 A. General...............................................................................................................10 B. Calculations of 100 -Year Runoff Hydrographs.................................................1 l C. Effect of Alternative Design Infiltration Rate on Infiltration System Sand and GravelAreas......................................................................................................11 D. Results of Flood Routing Studies......................................................................14 089.17 JW I O1RPT 1 Table of Contents Page Figure 1 Location Map Figure 2 Conceptual Development and Recharge Basin, Location Map Figure 3 Test Program No. 1, Plan and Section Figure 4 Infiltration Rate Test Results (June 14, 1993), Discharge Basin "8', (Net Effective Infiltration Area 27' x 27'), Fairway No. 1 Area Figure 5 Infiltration Rate Test Results (March 21, 1998), Discharge Basin "III, (Net Effective Infiltration Area 19' x 19'), Fairways No. 14 and 15 Area Figure 6 Infiltration Rate Test Results (March 24, 1998), Discharge Basin "4", (Net Effective Infiltration Area 17' x 17'), Fairway No. 8 Area Figure 7 Summary of Subgrade Infiltration Rate Test Results Figure 8 Summary Infiltration Rate Test Results, Design Infiltration Rate Curves Figure 9 Recommended Design Infiltration Rate Curve, Location 1 Figure 10 Alternative Design Infiltration Rating Curve, Depth vs. Rate of Infiltration Figure 11 Hydrology Map Figure 12 Offsite Hydrology Map Figure 13 Golf Course Grading Plan -Infiltration Basin 1 Figure 14 Golf Course Grading Plan -Infiltration Basin 2 Figure 15 Golf Course Grading Plan -Infiltration Basin 3 Figure 16 Golf Course Grading Plan -Infiltration Basin 4 Figure 17 Golf Course Grading Plan -Infiltration Basin 5 Figure 18 Golf Course Grading Plan -Infiltration Basin 6 Figure 19 Golf Course Grading Plan -Infiltration Basin 7 Figure 20 Golf Course Grading Plan -Infiltration Basin 8 089.17 JW IOIPPT 11 Table of Contents Page Figure 21 Golf Course Grading Plan -Infiltration Basin 9 Figure 22 Golf Course Grading Plan -Infiltration Basin 10 Appendix 089-17 7W IO1RPr 111 I. Executive Summary A. Background John M. Tettemer and Associates, Ltd. (JMTA) prepared the "Sierra Lakes Integrated Flood Control, Water Conservation and Storm Water Quality Management System — Summary Report" (Report) for Lewis Homes of California (LHOC) in September 1997. The project location is shown in Figure 1. The Report provided the conditions, criteria, and assumptions to be used in implementing the system and specified the infiltration basin storage volume, gravel area, and sand area in Table 2 of the Report. The appendix to the Report included infiltration basin summary tables, loss rates, and infiltration basin routing output. This document is to be considered an addendum to the Report. Infiltration basin (Basin) design in the Report was based on the recommended design infiltration rate curve as shown in Figure 23 of the "Integrated Flood Control Water Conservation, and Storm Water Quality Management Concept Report" prepared by JMTA for LHOC in August 1993. The design rate infiltration curve was developed from one field test pit location which determined infiltration rates of the subgrade soil. The test pit was located in vicinity of Fairway No. 1. Refer to Figure 2. Additional testing, performed at that time, was used to determine the effect of the sand filter elements, i.e., the gravel, sand, and geofabric, on the subgrade infiltration rate. The recommended design infiltration rate curve for the basins was finally determined by testing the subgrade material and the combined elements of the filter. The Basins will be constructed within 10 different Fairway locations on the project site. In order to insure that the design infiltration rate curve is applicable to the subgrade conditions at the different locations, LHOC retained JMTA to conduct additional infiltration tests and analysis within the project site. It is the purpose of this Addendum Report to present the results of the additional infiltration tests and the updated flood routing study results. 099-171W 101 RPT B. Additional Infiltration Tests and Design Infiltration Rate Curves Two new test pits were constructed with one near the 14th and 15th Fairways for Basin 1 and the other near the 8h fairway for Basin 4. Refer to Figure 2. The additional tests and analyses will provide the basis for final design of the infiltration basin elements. The new infiltration tests, performed in March 1998, indicated greater infiltration rates than the original test which was performed in 1993. A review of soil boring logs, for subgrade materials in the vicinity of the test pits, revealed that the higher infiltration rates were occurring in material which was made up of a higher percentage of gravels and cobbles than the subgrade material for the original test. The original test subgrade materials included sand in addition to gravel and cobbles. As a result of these findings, the boring logs in the area of each Basin were reviewed for the material which will be present at the final Basin subgrade elevations and an alternative design infiltration rate curve was developed for the Basins which matched the subgrade material at the new test locations. Refer to Figures 8 and 10 for the Recommended Alternative Design Infiltration Rate Curve. A study of the boring log locations and the type of subgrade materials that exist at the Basin subgrade elevations indicate the need for the use of the originally recommended Design Infiltration Rate Curve and the Alternative Design Infiltration Rate Curve. Soil types and locations of existing borings indicate that the two curves should be applied to the individual Basins as follows: Originally recommended Design Infiltration Rate Curve -Basins 2, 5 and 10 (Refer to Figure 9). 2. Recommended Alternative Design Infiltration Rate Curve -Basins 1, 3, 4, 6, 7, 8 and 9 (Refer to Figure 10). Flownet analyses further indicate that, for the test pit configuration, the flow beneath and laterally to the visqueen is a significant portion of the total flow. Larger infiltration areas than were used in field tests will be used within the golf course areas. The use of these larger areas will reduce the proportion of the total flow which passes through the edges of the infiltration area. This suggests that 089-17 JW I01"T 2 the average infiltration rates determined from the field test be adjusted to reflect the more predominant rates near the center of the pit which are not affected by the edge conditions. Therefore, an adjustment factor of 0.66 has been applied to all ordinates of the recommended infiltration rate curves in all flood routing models that consider basin infiltration. C. Flood Routing Studies 1. General Flood routing studies were performed for two design conditions. They are: a. One hundred year (2 -day storm) runoff from the on-site and off- site tributary areas, assuming that the infiltration Basins will perform as designed. This condition is referred to as the "Design Condition" with a 3 -foot freeboard requirement between the building pad elevation and the peak water surface elevation. b. One hundred year (24 hour storm) runoff from on-site tributary areas only, assuming no infiltration, or a completely sealed condition. In this study, the basins were assumed to be filled to their maximum ponding elevation, without overflow to adjacent basin areas, prior to the start of flood routing. This condition is referred to as the "Failure Mode Condition" with a zero freeboard requirement between the building pad elevation and the peak water surface elevation. For both conditions, an Antecedent Moisture Condition of III was used to calculate runoff hydrographs. 2. Effect of Alternative Design Infiltration Rate Curve on Sand and Gravel Areas Flood routing studies using the two Design Infiltration Rate Curves (applied to the specific Basins as described above) indicated that the total filter sand acreage could be reduced from 2.32 acres to 1.55 acres, a savings of 0.77 acres, when compared to requirements resulting from.the 089-17 7W 101"T 3 uniform application of the originally recommended 1993 Design Infiltration Rate Curve. Similarly, the total gravel acreage could be reduced from 21.11 acres to 14.10 acres, a savings of 7.01 acres. Refer to Table 3 for a detailed summary of the sand and gravel acreage data. 3. Routing Study Results The results of the routing studies using the final design sand and gravel acreages shown in Table 3, and the applicable 1993 and 1998 Design infiltration rate curves, indicate that the required freeboard over the computed peak water surfaces can be met for both design conditions. Freeboard determinations were based on the final 50 -scale golf course grading plans and adjacent lot line elevations. For the Failure Mode condition, the routing study results indicate the following overflow locations and peak flow rates: 1. Overflow from Fairway 6 to Fairway 5 (Basin 5 to Basin 7) of 81 cfs. 2. Overflow from Fairway 13 to Fairways 11 and 12 (Basin 10 to Basin 6) of 44 cfs. 3. Overflow into `B" street from Fairways 14 and 15 (Basin 1) of 136 cfs. 4. Overflow into "A" street from Fairway 5 (Basin 7) of 220 cfs. A discussion of the new infiltration test findings, the alternative design infiltration rate curve, and the final flood routing analysis are included in the following sections of this addendum to the Report. 089-17 JW I OIRPT 4 II. Purpose of Addendum Report The original summary Report (Report) prepared in September 1997 was based on a single infiltration test pit location and the state of the golf course grading plans available at that time. Since the Report was published the following changes have occurred or additional data has been obtained • Revisions to the Golf Course grading plans • Revisions to criteria for calculation of 100 -year storm runoff hydrographs 0 Establishment of two specific flood design conditions which the development must satisfy, and • The addition of two infiltration test pits located in Basins 1 and 4 (Fairways 14 and 15, and Fairway 8) The purpose of this report is to present the results of the additional infiltration tests performed in Basins 1 and 4, describe the development of an alternative Design Infiltration Rate Curve, and present the results of the final design flood routing studies. III. Discussion of Additional Infiltration Tests A. General Two additional infiltration test pits were constructed and infiltration rate tests were conducted on March 21, 1998 near the 14`h and 15th Fairways (Basin 1) and on March 24, 1998 near the 8h Fairway (Basin 4). The original infiltration test was conducted on June 14, 1993 near the ls` Fairway (Basin 8). See the attached location map (Figure 1) and the Infiltration Basin/Test Pit location map (Figure 2). The new tests were conducted in the same manner as described in the August 1993 "Sierra Lakes Project, Integrated Flood Control, Water Conservation and Storm Water Quality Manage Concept Report" prepared by JMTA. 069-17 JW101"T 5 The test pit configuration for the two new test locations is shown on Figure 3. The test pit for Basin 1 was excavated 23 feet deep with a 17 -foot square bottom and the test pit for Basin 4 was excavated 21 feet deep with a 15 -foot square bottom. Water for the tests was provided from the same well site as the original test. Water was delivered to the test pits through a 10 -inch diameter irrigation pipe. The flow rates were measured with a 10 -inch meter during filling and a fl- inch meter during the tests. During the test at Basin 1 two seams on the top layer of the visqueen lining came apart along the full height of the lining. Construction of the test pit at Basin 1 was completed on March 17, 1998 and the infiltration test was conducted on March 21, 1998. It appears that the taped seams dried out during the 3 days proceeding the test. The visqueen lining for the test pit at Basin 4 was retaped prior to filling the pit with water and the visqueen lining seams remained closed during the test conducted on March 24, 1998. B. Findings 1. Infiltration Tests Results of the infiltration tests are shown on Figure 4 for Basin 8 (1993), Figure 5 for Basin 1 (1998), Figure 6 for Basin 4 (1998), and Figure 7 for a summary of all three tests. The test data provides the infiltration rate curves with the infiltration rate shown in both gallons per minute per square foot and feet per day versus the depth of water over the subgrade. The measured infiltration rates for both Basin 4 and Basin 1 exceeded the measured infiltration rate for Basin 8. The infiltration rate for Basin 1 was 4 to 7 times greater than the original test pit infiltration rate depending on the depth of the water above the subgrade. The infiltration rate for Basin 4 was 2 to 2-1/2 times greater than the original test pit infiltration test rate for 2 feet to 10 feet of water above the subgrade. The very high infiltration rate curve for the Basin 1 test is most probably due to the separation of the visqueen lining seams which occurred during the test. Consequently the test results for this site will not be considered for development of an alternative design infiltration rate curve. 089-17 JW101"T 6 2. Subgrade Material Analysis In addition to the infiltration rates observed at the test pit locations, an evaluation of the subgrade material at the various test pits and basin locations was necessary to relate the infiltration rates to the subgrade materials at the different test pit and basin locations. A summary of the subgrade materials at each of the three test pit locations is shown on Table 1 below: Table 1 Sierra Lakes Infiltration System Test Pit Subgrade Materials Location Basin # Year Test Depth Test Pit (ft) Boring Log No. Subgrade Material Classification/Description 1" Fairway 8 1993 11 13 GP/SP — light gray brown poorly graded gravel and sand with cobbles and boulders, moist moderately dense to dense 14' and 15' 1 1998 23 2 GP — Brown to gray Fairways brown poorly graded gravel with cobbles, moist moderately dense to dense 81h Fairway 4 1998 21 7 GP — light gray brown poorly graded gravel with cobbles and some boulders, moist, slightly to moderately dense The subgrade material for the original test was classified as GP/SP (poorly graded gravel and sand with cobbles and some boulders) and the subgrade material for the new test locations was classified as GP (poorly graded gravel with cobbles) at Basin 1 and GP (poorly graded gravel with cobbles and some boulders) at Basin 4. Note that the initial test pit subgrade Basin 8 materials included sands at a depth of 11 feet below the surface. 089-17 JW I OIRPT 7 The boring log material classification for the subgrade material at each infiltration basin is shown on Table 2 below. Table 2 Sierra Lakes Infiltration System Infiltration Basin Subgrade Elevations and Soil Classifications Infiltration Basin No. Location Basin Subgrade Elevation Existing Ground Elev. Boring Lo No. Basin Subgrade Soil Classification (2) 1 14th & 15th Fairways 1570 1588 to 1595 B-2 & GP B-3 2 16th & 17th Fairways 1604 1618 to 1624 B-4 GP (3) 3 Practice Range 1583 B-6 GP 4 8th Fairway 1614 1632 to 1637 B-7 & GP B-8 5 6th Fairway 1576 1595 to 1605 B-9 GP/SP 6 11th & 12th Fairways 1519 1547 to 1555 B-10 & GP B-11 7 5th Fairway 1538 1562 to 1573 B-12 GP 8 ls` & 10th Fairways 1562 1578 to 1585 B-13 GP 9 2"d & 3`d Fairways 1532 1553 to 1560 B-1 & GP B-14 10 13th Fairway 1570 1585 to 1590 (4) 1993 Test I" Fairway (1 V deep) 1578 to 1585 B-13 GP/SP 1570 Boring logs from Geotechnical Report (95-054-01) Sierra Lakes prepared by RMA Group August 20, 1997 for LHOC. (2) Soil Classifications Designations GP — Poorly graded gravels with cobbles and some boulders. GP/SP — Poorly graded gravel and sand with cobbles and some boulders. (3) Basin 2 - Subgrade material is underline by 12 feet thick layer of GP/SP. 084.17 ]W 101 RPT 8 (4) No boring log in vicinity of Basin 10. A study of Table 3, combined with the Boring Log locations and material types, suggests that the original 1993 design infiltration curve should be applied to Basins 2 and 5 due to the presence of sand, and to Basin 10 due to the presence of a 12 -foot thick layer of sand underlying the subgrade materials. IV. Discussion of Alternative Design Infiltration Rate Curve A. Development of the Alternative Design Infiltration Rate Curve The originally Recommended Design Infiltration Rate Curve is shown on Figure 23 of the "Integrated Flood Control Water Conservation and Storm Water Quality Management Concept Report" prepared by JMTA for LHOC in August 1993. The infiltration rates for the subgrade material and the infiltration rates for the filter materials (filter fabric, sand and gravel) were tested in the following combinations of filter elements: 1) subgrade only, 2) subgrade/gravel/filter fabric and, 3) subgrade/gravel/filter fabric/sand to develop the Alternative Design Infiltration Rate Curve. The new testing, completed in March 1998, was for the subgrade material only. As discussed in Section III of this report, data for the infiltration rates observed at Basin 1 will not be used to develop the Alternative Design Infiltration Rate Curve. The alternative curve was developed by averaging the new infiltration rate data from Basin 4 (1998) with the infiltration data obtained from the original test Basin 8(1993). The average of the infiltration rates for the two subgrade material tests will be combined with the infiltration rates for the filter materials obtained in the original tests in the same manner as the originally Recommended Design Infiltration Rate Curve was developed in the 1993 Report. The average of the infiltration rate data for the two subgrade materials was selected for the alternative design curve after field observation of the subgrade materials at the test pits and review of the soil boring logs in the vicinity of the final basin locations. The procedure of averaging the two infiltration rates takes advantage of the increased infiltration 089-07 JW 101 RPT 9 rate observed in the new testing, while maintaining a reasonable level of conservatism in determining the required sand and gravel areas for each infiltration basin. The recommended final infiltration system design will provide for the normal uncertainty associated with limited materials testing over a large site. Figure 8 shows the new 1998 subgrade material test infiltration rate curve based on the Basin 4 test, the original 1993 subgrade material test infiltration rate curve, the subgrade material infiltration rate curve and the original recommended design infiltration rate curve. Since only the subgrade infiltration rate was tested in the new tests, a procedure was developed to reflect the reduction in the rates for the various heads which will occur when the gravel, filter fabric and sand are added. This was done by reducing the alternative average subgrade rate curve values by the reduction which was observed in the original tests which included all the filter elements. B. Recommended Design and Alternative Design Infiltration Rate Curves Based on the infiltration rate field test results and a review of the subgrade material boring log/soil classification geotechnical data for the test pits and final Basin locations, the following Design Infiltration Rates Curves are recommended: Use the originally recommended Design Infiltration Rate Curve from the Report as shown in Figure 9 for Basins 2, 5 and 10. Subgrade materials for these basins are classified as GP/SP or is closely underlain by GP/SP classified material. 2. Use the Alternative Design Infiltration Rate Curve as shown in Figure 10 for Basins 1, 3, 4, 6, 7, 8 and 9. Subgrade materials for these basins are classified a GP. V. Flood Routing Studies A. General Flood routing studies were performed for two design conditions. They are: 089-17 JW 101RPT 10 a. One hundred year (2 -day storm) runoff from the on-site and off-site tributary areas, assuming the infiltration Basins will perform as designed. This condition is referred to as the "Design Condition" with a 3 -foot freeboard requirement between the building pad elevation and the peak water surface elevation. b. One hundred year (24 hour storm) runoff from on-site tributary areas only, assuming no infiltration, or a completely sealed condition. In this study, the basins were assumed to be filled to their maximum ponding elevation, without overflow to adjacent basin areas, prior to the start of flood routing. This condition is referred to as the "Failure Mode Condition" with a zero freeboard requirement between the building pad elevation and the peak water surface elevation. For both conditions, an Antecedent Moisture Condition of III was used to calculate runoff hydrograghs. Furthermore, the flood routing models of the infiltration basins in the "Design Condition" incorporate the 0.66 factor applied to the recommended infiltration rate curves, as described in Section I.B of this report. B. Calculations of 100 -Year Runoff Hydrographs Runoff hydrographs were calculated for the 100 -year return period storm in accordance with the San Bernardino County Flood Control District Hydrology Manual. The two-day design storm was used for the "Design Condition" described above. The Antecedent Moisture Condition III was also used for both design conditions. On-site and off-site drainage areas are shown on Figures 11 and 12, respectively. The final contouring of the infiltration Basins is not incorporated on Figure 11. Please refer to Figures 13 through 22 for final golf course grading representing each of the ten infiltration basins. The Advanced Engineering Software computer program was used for all runoff and flood routing calculations. C. Effect of Alternative Design Infiltration Rate on Infiltration System Sand and Gravel Areas 099.17 nvioiRPT 11 Flood routing studies were initially performed by uniformly applying the 1993 Recommended Design Infiltration Rate to all Infiltration Basins. The initial study utilized the 50 -scale golf course grading plans and the hydrologic criteria described above. From this study, the required sand and gravel areas for the infiltration system within each Basin were determined. Flood routing studies were then repeated using the Alternative Design Infiltration Rate Curve for Basins 1, 3, 4, 6, 7, 8 and 9 and the original Design Infiltration Rate Curve was used for Basins 2, 5 and 10. As observed in Section IV of this addendum, an evaluation of the material types existing at the subgrade elevations for the ten Basins indicated which design infiltration curve was applicable. The results of the new routing studies indicated that the sand and gravel areas could be reduced and still meet the freeboard requirements for both the Design and Failure Mode conditions. Table 3 summarizes the reductions which were made to the sand and gravel infiltration areas. The minimum sand area required is 11 percent of the design gravel acreage. Refer to the Report for additional detail on the required sand to gravel ratio. 099-17 JW I Ol RPT 12 Table 3 Sierra Lake Infiltration System Summary of Sand and Gravel Acreages Totals 2.32 21.11 * Initial Design values used for final design 1.55 14.10 1.76 14.38 The coarse subgrade materials, (poorly graded gravel with cobbles) which exist at the final basin locations has resulted in a higher infiltration rate than the subgrade material ( poorly graded gravel and sand with cobbles and boulders) at the original test pit location. The higher infiltration rate will allow for a 0.77 acre reduction in sand area and a 7.01 acre reduction in gravel area for the final basin construction. 089.17 JW 101 RPT 13 Initial Design (1993 Curve) Final Design (1998 and 1993 Curves) Per Final Golf Course Grading Plans Sand Gravel Sand Gravel Sand Gravel Infiltration Area Area 30% 50% Area Area Area Area Basin # Location (AC) (AC) Red. Red (AC) (AC) (AC) (AC) 1 14" & 15`x' 0.21 1.91 X - 0.15 1.36 0.17 1.34 Fairways 2 6d' & 170' 0.08 0.73 * * 0.08 0.73 0.11 0.73 Fairways 3 Practice 0.74 6.73 - X 0.37 3.36 0.39 3.37 Range 4 8d' Fairway 0.20 1.83 X - 0.14 1.27 0.18 1.28 5 6`h Fairway 0.20 1.82 * * 0.15 1.36 0.15 1.64 6 11"& 12d' 0.29 2.64 X - 0.20 1.82 0.22 1.85 Fairways 7 5d' Fairway 0.24 2.18 X - 0.17 1.55 0.19 1.53 8 Is, & 10`h 0.06 0.55 X - 0.04 0.38 0.07 0.38 Fairways ' -- 9 2nd & 3`d 0.17 I.55 X - 0.12 1.09 0.15 1.09 Fairways 10 13`' 0.13 1.18 * * 0.13 1.18 0.13 1.17 Fairway Totals 2.32 21.11 * Initial Design values used for final design 1.55 14.10 1.76 14.38 The coarse subgrade materials, (poorly graded gravel with cobbles) which exist at the final basin locations has resulted in a higher infiltration rate than the subgrade material ( poorly graded gravel and sand with cobbles and boulders) at the original test pit location. The higher infiltration rate will allow for a 0.77 acre reduction in sand area and a 7.01 acre reduction in gravel area for the final basin construction. 089.17 JW 101 RPT 13 D. Results of Flood Routing Studies The results of the flood routing studies for both the Design and Failure Mode Conditions are summarized in Table 4 on Page 15. The data tabulated indicate that the freeboard requirements are met for both analysis conditions. Summary calculations are included in the Appendix. The results of the Failure Mode analysis indicates overflow locations and peak discharges as follows: Overflow from Fairway 6 to Fairway 5 (Basin 5 to Basin 7) of 81 cfs. 2. Overflow from Fairway 13 to Fairways 11 and 12 (Basin 10 to Basin 6) of 44 cfs. 3. Overflow into `B" street from Fairways 14 and 15 (Basin 1) of 136 cfs. 4. Overflow into "A" street from Fairway 5 (Basin 7) of 220 cfs. Flood routing calculations are included in the Appendix. 089-17 Jw101"T 14 0 CD 0 o 0 1� 0 0 o 0 O 0 Cl 0 0 0 0 o 0 vl C; m O N h O N h vl 0000 E E C7 'c c o CD r 00 N vi vNj V 'l7 t 00 [ Q O N D\ N 00 �--� O M of M h h 'cf 00 k" 00 C, M ..-.. C 0 0 M 7 V 7 O V1 h M M ry Vi N N c Cd L) a SO o U o vCIA 0 O h 00 O00 ~ h O OM O' 00 M vii V ONO X d a t` oMO. ON vVi r WN C x 00 00 � .fir .N. .N. ,M. .N_. O Q a C� M O N M t V 00 Q\ .-. kn oc N --+ U Vl M M N vl N 00 w 00 M o% N N M O M 00 h V' h M N In W , C p U C M — N N O vi V N N t-: Q ro� Q >" -- OO v O vi N 00 00 IV M o rn N Q rn h CD �ro U W V N M C x h 00 h oc o, 00 v1 4 0. c .h-� Po. Q �O M 10 N 00 of 00 'd M h M N M DO N M O — O M •-- .-. ... ,- O U d b W .-.. .--. M •-- .-. N O — O O O o O O O O O O o w w 3* cca V M cd '� cd ca W C) h y w u"' L. 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ELEV. 1613± (15) ** (17 9 (17)" (19)* SECTION A -A il.T.6. ,FoelAA9 r6 yr P/T" SvBG��E -z_ .)031 K TETTII'L1S a A�SOOAT6, LTD. e1a33avno rwv�oenerrr nmr3>?1a 3151 ft -ay Auer 3uae Q-1 Caata Mesa, CzWorrra 92526 r$ . 4' BENCH TYP/CA L 82.5' F 14-1. I � 77.5'F 8'S' �A / 2 "STAFF GRU6E 23'.t F 14 - 15:4- 7-1'2- 5:4-2/'_t F 8* 2x!2 PF 7 -RPE !//SQUEEN �TO FRMWE / 0/1,r/6911 Y�!/ED6( 1.P5/ so�vo �f 1 �� o` DETAIL "A" N.T.S DATE SIERRA LAKES 5/98 TEST PROGRAM NO. 1 FIGURE PLAN AND SECTION 3 N O m N ... }.._�._. X N N ti CV) �+ N C m U) i - _..... ........r...T Q N .-.� ..� -Y• � C •� O _ cct d a C .�. .4/ a I� dF-Q a C > a) O .......................... w =CU w W c m C Z LL V) ------------ 0 J H U o tC t4 m M � rn N R N 0 O N O ? N O co cc Q N r 11aa1) wdap apeiNnS UO peaH :)ilneipRH m c W m 19 8 S I�ERRA LAKES DATE �h.A INFILTRATION RATE TEST RESULTS (JUNE 14, 1993) 5198 jM. TrMSMM aA550Or5 AT, LMDISCHARGE BASIN "8" otm FIGURE M ErM MAMM'On Trema (NET EFFECTIVE INFILTRATION AREA 2T X 27� 3151 Arway Avenue, 5uRe Q-1 Costa Mesa, CAMOn is 92626 FAIRWAY # 1 AREA 4 m ....... ... }.._�._. ...:... -- - _..... ........r...T C .-.� ..� -Y• - .... T 1 .Y. .1...M ..................... .......................... _ m ------------ M _ y......... .-- - ----------------- l..._: --- -- ;...;...: - :...: ...... ..:...: ? N O co cc Q N r 11aa1) wdap apeiNnS UO peaH :)ilneipRH m c W m 19 8 S I�ERRA LAKES DATE �h.A INFILTRATION RATE TEST RESULTS (JUNE 14, 1993) 5198 jM. TrMSMM aA550Or5 AT, LMDISCHARGE BASIN "8" otm FIGURE M ErM MAMM'On Trema (NET EFFECTIVE INFILTRATION AREA 2T X 27� 3151 Arway Avenue, 5uRe Q-1 Costa Mesa, CAMOn is 92626 FAIRWAY # 1 AREA 4 :-- m O ;. r N ,- ci - eo N r r T O X n Q, s � n }...- L)Q in -; ;- -{------- {........................ ;.._,...q... ciw � o N L)CV r m .`�. Q .: o Q - c i > co n rT 06 Im n CT) ..... d 0 wVw,, .. a f ..... wCN s >+ o v n = g u o ti o a c_ n J NG u cz - Vim.. u a) m w � m � o t U N N 0 � O co N 0 :-- m O ;. — — . ,- :' - }...- -1 -; ;- -{------- {........................ ;.._,...q... .: .: - - .J. .,. .S. ..... ............. .L ... ....... .. ..... v N O m (b v N r (1-1) 43da4 apej6gng up peaty :)ilneJpAH S 8 SIE RRA LAKES DA1E AMLe\ k. INFILTRATION RATE TEST RESULTS (MARCH 21, 1998) 5198 DISCHARGE BASIN "1" FIGURE nom A. mrn!rm & A550GATM LTD. (NET EFFECTIVE INFILTRATION AREA 19` X 19� 3151 nrway Avenue Mesa,, CcOo iaa 9926 626 FAIRWAYS # 14 & 15 AREA 5 N O co to V N ()-al) Uldap apeibgnS UO peaH DpneJpfH SIERRA LAKES DATE INFILTRATION RATE TEST RESULTS (MARCH 24, 1998) 5/98 DISCHARGE BASIN 74" NwV," K Trrr� a n35oanTM, LM. FIGURE rtK r�MMEM (NET EFFECTIVE INFILTRATION AREA 1T X 1T) 3151 Mlway Avenue, 5ume Q-1 costa Mena, ceaiorna 92626 FAIRWAY # 8 AREA 6 r I W N m mm-}-"'i•"i--' d 1 Qs v r X ) .j...}...�... .�.................r...�.__�... r .{- O o H d V .y .}...,...i... Q w .}...p.. -i•- N O . . .t... N y .i... ... �.._. o c ai a ._.:.._� t� d Q E r� CZ W �' cp ch O W N C r. •L O O C C Z C C J a L eti ea "'' : _ so d cm - o N m s I N (A - M 0 O I O O N O co to V N ()-al) Uldap apeibgnS UO peaH DpneJpfH SIERRA LAKES DATE INFILTRATION RATE TEST RESULTS (MARCH 24, 1998) 5/98 DISCHARGE BASIN 74" NwV," K Trrr� a n35oanTM, LM. FIGURE rtK r�MMEM (NET EFFECTIVE INFILTRATION AREA 1T X 1T) 3151 Mlway Avenue, 5ume Q-1 costa Mena, ceaiorna 92626 FAIRWAY # 8 AREA 6 m mm-}-"'i•"i--' d _ _ti...... ... .j...}...�... .�.................r...�.__�... .{- .i. .i. .{. .y .}...,...i... _ .{---:--'- --- .}...p.. -i•- . . .t... .t...s...l--. .i... ... �.._. .}...�... �.. j---............... ._.:.._� _..�--------------------- : _ . - ........ �...; - .................. I ......... i- - N O co to V N ()-al) Uldap apeibgnS UO peaH DpneJpfH SIERRA LAKES DATE INFILTRATION RATE TEST RESULTS (MARCH 24, 1998) 5/98 DISCHARGE BASIN 74" NwV," K Trrr� a n35oanTM, LM. FIGURE rtK r�MMEM (NET EFFECTIVE INFILTRATION AREA 1T X 1T) 3151 Mlway Avenue, 5ume Q-1 costa Mena, ceaiorna 92626 FAIRWAY # 8 AREA 6 I i I N N a v N ++ o H o d to rn I— o d N a N I.f. N i6 d ` O N C a Y m N L � J •' a o L i � CD L � C O Q N A m o L G in y_ o O to E0 3 N O m N O O 0 N O m to Q N (1801) 41daQ opej6gnS up pesH allneipAH loan n. TEnM'C% a IMCCAM LTO. cryo nVAM crr PLAM a 3151 Nway Av'mue, 5uft 41 Case Mesa, cawomia 92626 9 m 0 m 6 N SIERRA LAKES SUMMARY OF SUBGRADE INFILTRATION RATE TEST RESULTS DATE 5/98 FIGURE 7 0 IL Ll I Ll ME N O m to Q N (1801) 41daQ opej6gnS up pesH allneipAH loan n. TEnM'C% a IMCCAM LTO. cryo nVAM crr PLAM a 3151 Nway Av'mue, 5uft 41 Case Mesa, cawomia 92626 9 m 0 m 6 N SIERRA LAKES SUMMARY OF SUBGRADE INFILTRATION RATE TEST RESULTS DATE 5/98 FIGURE 7 er O co N r (Iaaj) gjda0 apejBgnS uo peaH atineJpf'H • Jam K Trnrmm a A55"T6, LM. alarumm MAnA xmm rtnrrma 5151 Arway Avewe, 5oift 41 Caste Mese, CMNWM 92626 SIERRA LAKES SUMMARY INFILTRATION RATE TEST RESULTS DESIGN INFILTRATION RATE CURVES OO co - m N Q C st t C 10 n m o m �i o Q > 4o v N o a I co m is .D m v O O C A CD v mcoy m c ` II • v g= s o O C N N OD m N co M O m N O ca O m H 5 o a 8 DATE 5198 FIGURE 8 N -- 7 fD � rn _� _ ............---------Q o 0 7 H U „ m U) Y ea 0: E :C R' r J CL N O = o o r` R L u L � Q' Qi = C O _ y C 04 = C r O m C . _ E o N E � O o co � v Zo 0 c - N O U co O O Z O er O co N r (Iaaj) gjda0 apejBgnS uo peaH atineJpf'H • Jam K Trnrmm a A55"T6, LM. alarumm MAnA xmm rtnrrma 5151 Arway Avewe, 5oift 41 Caste Mese, CMNWM 92626 SIERRA LAKES SUMMARY INFILTRATION RATE TEST RESULTS DESIGN INFILTRATION RATE CURVES OO co - m N Q C st t C 10 n m o m �i o Q > 4o v N o a I co m is .D m v O O C A CD v mcoy m c ` II • v g= s o O C N N OD m N co M O m N O ca O m H 5 o a 8 DATE 5198 FIGURE 8 -- -- _� _ ............---------Q 0 cr W — O - Q -- ._...... . Q C7 •. . _ o Zo c - m U Z LL _________i —...........— - .__.. V -------- ,N ;_ 0 W p O J p O W Q - -' QU` >m W - co - co LL m Z c w v Z m- :... -- --` O > Q -- — Q V w Z Ir w W Luw O N : Z O - ¢ m w V m cr � N _:_...= 11J ------- W Z W m Q>l mLL J U1 - - - -•- --' - - -- 0 j - - _ ___ m _ cn Q m YO m Q > , ......... ....... ......... --- ---- ........ .. .... c ; zo.__;.-------------- _ _ _ — --- --- . ............. .................... L ............— m ....... - ••' - - - ' - ;;t---- - V m p M C-- Ol 1. O er O co N r (Iaaj) gjda0 apejBgnS uo peaH atineJpf'H • Jam K Trnrmm a A55"T6, LM. alarumm MAnA xmm rtnrrma 5151 Arway Avewe, 5oift 41 Caste Mese, CMNWM 92626 SIERRA LAKES SUMMARY INFILTRATION RATE TEST RESULTS DESIGN INFILTRATION RATE CURVES OO co - m N Q C st t C 10 n m o m �i o Q > 4o v N o a I co m is .D m v O O C A CD v mcoy m c ` II • v g= s o O C N N OD m N co M O m N O ca O m H 5 o a 8 DATE 5198 FIGURE 8 s � F w w RECOMMENDED DEPTH SIERRA LAKES DESIGN INFILTRATION RATE CURVE LOCATION I VS. RATE OF INFILTRATION FOR PONO G DEPTHS ABOI/E � ET Opt/ T/,/E SAND SUQFACE USE �3 S FT U 6 LLJo LL D D W. 4-- Z p8 6 D w 24.8 � - i Q' U 0.2 6 SANO SU�2FACE uaI D F/LTE�P 0 4 F/LTE�P F f.�2/C LAYER SUBG�PA 2 /8 a6',PAUEL 0 0 10 20 30 40 50 60 INFILTRATION RATE (FEET PER DAY) 0 0.052 0.104 0.156 0208 0.260 0.313 INFILTRATION RATE ( GPM PER SQUARE FOOT) FIGURE X123 FROM 8/93 JMTA REPORT DATE SIERRA LAKES 5/�8 RECOMMENDED DESIGN ® JOHM ML TerreMER&A5soanTM, Lm. INFILTRATION RATE CURVE FIGURE °U�}0 PWOO EM �f"° LOCATION 1 uae Q 26 9 S I51 Nnuay N+ef", 3-1 cosm Mesa. Cditr Aa 926 /DAY 24.8 � - /zs - X0.5 SANO SU�2FACE 30'�SANO F/LTE�P F/LTE�P F f.�2/C LAYER SUBG�PA SU,2FACE m m Q U33 3av6eem NO ad3H onnydam i m m Q N O 3ovjHnS aNVS NO T--ILVM d0 Hl.d3a N O 0 t-- 8 W Q 0 LU $ a L w L z � o , 2 2 O S N O 19 W CC) cCID o 0 n Z O U) F F n U. Z J ZLL Z Z LL LVWO OZF- F w F�vi v, a LUO U W U LL m LL U CD CD m m w aai cr- CD W F -F w J oouj w Z QY o6.XQ r pem : fa CL m b z m �a m Q N m Q v z m 5 J to m m N N C7 OD r n m m Q U33 3av6eem NO ad3H onnydam i m m Q N O 3ovjHnS aNVS NO T--ILVM d0 Hl.d3a N O 0 t-- 8 W Q 0 LU $ a L w L z � o , 2 2 O S N O 19 W CC) cCID o 0 n Z O U) F F n U. Z J ZLL Z Z LL LVWO OZF- F w F�vi v, a LUO 0 MEMO= tip 5:5 IN, N . E-1 13 W40 47- 0 TE AtIEA 'p-6 5 't. A * - • r I dl* • S Fo AVEt4,V WESI F 19S E AND' OF,: SUMMITT AV 4f .4 . . . . . . . . . . . . ........ . . . . . . . . . ......... 74 - - - - - - - At ,vo, /V A t4� r ,iii •v Vi• 1well • 0 2000 - Till I -Irl: lood 4000 FEET I M� 0 25 50 100 X15 -r N=15600 I E=10800 sm 159`' /590 i s' a % / J 1588 1589 ' DATE _-�_ SIERRA LAKES 05198 - -� r " PLAN BASIN 1'�"'�� GOLF COURSE GRADING PLAN FIGURE �- — --�---INFILTRATION BASIN 1 M. Tr""Md' IM 013' L1'' FAIRWAYS 14 & 15 _ r _ FAIRWAY 14 & 15 mmajo wmv mff RM**q 13 3151 Array f**M . SUN 41 C -b Mea, CMftl 9ZW6 i / 1611 4[f 4itO 0 25 50 100 \ I / If __ % % i� m shy WA N t S ND F ND F % .0 -PLAN - BASIN 2 FAIRWAY 16 & 17 M17 JOHN M. 1lfl[1�18 ROOOURlQ LTD. 3151 DATE SIERRA LAKES 008 GOLF COURSE GRADING PLAN INFILTRATION BASIN 2 FAIRWAYS 16 & 17 FIGURE 14 Y, 4t; x0o A PLAN - BASIN 3_ PRACTING RANGE 0 25 50 100 100 YR PEAK WATER SURFACE kla"lm, VD. elanQrono mivwr-oa n/ ""13 3131 AWWW &VMM 5ume 41 GMM MeS16 CsWmft 92626 SIERRA LAKES GOLF COURSE GRADING PLAN INFILTRATION BASIN 3 PRACTING RANGE DATE 05/98 15 N=16800 E=13200 11 N=16800 _I E=13600 -�,G_ •— moi- �-/� 0 25 50 100 — r------_� PLAN - BASIN 4 FAIRWAY 8 N-16400 E-13600 J" M. IETRlIC1 Q AYSOaAT[S, LiD. e�aretrona rrrinceMenr �xxp 5151 Ar*w Auemot Sum 41 C -M Mnp GMorrY 92626 SIERRA LAKES GOLF COURSE GRADING PLAN INFILTRATION BASIN 4 FAIRWAY 8 05/98 16 ��rrrr Z'\dgn\079-A1sIWgnV x1liblts\f1g17 Aug PLAN - BASIN FAIRWAY 6 o lo{'ul It TUMMM a A55"TMs giro. ctt�cavrta MAtv47_m tr rimim 5151 mvey Avuk - 5uRe Q-1 Ccso Mesa, Caro" 92626 SIERRA LAKES GOLF COURSF, GRADING PLAN INFILTRATION BASIN 5 FAIRWAY 6 DATE 08/98 IUFA ll� ()PSI ---------- c:) 17 0 25 50 100 151h -PLAN BASIN 6 FAIRWAYS 11 & 12 CJS os, IS q.0 9 ,Qj SIERRA LAKES tag"41, *ad ftsm GOLF COURSE GRADING PLAN 09 INFILTRATION BASIN 6 J" M. TETTEPM it A""115, LTD. 0=MMEEFM MAMAMvM PUMM FAIRWAYS 11 312 3l!llAftwAwaue,5uMeQA CffJMMeMCmWorr" WN6 DA TE 05/98 HOURE 18 N=13 E=14 100 -YR PEAK - WATER SURFACE OSAND FILTER .i: ii PLAN -BASIN 7 FAIRWAY 5 01 4000 4300 fir ElR- 0=---.25 50 100 DATE SIERRA LAKES 05/98 +'M GOLF COURSE GRADING PLAN FIGURE T;X-UTom , ,,1M_ INFILTRATION BASIN 7 era Pwwrmmr �m FAIRWAY 5 19 b loft 41 Cam Mat, Cawsm 02626 S D FILTER PLAN - BASIN 8 FAIRWAYS I & 10 00 00 +N=14700 E=13200 + N-14400 E=13200 0 25 50 100 DATE SIERRA LAKES 05/98 wxlaiw.6�� GOLF COURSE GRADING PLAN FIGURE J" M. TEVEMER G AM"TES, LTD. INFILTRATION BASIN 8 ,qw0f=!m�lmf;mrF4m MNV4?tvq "Mm FAIRWAYS 1 & 10 20 7151 Army ftemm!wte Q-1 casb Mm.% coww" 92626 ISAND FILTER %J I. 100 -YR PEAK I WATER LEVEL PLAN - BASIN 9_ FAIRWAYS 2 & 3 SIERRA LAKES 05/98 GOLF COURSE GRADING PLAN FIGURE INFILTRATION BASIN 9 xx" M. WMAM a M"Tml VD. mct�r!"�M= 00=* MWVM FLAnMM FAIRWAYS 2 & 3 10 21 3151 AftW hwewMe, 7W*fte Q-1 coon M-6 caww" 92626 N=14800 E=11600 L N=15200 -I E=11600 %wa- IN.. 000"MMMW WAV2MMT nMM3 JOr111 M. terTEM a 163OCKTd, LTD. 3171 AftW A6"W, 7u Cmfa MM CmW=^ft 926M 0 25 50 100 DATE SIERRA LAKES 05/98 GOLF COURSE GRADING PLAN FIGURE INFILTRATION BASIN 10 FAIRWAY 13 22 APPENDIX Time of Concentration Calculations RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates 3151 Airway Avenue, suite Q-1 Costa Mesa, CA 92626 (714)434-9080 ************************** DESCRIPTION OF STUDY ************************** Sierra Lakes Day 1 of 2 -Day storm 100 -Yr Storm Ratinal Method Study (AMCIII) FILE NAME: LEWISI.DAT TIME/DATE OF STUDY: 16:53 2/ 5/1999 - --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) V5. LOG(TC;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 32.0 20.0 .017/ .017/ .020 .50 1.50 .03125 .1250 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable street Flow Depth)- (Top -of -curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = .80 * TC VALLEY(DEVELOPED) S -GRAPH USED. SIERRA MADRE DEPTH -AREA FACTORS USED. AREA -AVERAGED DURATION RAINFALL(INCH) 5 -MINUTES .21 30 -MINUTES .42 1 -HOUR .55 3 -HOUR 1.01 6 -HOUR 1.51 24-HOUR 3.56 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1629.00 DOWNSTREAM(FEET) = 1618.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.730 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.545 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.30 .80 .50 52 10.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 2.37 FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1618.00 DOWNSTREAM ELEVATION(FEET) = 1605.00 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .25 HALFSTREET FLOOD WIDTH(FEET) = 6.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .75 STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 13.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.375 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 1.70 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 3.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .25 HALFSTREET FLOOD WIDTH(FEET) = 7.20 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) _ .79 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.02 = 980.00 FEET. FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1605.00 DOWNSTREAM ELEVATION(FEET) = 1600.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 14.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .88 STREET FLOW TRAVEL TIME(MIN.) = 3.79 TC(MIN.) = 16.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.180 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 14.52 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 14.52 SUBAREA RUNOFF(CFS) = 10.21 EFFECTIVE AREA(ACRES) = 18.52 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 18.52 PEAK FLOW RATE(CFS) = 13.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 16.65 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 1520.00 FEET. FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1600.00 DOWNSTREAM(FEET) = 1592.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.03 PIPE TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 17.97 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 2080.00 FEET. FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 17.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.134 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.40 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 3.58 EFFECTIVE AREA(ACRES) = 23.92 AREA -AVERAGED FMCINCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 23.92 PEAK FLOW RATE(CFS) = 15.84 **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.84 PIPE TRAVEL TIME(MIN.) = .82 TC(MIN.) = 18.79 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1616.00 DOWNSTREAM(FEET) = 1610.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.316 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.496 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.80 .80 .50 52 11.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 3.76 FLOW PROCESS FROM NODE 1.12 TO NODE 1.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1610.00 DOWNSTREAM(FEET) = 1600.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.76 PIPE TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 13.27 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.13 = 1200.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 13.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.360 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 8.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 7.01 EFFECTIVE AREA(ACRES) = 11.90 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) = 10.30 **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------ ELEVATION DATA UPSTREAM(FEET) = 1600.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.30 PIPE TRAVEL TIME(MIN.) = .47 TC(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.05 = 1560.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.30 13.74 1.332 .80( .40) .50 11.9 1.11 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.05 = 1560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.84 18.79 1.104 .80( .40) .50 23.9 1.01 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.63 13.74 1.332 .80( .40) .50 29.4 1.11 2 23.62 18.79 1.104 .80( .40) .50 35.8 1.01 TOTAL AREA(ACRES) = 35.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.63 TC(MIN.) = 13.735 EFFECTIVE AREA(ACRES) = 29.38 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 35.82 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 1.21 TO NODE 1.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1652.00 DOWNSTREAM(FEET) = 1634.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.473 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.195 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 7.20 .80 .85 52 16.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 3.36 FLOW PROCESS FROM NODE 1.22 TO NODE 1.23 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1634.00 DOWNSTREAM(FEET) = 1631.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.36 PIPE TRAVEL TIME(MIN.) = .31 TC(MIN.) = 16.79 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.23 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.23 TO NODE 1.23 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 16.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.181 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL A 12.04 .80 .60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 7.62 EFFECTIVE AREA(ACRES) = 19.24 AREA -AVERAGED FM(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .69 TOTAL AREA(ACRES) = 19.24 PEAK FLOW RATE(CFS) = 10.89 FLOW PROCESS FROM NODE 1.23 TO NODE 1.24 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1631.00 DOWNSTREAM(FEET) = 1612.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.89 PIPE TRAVEL TIME(MIN.) = 3.98 TC(MIN.) = 20.77 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.24 = 2770.00 FEET. FLOW PROCESS FROM NODE 1.24 TO NODE 1.24 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.039 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '5-7 DWELLINGS/ACRE' A 17.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 17.50 SUBAREA RUNOFF(CFS) = 10.10 EFFECTIVE AREA(ACRES) = 36.74 AREA -AVERAGED FM(INCH/HR) _ .48 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 36.74 PEAK FLOW RATE(CFS) = 18.54 FLOW PROCESS FROM NODE 1.24 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.54 PIPE TRAVEL TIME(MIN.) = .69 TC(MIN.) = 21.46 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.05 = 3370.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 21.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.019 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.00 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 4.63 EFFECTIVE AREA(ACRES) = 51.74 AREA -AVERAGED FMCINCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .67 TOTAL AREA(ACRES) = 51.74 PEAK FLOW RATE(CFS) = 22.50 FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 I5 CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.50 21.46 1.019 .80( 54) .67 51.7 1.21 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.05 = 3370.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 25.63 13.74 1.332 .80( .40) .50 29.4 1.11 2 23.62 18.79 1.104 .80( .40) .50 35.8 1.01 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 43.29 21.46 1.019 2 48.13 13.74 1.332 3 46.12 18.79 1.104 TOTAL AREA(ACRES) = 87.56 COMPUTED CONFLUENCE ESTIMATES AR PEAK FLOW RATE(CFS) = 48.1 EFFECTIVE AREA(ACRES) = 62.5' AREA -AVERAGED Fp(INCH/HR) _ .8 TOTAL AREA(ACRES) = 87.56 LONGEST FLOWPATH FROM NODE Fp(FM) Ap Ae HEADWATER (T NCH/HR) (ACRES) NODE .80( .48) .60 87.6 1.21 .80( .47) 59 62.5 1.11 .80( .48) .60 81.1 1.01 AS FOLLOWS: AS i N TC(MIN.) =13.73 AREA-AVERAG HR) =.47 AREA -AVERAGED Ap = .59 1.21 TO NODE 1.05 = 3370.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *********************�**�**,t*,r***,tt�**************************,t*�*,rte*,rte*,t�,r* FLOW PROCESS FROM NODE 2.01 TO NODE 2.01 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1649.00 DOWNSTREAM(FEET) = 1634.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.529 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.480 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.00 .80 .50 52 11.53 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 5.84 FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1634.00 DOWNSTREAM(FEET) = 1628.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 13.39 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 13.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.352 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 9.60 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 8.25 EFFECTIVE AREA(ACRES) = 15.60 AREA -AVERAGED FM(INCH/HR) = .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 13.40 FLOW PROCESS FROM NODE 2.03 TO NODE 2.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1628.00 DOWNSTREAM(FEET) = 1606.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.40 PIPE TRAVEL TIME(MIN.) = .26 TC(MIN.) = 13.65 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 1590.00 FEET. FLOW PROCESS FROM NODE 2.04 TO NODE 2.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------------------------------- MAINLINE TC(MIN) 13. A S 1 N * 100 YEAR RAINFALL NSITY(INCH/HR) = 1.337 P -s SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 13.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(XNCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 8.26 EFFECTIVE AREA(ACRES) = 29.50 AREA -AVERAGED FM(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .66 TOTAL AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) = 21.45 **************************************************************************** FLOW PROCESS FROM NODE 3.21 TO NODE 3.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1652.00 DOWNSTREAM(FEET) = 1649.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.541 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.113 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 3.40 .80 .85 52 18.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.23 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1649.00 DOWNSTREAM ELEVATION(FEET) = 1645.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 10.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50 12. PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .45 STREET FLOW TRAVEL TIME(MIN.) = 8.34 TC(MIN.) = 26.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) _ .890 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 7.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 3.23 EFFECTIVE AREA(ACRES) = 10.70 AREA -AVERAGED FM(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .61 TOTAL AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) = 3.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 11.38 FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) _ .52 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.23 = 1380.00 FEET. FLOW PROCESS FROM NODE 3.23 TO NODE 3.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1645.00 DOWNSTREAM ELEVATION(FEET) = 1643.00 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = .47 STREET FLOW TRAVEL TIME(MIN.) = 6.81 TC(MIN.) = 33.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) _ .778 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 10.70 AREA -AVERAGED FM(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .61 * RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) = 3.89 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.35 FLOW VELOCITY(FEET/SEC.) = 1.37 DEPTH*VELOCITY(FT*FT/SEC.) _ .47 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.03 = 1940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1655.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.959 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.448 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.40 .80 .50 52 11.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 3.21 FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1655.00 DOWNSTREAM ELEVATION(FEET) = 1643.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 3.43 TC(MIN.) = 15.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.244 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.60 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 10.36 EFFECTIVE AREA(ACRES) = 17.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 12.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.95 15.39 1.244 .80( .40) .50 17.0 3.01 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1290.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 3.89 33.69 .778 .80( .49) .61 10.7 3.21 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.03 = 1940.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 16.84 15.39 1.244 .80( .42) .52 21.9 3.01 2 9.84 33.69 .778 .80( .43) .54 27.7 3.21 TOTAL AREA(ACRES) = 27.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.84 TC(MIN.) = 15.388 EFFECTIVE AREA(ACRES) = 21.89 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .52 TOTAL AREA(ACRES) = 27.70 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.03 = 1940.00 FEET. FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1643.00 DOWNSTREAM(FEET) = 1638.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.39 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.84 PIPE TRAVEL TIME(MIN.) = 3.71 TC(MIN.) = 19.10 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.04 = 3140.00 FEET. FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------- MAINLINE TC(MIN) = 19.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.093 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 6.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 3.94 EFFECTIVE AREA(ACRES) = 28.19 AREA -AVERAGED FM(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .52 TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 17.24 FLOW PROCESS FROM NODE 3.04 TO NODE 3.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1638.00 DOWNSTREAM(FEET) = 1612.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.17 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.24 PIPE TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 21.07 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1648.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.505 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.346 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.40 .80 .50 52 13.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 3.75 **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- --------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1648.00 DOWNSTREAM ELEVATION(FEET) = 1632.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 13.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 4.86 TC(MIN.) = 18.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.119 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 19.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 12.66 EFFECTIVE AREA(ACRES) = 23.90 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 23.90 PEAK FLOW RATE(CFS) = 15.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 15.71 FLOW VELOCITY(FEET/SEC.) = 3.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.13 = 1870.00 FEET. FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1632.00 DOWNSTREAM(FEET) = 1612.00 FLOW LENGTH(FEET) = 400.00 MANNING`S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.51 PIPE TRAVEL TIME(MIN.) = .49 TC(MIN.) = 18.85 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.14 = 2270.00 FEET. FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 18.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.102 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 11.70 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 4.48 EFFECTIVE AREA(ACRES) = 35.60 AREA -AVERAGED FM(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 35.60 PEAK FLOW RATE(CFS) = 19.61 **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.61 18.85 1.102 .80( .49) .62 35.6 3.11 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.14 = 2270.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR (INCH/HR) (ACRES) NODE 1 17.24 21.07 1.031 .80( .41) .52 28.2 3.01 2 10.31 40.10 .700 .80( .43) .54 34.0 3.21 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.82 18.85 1.102 .80( .46) .58 60.8 3.11 2 34.58 21.07 1.031 .80( .46) .57 63.8 3.01 3 18.95 40.10 .700 .80( .46) .58 69.6 3.21 TOTAL AREA(ACRES) = 69.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: g�P4 .� PEAK FLOW RATE(CFS) = 36.82 TC(MIN.) = 18.849 EFFECTIVE AREA(ACRES) = 60.82 AREA-AVERAG /HR) _ .46 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .58 TOTAL AREA(ACRES) = 69.60 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1627.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.365 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.419 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 1.70 .80 .50 52 12.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1627.00 DOWNSTREAM ELEVATION(FEET) = 1622.00 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 9.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .62 STREET FLOW TRAVEL TIME(MIN.) = 3.75 TC(MIN.) = 16.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.210 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 6.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 4.61 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 5.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.63 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) _ .76 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 930.00 FEET. FLOW PROCESS FROM NODE 4.03 TO NODE 4.04 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1622.00 DOWNSTREAM ELEVATION(FEET) = 1612.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020• **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 2.80 TC(MIN.) = 18.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.099 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.40 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 14.40 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 9.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.35 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.04 = 1450.00 FEET. FLOW PROCESS FROM NODE 4.04 TO NODE 4.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1590.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.09 PIPE TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 19.96 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.05 = 2100.00 FEET. FLOW PROCESS FROM NODE 4.05 TO NODE 4.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 19.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.064 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 24.80 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 24.80 SUBAREA RUNOFF(CFS) = 8.66 EFFECTIVE AREA(ACRES) = 39.20 AREA -AVERAGED FM(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .72 TOTAL AREA(ACRES) = 39.20 PEAK FLOW RATE(CFS) = 17.29 FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1627.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.646 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.647 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.80 .80 .50 52 9.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 2.02 FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1627.00 DOWNSTREAM ELEVATION(FEET) = 1613.00 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 3.91 TC(MIN.) = 13.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.343 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 16.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 13.69 EFFECTIVE AREA(ACRES) = 17.90 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 15.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 15.32 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1260.00 FEET. FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1613.00 DOWNSTREAM(FEET) = 1590.00 FLOW LENGTH(FEET) = 1030.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.22 PIPE TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 15.27 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 15.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.250 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 16.10 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 8.31 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED FM(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .67 TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 22.04 FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1602.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.206 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.694 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11+ DWELLINGS/ACRE" A 4.10 .80 .20 52 9.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA RUNOFF(CFS) = 5.66 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 5.66 FLOW PROCESS FROM NODE 5.12 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1602.00 DOWNSTREAM(FEET) = 1590.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.66 PIPE TRAVEL TIME(MIN.) = .40 TC(MIN.) = 9.61 LONGEST FLOWPATH FROM NODE 5.11 TO NODE 5.04 = 820.00 FEET. FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 5.66 9.61 1.651 .80( .16) .20 4.1 5.11 LONGEST FLOWPATH FROM NODE 5.11 TO NODE 5.04 = 820.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.04 15.27 1.250 .80( .53) .67 34.0 5.01 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 27.24 9.61 1.651 .80( .47) .59 25.5 5.11 2 26.18 15.27 1.250 .80( .49) .62 38.1 5.01 TOTAL AREA(ACRES) = 38.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:��, N PEAK FLOW RATE(CFS) = 27.24 TC(MIN.) = 9.607 EFFECTIVE AREA(ACRES) = 25.49 AREA-AVERAG HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .59 TOTAL AREA(ACRES) = 38.10 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1608.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** 20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.637 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.471 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.10 .80 .50 52 11.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 3.96 FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1608.00 DOWNSTREAM ELEVATION(FEET) = 1595.00 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 9.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .90 STREET FLOW TRAVEL TIME(MIN.) = 3.11 TC(MIN.) = 14.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.276 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE' A 4.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 3.24 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 6.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 10.32 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) _ .97 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 1230.00 FEET. FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1595.00 DOWNSTREAM ELEVATION(FEET) = 1592.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 15.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .75 STREET FLOW TRAVEL TIME(MIN.) = 4.57 TC(MIN.) = 19.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.086 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 12.70 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 7.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 15.01 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) _ .74 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 1760.00 FEET. FLOW PROCESS FROM NODE 6.03 TO NODE 6.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1552.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = .69 TC(MIN.) = 20.01 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.04 = 2310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------- MAINLINE TC(MIN) = 20.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.063 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.20 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 5.28 EFFECTIVE AREA(ACRES) = 27.90 AREA -AVERAGED FMCINCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .69 TOTAL AREA(ACRES) = 27.90 PEAK FLOW RATE(CFS) = 12.88 FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 6.11 TO NODE 6.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1610.00 DOWNSTREAM(FEET) = 1602.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.927 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.619 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11+ DWELLINGS/ACRE" A 4.70 .80 .20 52 9.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA RUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 6.17 FLOW PROCESS FROM NODE 6.12 TO NODE 6.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1602.00 DOWNSTREAM ELEVATION(FEET) = 1590.00 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 13.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 12.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.436 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 10.10 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 11.61 EFFECTIVE AREA(ACRES) = 14.80 AREA -AVERAGED FM(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 14.80 PEAK FLOW RATE(CFS) = 17.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.13 = 1090.00 FEET. FLOW PROCESS FROM NODE 6.13 TO NODE 6.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1590.00 DOWNSTREAM(FEET) = 1570.00 FLOW LENGTH(FEET) = 1160.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.23 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.01 PIPE TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 14.21 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.14 = 2250.00 FEET. FLOW PROCESS FROM NODE 6.14 TO NODE 6.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 14.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.305 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 13.20 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 13.62 EFFECTIVE AREA(ACRES) = 28.00 AREA -AVERAGED FM(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) = 28.88 FLOW PROCESS FROM NODE 6.14 TO NODE 6.15 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1565.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.88 PIPE TRAVEL TIME(MIN.) = .72 TC(MIN.) = 14.92 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.15 = 2650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.15 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 14.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.267 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 13.30 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 13.27 EFFECTIVE AREA(ACRES) = 41.30 AREA -AVERAGED Fm(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 41.30 PEAK FLOW RATE(CFS) = 41.19 FLOW PROCESS FROM NODE 6.15 TO NODE 6.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1552.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.02 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.19 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 16.21 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.04 = 3500.00 FEET. FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.19 16.21 1.206 .80( .16) .20 41.3 6.11 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.04 = 3500.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 12.88 20.01 1.063 .80( .55) .69 27.9 6.01 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.04 = 2310.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 54.08 16.21 1.206 .80( .30) .37 63.9 6.11 2 48.44 20.01 1.063 .80( .32) .40 69.2 6.01 TOTAL AREA(ACRES) = 69.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: aAsl N PEAK FLOW RATE(CFS) = 54.08 TC(MIN.) 16.210 EFFECTIVE AREA(ACRES) = 63.90 AREA-AVERA R) = 30 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .37 TOTAL AREA(ACRES) = 69.20 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.04 = 3500.00 FEET. FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1604.00 DOWNSTREAM(FEET) = 1595.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.683 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.549 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 2.60 .80 .50 52 10.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 2.69 FLOW PROCESS FROM NODE 7.02 TO NODE 7.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1595.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 3.37 TC(MIN.) = 14.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.314 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 14.80 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 12.20 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 14.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 13.45 FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.03 = 1300.00 FEET. FLOW PROCESS FROM NODE 7.03 TO NODE 7.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1544.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.34 PIPE TRAVEL TIME(MIN.) = .70 TC(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.14 = 1850.00 FEET. FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 7.11 TO NODE 7.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) = 1575.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.118 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.436 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.90 .80 .50 52 12.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 3.64 FLOW PROCESS FROM NODE 7.12 TO NODE 7.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1575.00 DOWNSTREAM ELEVATION(FEET) = 1558.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .28 HALFSTREET FLOOD WIDTH(FEET) = 9.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .92 STREET FLOW TRAVEL TIME(MIN.) = 3.08 TC(MIN.) = 15.20 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.20 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 3.23 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 6.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 9.66 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 7.11 TO NODE 7.13 = 1190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.13 TO NODE 7.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1558.00 DOWNSTREAM(FEET) = 1544.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.24 PIPE TRAVEL TIME(MIN.) = .37 TC(MIN.) = 15.57 LONGEST FLOWPATH FROM NODE 7.11 TO NODE 7.14 = 1440.00 FEET. FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 15.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.236 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 18.00 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 9.06 EFFECTIVE AREA(ACRES) = 26.10 AREA -AVERAGED FM(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .74 TOTAL AREA(ACRES) = 26.10 PEAK FLOW RATE(CFS) = 15.16 **************************************************************************** FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.16 15.57 1.236 .80( .59) .74 26.1 7.11 LONGEST FLOWPATH FROM NODE 7.11 TO NODE 7.14 = 1440.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 14.34 14.76 1.276 .80( .40) .50 17.4 7.01 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.14 = 1850.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.85 15.57 1.236 .80( .51) .64 43.5 7.11 2 29.51 14.76 1.276 .80( .51) .64 42.1 7.01 TOTAL AREA(ACRES) = 43.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:, PEAK FLOW RATE(CFS) = 29.51 TC(MIN.) = 14.755 EFFECTIVE AREA(ACRES) = 42.14 AREA-AVERA �HR) =.51 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .64 TOTAL AREA(ACRES) = 43.50 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.14 = 1850.00 FEET. FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.01 TO NODE 8.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1585.00 DOWNSTREAM(FEET) = 1582.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.178 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.208 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.15 .80 .50 52 16.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.48 TOTAL AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) = 4.48 FLOW PROCESS FROM NODE 8.02 TO NODE 8.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1582.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 10.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 2.57 TC(MIN.) = 18.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.105 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 7.70 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 13.85 PEAK FLOW RATE(CFS) = 8.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.71 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.03 = 1220.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.11 TO NODE 8.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1585.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.241 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.427 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 3.20 .80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) Ap SCS TC (DECIMAL) CN (MIN.) .50 52 12.24 .80 2.96 **************************************************************************** FLOW PROCESS FROM NODE 8.12 TO NODE 8.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1585.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .98 STREET FLOW TRAVEL TIME(MIN.) = 2.89 TC(MIN.) = 15.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.257 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.30 .80 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 6. EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.47 52 41 .40 8.89 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 8.11 TO NODE 8.03 = 1170.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intens Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.89 15.14 1.257 .80( .40) .50 11.5 8.11 LONGEST FLOWPATH FROM NODE 8.11 TO NODE 8.03 = 1170.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 8.82 18.75 1.105 .80( .40) .50 13.9 8.01 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.03 = 1220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR (INCH/HR) (ACRES) NODE 1 17.53 15.14 1.257 .80( .40) 50 22.7 8.11 2 16.14 18.75 1.105 .80( 40 .50 25.4 8.01 TOTAL AREA(ACRES) = 25.35 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.53 TC(MIN.) = 15.136 EFFECTIVE AREA(ACRES) = 22.68 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 25.35 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.03 = 1220.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 8.03 TO NODE 8.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1565.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.53 PIPE TRAVEL TIME(MIN.) = .42 TC(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.04 = 1470.00 FEET. FLOW PROCESS FROM NODE 8.04 TO NODE 8.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 15.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.236 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 9.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 6.86 EFFECTIVE AREA(ACRES) = 31.78 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 34.45 PEAK FLOW RATE(CFS) = 23.97 FLOW PROCESS FROM NODE 8.04 TO NODE 8.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1557.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.97 PIPE TRAVEL TIME(MIN.) = .54 TC(MIN.) = 16.09 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.05 = 1830.00 FEET. FLOW PROCESS FROM NODE 8.05 TO NODE 8.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 16.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.211 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 5.60 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 4.50 EFFECTIVE AREA(ACRES) = 37.38 AREA -AVERAGED FM(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 40.05 PEAK FLOW RATE(CFS) = 27.76 FLOW PROCESS FROM NODE 8.05 TO NODE 8.06 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1557.00 OOWNSTREAM(FEET) = 1539.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.76 PIPE TRAVEL TIME(MIN.) = .96 TC(MIN.) = 17.05 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.06 = 2530.00 FEET. FLOW PROCESS FROM NODE 8.06 TO NODE 8.06 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 17.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.170 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 27.63 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 27.63 SUBAREA RUNOFF(CFS) = 25.14 EFFECTIVE AREA(ACRES) = 65.01 AREA -AVERAGED FM(INCH/HR) _ .29 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 67.68 PEAK FLOW RATE(CFS) = 51.51 FLOW PROCESS FROM NODE 8.06 TO NODE 8.07 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1539.00 DOWNSTREAM(FEET) = 1537.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.57 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.51 PIPE TRAVEL TIME(MIN.) = 2.69 TC(MIN.) = 19.74 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. it * ie it Ye Yr it k it * it it * it * irie it *ir * irir is Yr it it tk it it it is it ir'k i<* it it ie a4 irir it it ie i<irir it it it it it it Ye it it is it it it * it ie k Yr Yr is it ie k Yr it is k FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 19.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.072 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 10.80 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 8.87 EFFECTIVE AREA(ACRES) = 75.81 AREA -AVERAGED FM(INCH/HR) _ .27 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .34 TOTAL AREA(ACRES) = 78.48 PEAK FLOW RATE(CFS) = 54.62 FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 8.21 TO NODE 8.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.00 DOWNSTREAM(FEET) = 1548.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.045 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.518 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 8-10 DWELLINGS/ACRE" A 7.90 .80 .40 52 11.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 8.53 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 8.53 **************************************************************************** FLOW PROCESS FROM NODE 8.22 TO NODE 8.23 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1548.00 DOWNSTREAM ELEVATION(FEET) = 1544.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 19.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .87 STREET FLOW TRAVEL TIME(MIN.) = 9.33 TC(MIN.) = 20.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.051 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 12.50 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 8.25 EFFECTIVE AREA(ACRES) = 20.40 AREA -AVERAGED FM(INCH/HR) _ .32 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = 20.40 PEAK FLOW RATE(CFS) = 13.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 20.09 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) _ .89 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.23 = 1730.00 FEET. FLOW PROCESS FROM NODE 8.23 TO NODE 8.07 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1544.00 DOWNSTREAM(FEET) = 1537.00 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.18 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.46 PIPE TRAVEL TIME(MIN.) = 2.81 TC(MIN.) = 23.18 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.07 = 2770.00 FEET. FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 23.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) _ .973 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 10.90 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 6.42 EFFECTIVE AREA(ACRES) = 31.30 AREA -AVERAGED FM(INCH/HR) _ .32 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = 31.30 PEAK FLOW RATE(CFS) = 18.44 FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 18.44 23.18 .973 .80( .32) .40 31.3 8.21 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.07 = 2770.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 54.62 19.74 1.072 .80( .27) .34 75.8 8.11 2 48.80 23.46 .966 .80( .28) .35 78.5 8.01 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 67.66 23.18 .973 .80( .29) .36 109.6 8.21 2 72.68 19.74 1.072 .80( .28) .36 102.5 8.11 3 67.05 23.46 .966 .80( .29) .36 109.8 8.01 TOTAL AREA(ACRES) = 109.78 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.68 TC(MIN.) = 19.743 EFFECTIVE AREA(ACRES) = 102.46 AREA -AVERAGED FM(INCH/HR) _ .28 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 109.78 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.07 TO NODE 8.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1537.00 DOWNSTREAM(FEET) = 1522.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.68 PIPE TRAVEL TIME(MIN.) = .38 TC(MIN.) = 20.12 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.08 = 3830.00 FEET. FLOW PROCESS FROM NODE 8.08 TO NODE 8.08 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MZN) * 100 YEAR RAIN FAL TY(INCH/HR) = 1.059 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.90 SUBAREA RUNOFF(CFS) = 5.48 EFFECTIVE AREA(ACRES) = 118.36 AREA -AVERAGED FM(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = 125.68 PEAK FLOW RATE(CFS) = 77.03 FLOW PROCESS FROM NODE 10.11 TO NODE 10.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1582.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.287 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.424 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLING5/ACRE" A 2.70 .80 .50 52 12.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 10.12 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) = 1573.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = .31 TC(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 10.11 TO NODE 10.13 = 840.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 10.21 TO NODE 10.22 IS CODE = 21 w ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1589.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.621 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.339 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 3.40 .80 .50 52 13.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 2.88 FLOW PROCESS FROM NODE 10.22 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1589.00 DOWNSTREAM(FEET) = 1573.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.88 PIPE TRAVEL TIME(MIN.) = .89 TC(MIN.) = 14.51 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 2.88 14.51 1.289 .80( .40) .50 3.4 10.21 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 2.49 12.59 1.403 .80( .40) .50 2.7 10.11 LONGEST FLOWPATH FROM NODE 10.11 TO NODE 10.13 = 840.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.09 14.51 1.289 .80( .40) .50 6.1 10.21 2 5.31 12.59 1.403 .80( .40) .50 5.7 10.11 TOTAL AREA(ACRES) = 6.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.31 TC(MIN.) = 12.594 EFFECTIVE AREA(ACRES) = 5.65 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.10 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 10.31 TO NODE 10.32 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1590.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.435 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.571 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 3.20 .80 .50 52 10.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 3.38 FLOW PROCESS FROM NODE 10.32 TO NODE 10.33 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1590.00 DOWNSTREAM ELEVATION(FEET) = 1585.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 10.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .73 STREET FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 13.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.360 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.80 .80 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 3.29 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 6 52 40 06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.47 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) _ .80 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.33 = 1030.00 FEET. FLOW PROCESS FROM NODE 10.33 TO NODE 10.34 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1585.00 DOWNSTREAM ELEVATION(FEET) = 1582.00 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 13.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .83 STREET FLOW TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) = 15.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.227 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.70 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 11.70 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) = 8.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 14.30 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY(FT*FT/SEC.) _ .88 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.34 = 1370.00 FEET. FLOW PROCESS FROM NODE 10.34 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) 1573.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.= 10.64 ESTIMATED PIPE DIAMETER(INCH� = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.73 PIPE TRAVEL TIME(MIN.) = .38 TC(MIN.) = 16.13 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 16.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.210 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 2.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED FM(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .57 TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 9.94 FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.94 16.13 1.210 .80( .45) .57 14.6 10.31 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (T NCH/HR) (ACRES) NODE 1 5.31 12.59 1.403 .80( .40) .50 5.7 10.11 2 5.09 14.51 1.289 .80( .40) .50 6.1 10.21 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.57 16.13 1.210 .80( .44) .55 20.7 10.31 2 15.06 12.59 1.403 .80( .43) .55 17.0 10.11 3 14.97 14.51 1.289 .80( .44) .55 19.2 10.21 TOTAL AREA(ACRES) = 20.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.06 TC(MIN.) = 12.594 EFFECTIVE AREA(ACRES) = 17.05 AREA-AVERAG /HR) =.43 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .55 TOTAL AREA(ACRES) = 20.70 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 9.02 TO NODE 9.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00 ELEVATION DATA: UPSTREAM(FEET) = 1603.00 DOWNSTREAM(FEET) = 1567.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.759 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.227 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 15.60 .80 .85 52 15.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 7.72 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 7.72 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: Q/Y�1A► GZ. TOTAL AREA(ACRES) = 15.60 TC(MIN.) = 15.76 A 1V e EFFECTIVE AREA(ACRES) = 15.60 AREA -AVERAGED �)=�68 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .85 PEAK FLOW RATE(CFS) = 7.72 END OF RATIONAL METHOD ANALYSIS I Il I m 16- r -M IL J. IL �e. % !r —A S Ar LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.30 .80 .50 52 10.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.07 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 8.07 FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1618.00 DOWNSTREAM ELEVATION(FEET) = 1605.00 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 12.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 12.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.923 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 1.70 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.39 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 12.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.90 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.02 = 980.00 FEET. FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1605.00 DOWNSTREAM ELEVATION(FEET) = 1600.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 25.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 2.75 TC(MIN.) = 15.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.482 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 14.52 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 14.52 SUBAREA RUNOFF(CFS) = 40.31 EFFECTIVE AREA(ACRES) = 18.52 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 18.52 PEAK FLOW RATE(CFS) = 51.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 33.73 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 540.0 FT WITH ELEVATION -DROP = 5.0 FT, IS 46.6 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1.03 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 1520.00 FEET. FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1600.00 DOWNSTREAM(FEET) = 1592.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.35 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.41 PIPE TRAVEL TIME(MIN.) = .82 TC(MIN.) = 16.06 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 2080.00 FEET. FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 16.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.374 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.40 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 14.46 EFFECTIVE AREA(ACRES) = 23.92 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 23.92 PEAK FLOW RATE(CFS) = 64.07 FLOW PROCESS FROM NODE 1.04 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.07 PIPE TRAVEL TIME(MIN.) = .59 TC(MIN.) = 16.64 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1616.00 DOWNSTREAM(FEET) = 1610.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.316 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.163 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.80 .80 .50 52 11.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.87 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.87 FLOW PROCESS FROM NODE 1.12 TO NODE 1.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1610.00 DOWNSTREAM(FEET) = 1600.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 12.75 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.13 = 1200.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 12.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.875 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 8.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 25.34 EFFECTIVE AREA(ACRES) = 11.90 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) = 37.23 FLOW PROCESS FROM NODE 1.13 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1600.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.61 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.23 PIPE TRAVEL TIME(MIN.) = .34 TC(MIN.) = 13.09 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.05 = 1560.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 37.23 13.09 3.814 .80( .40) .50 11.9 1.11 LONGEST FLOWPATH FROM NODE 1.11 TO NODE 1.05 = 1560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 64.07 16.64 3.302 .80( .40) .50 23.9 1.01 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 96.51 13.09 3.814 .80( 40) .50 30.7 1.11 2 95.73 16.64 3.302 .80( 40) .50 35.8 1.01 TOTAL AREA(ACRES) = 35.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.51 TC(MIN.) = 13.093 EFFECTIVE AREA(ACRES) = 30.72 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 35.82 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 1.21 TO NODE 1.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1652.00 DOWNSTREAM(FEET) = 1634.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.473 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.323 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 7.20 .80 .85 52 16.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .8S SUBAREA RUNOFF(CFS) = 17.15 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 17.15 FLOW PROCESS FROM NODE 1.22 TO NODE 1.23 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1634.00 DOWNSTREAM(FEET) = 1631.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.42 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.15 PIPE TRAVEL TIME(MIN.) = .21 TC(MIN.) = 16.68 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.23 = 1070.00 FEET. FLOW PROCESS FROM NODE 1.23 TO NODE 1.23 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 16.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.298 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL A 12.04 .80 .60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 30.56 EFFECTIVE AREA(ACRES) = 19.24 AREA -AVERAGED FM(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .69 TOTAL AREA(ACRES) = 19.24 PEAK FLOW RATE(CFS) = 47.55 FLOW PROCESS FROM NODE 1.23 TO NODE 1.24 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1631.00 DOWNSTREAM(FEET) = 1612.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.10 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.55 PIPE TRAVEL TIME(MIN.) = 2.81 TC(MIN.) = 19.49 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.24 = 2770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.24 TO NODE 1.24 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 19.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.004 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 17.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 17.50 SUBAREA RUNOFF(CFS) = 41.05 EFFECTIVE AREA(ACRES) = 36.74 AREA -AVERAGED FM(INCH/HR) _ .48 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 36.74 PEAK FLOW RATE(CFS) = 83.51 **************************************************************************** FLOW PROCESS FROM NODE 1.24 TO NODE 1.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1580.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.79 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.51 PIPE TRAVEL TIME(MIN.) = .48 TC(MIN.) = 19.97 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.05 = 3370.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 19.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.961 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.00 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.84 EFFECTIVE AREA(ACRES) = 51.74 AREA -AVERAGED FM(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .67 TOTAL AREA(ACRES) = 51.74 PEAK FLOW RATE(CFS) = 112.91 FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc IntensitFI(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 112.91 19.97 2.961 .80( .54) .67 S1.7 1.21 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.05 = 3370.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 96.51 13.09 3.814 .80( .40) .50 30.7 1.11 2 95.73 16.64 3.302 .80( .40) .50 35.8 1.01 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.05 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 197.38 19.97 2.961 .80( .48) .60 87.6 1.21 2 196.60 13.09 3.814 .80( .47) .59 64.6 1.11 3 203.11 16.64 3.302 .80( .47) .59 79.0 1.01 TOTAL AREA(ACRES) = 87.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 203.11 TC(MIN.) 16.645 EFFECTIVE AREA(ACRES) = 78.95 AREA-AVERA F R) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .59 TOTAL AREA(ACRES) = 87.56 LONGEST FLOWPATH FROM NODE 1.21 TO NODE 1.05 = 3370.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 2.01 TO NODE 2.01 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1649.00 DOWNSTREAM(FEET) = 1634.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.529 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.116 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 6.00 .80 .50 52 11.53 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 20.08 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 20.08 FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1634.00 DOWNSTREAM(FEET) = 1628.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.08 PIPE TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 1340.00 FEET. FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 12.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.840 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 9.60 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 29.74 EFFECTIVE AREA(ACRES) = 15.60 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = 50 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 48.33 FLOW PROCESS FROM NODE 2.03 TO NODE 2.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1628.00 DOWNSTREAM(FEET) = 1606.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.33 PIPE TRAVEL TIME(MIN.) = .19 TC(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 1590.00 FEET. FLOW PROCESS FROM NODE 2.04 TO NODE 2.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------- - ------------------------------------------------------------------ - - - ---------------------- ------------------------ MAINLINE TC(MIN) 13.1 * 100 YEAR RAINFAL SITY(INCH/HR) = 3.807 �A v �� SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 13.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 39.16 EFFECTIVE AREA(ACRES) = 29.50 AREA -AVERAGED FM(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .66 TOTAL AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) = 87.03 FLOW PROCESS FROM NODE 3.21 TO NODE 3.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1652.00 DOWNSTREAM(FEET) = 1649.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.541 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.095 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 3.40 .80 .85 52 18.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 7.40 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.40 FLOW PROCESS FROM NODE 3.22 TO NODE 3.23 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1649.00 DOWNSTREAM ELEVATION(FEET) = 1645.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 19.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 5.70 Tc(MIN.) = 24.24 2 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 11.10 FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1655.00 DOWNSTREAM ELEVATION(FEET) = 1643.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 20.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.01 STREET FLOW TRAVEL TIME(MIN.) = 2.52 TC(MIN.) = 14.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.590 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 13.60 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 39.07 EFFECTIVE AREA(ACRES) = 17.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 48.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 26.50 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY(FT*FT/SEC.) = 2.56 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 640.0 FT WITH ELEVATION -DROP = 12.0 FT, IS 45.8 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 3.03 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1290.00 FEET. FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.83 14.48 3.590 .80( .40) .50 17.0 3.01 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1290.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 20.70 28.80 2.377 .80( .49) .61 10.7 3.21 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.03 = 1940.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 65.92 14.48 3.590 .80( .42) .53 22.4 3.01 2 50.97 28.80 2.377 .80( .43) .54 27.7 3.21 TOTAL AREA(ACRES) = 27.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.92 TC(MIN.) = 14.483 EFFECTIVE AREA(ACRES) = 22.38 AREA -AVERAGED FM(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 27.70 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.03 = 1940.00 FEET. FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1643.00 DOWNSTREAM(FEET) = 1638.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.58 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.92 PIPE TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.04 = 3140.00 FEET. FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.247 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 16.15 EFFECTIVE AREA(ACRES) = 28.68 AREA -AVERAGED FM(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .52 TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 73.11 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.14 is CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1638.00 DOWNSTREAM(FEET) 1612.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.17 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.11 PIPE TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 18.53 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1648.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.505 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.744 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.40 .80 .50 52 13.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 13.25 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 13.25 FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1648.00 DOWNSTREAM ELEVATION(FEET) = 1632.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 23.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.23 STREET FLOW TRAVEL TIME(MIN.) = 3.54 TC(MIN.) = 17.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.256 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE' A 19.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 50.15 EFFECTIVE AREA(ACRES) = 23.90 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 23.90 PEAK FLOW RATE(CFS) = 61.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 31.27 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY(FT*FT/SEC.) = 2.80 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 920.0 FT WITH ELEVATION -DROP = 16.0 FT, IS 59.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 3.13 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.13 = 1870.00 FEET. FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1632.00 DOWNSTREAM(FEET) = 1612.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.78 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.47 PIPE TRAVEL TIME(MIN.) = .36 Tc(MIN.) = 17.40 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.14 = 2270.00 FEET. FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.216 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 11.70 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 26.74 EFFECTIVE AREA(ACRES) = 35.60 AREA -AVERAGED FM(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 35.60 PEAK FLOW RATE(CFS) = 87.35 FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 87.35 17.40 3.216 .80( .49) .62 35.6 3.11 LONGEST FLOWPATH FROM NODE 3.11 TO NODE 3.14 = 2270.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 73.11 18.53 3.096 .80( .41) .52 28.7 3.01 2 55.77 33.09 2.186 .80( .43) .54 34.0 3.21 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 159.04 17.40 3.216 .80( .46) .57 62.5 3.11 2 156.62 18.53 3.096 .80( .46) 57 64.3 3.01 3 110.13 33.09 2.186 .80( 46 .58 69.6 3.21 TOTAL AREA(ACRES) = 69.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 159.04 TC(MIN.) = =17391!:8EFFECTIVE AREA(ACRES) = 62.52 AREA-AVERAG/HR) _ .46 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .57 TOTAL AREA(ACRES) = 69.60 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.14 = 4340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ------------------------------------------------------------------------ **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1627.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.365 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.947 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.70 .80 .50 52 12.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.43 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.43 FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1627.00 DOWNSTREAM ELEVATION(FEET) = 1622.00 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 16.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 2.78 TC(MIN.) = 15.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.495 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 17.56 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 22.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 20.01 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 930.00 FEET. FLOW PROCESS FROM NODE 4.03 TO NODE 4.04 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1622.00 DOWNSTREAM ELEVATION(FEET) = 1612.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 20.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.02 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 17.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.241 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 6.40 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 16.38 EFFECTIVE AREA(ACRES) = 14.40 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 36.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 21.73 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.04 = 1450.00 FEET. FLOW PROCESS FROM NODE 4.04 TO NODE 4.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1590.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.28 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.84 PIPE TRAVEL TIME(MIN.) = .76 TC(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.05 = 2100.00 FEET. FLOW PROCESS FROM NODE 4.05 TO NODE 4.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------- MAINLINE TC(MIN) = 17.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.158 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 24.80 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 24.80 SUBAREA RUNOFF(CFS) = 55.38 EFFECTIVE AREA(ACRES) = 39.20 AREA -AVERAGED FM(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .72 TOTAL AREA(ACRES) = 39.20 PEAK FLOW RATE(CFS) = 91.15 FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1627.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.646 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.581 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.80 .80 .50 52 9.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 6.78 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 6.78 FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1627.00 DOWNSTREAM ELEVATION(FEET) = 1613.00 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 20.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.08 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 12.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.919 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 16.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 51.02 EFFECTIVE AREA(ACRES) = 17.90 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 56.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 28.96 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC.) = 2.76 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 740.0 FT WITH ELEVATION -DROP = 14.0 FT, IS 52.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 5.03 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1260.00 FEET. FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1613.00 DOWNSTREAM(FEET) 1590.00 FLOW LENGTH(FEET) = 1030.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.50 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.72 PIPE TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 13.78 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------ MAINLINE TC(MIN) = 13.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.698 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 16.10 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 43.78 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED FM(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .67 TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 96.94 FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1602.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** 20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.206 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.711 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS/ACRE" A 4.10 .80 .20 52 9.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA RUNOFF(CFS) = 16.80 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 16.80 FLOW PROCESS FROM NODE 5.12 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1602.00 DOWNSTREAM(FEET) = 1590.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = .31 TC(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 5.11 TO NODE 5.04 = 820.00 FEET. FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.80 9.51 4.620 .80( .16) .20 4.1 5.11 LONGEST FLOWPATH FROM NODE 5.11 TO NODE 5.04 = 820.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 96.94 13.78 3.698 .80( .53) .67 34.0 5.01 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 103.16 9.51 4.620 .80( .47) .60 27.6 5.11 2 110.27 13.78 3.698 .80( .49) .62 38.1 5.01 TOTAL AREA(ACRES) = 38.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.27 TC(MIN.) = 13.787H/HR) EFFECTIVE AREA(ACRES) = 38.10 AREA-AVERA _ .49 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 38.10 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1608.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.637 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.093 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.10 .80 .50 52 11.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 13.64 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.64 **************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1608.00 DOWNSTREAM ELEVATION(FEET) = 1595.00 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 16.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 13.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.669 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 12.07 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 24.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 17.82 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 1230.00 FEET. FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1595.00 DOWNSTREAM ELEVATION(FEET) = 1592.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 28.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 3.35 TC(MIN.) = 17.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.225 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.50 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 11.45 EFFECTIVE AREA(ACRES) = 12.70 AREA -AVERAGED FMCINCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 32.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 29.68 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 1760.00 FEET. FLOW PROCESS FROM NODE 6.03 TO NODE 6.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1552.00 FLOW LENGTH(FEET) = 550.00 MANNING`S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.31 PIPE TRAVEL TIME(MIN.) = .49 TC(MIN.) = 17.81 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.04 = 2310.00 FEET. FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.171 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.20 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 34.13 EFFECTIVE AREA(ACRES) = 27.90 AREA -AVERAGED FM(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .69 TOTAL AREA(ACRES) = 27.90 PEAK FLOW RATE(CFS) = 65.83 FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 6.11 TO NODE 6.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - --------- - -- ----- INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1610.00 DOWNSTREAM(FEET) = 1602.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.927 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.503 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11+ DWELLINGS/ACRE" A 4.70 .80 .20 52 9.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA RUNOFF(CFS) = 18.37 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 18.37 FLOW PROCESS FROM NODE 6.12 TO NODE 6.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1602.00 DOWNSTREAM ELEVATION(FEET) = 1590.00 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 20.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.35 STREET FLOW TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 11.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.102 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 10.10 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 35.84 EFFECTIVE AREA(ACRES) = 14.80 AREA -AVERAGED FM(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 14.80 PEAK FLOW RATE(CFS) = 52.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 25.49 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.84 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 490.0 FT WITH ELEVATION -DROP = 12.0 FT, IS 44.8 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 6.13 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.13 = 1090.00 FEET. FLOW PROCESS FROM NODE 6.13 TO NODE 6.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1590.00 DOWNSTREAM(FEET) = 1570.00 FLOW LENGTH(FEET) = 1160.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.31 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.52 PIPE TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 13.17 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.14 = 2250.00 FEET. FLOW PROCESS FROM NODE 6.14 TO NODE 6.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ------------------------------------------ MAINLINE TC(MIN) = 13.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.801 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE' A 13.20 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 43.26 EFFECTIVE AREA(ACRES) = 28.00 AREA -AVERAGED FM(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) = 91.77 FLOW PROCESS FROM NODE 6.14 TO NODE 6.15 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1565.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.47 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.77 PIPE TRAVEL TIME(MIN.) = .53 TC(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.15 = 2650.00 FEET. FLOW PROCESS FROM NODE 6.15 TO NODE 6.15 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 13.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.711 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11+ DWELLINGS/ACRE" A 13.30 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 42.52 EFFECTIVE AREA(ACRES) = 41.30 AREA -AVERAGED FM(INCH/HR) = .16 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 41.30 PEAK FLOW RATE(CFS) = 132.03 FLOW PROCESS FROM NODE 6.15 TO NODE 6.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1552.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE I5 34.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.59 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 132.03 PIPE TRAVEL TIME(MIN.) = .97 TC(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.04 = 3500.00 FEET. FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 132.03 14.67 3.562 .80( .16) .20 41.3 6.11 LONGEST FLOWPATH FROM NODE 6.11 TO NODE 6.04 = 3500.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 65.83 17.81 3.171 .80( .55) .69 27.9 6.01 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.04 = 2310.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit NUMBER (CFS) (MIN.) (INCH/HR� 1 194.35 14.67 3.562 2 182.70 17.81 3.171 TOTAL AREA(ACRES) = 69.20 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 194.35 EFFECTIVE AREA(ACRES) = 64.29 AREA -AVERAGED Fp(INCH/HR) _ .80 TOTAL AREA(ACRES) = 69.20 LONGEST FLOWPATH FROM NODE 6 Fp(FM) Ap AeHEADWATER (INCH/HR) (ACRES) NODE .80( .30) .38 64.3 6.11 .80( .32) .40 69.2 6.01 AS FOLLOWS: T� &S j1l TC(MIN.) =14.672 AREA -AVERAGE �H/HR)730 AREA -AVERAGED Ap = .38 11 TO NODE 6.04 = 3500.00 FEET. FLOW PROCESS FROM NODE 6.04 TO NODE 6.04 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1604.00 DOWNSTREAM(FEET) = 1595.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.683 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.309 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.60 .80 .50 52 10.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 9.15 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 9.15 FLOW PROCESS FROM NODE 7.02 TO NODE 7.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1595.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 18.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.34 STREET FLOW TRAVEL TIME(MIN.) = 2.48 TC(MIN.) = 13.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.802 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 14.80 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 45.34 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 53.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 23.47 FLOW VELOCITY(FEET/SEC.) = 5.93 DEPTH*VELOCITY(FT*FT/SEC.) = 3.06 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 780.0 FT WITH ELEVATION -DROP = 25.0 FT, IS 50.8 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.03 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.03 = 1300.00 FEET. FLOW PROCESS FROM NODE 7.03 TO NODE 7.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1544.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.98 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.31 PIPE TRAVEL TIME(MIN.) = .51 TC(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.14 = 1850.00 FEET. FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 7.11 TO NODE 7.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) = 1575.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.118 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.995 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.90 .80 .50 52 12.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.63 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 12.63 FLOW PROCESS FROM NODE 7.12 TO NODE 7.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1575.00 DOWNSTREAM ELEVATION(FEET) = 1558.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 15.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 2.29 TC(MIN.) = 14.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.601 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '5-7 DWELLINGS/ACRE" A 4.20 .80 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 12.11 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 23 52 40 35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 16.80 FLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 7.11 TO NODE 7.13 = 1190.00 FEET. FLOW PROCESS FROM NODE 7.13 TO NODE 7.14 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1558.00 DOWNSTREAM(FEET) = 1544.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET/5EC.) = 15.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.35 PIPE TRAVEL TIME(MIN.) = .27 TC(MIN.) = 14.68 LONGEST FLOWPATH FROM NODE 7.11 TO NODE 7.14 = 1440.00 FEET. FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 18.00 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 46.72 EFFECTIVE AREA(ACRES) = 26.10 AREA -AVERAGED FM(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .74 TOTAL AREA(ACRES) = 26.10 PEAK FLOW RATE(CFS) = 69.78 FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 69.78 14.68 3.561 .80( .59) LONGEST FLOWPATH FROM NODE 7.11 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) 1 53.31 13.67 3.716 .80( .40) LONGEST FLOWPATH FROM NODE 7.01 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity FP(FM) NUMBER (CFS) (MIN.) (INCH/HR) (T NCH/HR) 1 120.59 14.68 3.561 .80( .51) 2 121.69 13.67 3.716 .80( .51) TOTAL AREA(ACRES) = 43.50 Ap Ae HEADWATER (ACRES) NODE .74 26.1 7.11 7.14 = 1440.00 FEET. Ap Ae HEADWATER (ACRES) NODE .50 17.4 7.01 7.14 = 1850.00 FEET. Ap Ae HEADWATER (ACRES) NODE .64 43.5 7.11 .64 41.7 7.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1:�) olst PEAK FLOW RATE(CFS) = 121.69 TC(MIN.)= 13.671 v EFFECTIVE AREA(ACRES) = 41.71 AREA-AVERAG Fm HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED p = 64 TOTAL AREA(ACRES) = 43.50 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.14 = 1850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.14 TO NODE 7.14 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 8.01 TO NODE 8.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1585.00 DOWNSTREAM(FEET) = 1582.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.178 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.359 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.15 .80 .50 52 16.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 16.39 TOTAL AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) = 16.39 FLOW PROCESS FROM NODE 8.02 TO NODE 8.03 IS CODE = 62 --------------------------=------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1582.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 18.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.145 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 7.70 .80 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 19 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED FM(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 13.85 PEAK FLOW RATE(CFS) = 52 04 .40 34.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 20.16 FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY(FT*FT/SEC.) = 2.27 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.03 = 1220.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.11 TO NODE 8.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1585.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.241 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.971 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 3.20 .80 .50 52 12.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 10.29 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 10.29 **************************************************************************** FLOW PROCESS FROM NODE 8.12 TO NODE 8.03 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1585.00 DOWNSTREAM ELEVATION(FEET) = 1570.00 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 16.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85 STREET FLOW TRAVEL TIME(MIN.) = 2.13 TC(MIN.) = 14.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.606 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 23.97 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 33.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 19.62 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY(FT*FT/SEC.) = 2.27 LONGEST FLOWPATH FROM NODE 8.11 TO NODE 8.03 = 1170.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.21 14.37 3.606 .80( .40) .50 11.5 8.11 LONGEST FLOWPATH FROM NODE 8.11 TO NODE 8.03 = 1170.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 34.24 18.05 3.145 .80( .40) LONGEST FLOWPATH FROM NODE 8.01 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(FM) NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) 1 65.04 14.37 3.606 .80( .40) 2 62.68 18.05 3.145 .80( .40) TOTAL AREA(ACRES) = 25.35 Ap Ae HEADWATER (ACRES) NODE .50 13.9 8.01 8.03 = 1220.00 FEET. Ap Ae HEADWATER (ACRES) NODE .50 22.5 8.11 .50 25.4 8.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.04 TC(MIN.) = 14.372 EFFECTIVE AREA(ACRES) = 22.53 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 25.35 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.03 = 1220.00 FEET. FLOW PROCESS FROM NODE 8.03 TO NODE 8.03 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 8.03 TO NODE 8.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) 1565.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.55 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.04 PIPE TRAVEL TIME(MIN.) = .31 TC(MIN.) = 14.68 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.04 = 1470.00 FEET. FLOW PROCESS FROM NODE 8.04 TO NODE 8.04 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 9.10 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 25.90 EFFECTIVE AREA(ACRES) = 31.63 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 34.45 PEAK FLOW RATE(CFS) = 90.03 FLOW PROCESS FROM NODE 8.04 TO NODE 8.05 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1557.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.19 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.03 PIPE TRAVEL TIME(MIN.) = .39 TC(MIN.) = 15.07 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.05 = 1830.00 FEET. FLOW PROCESS FROM NODE 8.05 TO NODE 8.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 15.07 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.505 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 5.60 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 16.06 EFFECTIVE AREA(ACRES) = 37.23 AREA -AVERAGED FM(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 40.05 PEAK FLOW RATE(CFS) = 104.48 FLOW PROCESS FROM NODE 8.05 TO NODE 8.06 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1557.00 DOWNSTREAM(FEET) = 1539.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.94 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.48 PIPE TRAVEL TIME(MIN.) = .69 TC(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.06 = 2530.00 FEET. FLOW PROCESS FROM NODE 8.06 TO NODE 8.06 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------- ____________________________________________________________________________ MAINLINE TC(MIN) = 15.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.412 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 27.63 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 27.63 SUBAREA RUNOFF(CFS) = 80.88 EFFECTIVE AREA(ACRES) = 64.86 AREA -AVERAGED FM(INCH/HR) _ .29 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 67.68 PEAK FLOW RATE(CFS) = 182.26 FLOW PROCESS FROM NODE 8.06 TO NODE 8.07 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1539.00 DOWNSTREAM(FEET) = 1537.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.63 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.26 PIPE TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 17.73 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.180 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.80 .80 .20 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .20 SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 29.36 EFFECTIVE AREA(ACRES) = 75.66 AREA -AVERAGED FM(INCH/HR) _ .27 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .34 TOTAL AREA(ACRES) = 78.48 PEAK FLOW RATE(CFS) = 198.06 FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.21 TO NODE 8.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.00 DOWNSTREAM(FEET) = 1548.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.045 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.224 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8-10 DWELLINGS/ACRE" A 7.90 .80 .40 52 11.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 27.77 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 27.77 FLOW PROCESS FROM NODE 8.22 TO NODE 8.23 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1548.00 DOWNSTREAM ELEVATION(FEET) = 1544.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 39.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 7.31 TC(MIN.) = 18.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.114 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 12.50 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 31.45 EFFECTIVE AREA(ACRES) = 20.40 AREA-AVERAGED FM(INCH/HR) _ .32 AREA-AVERAGED Fp(INCH/HR) = .80 AREA-AVERAGED Ap = .40 TOTAL AREA(ACRES) = 20.40 PEAK FLOW RATE(CFS) = 51.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 41.75 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1050.0 FT WITH ELEVATION-DROP = 4.0 FT, IS 31.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 8.23 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.23 = 1730.00 FEET. FLOW PROCESS FROM NODE 8.23 TO NODE 8.07 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1544.00 DOWNSTREAM(FEET) = 1537.00 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.33 PIPE TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 20.42 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.07 = 2770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 20.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 10.90 .80 .40 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 25.53 EFFECTIVE AREA(ACRES) = 31.30 AREA-AVERAGED FM(INCH/HR) _ .32 AREA-AVERAGED Fp(INCH/HR) = .80 AREA-AVERAGED Ap = .40 TOTAL AREA(ACRES) = 31.30 PEAK FLOW RATE(CFS) = 73.31 **************************************************************************** FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q TC Intensit Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 73.31 20.42 2.921 .80( .32) .40 31.3 8.21 LONGEST FLOWPATH FROM NODE 8.21 TO NODE 8.07 = 2770.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 198.06 17.73 3.180 .80( .27) .34 75.7 8.11 2 180.62 21.50 2.833 .80( .28) .35 78.5 8.01 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 258.90 20.42 2.921 .80( .29) .36 109.0 8.21 2 268.03 17.73 3.180 .80( .28) .36 102.8 8.11 3 251.44 21.50 2.833 .80( .29) .36 109.8 8.01 TOTAL AREA(ACRES) = 109.78 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 268.03 TC(MIN.) = 17.729 EFFECTIVE AREA(ACRES) = 102.83 AREA -AVERAGED FM(INCH/HR) _ .28 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 109.78 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.07 = 3430.00 FEET. FLOW PROCESS FROM NODE 8.07 TO NODE 8.07 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 8.07 TO NODE 8.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1537.00 DOWNSTREAM(FEET) = 1522.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.61 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 268.03 PIPE TRAVEL TIME(MIN.) = .27 TC(MIN.) = 18.00 LONGEST FLOWPATH FROM NODE 8.01 TO NODE 8.08 = 3830.00 FEET. FLOW PROCESS FROM NODE 8.08 TO NODE 8.08 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) ' 100YEAR RAINFALL ITY(INCH/HR) = 3.151 SUBAREA LOSS RATE DATA(AMC III): �� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 15.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 15.90 SUBAREA RUNOFF(CFS) = 35.41 EFFECTIVE AREA(ACRES) = 118.73 AREA -AVERAGED FM(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = 125.68 PEAK FLOW RATE(CFS) = 300.77 FLOW PROCESS FROM NODE 10.11 TO NODE 10.12 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1582.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.287 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.962 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '5-7 DWELLINGS/ACRE" A 2.70 .80 .50 52 12.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 8.66 FLOW PROCESS FROM NODE 10.12 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) = 1573.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.34 No ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.66 PIPE TRAVEL TIME(MIN.) = .22 TC(MIN.) = 12.50 LONGEST FLOWPATH FROM NODE 10.11 TO NODE 10.13 = 840.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.21 TO NODE 10.22 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1589.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.621 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.724 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.40 .80 .50 52 13.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 10.18 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 10.18 FLOW PROCESS FROM NODE 10.22 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1589.00 DOWNSTREAM(FEET) = 1573.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.18 PIPE TRAVEL TIME(MIN.) = .63 TC(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 10.18 14.25 3.625 .80( .40) .50 3.4 10.21 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.66 12.50 3.921 .80( .40) .50 2.7 10.11 LONGEST FLOWPATH FROM NODE 10.11 TO NODE 10.13 = 840.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q TC in-tensityFp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR(INCH/HR) (ACRES) NODE 1 18.11 14.25 3.625 .80( .40) .50 6.1 10.21 2 18.41 12.50 3.921 .80( .40) .50 5.7 10.11 TOTAL AREA(ACRES) = 6.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.41 TC(MIN.) = 12.503 EFFECTIVE AREA(ACRES) = 5.68 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.10 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 10.31 TO NODE 10.32 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1590.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.435 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.370 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.20 .80 .50 52 10.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 11.44 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 11.44 FLOW PROCESS FROM NODE 10.32 TO NODE 10.33 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1590.00 DOWNSTREAM ELEVATION(FEET) = 1585.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 17.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 12.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.915 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 3.80 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 12.03 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 22.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 19.38 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.33 = 1030.00 FEET. FLOW PROCESS FROM NODE 10.33 TO NODE 10.34 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 1585.00 DOWNSTREAM ELEVATION(FEET) = 1582.00 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 24.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 14.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.611 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.70 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 13.59 EFFECTIVE AREA(ACRES) = 11.70 AREA -AVERAGED FM(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) = 33.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 26.65 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.34 = 1370.00 FEET. FLOW PROCESS FROM NODE 10.34 TO NODE 10.13 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1582.00 DOWNSTREAM(FEET) 1573.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.83 PIPE TRAVEL TIME(MIN.) = .27 TC(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------- MAINLINE TC(MIN) = 14.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.570 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 2.90 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 7.55 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED FM(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .57 TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 40.96 FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 40.96 14.62 3.570 .80( .45) .57 14.6 10.31 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.41 12.50 3.921 .80( .40) .50 5.7 10.11 2 18.11 14.25 3.625 .80( .40) .50 6.1 10.21 LONGEST FLOWPATH FROM NODE 10.21 TO NODE 10.13 = 1420.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 58.76 14.62 3.570 .80( .44) .55 20.7 10.31 2 57.39 12.50 3.921 .80( .44) .55 18.2 10.11 3 58.74 14.25 3.625 .80( .44) .55 20.3 10.21 TOTAL AREA(ACRES) = 20.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.76 TC(MIN.) = 1 EFFECTIVE AREA(ACRES) = 20.70 AREA-AVERAGEDn INCH/HR) = .44 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .55 TOTAL AREA(ACRES) = 20.70 LONGEST FLOWPATH FROM NODE 10.31 TO NODE 10.13 = 1610.00 FEET. FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.13 TO NODE 10.13 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 9.02 TO NODE 9.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00 ELEVATION DATA: UPSTREAM(FEET) = 1603.00 DOWNSTREAM(FEET) = 1567.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.759 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.412 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 15.60 .80 .85 52 15.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 38.41 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 38.41 END OF STUDY SUMMARY:) 5 TOTAL AREA(ACRES) = 15.60 TC(MIN.) = 15.76 N EFFECTIVE AREA(ACRES) = 15.60 AREA -AVERAGED /HR)= .68 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .85 PEAK FLOW RATE(CFS) = 38.41 END OF RATIONAL METHOD ANALYSIS Loss Rate Calculations fw+++ff#ff#*+**xf+*fff#++xx#f++##f##f#xxx+xxx#*#***#*#*#####***#f**###***##* NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite a-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:30 3/ 4/1998 xxx*xxxx+**x++*xxxx+x++xxx DESCRIPTION OF STUDY xxxxxxffxxxxxxxxxxxxxxx#xx * SUBAREA 1 * IST 24 -HR OF 48 -HR STORM x+++#xxxxxxxxxx+#+++x+*xxf++f+*++++++xxxffxxxxxxx+xxxxxxxx+xx+xx++xxxxxxxx ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 48.70 50.00 52.( 32.) .742 .505 2 10.00 60.00 52.( 32.) .742 .419 3 5.60 85.00 52.( 32.) .742 .204 4 11.20 10.00 98.( 98.) .000 .934 5 15.60 90.00 52.( 32.) .742 .161 TOTAL AREA (Acres) = 91.10 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .400 AREA -AVERAGED LOW LOSS FRACTION, Y = .529 •rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrxrrrrrrrrrrrr NOH -HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:16 3/ 4/1998 ---------------------------------------------------------------------- xxxrrrxrxxxxrxxxxxxxxxxxxr DESCRIPTION OF STUDY rrrxxxxxxxxxxxxxxxxxxxxxxx * SUBAREA 1 * 2ND 24HR OF 48 -HR STORM } * xxxrxxxrxxxxx+xxrrxxxxxxxxxxxxxxxxfrxx,txxxxxxxxxxxxxx*xx*irxrxxxxaxxxxrxxx►x t** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 48.70 50.00 52.( 32.) .742 .677 2 10.00 60.00 52.( 32.) .742 .618 3 5.60 85.00 52.( 32.) .742 .469 4 11.20 10.00 98.( 98.) .000 .976 5 15.60 90.00 52.( 32.) .742 .439 TOTAL AREA (Acres) = 91.10 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .400 AREA -AVERAGED LOW LOSS FRACTION, Y = .346 �ixiiiixx+ii++ixxxxx+:x+xitii+xxxxxxixixxixiii+ixt+xx****y,*xxxxxii+xiixixxi+ NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:50 3/ 4/1998 i+xxxi++ii++xx+xxxix+iixxx DESCRIPTION OF STUDY ****++++++++++++++++++++++ * SUBAREA 2 * 1ST 24HR OF 48 -HR STORM + ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF TYPE (Acres) PERVIOUS AREA 1 16.20 50.00 2 13.20 90.00 TOTAL AREA (Acres) = 29.40 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ SCS CURVE LOSS RATE NUMBER Fp(in./hr.) YIELD 52.( 32.) .742 .505 52.( 32.) .742 .161 AREA -AVERAGED LOW LOSS FRACTION, Y = .649 .504 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite G-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:51 3/ 4/1998 ***+**#****#++#####****#** DESCRIPTION OF STUDY ***#+####++*###*##*##**##* * SUBAREA 2 # * 2ND 24HR OF 48 -HR STORM # ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 16.20 50.00 52.( 32.) .742 .677 2 13.20 90.00 52.( 32.) .742 .439 TOTAL AREA (Acres) = 29.40 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .5D4 AREA -AVERAGED LOW LOSS FRACTION, Y = .430 ##++R###Y4*######**t##***R**Y***Y##Y#YY+##**Y***Y*****#**RYY*#+RR#***###*R## NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:53 3/ 4/1998 ---------------------- ------------------------------------------ +##**+*##*******#**++**#** DESCRIPTION OF STUDY #*****####*****##****####* * SUBAREA 3 ' * DEVELOPED ONSITE AREA 1ST 24HR OF 48 -HR STORM "** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF TYPE (Acres) PERVIOUS AREA 1 15.10 50.00 2 23.90 90.00 TOTAL AREA (Acres) = 39.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) AREA -AVERAGED LOW LOSS FRACTION, Y = SCS CURVE LOSS RATE NUMBER Fp(in./hr.) YIELD 52.( 32.) .742 .505 52.( 32.) .742 .161 706 .553 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite O-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:54 3/ 4/1998 ----------------------------------------------------------------- #*#*iitY*YiiY#YY*#iYxY#ix# DESCRIPTION OF STUDY i?iYYYY#*Y*###Yiiit#YY#i#t * SUBAREA 3 * DEVELOPED ONSITE AREA 2ND 24HR OF 48 -HR STORM x ##iY#x##*#iixYtixtYY#Yii####?iYYi#*iti#iYYYYYx####iYYix**xt#YYY*YYi*YY#t *?t ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF TYPE (Acres) PERVIOUS AREA 1 15.10 50.00 2 23.90 90.00 TOTAL AREA (Acres) = 39.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = SCS CURVE LOSS RATE NUMBER Fp(in./hr.) YIELD 52.( 32.) .742 .677 52.( 32.) .742 .439 AREA -AVERAGED LOW LOSS FRACTION, Y = .469 .553 ###**Y*RRRRfYkR Yff*#f*f*fRRfff#YYA#f#d«Af*#f YAf Yf###*AR#fffY*YR####4****Yd*d NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer L Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:46 8/10/1995 a***###*#««**#*#*****#«### DESCRIPTION OF STUDY ******Atrtr##*##*f#*#**tr#tr#tr * SUBAREA 3 ° * UNDEVELOPED OFFSITE AREA ° * 24 -HR STORM ##tr#«d*d##tr**#trtrtr#f####*##**«**#«d*####*dtr«**dtr**#**#*#*#tr#*#*##dd#««d#««t *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH 10.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUM8ER Fp(in./hr.) YIELD 1 442.00 100.00 58.( 38.) .658 .479 TOTAL AREA (Acres) c 442.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .658 AREA -AVERAGED LOW LOSS FRACTION, Y - .521 ##R###Rtt4iffRR44f ttfittft#ftR4#*4A*4#i#*#*44ft#iR##A*eftRt4tti#R#4t#tiR4tRt WON -HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:44 8/10/1995 DESCRIPTION OF STUDY k###kkkk#########k###kaak# * SUBAREA 3 * UNDEVELOPED OFFSITE AREA * 48 -HR STORM **#k#444#4R4RR44ttt4t#4Ak##4k4444A44R#####k####4ft####k######*it##*#tkt#*# *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH 3.78 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 442.00 100.00 58.( 38.) .658 .150 TOTAL AREA (Acres) = 442.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .658 AREA -AVERAGED LOW LOSS FRACTION, Y = .850 *YY#YYY*YYYY*#R*YY«#YYYYY*YY*YRR*Y*Y##*#Y**Y*Y*RYY**#Y**YR**YY#*YRYYYRYYYR** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:56 3/ 4/1998 **********************+*** DESCRIPTION OF STUDY *++««**«««««««#««#«««««YYY * SUBAREA 4 « • 1ST 24HR OF 48 -HR STORM ««««««Y*##*YYY#1r«RY*«#*YY#YYY*Y«YYY«Y***«##«*YYY««««YY«««««««««**«*Y«««««« ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 45.90 50.00 52.( 32.) .742 .505 2 11.50 10.00 98.( 98.) .000 .934 3 12.20 90.00 52.( 32.) .742 .161 TOTAL AREA (Acres) = 69.60 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .362 AREA -AVERAGED LOW LOSS FRACTION, Y = .484 *+x«*++t*tx+*xxxxtx*rrx«rt*rrtx*ttxrr**tx*tt***«+tt*+t++tt**ier+t+xt*xr**xtxt NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite o-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:57 3/ 4/1998 --------------------------------------------- -------------------- «««+«««+++++««++««««*+++«+ DESCRIPTION OF STUDY ++++++++++++«*++++++++++++ * SUBAREA 4 « * 2ND 24HR OF 48 -HR STORM t * «++«xt+t+**xtxtx**+x+txrtx*tttttxxxxx*****x++++««++t+++*t+««++++«+t**+++++ '** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 45.90 50.00 52.( 32.) .742 .677 2 11.50 10.00 98.( 98.) .000 .976 3 12.20 90.00 52.( 32.) .742 .439 TOTAL AREA (Acres) = 69.60 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .362 AREA -AVERAGED LOW LOSS FRACTION, Y = .315 **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:44 7/30/1998 ---------------------------------------------------------------------- - - ************************** DESCRIPTION OF STUDY ************************** * SUBAREA 5 * 1ST 24HR OF 48HR STORM I * * 1 *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 9.60 50.00 52.( 32.) .742 .505 2 18.30 90.00 52.( 32.) .742 .161 3 14.10 10.00 98.( 98.) .000 .934 TOTAL AREA (Acres) = 42.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .376 AREA -AVERAGED LOW LOSS FRACTION, Y = .501 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:48 7/30/1998 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * SUBAREA 5 * 2ND 24HR OF 48HR STORM * * *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 9.60 50.00 52.( 32.) .742 .677 2 18.30 90.00 52.( 32.) .742 .439 3 14.10 10.00 98.( 98.) .000 .976 TOTAL AREA (Acres) = 42.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .376 AREA -AVERAGED LOW LOSS FRACTION, Y = .326 *YYYYY*YYxYxxxYYY#YiR**RYYYYYYYYYYY*###R#*##Y#**#*##Y#YRY#R#RRYRRYYf*Y#*YY#R NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:39 3/ 4/1998 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- xYYYYYYRR*YR*x*YYYxY###xYx DESCRIPTION OF STUDY Yxxxxx***R##*xxx**xR*RxY#Y * SUBAREA 6 * 1ST 24 -HR OF 48 -HR STORM r Y YYxxx+*xYYxYxxxxYYYxYYYYYY**xR#YYxYRxRxYYYYxxxYxx*xxxxxxxxxxxxxxxxxxxxxxxY '** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 55.60 50.00 52.( 32.) .742 .505 2 14.50 20.00 52.( 32.) .742 .763 3 11.50 40.00 52.( 32.) .742 .591 4 16.30 90.00 52.( 32.) .742 .161 5 19.80 10.00 98.( 98.) .000 .934 TOTAL AREA (Acres) = 117.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .315 AREA -AVERAGED LOW LOSS FRACTION, Y = .430 lxffff ifififfffffif###***i4******iiii4#*#ii*#4#i**#ii*#f##*iii##«i #f*#*xH#* NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:41 3/ 4/1998 --------------------------------------------------------------------------- xf*ixxx*f#ff *if if*xi*xif#i DESCRIPTION OF STUDY fff«xfx«xfixii**f##f###f#i * SUBAREA 6 * 2ND 24HR OF 48 -HR STORM " "** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 55.60 50.00 52.( 32.) .742 .677 2 14.50 20.00 52.( 32.) .742 .856 3 11.50 40.00 52.( 32.) .742 .737 4 16.30 90.00 52.( 32.) .742 .439 5 19.80 10.00 98.( 98.) .000 .976 TOTAL AREA (Acres) = 117.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .315 AREA -AVERAGED LOW LOSS FRACTION, Y = .278 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, CaLifornia 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:51 7/30/1998 ************************** DESCRIPTION OF STUDY ************************** * SUBAREA 7 * 1ST 24HR OF 48HR STORM * * *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.20 50.00 52.( 32.) .742 .505 2 30.80 20.00 52.( 32.) .742 .763 3 15.00 90.00 52.( 32.) .742 .161 4 13.70 10.00 98.( 98.) .000 .934 TOTAL AREA (Acres) = 72.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .268 AREA -AVERAGED LOW LOSS FRACTION, Y = .376 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-92 Advanced Engineering Software (aes) Ver. 2.5A Release Date: 2/24/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:53 7/30/1998 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * SUBAREA 7 * 2ND 24HR OF 48HR STORM * wwwwwwww**w*www**w*wwwww*wwwwwwww*www*w********w******w*ww***www*www*w##ww *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.20 50.00 52.( 32.) .742 .677 2 30.80 20.00 52.( 32.) .742 .856 3 15.00 90.00 52.( 32.) .742 .439 4 13.70 10.00 98.( 98.) .000 .976 TOTAL AREA (Acres) = 72.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .268 AREA -AVERAGED LOW LOSS FRACTION, Y = .240 w+x#r+x++x#wrx+xxxxx+x+++xr#+xx+#w+wrx#r+++rxw++xx#rxr+x+#x+rxxxrw++rr+r+rxr NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite G-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:58 3/ 4/1998 -------------------------- ------------------ --------------------------------------------------------- #xx+#r+###w#++x#tx#+++x#r# DESCRIPTION OF STUDY * SUBAREA 8 # * 1ST 24HR OF 48 -HR STORM ' # r** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 15.50 90.00 52.( 32.) .742 .161 TOTAL AREA (Acres) = 15.50 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .668 AREA -AVERAGED LOW LOSS FRACTION, Y = .839 xxwrxwrrwwrwrrwrxxxxwrrrwrwxxwrrwwwxrrwxwwxrwrwrwrrwxwrwrxrrwwrxwrxrrxxxwwww NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite 0-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:17 3/ 4/1998 rwrrrwwrrrxrwwrxrwrxxwrwrr DESCRIPTION OF STUDY wrrxxxwwxxxrrxwwwwxxxxwxxx * SUBAREA 8 ` * 2ND 24HR OF 48 -HR STORM ` x wwwwxrrxxxwwwrrxwwxxwwwrxxxwwwrxxxxrwxrxrxrxxxxxrrrwrrrwwwrrxrxrxxxxxtxxwr ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 15.50 90.00 52.( 32.) .742 .439 TOTAL AREA (Acres) = 15.50 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .668 AREA -AVERAGED LOW LOSS FRACTION, Y = .561 YRY*##««#Y#«**t****f*R«#f#*fRttRRRRYR#Y**t#R««Rf*#*#«R*##**YYYt#Y**ff#R#«Y tf NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16: 1 3/ 4/1998 ««««««««««««««««#««««««««« DESCRIPTION OF STUDY «««««««««««««««««««««««««« * SUBAREA 9 « * 1ST 24HR OF 48 -HR STORM « « •* NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 12.20 50.00 52.( 32.) .742 .505 2 9.10 50.00 52.( 32.) .742 .505 3 17.80 90.00 52.( 32.) .742 .161 4 4.50 10.00 98.( 98.) .000 .934 TOTAL AREA (Acres) = 43.60 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .454 AREA -AVERAGED LOW LOSS FRACTION, Y = .591 RRRRR*RRRR#t#*tt#44*t*4tffRR***44#4fRtt*4*x*4tR****t*4RfR#**tR*#4#Rf*#tt**## NOH -HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer 8 Associates, Ltd. 3151 Airway Avenue, Suite a-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16: 2 3/ 4/1998 -------------------------------------------------------------------- --- *****txxxtxtxxxxxx*x***ftx DESCRIPTION OF STUDY xR***R4R**R*R*xxtRtf*frtt* * SUBAREA 9 * 2ND 24HR OF 48 -HR STORM RR#t*t#tt#44*ft#RRR*x**R***f***xxxxttt*R*Rx**xRR*##t**xxR#R*t***4*RxxxxxRt ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 12.20 50.00 52.( 32.) .742 .677 2 9.10 50.00 52.( 32.) .742 .677 3 17.80 90.00 52.( 32.) .742 .439 4 4.50 10.00 98.( 98.) .000 .976 TOTAL AREA (Acres) = 43.60 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .454 AREA -AVERAGED LOW LOSS FRACTION, Y = .389 A**##k#kkk#****#k*##**#**k*#Y*k#kYY#*k#Y#*Y#k#tk##YY*##*Y*###*Y*Y#*##YY##Y#Y NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16: 3 3/ 4/1998 ------------------------------------------------------------------ **###*###**#****##**###### DESCRIPTION OF STUDY *****#*#*#####**#e#******* * SUBAREA 10 * 1ST 24HR OF 48 -HR STORM ** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 3.40 20.00 52.( 32.) .742 .763 2 14.50 50.00 52.( 32.) .742 .505 3 3.10 90.00 52.( 32.) .742 .161 TOTAL AREA (Acres) = 21.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .379 AREA -AVERAGED LOW LOSS FRACTION, Y = .504 xrrrrriiiixir+r+iiiwwwrirrrrxx++riirrirxirririrrri+i+x+i+x+++iixxiiiriirirr+ NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1242 Analysis prepared by: John M. Tettemer & Associates, Ltd. 3151 Airway Avenue, Suite o-1 Costa Mesa, California 92626 714 434-9080 FAX 714 434-6120 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16: 6 3/ 4/1998 --------------------------------------------------------------------------- r+xir+r+++++++++++++++++++ DESCRIPTION OF STUDY * SUBAREA 10 * 2ND 24HR OF 48 -HR STORM + +* NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.90 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 3.40 20.00 52.( 32.) .742 .856 2 14.50 50.00 52.( 32.) .742 .677 3 3.10 90.00 52.( 32.) .742 .439 TOTAL AREA (Acres) = 21.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .379 AREA -AVERAGED LOW LOSS FRACTION, Y = .329 Stage — Storage — Discharge Calculations m m U U co M 7 M O r x ui Cl U) CO CJ7 � Cn DD N (D Or r OJ O 00 r ti t` t� f` I� t� -� (6 r N M M M M M M M O U U CO O N O D7 Q1 Q) Q) O O CO m LO M I` I` I` I` I` I` t— 'L7 i w > E2 c c0 O .O � — — t� M M r r r — O M r t- N LC) Lo LO Ln LO LO Lo (L6 .L. @ r r M LO LO LO LO LO LO LO mow. O� UL)) _C w ❑ M O U N (D CO �' 0 0 0 0 0 0 0 C >, LI) M N M Cl) M M M CO M I,- LO 00 N N N N N N N Nm— N �t 00 M M CO M CO M C — U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O N It (D w O NKt Ln (D v ❑ O (D O N (D Ln M r LO M (ll O (D M t` M (D O LOItM E O O N Lo O t- M co N m M r N M It d' O U v W CD 't N 61 M M CD (D N ^ O M Lf') (D W O LLQ (D C U O @ 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 (D 0 0 p; > N N N N N N N r r p N . O W _ U) d M N r N LO N N"It M m M o0 (O M N N O Cl) O O r N M -'r Lo LD (D Q U m � Q t` M LO t` I` N N (D M r' r N D) t` ti t-- r LO m O O r N N M -,:I-I- Ln (D (D (1)^ @M Q 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 rt (D co O N tf co co m O rr`>`comcomcomrn j - - - - - - - - r N — r w x ui Cl U) CO CJ7 � Cn DD m M, U U @ @ co M O t� O O 4) Q @ @ (D Do U) W U) 00 q) U) U) CO N V' m N CN N N N N Q1 LO (D O f` tl- ti ti t` TI - Uc) U @ N 00 0 0 0 0 0 0 O O T r N O Cl) M M Cl) M co Lo t� > @ C @ C -tN N M M M M M M O .O Q) O: M r-- O (D CO CO M M M M w C� m r N N N N CN N L O 'D N 0 0 0 0 0 0 0 0 0 C to CO co 117 In LO In Cn LO O t Lo Lo to Lo (o Lo . cur r N M M M M M M = > C C .r _ U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O N I�t (O 07 0 N Cl) Ei w O ❑ O r M r r M r ti M O O M M M M LO (D It (f7 E$ O O O r M to 00 O N O U v W LO LO O N O (D CD M (f7 O LO N O M O V^ (D 0 CD r N M r N U O @ v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U N N N (V N N r r @ a) :Z ` U)o d (D CO CO 10 r d' M CO co r N V. t` r u7 00 O V O O O O r r r N Q U m � Q .- O 10 O O N CO (O (0 @^ O O O O O r r r N Qv 0 0 0 0 0 0 0 0 0 ( Cl 0 0 0 0 0 0 0 0 d) 2 co O N -zl' (D 00 O r N @ C>6 CD (D (D (D co (D CD (D CD r r r W U) 00 q) U) U) CO a, m U U (0 m tl- Ln C`7 CrJ O C'7 i6 U Q O i6 0 � m m m � mCf) w rn X (ri co CD (ll � m w 0 0 0 0 0 0 (II U U m (n m Ln L r CX) t— tl- tl- t- t- rl- O CO T N O r M LO Ln LO LO Ln LO m V a0 O (b [b 00 N r r r > U Cm C m LO m d't I' d' O O O O m r a is m LO Lo Lo Lo Ln Lo "'t Ln Ln Ln Ln n Ln U U > C ` r�-- ❑ U v N O t— CO 1` 0 0 0 0 0 0 C j, Ln co O N m m M m m m ti r tom- LO N N N N N N (6 r N C7 (D M CO M CO CX) 00 w C Z5 — U O o o O O O O o o O 00000000(DO L CD r CO LCA r-- CT) r M LO tl- 4- v ❑ O (O O m (D N w It t -- O V t— O M Ln 00 (D CO r C) r N N d Ln O U Wv (D m m O O (D m t— V' M N 00 O co O O N N ^ C L `= O r N m Ln r- CT O m r � U O (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Cr.> r (V CV CV CV N N N N @ O w U) 4 (D r N N m m m t— It (0 (D r M M (D Ln �t O Q O C) r r N M d' LO (O Q L) O) � > Q O N r CO O (O O O t� O M Lt) c0 - "ZT N r O O m (0 ^ O O O r N m Ln t - O � 0 0 0 0 0 0 0 0 0 0 C O O O O O O O O O O Cll O t-- Co O N 'V CD co O N V m>00 (9 O O m O O C) O O O m LnLO LO «) Ln LO Ln (D co (D 65 U r r r r r w rn X (ri co CD rm U CU L U Y O O (ll L U ❑ O 0) m `o CU CD m m U U CO Cu 6 N O r CU CD Q O c� U) co 0) OD r- LO O M M M M M U t O Ln c- r r r r m c r- o Lr) LO Ln Lri Lri � •� � r N M M M M M (D U U m U M N r d 00 00 M 00 00 (ll c j, 00 a) 00 CD CD CO C0 CD Q .L C6 r CD m 0) D) O O O_ @ C CU4 C V T— �t U r- M M— C7: (fl T r N Lf) LO LQ Lo Lo r r M LO LC) LO LC) LO m O .._. cu w CU _0 ❑c`)Uv N O co V' O O O O O C LO m N M M M M M O t` U) 00 N N N N N •cu N — U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O N 'It CD N O N d' ❑ O CD r LC) M N M M N O CD O O CD r- ti O E O O �--• d' t� M N M O U cD M N r to O t` N U^ E �= O r N M CD [b r r � U O (6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O cr.> N N N N N N N O W tt— cn d @ M CO O r- O M CD Q U Q N M tl- t- r 00 Cl) r - r It r— M N M 00 M Co ^ O O O r N M V CD 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 N O 00 O N V' CO 00 O N r N N N N N M CO Cv c>9 CD CD co CO CD CD CD CD � N r W U) co 0) OD m m m(D (1) a) Ln Q > 'D U n] Cn W Cn OZ) _I m (D N LO r r T r CU t� ti N T O O7 co r (D (D co (D (9 (n r r r O U U D7 U C) cp Lf7 N N 0 Ln LO U-) Q ._ O (6 m T N r r r N M c 7 (1) Cl) CU w U V c Cl) rl-r-mCl) Cl) m rn tl- Cl) 't It V p: cII co O cD m C-) ch M N N N N L w O -0 V) _ O M U N 0 0 0 0 0 0 0 C M LO w m LC) LO LO LO LO lO lO LO .0 y O — U O o 0 0 0 0 0 0 0 0 0 0 0 0 L O N (D CD O N v O � 0 O C7 O M 4W O O (+7 t� O m Ch N � O O N 4 I— O O U � (6 M M 1- O et C` ) LO O O O T N N c`) O (6 0 0 0 0 0 0 0 0 0 0 0 0 O or. > N N CV N N N � O ` O W � d f., N V' LO O f` m T N (D T •t r— (1) O O O T r T Q U Q) � Q LO X LO N OZ) C) T N O N CO ^ O O O r r r r O O O O O O O C O O O O O O O O O O N -t (D co O N Q) co 00 co co co O O (p (>II LO LO tO LO LO LO LO V/ W Cn OZ) _I m lA +/i U U m M O V' N M O r to X ui 0 CO co aI m It � co T Ln VO: rn Qi rn Oi O� a� Qi (9 r r N In M LO M LO LO Ln LO M U U m� �• C) (d Ln M m 0LO LO LO Lf) Ln LO Ln N C j�N�tLOmmmmmmmm Q O m r r w m m m m m m m m T) NM LOmmmmmmmm > M- U C (D C Ln M V' N N N N N N N N O O_ O LO Cl M CO M M CO CO M M M MJ; (D T I-- r "t "'t "'t '' rt 'd' d 'ct car r M LO LO LO Ln Ln 0 LO LO MU -O cn C: N O co 'T 0 0 0 0 0 0 0 0 C T Ln Mb N M M M M M M M M M, LO W N N N N N N N N w — U O O O O O O o o O O O O O O O O O O O O O O L O NIt m co O N V O M O v (ll � 0 O N M`- It M O M M M M-- Il- a) O LO M- r m N O LO N m m E O M m M m (D M-- O :3 v-- r r N M ql' LO I— O U > (6 N m r N O m c0 It r` LO N M M N m V (D M` m N .-. � T r � U O C9 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 CT > N N N N N N N N N N ` .. O W w Cly (D M m r N M LO qt f` m O N M M� LO M (D Q Utt7 ZT .� > a V M O LO co O It M M m Cl) 0 I— d' O (O T CO cu O O r- N N M V' Ln LO (D M N Q � 0 0 0 0 0 0 0 0 0 0 0 C O O O O O O O O O O O cm N N N N M co M M M V d m > M U-) Ul) r U') U-) Q') U-) r r LO W to X ui 0 CO co aI m It � co A, J U x ui 0 U) co O1 2 6) co N O V O O m m O O O m C m M (o N N N N N N @ U U CD U) ❑ @ m LO O t` f` rl- t` t` t - O C -�;, O t- M 0 0 0 0 0 c Q.2 @ 'D coMm(o(oto(oLo(o — N -t co M M 00 00 N _ w > � C @ C M "It N � q�t It � 'I 0 0 .0- f` M M r— r —— c- a @b m MLOLOtOLotoLO L - @ -0 u C ` N O CO d' 0 0 0 0 0 0 C j, LOWNMMMMMM t` m CO N N N N N N O -0 v= M w�- - U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L o N It (D CO o N M 't v ❑ O It N Ln t` to (D O N O O (o r- O It m 00 It co E^ocD t--rco(,icc) D N N O U ' t M M N CO — "'t N LO — M � 'ct m LO m Q1 E O — N M -t (D It 14- � U O @ � v 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 p; > N (N N N N N @ O rR ` O W �. U) d @ N Lr) .- N � (o m Q N O) Q M LO CO O N (D ((i M r c- M M Lr) M to M t- @^ O 0 0 c- N V V to O U Q @ 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 NO N �t c x O N m> �-t"t -t 07 Lo m m Ln �6 Ln LO LO LnLX'> r LO LO LO U) Q) r r r W U x ui 0 U) co O1 2 6) co aJ m U U M @ O � 66 CO a U) 00 _U) a) to , Lo N m (D O O (D N N M r Lo Lo Lo Lo M Cl) r m U U v m y 0 LD (D (3) O LO Lo m Lo O O T V' Lo N M 0 0 0 w U C (D CD O; C6 T r f` N Lo Lo Lo M (`") Lo LO Lo LO L = N �o U v N O O d 0 0 0 0 C >, Lo m N Cl) Cl) r') Cl) f` Lo OJ N N N N � CB r N ',1- 00 CO OJ CC) w N � — U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .= O N S (D M O N � r r O (D M Lo r I-- (D O O LC) O O m m (D O O N "Cr Cn 7 (~V O U v W (D r- N (D (D m Lo ()) m O t` O O r N 4 1` O � U O m 0 0 0 0 0 0 O 0 0 0 0 0 0 C7, > N N N N N N FU -.0 T !:- 2 W "- U) a� co � O oo m O (0 N � d O O O O O r N CO -t a`s� a t- D) m d N d' Lo M -. CD C) Q m4 .4 N Q � 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 N O (D co O N� (D co -Z6 (o co I� ti r- r- r - (p Lo LO Lo LO LO LO T � O r W U) 00 _U) a) to , m m O x n Tmr—LOLOui LOLOLO(o c (D m r- o0 0 0 0 0 0 -V) M ('M c) c'M M M CO O U U •� m O (6 NLO 0 0 0 0 0 0 0 Q) C T r` 00 O 00 00 00 CO 00 CO cf Q .2 m N m (f) mm m m m m m T T M LO LO LO LO (f) Lo LO _ Q% � 4- m w U C m L3: CB to to too In m r r N LO 0 (o Lo tto � L _ > w N O 00� 0 0 0 0 0 0 0 c j, to co N M M M M M M M r-- m M N N N N N N N w — U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O N V 6 m O N 4 (D co a) v � O Lo rl- r— Lo M V m N m Q) O (C) (D "t "t r m r- O r E.^, O O r M CD r t` r— r r� N d' Lo O U C9 v W to N O co co (n M r— t(') r CO m (O 07 00 CV r (D .-. E � Or r (y (p m M (O r r O U O 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 p > N N N N N N N N N O Q) ` O W � d M m O m 'r r M N m W O Q U Q Lo O N CO O CO M N (D T ,' rl- O m ti O O r -- M O O c) r r N rt Lr) rte- N O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 Q) 0 N O N V CD O O N Ut m m M M a' d d' V -,t to (o to > - - - - - r - r - - r � W O x n m m U U m m M 00 . T O T N Q O m N x m CT) ornrn�rl-~ a� c �' �vuiM-444 co TTT y CO (6 T N -,Y T T T 'D _ cu T N N N N � C C It cV N O O O O D) (D Il- ti r - N N N N E v� �c�Uv N 0 0 0 0 0 0 C _ Lr) 00 00 LO Ln U) O V' , "t LO Ln Ln >, @ Lp T T N M M M w — U 0 0 o O o 0 0 0 0 0 0 0 ..0 O N I -T (D 00 O T v � O 00 co 0) CJ) O O O Cl) O tom- O .^, O O T N '4 O D � O U > (Q 00 O O Cl) I*- It Cl) N O E-- w ooTcgc-i U O C6 O O O O O O O O O O O Q > N N N (N N (6 W � 4 o Ln L() T Ry T M ti T (D Q Q Q T T Q U O) � Q M LO to (D V r - CO O O O O T T Qv 0 0 0 0 0 0 C 0 0 0 0 0 0 O 0 �- (D M O N 4 O) (>4 1- I-- r --co M of @ Lo U-) LO U') U')U-) V/ W_ N x m CT) Flood Routing Calculations DESIGN CONDITION Infiltration Basin 1 Basinl.out F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************* DESCRIPTION OF STUDY ************************* SIERA LAKES - INTERIM CONDITION FLOOD ROUTING THROUGH INFILTRATION BASIN 1 SAND = 0.17 AC, GRAVEL = 1.36 AC FILE NAME: BASINI.DAT TIME/DATE OF STUDY: 20: 7 2/ 5/1999 FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 88.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .222 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .400 LOW LOSS FRACTION = .346 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .996 30 -MINUTE FACTOR = .996 1 -HOUR FACTOR = .996 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 37.538 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.613 27.806 2 17.224 155.500 3 43.942 284.348 Page 1 Basinl.out 4 72.662 305.654 5 88.496 168.508 6 95.423 73.717 7 98.093 28.417 8 98.872 8.299 9 99.451 6.159 10 99.780 3.504 11 99.945 1.752 12 100.000 .584 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.22 16.917 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.68 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 23.6179 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 48.9568 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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) 15.583 26.6923 15.667 26.9826 15.750 27.2796 15.833 27.5986 15.917 27.9560 16.000 28.3948 16.083 29.0563 16.167 30.2319 16.250 31.8221 16.333 33.3787 16.417 34.3940 16.500 35.0251 16.583 35.4678 16.667 35.8288 16.750 36.1644 16.833 36.4732 16.917 36.7590 17.000 37.0258 Q(CFS) 0. 43.71 42.15 43.13 46.32 51.89 63.71 96.05 170.70 230.90 226.02 147.42 91.64 64.27 52.42 48.74 44.84 41.50 38.74 ------------------------------ 75.0 150.0 225.0 300.0 --------------------------------------- Q V Q V QQ V Q V Q V Q V Q V V Q Q Q Q Q Q Q Q V Q Q. V . V . V V. V. V. V V FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 88.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .183 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .400 LOW LOSS FRACTION = .529 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Basinl.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .996 30 -MINUTE FACTOR = .996 1 -HOUR FACTOR = .996 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.537 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------- ----------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.710 39.479 2 24.866 225.158 3 60.252 376.599 4 85.366 267.270 5 95.148 104.105 6 98.255 33.066 7 99.141 9.430 8 99.656 5.486 9 99.914 2.743 10 100.000 .914 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.75 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.2382 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 12.8618 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 22.5 4S.0 67.5 90.0 ---------------------------------------------------------------------------- 15.S83 6.9492 10.39 Q V 15.667 7.0195 10.22 Q V 15.750 7.0941 10.83 Q V 15.833 7.1769 12.02 Q V 15.917 7.2724 13.88 Q V 16.000 7.3904 17.13 Q V 16.083 7.5844 28.17 Q V 16.167 7.9979 60.04 V Q 16.250 8.5626 81.99 V Q 16.333 8.9827 61.00 Q 16.417 9.2005 31.63 Q V . 16.500 9.3250 18.08 Q V. 16.583 9.4183 13.55 Q V. 16.667 9.5036 12.39 Q V. 16.750 9.5811 11.25 Q V. 16.833 9.6518 10.26 Q V 16.917 9.7173 9.51 Q V 17.000 9.7794 9.01 Q V Page 3 Basinl.out FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 45.5 39.583 .0 43.7 39.667 .0 42.2 39.750 .0 43.1 39.833 .0 46.3 39.917 .0 51.9 40.000 .0 63.7 40.083 .0 96.1 40.166 .0 170.7 40.250 .0 230.9 40.333 .0 226.0 40.416 .0 147.4 40.500 .0 91.6 40.583 .0 64.3 40.666 .0 52.4 40.750 .0 48.7 40.833 .0 44.8 40.916 .0 41.5 41.000 .0 38.7 FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I I I I I....v....... 1 detention 1<-->1 outflow 1 basin I ......... ----------- I A I \ I I dead I basin outlet V 1 storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: Page 4 Basinl.out INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 8.02 .100 3 2.00 11.87 .660 4 4.00 22.09 2.300 5 6.00 37.72 5.720 6 8.00 37.73 10.960 7 10.00 37.74 17.650 8 12.00 37.75 26.080 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 38.000 .000 28.1 4.17 23.4 2.596 38.083 .000 28.7 4.19 23.5 2.631 38.167 .000 29.6 4.22 23.7 2.672 38.250 .000 30.9 4.2S 23.9 2.720 38.333 .000 32.2 4.28 24.1 2.776 38.417 .000 33.3 4.31 24.4 2.837 38.500 .000 34.1 4.35 24.7 2.902 38.583 .000 34.8 4.39 25.0 2.969 38.667 .000 35.6 4.43 25.3 3.040 38.750 .000 36.4 4.48 25.6 3.114 38.833 .000 37.3 4.52 26.0 3.192 38.917 .000 38.2 4.57 26.4 3.274 39.000 .000 39.2 4.62 26.7 3.360 39.083 .000 40.3 4.67 27.1 3.450 39.167 .000 41.5 4.73 27.6 3.546 39.250 .000 42.9 4.79 28.0 3.649 39.333 .000 44.4 4.85 28.5 3.758 39.417 .000 45.7 4.92 29.0 3.873 39.500 .000 45.5 4.98 29.5 3.983 39.583 .000 43.7 5.04 30.0 4.077 39.667 .000 42.2 5.09 30.4 4.158 39.750 .000 43.1 5.14 30.8 4.243 39.833 .000 46.3 5.20 31.2 4.348 39.917 .000 51.9 5.28 31.8 4.486 40.000 .000 63.7 5.40 32.6 4.701 40.083 .000 96.1 5.65 34.0 5.128 40.167 .000 170.7 6.13 36.4 6.053 40.250 .000 230.9 6.63 37.7 7.383 40.333 .000 226.0 7.13 37.7 8.680 40.417 .000 147.4 7.42 37.7 9.436 40.500 .000 91.6 7.56 37.7 9.807 40.583 .000 64.3 7.63 37.7 9.990 40.667 .000 52.4 7.67 37.7 10.091 40.750 .000 48.7 7.70 37.7 10.167 40.833 .000 44.8 7.72 37.7 10.216 40.917 .000 41.5 7.73 37.7 10.242 41.000 .000 38.7 7.73 37.7 10.248 41.083 .000 36.6 7.73 37.7 10.241 41.167 .000 34.6 7.72 37.7 10.219 41.250 .000 32.5 7.70 37.7 10.183 41.333 .000 30.5 7.68 37.7 10.134 41.417 .000 29.0 7.66 37.7 10.074 41.500 .000 27.9 7.64 37.7 10.006 41.583 .000 26.9 7.61 37.7 9.932 41.667 .000 26.1 7.58 37.7 9.852 41.750 .000 25.4 7.54 37.7 9.767 41.833 .000 24.7 7.51 37.7 9.677 41.917 .000 24.1 7.47 37.7 9.583 42.000 .000 23.5 7.44 37.7 9.486 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 61.819 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 61.819 AF LOSS VOLUME ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- = .000 AF END OF FLOODSCX ROUTING ANALYSIS Page 5 Basinl.out Page 6 Infiltration Basin 2 Basin2.out F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY * SIERA LAKES - INTERIM CONDITION * FLOOD ROUTING FOR INFILTARATION BASIN 2 * SAND = 0.11 AC, GRAVEL = 0.73 AC FILE NAME: BASIN2.DAT TIME/DATE OF STUDY: 19:57 2/ 1/1999 FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 29.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .175 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .504 LOW LOSS FRACTION = .430 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 47.619 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 4.046 14.436 2 27.047 82.060 3 64.065 132.066 Page 1 Ba5in2.out 4 87.609 83.997 5 96.178 30.570 6 98.504 8.301 7 99.334 2.959 8 99.734 1.426 9 99.933 .713 10 100.000 .238 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 4.00 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.90 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.8421 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 14.4880 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 15.583 7.8462 12.31 Q V 15.667 7.9301 12.18 Q V 15.750 8.0191 12.92 Q V 15.833 8.1168 14.19 Q V 15.917 8.2290 16.29 Q V 16.000 8.3756 21.28 Q V 16.083 8.6260 36.36 Q V 16.167 9.1185 71.51 V Q . 16.250 9.7390 90.09 V Q 16.333 10.1638 61.68 Q V . 16.417 10.3838 31.95 Q V . 16.500 10.5144 18.96 Q V. 16.583 10.6223 15.67 Q V. 16.667 10.7212 14.36 Q V. 16.750 10.8122 13.22 Q V. 16.833 10.8963 12.20 Q V 16.917 10.9749 11.42 Q V 17.000 11.0497 10.86 Q V **************************************************************************** FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 29.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .182 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .504 LOW LOSS FRACTION = .649 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: Page 2 Ba5in2.out 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.788 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S.. GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.749 13.376 2 25.123 76.255 3 60.727 127.023 4 85.651 88.919 5 95.283 34.364 6 98.292 10.734 7 99.168 3.127 8 99.667 1.781 9 99.917 .890 10 100.000 .297 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 2.22 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.34 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.4484 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.3016 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 7.5 15.0 22.5 30.0 ---------------------------------------------------------------------------- 15.583 1.7353 2.60 Q V 15.667 1.7530 2.56 Q V 15.750 1.7717 2.71 Q V 15.833 1.7924 3.02 Q V 15.917 1.8164 3.48 Q V 16.000 1.8460 4.30 Q V 16.083 1.8979 7.54 Q V 16.167 2.0208 17.85 QV 16.250 2.1944 25.20 V Q 16.333 2.3212 18.41 Q V . 16.417 2.3838 9.09 Q V . 16.500 2.4173 4.87 Q V. 16.583 2.4414 3.49 Q V. 16.667 2.4631 3.15 Q V. 16.750 2.4826 2.84 Q V 16.833 2.5003 2.57 Q V 16.917 2.5166 2.37 Q V 17.000 2.5321 2.25 Q V Page 3 Basin2.out FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 13.2 39.583 .0 12.3 39.667 .0 12.2 39.750 .0 12.9 39.833 .0 14.2 39.917 .0 16.3 40.000 .0 21.3 40.083 .0 36.4 40.166 .0 71.5 40.250 .0 90.1 40.333 .0 61.7 40.416 .0 31.9 40.500 .0 19.0 40.583 .0 15.7 40.666 .0 14.4 40.750 .0 13.2 40.833 .0 12.2 40.916 .0 11.4 41.000 .0 10.9 FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->I outflow basin I I••• .. ----------- I A I \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) Page 4 Ba5in2.out 1 .00 .00 .000 2 .10 2.57 .100 3 2.00 3.63 .310 4 4.00 6.09 .860 5 6.00 8.69 1.810 6 8.00 8.71 3.310 7 10.00 8.72 5.530 8 12.00 8.73 8.610 9 13.00 8.74 10.470 10 14.00 8.76 12.530 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------- 40.083 .000 36.4 6.22 8.7 1.977 40.167 .000 71.5 6.80 8.7 2.410 40.250 .000 90.1 7.55 8.7 2.970 40.333 .000 61.7 8.02 8.7 3.335 40.417 .000 31.9 8.17 8.7 3.495 40.500 .000 19.0 8.23 8.7 3.566 40.583 .000 15.7 8.27 8.7 3.614 40.667 .000 14.4 8.31 8.7 3.652 40.750 .000 13.2 8.34 8.7 3.683 40.833 .000 12.2 8.36 8.7 3.707 40.917 .000 11.4 8.37 8.7 3.726 41.000 .000 10.9 8.39 8.7 3.741 41.083 .000 10.4 8.40 8.7 3.752 41.167 .000 9.8 8.40 8.7 3.759 41.250 .000 9.1 8.41 8.7 3.762 41.333 .000 8.6 8.41 8.7 3.761 41.417 .000 8.2 8.40 8.7 3.758 41.500 .000 7.9 8.40 8.7 3.752 41.583 .000 7.7 8.39 8.7 3.745 41.667 .000 7.5 8.38 8.7 3.737 41.750 .000 7.3 8.38 8.7 3.727 41.833 .000 7.1 8.37 8.7 3.716 41.917 .000 6.9 8.35 8.7 3.703 42.000 .000 6.8 8.34 8.7 3.690 42.083 .000 6.7 8.33 8.7 3.676 42.167 .000 6.8 8.32 8.7 3.662 42.250 .000 7.0 8.31 8.7 3.651 42.333 .000 7.1 8.30 8.7 3.640 42.417 .000 7.1 8.29 8.7 3.628 42.500 .000 7.0 8.28 8.7 3.617 42.583 .000 6.9 8.27 8.7 3.604 42.667 .000 6.8 8.25 8.7 3.591 42.750 .000 6.7 8.24 8.7 3.578 42.833 .000 6.7 8.23 8.7 3.564 42.917 .000 6.6 8.22 8.7 3.549 43.000 .000 6.5 8.20 8.7 3.534 43.083 .000 6.4 8.19 8.7 3.518 43.167 .000 6.4 8.17 8.7 3.502 43.250 .000 6.3 8.16 8.7 3.485 43.333 .000 6.2 8.14 8.7 3.468 43.417 .000 6.2 8.13 8.7 3.451 43.500 .000 6.1 8.11 8.7 3.433 43.583 .000 6.0 8.09 8.7 3.414 43.667 .000 6.0 8.08 8.7 3.396 43.750 .000 5.9 8.06 8.7 3.376 43.833 .000 5.9 8.04 8.7 3.357 43.917 .000 5.8 8.02 8.7 3.337 44.000 .000 5.8 8.01 8.7 3.317 44.083 .000 5.7 7.98 8.7 3.296 44.167 .000 5.7 7.95 8.7 3.276 44.250 .000 5.6 7.93 8.7 3.254 44.333 .000 5.6 7.90 8.7 3.233 44.417 .000 5.5 7.87 8.7 3.211 44.500 .000 5.5 7.84 8.7 3.189 44.583 .000 5.5 7.81 8.7 3.167 44.667 .000 5.4 7.78 8.7 3.144 44.750 .000 5.4 7.75 8.7 3.121 44.833 .000 5.4 7.72 8.7 3.098 44.917 .000 5.3 7.69 8.7 3.075 45.000 .000 5.3 7.65 8.7 3.051 Page 5 Basin2.out ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 17.790 AF BASIN STORAGE _ .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 17.790 AF LOSS VOLUME _ .000 AF END OF FLOODSCX ROUTING ANALYSIS Page 6 Infiltration Basin 3 with Offsite Areas Basin3.out **************************************************************************** F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** * SIERA LAKES - INTERIM CONDITION * FLOOD ROUTING FOR INFILTRATION BASIN 3 W/ OFFSITE AREAS * SAND = 0.39 AC, GRAVEL = 3.36 AC FILE NAME: BASIN3.DAT TIME/DATE OF STUDY: 20:34 2/ 1/1999 FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 39.200 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .239 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .553 LOW LOSS FRACTION = .469 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.868 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.322 11.010 2 14.904 59.647 3 38.520 111.956 Page 1 Ba5in3.out 4 66.586 133.053 5 84.791 86.306 6 93.383 40.733 7 97.274 18.446 8 98.497 5.799 9 99.151 3.099 10 99.660 2.416 11 99.915 1.208 12 100.000 .403 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 4.37 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.53 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 14.2695 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 18.0612 ---------------------------------------------------------------------------- 1 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) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 15.583 9.6269 15.95 Q V 15.667 9.7329 15.39 Q V 15.750 9.8402 15.58 Q V 15.833 9.9545 16.59 Q V 15.917 10.0818 18.50 Q V 16.000 10.2389 22.81 Q. V 16.083 10.4820 35.30 Q V 16.167 10.9256 64.41 VQ 16.250 11.5467 90.19 V Q 16.333 12.2001 94.87 V Q 16.417 12.6622 67.09 Q V . 16.500 12.9454 41.12 Q V . 16.583 13.1364 27.73 Q V. 16.667 13.2783 20.61 Q V. 16.750 13.4047 18.36 Q V. 16.833 13.5218 17.00 Q V. 16.917 13.6285 15.50 Q V 17.000 13.7269 14.28 Q V FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 442.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .500 HOURS VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .658 LOW LOSS FRACTION = .521 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .50 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.50 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .980 Page 2 Ba5in3.out 30 -MINUTE FACTOR = .980 1 -HOUR FACTOR = .980 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24-HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.413 75.555 2 5.183 201.499 3 11.236 323.536 4 20.377 488.632 5 31.761 608.518 6 44.058 657.340 7 54.613 564.241 8 61.704 379.053 9 66.994 282.760 10 70.951 211.507 11 74.230 175.280 12 76.807 137.751 13 79.108 123.016 14 81.052 103.898 15 82.765 91.554 16 84.330 83.646 17 85.686 72.480 18 86.905 65.173 19 87.969 56.872 20 88.941 51.980 21 89.903 51.442 22 90.713 43.279 23 91.488 41.444 24 92.208 38.450 25 92.827 33.112 26 93.444 32.994 27 94.039 31.784 28 94.539 26.736 29 95.029 26.203 30 95.520 26.203 31 95.987 25.007 32 96.330 18.329 33 96.654 17.302 34 96.977 17.289 35 97.301 17.314 36 97.625 17.289 37 97.936 16.662 38 98.101 8.783 39 98.220 6.389 40 98.340 6.389 41 98.460 6.402 42 98.579 6.389 43 98.699 6.390 44 98.818 6.402 45 98.938 6.390 46 99.058 6.402 47 99.177 6.390 48 99.297 6.390 49 99.416 6.390 50 99.536 6.390 51 99.655 6.390 52 99.775 6.390 53 99.894 6.390 54 100.000 5.643 Page 3 Ba5in3.out TOTAL STORM RAINFALL(INCHES) = 10.49 TOTAL SOIL-LOSS(INCHES) = 5.20 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.29 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 191.4620 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 194.8004 ---------------------------------------------------------------------------- 1 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) 15.583 98.7814 15.667 99.8825 15.750 100.9785 15.833 102.0811 15.917 103.2336 16.000 104.5242 16.083 106.2002 16.167 108.4167 16.250 111.1637 16.333 114.4755 16.417 118.1302 16.500 121.8055 16.583 125.0660 16.667 127.7011 16.750 129.9668 16.833 131.9732 16.917 133.8236 17.000 135.5235 ------------------------------ Q(CFS) 0. 150.0 300.0 -------------------------- 160.56 Q 159.87 Q 159.15 Q 160.10 Q 167.34 Q 187.40 Q 243.35 Q 321.85 1.01 398.86 PEAK 480.87 1.51 530.66 PEAK 533.66 3.56 473.42 382.61 328.99 291.32 268.69 Q 246.81 Q ----------------- 450.0 600.0 ----------------- V V V V .V .V .V QV V Q V V V V QV .Q V Q. V V V m Q Q .Q FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 39.200 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .266 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .553 LOW LOSS FRACTION = .706 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 31.328 Page 4 Ba5in3.out RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.985 9.409 2 11.969 47.334 3 31.532 92.740 4 57.243 121.892 5 78.145 99.091 6 89.482 53.746 7 95.147 26.854 8 97.764 12.409 9 98.587 3.898 10 99.174 2.784 11 99.670 2.349 12 99.917 1.175 13 100.000 .392 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 2.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.15 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 7.8775 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.7499 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 7.5 15.0 22.5 30.0 --------------------------------------------------------------------------- 15.583 1.9099 3.02 Q V 15.667 1.9302 2.94 Q V 15.750 1.9504 2.94 Q V 15.833 1.9719 3.11 Q V 15.917 1.9957 3.45 Q V 16.000 2.0236 4.06 Q V 16.083 2.0676 6.38 Q V 16.167 2.1570 12.99 Q V 16.250 2.2969 20.31 V Q 16.333 2.4651 24.42 V Q 16.417 2.6042 20.19 QV 16.500 2.6906 12.55 Q V . 16.583 2.7448 7.88 Q V. 16.667 2.7816 5.34 Q V. 16.750 2.8080 3.84 Q V. 16.833 2.8319 3.46 Q V 16.917 2.8540 3.21 Q V 17.000 2.8737 2.86 Q V FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) Page 5 Ba5in3.out WATERSHED AREA = 442.000 ACRES "S" GRAPH BASEFLOW = .000 CFS/SQUARE-MILE NUMBER *USER ENTERED "LAG" TIME = .500 HOURS ORDINATES(CFS) VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED 1.413 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .658 LOW LOSS FRACTION = .850 201.499 *HYDROGRAPH MODEL #1 SPECIFIED* 11.236 SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .20 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .41 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.08 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.62 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.78 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .980 30 -MINUTE FACTOR = .980 1 -HOUR FACTOR = .980 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24-HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.413 75.555 2 5.183 201.499 3 11.236 323.536 4 20.377 488.632 5 31.761 608.518 6 44.058 657.340 7 54.613 564.241 8 61.704 379.053 9 66.994 282.760 10 70.951 211.507 11 74.230 175.280 12 76.807 137.751 13 79.108 123.016 14 81.052 103.898 15 82.765 91.554 16 84.330 83.646 17 85.686 72.480 18 86.905 65.173 19 87.969 56.872 20 88.941 51.980 21 89.903 51.442 22 90.713 43.279 23 91.488 41.444 24 92.208 38.450 25 92.827 33.112 26 93.444 32.994 27 94.039 31.784 28 94.539 26.736 29 95.029 26.203 30 95.520 26.203 31 95.987 25.007 32 96.330 18.329 33 96.654 17.302 34 96.977 17.289 35 97.301 17.314 36 97.625 17.289 37 97.936 16.662 38 98.101 8.783 Page 6 Ba5in3.out 39 98.220 6.389 40 98.340 6.389 41 98.460 6.402 42 98.579 6.389 43 98.699 6.390 44 98.818 6.402 45 98.938 6.390 46 99.058 6.402 47 99.177 6.390 48 99.297 6.390 49 99.416 6.390 50 99.536 6.390 51 99.655 6.390 52 99.775 6.390 53 99.894 6.390 54 100.000 5.643 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.78 TOTAL SOIL-LOSS(INCHES) = 3.10 TOTAL EFFECTIVE RAINFALL(INCHES) _ .68 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 114.1104 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 24.9674 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 15.583 11.1299 18.13 Q V 15.667 11.2548 18.15 Q V . 15.750 11.3795 18.11 Q V . 15.833 11.5046 18.16 Q V . 15.917 11.6329 18.64 Q V . 16.000 11.7701 19.92 Q V . 16.083 11.9900 31.92 Q V. 16.167 12.3408 50.95 Q V. 16.250 12.8191 69.45 Q V 16.333 13.4605 93.13 Q .V 16.417 14.2165 109.77 QV 16.500 15.0127 115.60 QV 16.583 15.7120 101.55 Q V 16.667 16.2297 75.17 Q V 16.750 16.6499 61.01 Q V 16.833 16.9984 50.60 Q V 16.917 17.3084 45.02 Q. V 17.000 17.5787 39.25 Q . V . FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS ««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 176.2 39.583 .0 176.5 39.667 .0 175.3 39.750 .0 174.7 39.833 .0 176.7 39.917 .0 185.8 40.000 .0 210.2 40.083 .0 278.6 40.166 .0 386.3 Page 7 Basin3.cut 40.250 .0 489.1 40.333 .0 575.7 40.416 .0 597.8 40.500 .0 574.8 40.583 .0 501.2 40.666 .0 403.2 40.750 .0 347.3 40.833 .0 308.3 40.916 .0 284.2 41.000 .0 261.1 FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V effective depth ----------- j (and volume) I I I I I I I....V....... I detention 1<-->1 outflow I basinI I.•• .. A ----------- I I \ I I dead 1 basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 19.79 .100 3 1.00 24.54 .455 4 3.00 41.89 1.785 5 5.00 73.77 4.025 6 7.00 93.05 7.855 7 9.00 93.07 13.515 8 11.00 93.08 20.875 9 13.00 93.09 29.935 10 15.00 93.10 40.865 11 17.00 93.11 54.135 12 19.00 93.13 71.000 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): Page 8 Ba5in3.out TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 24.000 .000 7.8 .04 7.8 .040 24.083 .000 8.6 .04 8.1 .043 24.167 .000 11.0 .05 9.5 .053 24.250 .000 15.1 .07 12.4 .072 24.333 .000 21.0 .10 17.0 .100 24.417 .000 27.5 .23 20.1 .151 24.500 .000 34.1 .46 21.1 .240 24.583 .000 39.6 .75 22.5 .358 24.667 .000 43.3 1.05 24.1 .490 24.750 .000 46.1 1.26 25.9 .629 24.833 .000 48.2 1.47 27.7 .770 24.917 .000 49.9 1.68 29.6 .910 25.000 .000 51.3 1.89 31.4 1.048 25.083 .000 52.6 2.09 33.1 1.182 25.167 .000 53.7 2.29 34.9 1.311 25.250 .000 54.6 2.48 36.5 1.436 25.333 .000 55.5 2.66 38.1 1.556 25.417 .000 56.3 2.83 39.7 1.671 25.500 .000 57.1 2.99 41.1 1.781 25.583 .000 57.7 3.09 42.6 1.885 25.667 .000 58.3 3.18 44.0 1.984 25.750 .000 58.9 3.26 45.4 2.077 25.833 .000 59.5 3.34 46.7 2.165 25.917 .000 60.0 3.41 47.9 2.249 26.000 .000 60.5 3.48 49.1 2.328 26.083 .000 60.9 3.55 50.1 2.402 26.167 .000 61.4 3.61 51.2 2.472 26.250 .000 61.8 3.67 52.1 2.539 26.333 .000 62.2 3.73 53.1 2.602 26.417 .000 62.6 3.78 53.9 2.661 26.500 .000 63.0 3.83 54.8 2.718 26.583 .000 63.4 3.88 55.6 2.772 26.667 .000 63.7 3.93 56.3 2.823 26.750 .000 64.0 3.97 57.0 2.871 26.833 .000 64.3 4.01 57.7 2.917 26.917 .000 64.6 4.05 58.3 2.960 27.000 .000 64.9 4.09 58.9 3.002 27.083 .000 65.2 4.12 59.5 3.041 27.167 .000 65.5 4.16 60.0 3.079 27.250 .000 65.7 4.19 60.6 3.114 27.333 .000 65.9 4.22 61.0 3.148 27.417 .000 66.1 4.25 61.5 3.179 27.500 .000 66.4 4.27 62.0 3.210 27.583 .000 66.6 4.30 62.4 3.239 27.667 .000 66.8 4.32 62.8 3.266 27.750 .000 67.0 4.35 63.2 3.293 27.833 .000 67.3 4.37 63.5 3.319 27.917 .000 67.5 4.39 63.9 3.344 28.000 .000 67.7 4.41 64.2 3.367 28.083 .000 68.0 4.43 64.6 3.391 28.167 .000 68.2 4.45 64.9 3.413 28.250 .000 68.4 4.47 65.2 3.435 28.333 .000 68.7 4.49 65.5 3.457 28.417 .000 68.9 4.51 65.8 3.478 28.500 .000 69.1 4.53 66.1 3.499 28.583 .000 69.3 4.55 66.4 3.519 28.667 .000 69.5 4.57 66.7 3.538 28.750 .000 69.7 4.58 67.0 3.557 28.833 .000 69.9 4.60 67.2 3.575 28.917 .000 70.1 4.61 67.5 3.593 29.000 .000 70.3 4.63 67.7 3.610 29.083 .000 70.5 4.64 68.0 3.627 29.167 .000 70.7 4.66 68.2 3.644 29.250 .000 70.9 4.67 68.5 3.660 29.333 .000 71.1 4.69 68.7 3.677 29.417 .000 71.3 4.70 68.9 3.693 29.500 .000 71.5 4.72 69.2 3.709 29.583 .000 71.7 4.73 69.4 3.724 29.667 .000 71.9 4.75 69.6 3.740 29.750 .000 72.1 4.76 69.8 3.756 29.833 .000 72.3 4.77 70.0 3.771 29.917 .000 72.5 4.79 70.3 3.787 30.000 .000 72.7 4.80 70.5 3.802 30.083 .000 73.0 4.82 70.7 3.818 30.167 .000 73.2 4.83 70.9 3.833 Page 9 Ba5in3.out 30.250 .000 73.4 4.84 71.2 3.849 30.333 .000 73.6 4.86 71.4 3.864 30.417 .000 73.9 4.87 71.6 3.880 30.500 .000 74.1 4.88 71.8 3.896 30.583 .000 74.3 4.90 72.0 3.912 30.667 .000 74.6 4.91 72.3 3.927 30.750 .000 74.8 4.93 72.5 3.943 30.833 .000 75.1 4.94 72.7 3.960 30.917 .000 75.3 4.96 73.0 3.976 31.000 .000 75.6 4.97 73.2 3.992 31.083 .000 75.8 4.99 73.4 4.009 31.167 .000 76.1 5.00 73.7 4.025 31.250 .000 76.3 5.01 73.8 4.042 31.333 .000 76.6 5.02 73.9 4.061 31.417 .000 76.9 5.03 74.0 4.080 31.500 .000 77.1 5.04 74.1 4.101 31.583 .000 77.4 5.05 74.2 4.123 31.667 .000 77.7 5.06 74.3 4.146 31.750 .000 77.9 5.08 74.4 4.170 31.833 .000 78.2 5.09 74.6 4.196 31.917 .000 78.5 5.10 74.7 4.222 32.000 .000 78.8 5.12 74.8 4.249 32.083 .000 79.1 5.13 75.0 4.278 32.167 .000 79.4 5.15 75.1 4.307 32.250 .000 79.7 5.16 75.3 4.338 32.333 .000 80.0 5.18 75.4 4.369 32.417 .000 80.3 5.20 75.6 4.402 32.500 .000 80.6 5.21 75.8 4.436 32.583 .000 81.0 5.23 75.9 4.470 32.667 .000 81.3 5.25 76.1 4.506 32.750 .000 81.6 5.27 76.3 4.543 32.833 .000 81.9 5.29 76.5 4.580 32.917 .000 82.3 5.31 76.7 4.619 33.000 .000 82.6 5.33 76.9 4.659 33.083 .000 83.0 5.35 77.1 4.699 33.167 .000 83.3 5.37 77.3 4.741 33.250 .000 83.7 5.40 77.5 4.784 33.333 .000 84.1 5.42 77.7 4.828 33.417 .000 84.4 5.44 77.9 4.872 33.500 .000 84.8 5.47 78.2 4.918 33.583 .000 85.2 5.49 78.4 4.965 33.667 .000 85.6 5.52 78.6 5.013 33.750 .000 86.0 5.54 78.9 5.062 33.833 .000 86.4 5.57 79.1 5.112 33.917 .000 86.8 5.59 79.4 5.163 34.000 .000 87.2 5.62 79.6 5.215 34.083 .000 87.6 5.65 79.9 5.268 34.167 .000 88.1 5.68 80.2 5.323 34.250 .000 88.5 5.71 80.4 5.378 34.333 .000 88.9 5.74 80.7 5.435 34.417 .000 89.4 5.77 81.0 5.493 34.500 .000 89.9 5.80 81.3 5.552 34.583 .000 90.3 5.83 81.6 5.612 34.667 .000 90.8 5.86 81.9 5.673 34.750 .000 91.3 5.89 82.2 5.736 34.833 .000 91.8 5.93 82.5 5.800 34.917 .000 92.3 5.96 82.9 5.865 35.000 .000 92.9 6.00 83.2 5.931 35.083 .000 93.4 6.03 83.5 5.999 35.167 .000 93.9 6.07 83.9 6.068 35.250 .000 94.5 6.10 84.2 6.139 35.333 .000 95.1 6.14 84.6 6.211 35.417 .000 95.6 6.18 85.0 6.284 35.500 .000 96.2 6.22 85.3 6.359 35.583 .000 96.8 6.26 85.7 6.436 35.667 .000 97.5 6.30 86.1 6.514 35.750 .000 98.1 6.34 86.5 6.594 35.833 .000 98.7 6.38 86.9 6.675 35.917 .000 99.4 6.43 87.3 6.759 36.000 .000 100.1 6.47 87.7 6.844 36.083 .000 100.7 6.52 88.2 6.930 36.167 .000 101.1 6.56 88.6 7.016 36.250 .000 101.4 6.61 89.0 7.101 36.333 .000 101.4 6.65 89.5 7.184 36.417 .000 101.6 6.69 89.9 7.264 36.500 .000 101.8 6.73 90.3 7.343 36.583 .000 102.2 6.77 90.7 7.423 36.667 .000 102.8 6.82 91.1 7.504 Page 10 Ba5in3.out 36.750 .000 103.5 6.86 91.5 7.586 36.833 .000 104.2 6.90 91.9 7.671 36.917 .000 105.1 6.95 92.3 7.758 37.000 .000 105.9 7.00 92.8 7.849 37.083 .000 106.9 7.03 93.0 7.944 37.167 .000 107.8 7.07 93.1 8.046 37.250 .000 108.9 7.11 93.1 8.155 37.333 .000 109.9 7.15 93.1 8.271 37.417 .000 111.0 7.19 93.1 8.395 37.500 .000 112.2 7.24 93.1 8.527 37.583 .000 113.4 7.29 93.1 8.667 37.667 .000 114.7 7.34 93.1 8.816 37.750 .000 116.0 7.40 93.1 8.974 37.833 .000 117.4 7.45 93.1 9.142 37.917 .000 118.9 7.52 93.1 9.320 38.000 .000 120.4 7.58 93.1 9.508 38.083 .000 122.2 7.66 93.1 9.709 38.167 .000 124.4 7.73 93.1 9.924 38.250 .000 127.0 7.81 93.1 10.158 38.333 .000 130.0 7.90 93.1 10.412 38.417 .000 133.3 8.00 93.1 10.689 38.500 .000 136.6 8.11 93.1 10.989 38.583 .000 139.9 8.22 93.1 11.311 38.667 .000 142.9 8.34 93.1 11.654 38.750 .000 145.8 8.47 93.1 12.018 38.833 .000 148.8 8.61 93.1 12.402 38.917 .000 151.9 8.75 93.1 12.807 39.000 .000 155.2 8.90 93.1 13.235 39.083 .000 158.6 9.05 93.1 13.686 39.167 .000 162.3 9.18 93.1 14.163 39.250 .000 166.3 9.31 93.1 14.668 39.333 .000 170.7 9.46 93.1 15.202 39.417 .000 174.3 9.61 93.1 15.762 39.500 .000 176.2 9.77 93.1 16.334 39.583 .000 176.5 9.92 93.1 16.909 39.667 .000 175.3 10.08 93.1 17.475 39.750 .000 174.7 10.23 93.1 18.037 39.833 .000 176.7 10.39 93.1 18.613 39.917 .000 185.8 10.56 93.1 19.252 40.000 .000 210.2 10.78 93.1 20.058 40.083 .000 278.6 11.10 93.1 21.336 40.167 .000 386.3 11.55 93.1 23.355 40.250 .000 489.1 12.15 93.1 26.082 40.333 .000 575.7 12.88 93.1 29.406 40.417 .000 597.8 13.54 93.1 32.882 40.500 .000 574.8 14.15 93.1 36.199 40.583 .000 501.2 14.66 93.1 39.010 40.667 .000 403.2 15.04 93.1 41.145 40.750 .000 347.3 15.31 93.1 42.896 40.833 .000 308.3 15.53 93.1 44.379 40.917 .000 284.2 15.73 93.1 45.695 41.000 .000 261.1 15.90 93.1 46.852 41.083 .000 246.6 16.06 93.1 47.909 41.167 .000 231.6 16.21 93.1 48.863 41.250 .000 219.4 16.34 93.1 49.733 41.333 .000 208.7 16.46 93.1 50.529 41.417 .000 197.5 16.56 93.1 51.248 41.500 .000 188.0 16.66 93.1 51.902 41.583 .000 179.1 16.75 93.1 52.494 41.667 .000 172.2 16.83 93.1 53.038 41.750 .000 167.1 16.91 93.1 53.548 41.833 .000 159.9 16.98 93.1 54.008 41.917 .000 155.1 17.04 93.1 54.435 42.000 .000 150.2 17.08 93.1 54.828 42.083 .000 145.1 17.12 93.1 55.186 42.167 .000 142.2 17.16 93.1 55.524 42.250 .000 139.1 17.20 93.1 55.841 42.333 .000 135.2 17.24 93.1 56.131 42.417 .000 133.0 17.27 93.1 56.405 42.500 .000 130.9 17.30 93.1 56.665 42.583 .000 128.2 17.33 93.1 56.907 42.667 .000 123.7 17.35 93.1 57.117 42.750 .000 121.4 17.38 93.1 57.312 42.833 .000 119.6 17.40 93.1 57.495 42.917 .000 117.9 17.42 93.1 57.666 43.000 .000 115.8 17.44 93.1 57.822 43.083 .000 113.1 17.45 93.1 57.960 43.167 .000 108.2 17.47 93.1 58.064 Page 11 Ba5in3.out 43.250 .000 105.6 17.48 93.1 58.150 43.333 .000 104.2 17.49 93.1 58.226 43.417 .000 102.9 17.49 93.1 58.294 43.500 .000 101.6 17.50 93.1 58.353 43.583 .000 100.4 17.51 93.1 58.402 43.667 .000 99.2 17.51 93.1 58.444 43.750 .000 98.0 17.51 93.1 58.478 43.833 .000 96.9 17.52 93.1 58.504 43.917 .000 95.9 17.52 93.1 58.523 44.000 .000 94.9 17.52 93.1 58.535 44.083 .000 93.9 17.52 93.1 58.541 44.167 .000 93.0 17.52 93.1 58.540 44.250 .000 92.0 17.52 93.1 58.532 44.333 .000 91.0 17.52 93.1 58.518 44.417 .000 89.8 17.52 93.1 58.495 44.500 .000 88.1 17.51 93.1 58.460 44.583 .000 85.0 17.51 93.1 58.405 44.667 .000 84.1 17.50 93.1 58.342 44.750 .000 83.3 17.49 93.1 58.275 44.833 .000 82.6 17.48 93.1 58.202 44.917 .000 81.8 17.47 93.1 58.124 45.000 .000 81.1 17.46 93.1 58.042 45.083 .000 80.4 17.45 93.1 57.954 45.167 .000 79.7 17.44 93.1 57.862 45.250 .000 79.1 17.43 93.1 57.765 45.333 .000 78.5 17.42 93.1 57.665 45.417 .000 77.9 17.41 93.1 57.560 45.500 .000 77.3 17.39 93.1 57.451 45.583 .000 76.7 17.38 93.1 57.338 45.667 .000 76.2 17.37 93.1 57.221 45.750 .000 75.7 17.35 93.1 57.101 45.833 .000 75.1 17.34 93.1 56.977 45.917 .000 74.6 17.32 93.1 56.850 46.000 .000 74.2 17.31 93.1 56.719 46.083 .000 73.7 17.29 93.1 56.585 46.167 .000 73.2 17.27 93.1 56.448 46.250 .000 72.8 17.26 93.1 56.308 46.333 .000 72.3 17.24 93.1 56.165 46.417 .000 71.9 17.22 93.1 56.019 46.500 .000 71.5 17.21 93.1 55.870 46.583 .000 71.1 17.19 93.1 55.718 46.667 .000 70.7 17.17 93.1 55.563 46.750 .000 70.3 17.15 93.1 55.405 46.833 .000 69.9 17.13 93.1 55.245 46.917 .000 69.5 17.11 93.1 55.083 47.000 .000 69.1 17.09 93.1 54.917 47.083 .000 68.7 17.07 93.1 54.749 47.167 .000 68.4 17.05 93.1 54.579 47.250 .000 68.0 17.03 93.1 54.406 47.333 .000 67.7 17.01 93.1 54.231 47.417 .000 67.3 16.99 93.1 54.054 47.500 .000 67.0 16.96 93.1 53.874 47.583 .000 66.7 16.93 93.1 53.692 47.667 .000 66.4 16.91 93.1 53.507 47.750 .000 66.0 16.88 93.1 53.321 47.833 .000 65.7 16.85 93.1 53.132 47.917 .000 65.4 16.82 93.1 52.942 48.000 .000 65.1 16.79 93.1 52.749 48.083 .000 63.9 16.76 93.1 52.548 48.167 .000 60.8 16.73 93.1 52.325 48.250 .000 55.8 16.69 93.1 52.068 48.333 .000 48.9 16.64 93.1 51.763 48.417 .000 41.2 16.59 93.1 51.406 48.500 .000 33.5 16.53 93.1 S0.995 48.583 .000 27.2 16.46 93.1 50.541 48.667 .000 22.9 16.39 93.1 50.058 48.750 .000 19.8 16.31 93.1 49.553 48.833 .000 17.4 16.23 93.1 49.032 48.917 .000 15.4 16.15 93.1 48.497 49.000 .000 13.9 16.07 93.1 47.951 49.083 .000 12.5 15.98 93.1 47.396 49.167 .000 11.4 15.90 93.1 46.833 49.250 .000 10.3 15.81 93.1 46.263 49.333 .000 9.4 15.73 93.1 45.687 49.416 .000 8.6 15.64 93.1 45.104 49.500 .000 7.8 15.55 93.1 44.517 49.583 .000 7.2 15.46 93.1 43.926 49.666 .000 6.6 15.37 93.1 43.330 Page 12 Basin3.out 49.750 .000 6.0 15.28 93.1 42.730 49.833 .000 5.5 15.19 93.1 42.127 49.916 .000 5.1 15.10 93.1 41.521 50.000 .000 4.6 15.01 93.1 40.912 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 241.579 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 241.579 AF LOSS VOLUME = ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .000 AF END OF FLOODSCX ROUTING ANALYSIS Page 13 Infiltration Basin 4 Basin4.out F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY SEIRRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 4 SAND = 0.18 AC, GRAVEL = 1.27 AC FILE NAME: BASIN4.DAT TIME/DATE OF STUDY: 21: 0 2/ 1/1999 FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 69.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .232 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .362 LOW LOSS FRACTION = .315 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 35.920 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.432 20.472 2 15.814 112.641 3 40.651 209.060 Page 1 Ba5in4.out 4 69.072 239.219 5 86.366 145.575 6 94.278 66.597 7 97.656 28.432 8 98.645 8.323 9 99.301 5.525 10 99.721 3.529 11 99.930 1.764 12 100.000 .588 ------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 2.93 16.250 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.97 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 17.0001 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 40.3990 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 15.583 22.0760 36.43 Q 15.667 22.3180 35.13 Q 15.750 22.5638 35.69 Q 15.833 22.8264 38.13 Q 15.917 23.1191 42.50 Q . 16.000 23.4743 51.58 Q 16.083 23.9967 75.85 16.167 24.8993 131.07 16.250 26.1244 177.88 16.333 27.3745 181.51 16.417 28.2432 126.14 16.500 28.7924 79.75 16.583 29.1793 56.17 Q 16.667 29.4855 44.46 Q . 16.750 29.7674 40.94 Q . 16.833 30.0275 37.76 Q 16.917 30.2675 34.84 Q 17.000 30.4906 32.40 Q ----------------------------- 100.0 150.0 200.0 ----------------------------- .V V V V V V Q V VQ V Q V Q Q V Q V . V V. V. V. V. V FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 69.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .251 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .362 LOW LOSS FRACTION = .484 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Ba5in4.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 33.201 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ----------------------------- ----------------------------- UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.157 18.159 2 13.480 95.304 3 35.148 182.386 4 62.388 229.283 5 81.967 164.804 6 91.736 82.228 7 96.417 39.399 8 98.257 15.485 9 98.885 5.291 10 99.429 4.580 11 99.772 2.883 12 99.943 1.441 13 100.000 .480 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.65 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.91 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.5749 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.0673 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 15.0 30.0 45.0 60.0 ---------------------------------------------------------------------------- 15.583 5.9651 9.39 Q V 15.667 6.0277 9.09 Q V 15.750 6.0908 9.17 Q V 15.833 6.1582 9.79 Q V 15.917 6.2335 10.93 Q V 16.000 6.3229 12.98 Q V 16.083 6.4531 18.91 Q V 16.167 6.6869 33.95 Q V 16.250 7.0236 48.88 V Q 16.333 7.4008 54.77 V Q 16.417 7.6892 41.87 Q 16.500 7.8703 26.30 Q V . 16.583 7.9925 17.74 Q V . 16.667 8.0824 13.05 Q V. 16.750 8.1569 10.82 Q V. 16.833 8.2263 10.08 Q V. Page 3 Basin4.out 16.917 8.2899 9.24 Q V. 17.000 8.3484 8.49 Q V FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 37.7 39.583 .0 36.4 39.667 .0 35.1 39.750 .0 35.7 39.833 .0 38.1 39.917 .0 42.5 40.000 .0 51.6 40.083 .0 75.8 40.166 .0 131.1 40.250 .0 177.9 40.333 .0 181.5 40.416 .0 126.1 40.500 .0 79.7 40.583 .0 56.2 40.666 .0 44.5 40.750 .0 40.9 40.833 .0 37.8 40.916 .0 34.8 41.000 .0 32.4 FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< �,te•,r�,te.,r,r,tere<*�*,ter,ttrtr,x,r�,t,t,t�r��*�,tr�rr��,t*t:**�x��t*,t��,t��n**�,t*t��tr��*��r��r��r*rc�,t FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth ----------- 1 (and volume) I I I I I I I....V........ detention 1<-->1 outflow I basin I I... .. ----------- I A I \ I I dead 1 basin outlet V 1 storage 1 OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 Page 4 Ba5in4.out BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 7.47 .100 3 2.00 11.05 .660 4 4.00 20.57 1.910 5 6.00 35.13 4.050 6 8.00 35.14 7.630 7 10.00 35.15 13.720 8 12.00 35.16 22.430 9 14.00 35.17 33.630 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 36.000 .000 20.2 3.51 18.2 1.606 36.083 .000 20.3 3.54 18.3 1.620 36.167 .000 20.1 3.55 18.4 1.631 36.250 .000 19.5 3.57 18.5 1.638 36.333 .000 18.9 3.57 18.5 1.641 36.417 .000 18.6 3.57 18.5 1.641 36.500 .000 18.5 3.57 18.5 1.641 36.583 .000 18.6 3.57 18.5 1.642 36.667 .000 18.8 3.57 18.5 1.644 36.750 .000 19.0 3.58 18.6 1.647 36.833 .000 19.2 3.59 18.6 1.651 36.917 .000 19.4 3.59 18.6 1.657 37.000 .000 19.6 3.60 18.7 1.663 37.083 .000 19.9 3.62 18.7 1.671 37.167 .000 20.1 3.63 18.8 1.680 37.250 .000 20.4 3.65 18.9 1.690 37.333 .000 20.6 3.67 18.9 1.702 37.417 .000 20.9 3.69 19.0 1.715 37.500 .000 21.2 3.71 19.1 1.729 37.583 .000 21.5 3.73 19.2 1.744 37.667 .000 21.8 3.76 19.4 1.761 37.750 .000 22.1 3.79 19.5 1.779 37.833 .000 22.5 3.82 19.6 1.798 37.917 .000 22.8 3.85 19.8 1.819 38.000 .000 23.2 3.89 20.0 1.841 38.083 .000 23.7 3.93 20.1 1.866 38.167 .000 24.4 3.97 20.3 1.894 38.250 .000 25.4 4.02 20.6 1.927 38.333 .000 26.6 4.05 20.8 1.967 38.417 .000 27.5 4.09 21.1 2.010 38.500 .000 28.2 4.14 21.4 2.057 38.583 .000 28.8 4.18 21.7 2.106 38.667 .000 29.4 4.23 22.1 2.156 38.750 .000 30.1 4.28 22.4 2.209 38.833 .000 30.8 4.33 22.8 2.265 38.917 .000 31.6 4.39 23.2 2.322 39.000 .000 32.4 4.44 23.6 2.383 39.083 .000 33.3 4.50 24.0 2.447 39.167 .000 34.3 4.57 24.5 2.515 39.250 .000 35.4 4.63 24.9 2.587 39.333 .000 36.7 4.71 25.4 2.665 39.417 .000 37.8 4.78 26.0 2.746 39.500 .000 37.7 4.85 26.5 2.823 39.583 .000 36.4 4.91 27.0 2.888 39.667 .000 35.1 4.96 27.4 2.941 39.750 .000 35.7 5.01 27.8 2.995 39.833 .000 38.1 5.08 28.2 3.064 39.917 .000 42.5 5.17 28.7 3.159 40.000 .000 51.6 5.31 29.6 3.310 40.083 .000 75.8 5.60 31.1 3.618 40.167 .000 131.1 6.13 33.7 4.289 40.250 .000 177.9 6.68 35.1 5.272 40.333 .000 181.5 7.25 35.1 6.280 40.417 .000 126.1 7.60 35.1 6.907 40.500 .000 79.7 7.77 35.1 7.214 40.583 .000 56.2 7.85 35.1 7.359 Page S Ba5in4.out 40.667 .000 44.5 7.88 35.1 7.423 40.750 .000 40.9 7.91 35.1 7.463 40.833 .000 37.8' 7.92 35.1 7.481 40.917 .000 34.8 7.92 35.1 7.479 41.000 .000 32.4 7.91 35.1 7.460 41.083 .000 30.5 7.89 35.1 7.428 41.167 .000 28.9 7.86 35.1 7.385 41.250 .000 27.2 7.83 35.1 7.330 41.333 .000 25.5 7.80 35.1 7.264 41.417 .000 24.2 7.75 35.1 7.188 41.500 .000 23.2 7.71 35.1 7.106 41.583 .000 22.4 7.66 35.1 7.018 41.667 .000 21.7 7.61 35.1 6.926 41.750 .000 21.1 7.55 35.1 6.829 41.833 .000 20.5 7.50 35.1 6.728 41.917 .000 20.0 7.44 35.1 6.623 42.000 ---------------------------------------------------------------------------- .000 19.5 7.38 35.1 6.516 PROCESS SUMMARY OFSTORAGE: INFLOW VOLUME = 51.466 AF BASIN STORAGE _ .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 51.466 AF LOSS VOLUME _ .000 AF END OF FLOODSCx ROUTING ANALYSIS Page 6 Infiltration Basin 5 BasinS.out F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) copyright 1989-98 Advanced Engineering software (aes) ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** SIERRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 5 SAND = 0.15 AC, GRAVEL = 1.36 AC FILE NAME: BASIN5.DAT TIME/DATE OF STUDY: 21:26 2/ 1/1999 FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 42.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .184 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .376 LOW LOSS FRACTION = .326 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.290 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.671 18.644 2 24.613 106.374 3 59.779 178.620 Page 1 Ba5in5.out 4 85.080 128.515 5 95.011 50.442 6 98.216 16.281 7 99.113 4.555 8 99.645 2.704 9 99.911 1.352 10 100.000 .451 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.03 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.87 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 10.6174 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 24.0202 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 15.583 13.1951 20.90 Q V 15.667 13.3363 20.51 Q V 15.750 13.4852 21.61 Q V 15.833 13.6479 23.63 Q V 15.917 13.8333 26.92 Q V 16.000 14.0681 34.09 Q V 16.083 14.4433 54.49 Q V 16.167 15.1420 101.44 Q V 16.250 16.0362 129.84 QV 16.333 16.7092 97.72 Q. V 16.417 17.0801 53.85 Q V . 16.500 17.3094 33.30 Q V . 16.583 17.4907 26.32 Q V. 16.667 17.6590 24.45 Q V. 16.750 17.8139 22.49 Q V. 16.833 17.9568 20.75 Q V. 16.917 18.0903 19.38 Q V 17.000 18.2171 18.42 Q V FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 42.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .128 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .376 LOW LOSS FRACTION = .501 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: Page 2 Ba5in5.out 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 65.104 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL ..S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 7.520 38.198 2 47.265 201.878 3 85.866 196.072 4 97.069 56.903 5 99.072 10.171 6 99.629 2.829 7 99.907 1.415 8 100.000 .472 TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.71 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.85 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.9812 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 6.4755 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 15.583 3.5372 5.01 15.667 3.5734 5.25 15.750 3.6133 5.78 15.833 3.6586 6.58 15.917 3.7121 7.77 16.000 3.7816 10.09 16.083 3.9136 19.17 16.167 4.2218 44.75 16.250 4.5072 41.44 16.333 4.6261 17.27 16.417 4.6819 8.10 16.500 4.7262 6.44 16.583 4.7687 6.16 16.667 4.8076 5.66 16.750 4.8434 5.20 16.833 4.8770 4.88 16.917 4.9088 4.61 17.000 4.9390 4.39 ----------------------------------------- 12.5 25.0 37.5 50.0 ----------------------------------------- Q V Q V Q V Q V Q V Q V Q V V Q V Q Q V . Q V. Q V. Q V. Q V. Q V. Q V Q V Q V FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 9 ---------------------------------------------------------------------------- Page 3 BasinS.out »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< ----------------------------------------------------------------- ----------------------------------------------------------------- MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 22.3 39.583 .0 20.9 39.667 .0 20.5 39.750 .0 21.6 39.833 .0 23.6 39.917 .0 26.9 40.000 .0 34.1 40.083 .0 54.5 40.166 .0 101.4 40.250 .0 129.8 40.333 .0 97.7 40.416 .0 53.9 40.500 .0 33.3 40.583 .0 26.3 40.666 .0 24.4 40.750 .0 22.5 40.833 .0 20.7 40.916 .0 19.4 41.000 .0 18.4 FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) I I I V _effective depth ----------- I (and volume) I I I I I I I....V........ 1 detention 1<-->1 outflow 1 basinI I••. .. ----------- I ^ I \ I I dead I basin outlet V 1 storage 1 OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 4.80 .100 Page 4 Ba5in5.out 3 2.00 6.70 .340 4 4.00 11.20 .770 5 6.00, 16.10 2.040 6 8.00 16.11 4.340 7 10.00 16.13 7.250 8 12.00 16.14 10.790 ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 38.000 .000 13.9 4.20 11.7 .895 38.083 .000 14.2 4.22 11.7 .913 38.167 .000 14.8 4.26 11.8 .933 38.250 .000 15.5 4.30 11.9 .958 38.333 .000 16.1 4.34 12.0 .987 38.417 .000 16.6 4.39 12.1 1.018 38.500 .000 17.0 4.44 12.2 1.050 38.583 .000 17.3 4.50 12.3 1.085 38.667 .000 17.7 4.55 12.5 1.120 38.750 .000 18.1 4.61 12.6 1.158 38.833 .000 18.5 4.67 12.8 1.198 38.917 .000 19.0 4.74 12.9 1.240 39.000 .000 19.5 4.81 13.1 1.284 39.083 .000 20.1 4.88 13.3 1.331 39.167 .000 20.7 4.96 13.5 1.381 39.250 .000 21.4 5.05 13.7 1.434 39.333 .000 22.2 5.14 13.9 1.492 39.417 .000 22.8 5.23 14.1 1.552 39.500 .000 22.3 5.32 14.3 1.607 39.583 .000 20.9 5.39 14.5 1.651 39.667 .000 20.5 5.45 14.7 1.691 39.750 .000 21.6 5.52 14.8 1.737 39.833 .000 23.6 5.62 15.0 1.797 39.917 .000 26.9 5.74 15.3 1.877 40.000 .000 34.1 5.94 15.7 2.003 40.083 .000 54.5 6.20 16.0 2.268 40.167 .000 101.4 6.71 16.1 2.856 40.250 .000 129.8 7.39 16.1 3.639 40.333 .000 97.7 7.88 16.1 4.201 40.417 .000 53.9 8.08 16.1 4.461 40.500 .000 33.3 8.16 16.1 4.579 40.583 .000 26.3 8.21 16.1 4.650 40.667 .000 24.4 8.25 16.1 4.707 40.750 .000 22.5 8.28 16.1 4.751 40.833 .000 20.7 8.30 16.1 4.783 40.917 .000 19.4 8.32 16.1 4.805 41.000 .000 18.4 8.33 16.1 4.821 41.083 .000 17.6 8.34 16.1 4.831 41.167 .000 16.6 8.34 16.1 4.834 41.250 .000 15.4 8.34 16.1 4.830 41.333 .000 14.5 8.33 16.1 4.819 41.417 .000 13.9 8.32 16.1 4.804 41.500 .000 13.4 8.31 16.1 4.785 41.583 .000 13.0 8.29 16.1 4.764 41.667 .000 12.6 8.27 16.1 4.739 41.750 .000 12.3 8.26 16.1 4.713 41.833 .000 12.0 8.24 16.1 4.685 41.917 .000 11.7 8.22 16.1 4.654 42.000 .000 11.4 8.19 16.1 4.622 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 30.496 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 30.496 AF LOSS VOLUME = .000 AF END OF FLOODSCx ROUTING ANALYSIS Page 5 Infiltration Basin 6 Basin6.out F L O O D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) copyright 1989-98 Advanced Engineering Software (aes) ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** SEIRRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 6 SAND = 0.22 AC, GRAVEL = 1.82 AC FILE NAME: BASIN6.DAT TIME/DATE OF STUDY: 20:17 2/ 5/1999 FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 126.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .240 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .315 LOW LOSS FRACTION = .278 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .995 30 -MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.722 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------- 1 -------------------------------------------- 2.308 35.165 2 14.779 190.042 3 38.225 357.278 Page 1 Ba5in6.out 4 66.233 426.775 .21 5 84.561 279.291 .42 6 93.250 132.399 .55 7 97.213 60.402 1.01 8 98.477 19.248 1.51 9 99.128 9.920 3.56 10 99.651 7.976 11 99.913 3.988 12 100.000 1.329 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 2.59 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.31 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 27.1511 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 76.7593 ---------------------------------------------------------------------------- 1 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. 100.0 200.0 300.0 400.0 ---------------------------------------------------------------------------- 15.583 42.0905 69.68 Q V 15.667 42.5533 67.20 Q V 15.750 43.0211 67.92 Q V 15.833 43.5186 72.24 Q V 15.917 44.0707 80.16 Q V 16.000 44.7342 96.34 Q. V 16.083 45.6891 138.65 Q V 16.167 47.2955 233.24 QV 16.250 49.4762 316.64 V Q 16.333 51.7632 332.08 V Q 16.417 53.4314 242.22 Q V 16.500 54.5060 156.04 Q V . 16.583 55.2696 110.87 .Q V . 16.667 55.8671 86.76 Q V. 16.750 56.4065 78.32 Q V. 16.833 56.9097 73.06 Q V. 16.917 57.3725 67.20 Q V. 17.000 57.8017 62.31 Q V **************************************************************************** FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 117.700 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .268 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .315 LOW LOSS FRACTION = .430 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Ba5in6.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .995 30 -MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 31.095 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 --------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.964 27.961 2 11.787 139.821 3 31.094 274.820 4 56.573 362.673 5 77.621 299.611 6 89.165 164.315 7 94.957 82.456 8 97.678 38.724 9 98.549 12.405 10 99.132 8.299 11 99.653 7.409 12 99.913 3.705 13 100.000 1.235 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.47 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.09 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 14.3770 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 20.5300 ---------------------------------------------------------------------------- 1 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. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 15.583 11.1211 17.60 Q V 15.667 11.2389 17.10 Q V 15.750 11.3566 17.10 Q V 15.833 11.4810 18.06 Q V 15.917 11.6188 20.01 Q V 16.000 11.7808 23.53 Q. V 16.083 12.0101 33.29 Q V 16.167 12.3981 56.34 Q V 16.250 12.9533 80.61 V Q 16.333 13.5926 92.83 V Q 16.417 14.1311 78.19 V Q 16.500 14.4893 52.02 Q V . 16.583 14.7332 35.42 Q V . 16.667 14.9147 26.35 Q V. 16.750 15.0588 20.92 Q V. 16.833 15.1902 19.09 Q V. Page 3 Basin6.out 16.917 15.3131 17.84 Q 17.000 15.4251 16.26 Q V. V FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 71.8 39.583 .0 69.7 39.667 .0 67.2 39.750 .0 67.9 39.833 .0 72.2 39.917 .0 80.2 40.000 .0 96.3 40.083 .0 138.6 40.166 .0 233.2 40.250 .0 316.6 40.333 .0 332.1 40.416 .0 242.2 40.500 .0 156.0 40.583 .0 110.9 40.666 .0 86.8 40.750 .0 78.3 40.833 .0 73.1 40.916 .0 67.2 41.000 .0 62.3 FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V effective depth ----------- I (and volume) I I I I I I I....v....... I detention 1<-->I outflow basin II... .. ----------- I ^ I \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 Page 4 Ba5in6.out BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 10.71 .100 3 2.00 15.84 1.520 4 4.00 29.48 3.770 5 6.00 50.35 7.140 6 8.00 50.36 11.960 7 10.00 50.37 18.190 8 12.00 50.38 26.050 9 14.00 50.39 35.550 10 16.00 50.40 46.230 11 18.00 50.42 57.970 12 20.00 50.43 70.940 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 38.000 .000 44.3 4.77 37.4 5.076 38.083 .000 45.1 4.81 37.7 5.127 38.167 .000 46.5 4.84 38.1 5.185 38.250 .000 48.4 4.88 38.5 5.253 38.333 .000 50.5 4.93 38.9 5.333 38.417 .000 52.3 4.98 39.4 5.421 38.500 .000 53.7 5.04 40.0 5.516 38.583 .000 54.9 5.09 40.6 5.614 38.667 .000 56.1 5.16 41.2 5.716 38.750 .000 57.3 5.22 41.9 5.823 38.833 .000 58.7 5.28 42.5 5.934 38.917 .000 60.1 5.35 43.2 6.050 39.000 .000 61.7 5.43 44.0 6.172 39.083 .000 63.4 5.50 44.8 6.301 39.167 .000 65.3 5.58 45.6 6.436 39.250 .000 67.4 5.67 46.4 6.581 39.333 .000 69.7 5.76 47.4 6.735 39.417 .000 71.8 5.86 48.3 6.896 39.500 .000 71.8 5.95 49.3 7.051 39.583 .000 69.7 6.02 50.1 7.186 39.667 .000 67.2 6.07 50.4 7.302 39.750 .000 67.9 6.12 50.4 7.423 39.833 .000 72.2 6.18 50.4 7.574 39.917 .000 80.2 6.27 50.4 7.779 40.000 .000 96.3 6.40 50.4 8.096 40.083 .000 138.6 6.65 50.4 8.704 40.167 .000 233.2 7.17 50.4 9.964 40.250 .000 316.6 7.93 50.4 11.798 40.333 .000 332.1 8.57 50.4 13.738 40.417 .000 242.2 8.99 50.4 15.059 40.500 .000 156.0 9.23 50.4 15.787 40.583 .000 110.9 9.36 50.4 16.204 40.667 .000 86.8 9.44 50.4 16.454 40.750 .000 78.3 9.50 50.4 16.647 40.833 .000 73.1 9.55 50.4 16.803 40.917 .000 67.2 9.59 50.4 16.919 41.000 .000 62.3 9.62 50.4 17.001 41.083 .000 58.6 9.64 50.4 17.058 41.167 .000 55.5 9.65 50.4 17.093 41.250 .000 52.2 9.65 50.4 17.106 41.333 .000 49.0 9.65 50.4 17.096 41.417 .000 46.5 9.64 50.4 17.070 41.500 .000 44.5 9.63 50.4 17.029 41.583 .000 42.9 9.61 50.4 16.978 41.667 .000 41.6 9.59 50.4 16.918 41.750 .000 40.4 9.57 50.4 16.849 41.833 .000 39.3 9.55 50.4 16.773 41.917 .000 38.3 9.52 50.4 16.690 42.000 ---------------------------------------------------------------------------- .000 37.4 9.49 50.4 16.601 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 97.289 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) Page 5 Basin6.out OUTFLOW VOLUME = 97.289 AF LOSS VOLUME = .000 AF ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF FLOODSCx ROUTING ANALYSIS Page 6 Infiltration Basin 7 Basin7.out **************************************************************************** F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** SIERRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 7 SAND = 0.19 AC, GRAVEL = 1.55 AC FILE NAME: BASXN7.DAT TIME/DATE OF STUDY: 21:57 2/ 1/1999 FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 72.700 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .196 HOURS CAUTION: LAG TIME Is LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .268 LOW LOSS FRACTION = .240 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.517 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.253 28.605 2 21.881 163.776 3 54.265 284.726 Page 1 Pa5in7.out 4 81.458 239.083 5 93.223 103.443 6 97.626 38.708 7 98.775 10.110 8 99.439 5.832 9 99.776 2.960 10 99.944 1.480 11 100.000 .493 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 2.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.67 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.5136 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 46.4399 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 15.583 25.7156 41.23 15.667 25.9918 40.11 15.750 26.2801 41.86 15.833 26.5936 45.52 15.917 26.9483 51.50 16.000 27.3872 63.74 16.083 28.0527 96.63 16.167 29.2347 171.62 16.250 30.7656 222.29 16.333 32.0461 185.92 16.417 32.7976 109.12 16.500 33.2749 69.30 16.583 33.6354 52.35 16.667 33.9684 48.34 16.750 34.2750 44.52 16.833 34.5592 41.27 16.917 34.8240 38.45 17.000 35.0739 36.29 ---------------------------------------- 75.0 150.0 225.0 300.0 ---------------------------------------- Q V Q V Q V Q V Q V Q V Q V Q V V Q. Q V Q V . Q. V . Q V Q V. Q V. Q V. Q V. Q V FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 72.700 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .216 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .268 LOW LOSS FRACTION = .376 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Ba5in7.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 38.580 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.736 24.058 2 18.158 135.593 3 46.111 245.760 4 74.772 251.994 5 89.695 131.205 6 96.037 55.764 7 98.286 19.773 8 99.019 6.445 9 99.608 5.174 10 99.902 2.587 11 100.000 .862 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.28 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.28 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 7.7563 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 13.8042 ---------------------------------------------------------------------------- 1 2 4- H O U R 5 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. 17.5 15.583 7.5712 11.69 Q 15.667 7.6490 11.30 Q 15.750 7.7294 11.66 Q 15.833 7.8169 12.71 Q 15.917 7.9164 14.45 Q . 16.000 8.0371 17.52 Q 16.083 8.2163 26.03 Q 16.167 8.5448 47.70 16.250 8.9969 65.64 16.333 9.4321 63.18 16.417 9.7057 39.74 16.500 9.8735 24.36 Q 16.583 9.9899 16.90 Q. 16.667 10.0865 14.03 Q . 16.750 10.1764 13.05 Q 16.833 10.2580 11.86 Q 16.917 10.3328 10.86 Q 17.000 10.4025 10.11 Q -------------------------- 35.0 52.5 70.0 -------------------------- .V V V V V V V V Q V Q V Q Q V . V . V. V. V. V. V. V Page 3 Basin7.out FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 43.7 39.583 .0 41.2 39.667 .0 40.1 39.750 .0 41.9 39.833 .0 45.5 39.917 .0 51.5 40.000 .0 63.7 40.083 .0 96.6 40.166 .0 171.6 40.250 .0 222.3 40.333 .0 185.9 40.416 .0 109.1 40.500 .0 69.3 40.583 .0 52.3 40.666 .0 48.3 40.750 .0 44.5 40.833 .0 41.3 40.916 .0 38.5 41.000 .0 36.3 FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth I I I I (and volume) I I I....V....... I detention 1<-->I outflow I basin I I••• •• ----------- I A I \ I I dead I basin outlet V I storage 1 OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: Page 4 Ba5in7.out INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 9.12 .100 3 2.00 13.49 .540 4 4.00 25.11 1.720 5 6.00 42.88 4.050 6 8.00 42.89 7.470 7 10.00 42.90 11.950 8 12.00 42.91 18.860 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 38.000 .000 27.1 3.77 23.7 1.587 38.083 .000 27.7 3.82 23.9 1.612 38.167 .000 28.7 3.87 24.2 1.643 38.250 .000 30.1 3.93 24.5 1.681 38.333 .000 31.4 4.00 24.9 1.726 38.417 .000 32.3 4.05 25.3 1.773 38.500 .000 33.0 4.09 25.7 1.824 38.583 .000 33.7 4.13 26.1 1.876 38.667 .000 34.5 4.18 26.5 1.931 38.750 .000 35.2 4.23 26.9 1.988 38.833 .000 36.1 4.28 27.4 2.048 38.917 .000 37.0 4.34 27.9 2.111 39.000 .000 38.0 4.39 28.3 2.178 39.083 .000 39.1 4.45 28.9 2.248 39.167 .000 40.3 4.52 29.4 2.323 39.250 .000 41.6 4.59 30.0 2.403 39.333 .000 43.2 4.66 30.6 2.489 39.417 .000 44.4 4.74 31.3 2.579 39.500 .000 43.7 4.81 32.0 2.660 39.583 .000 41.2 4.86 32.5 2.720 39.667 .000 40.1 4.90 32.9 2.769 39.750 .000 41.9 4.95 33.3 2.828 39.833 .000 45.5 5.02 33.9 2.908 39.917 .000 51.5 5.12 34.6 3.024 40.000 .000 63.7 5.28 35.8 3.217 40.083 .000 96.6 5.63 38.1 3.620 40.167 .000 171.6 6.27 41.2 4.518 40.250 .000 222.3 7.00 42.9 5.754 40.333 .000 185.9 7.57 42.9 6.739 40.417 .000 109.1 7.84 42.9 7.195 40.500 .000 69.3 7.95 42.9 7.377 40.583 .000 52.3 7.98 42.9 7.442 40.667 .000 48.3 8.00 42.9 7.480 40.750 .000 44.5 8.01 42.9 7.491 40.833 .000 41.3 8.00 42.9 7.480 40.917 .000 38.5 7.99 42.9 7.449 41.000 .000 36.3 7.96 42.9 7.404 41.083 .000 34.6 7.93 42.9 7.346 41.167 .000 32.6 7.89 42.9 7.276 41.250 .000 30.5 7.84 42.9 7.190 41.333 .000 28.7 7.78 42.9 7.092 41.417 .000 27.4 7.72 42.9 6.985 41.500 .000 26.3 7.65 42.9 6.871 41.583 .000 25.5 7.58 42.9 6.752 41.667 .000 24.8 7.51 42.9 6.627 41.750 .000 24.1 7.43 42.9 6.497 41.833 .000 23.5 7.35 42.9 6.364 41.917 .000 22.9 7.27 42.9 6.226 42.000 ---------------------------------------------------------------------------- .000 22.4 7.19 42.9 6.085 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 60.244 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 60.244 AF LOSS VOLUME = .000 AF END OF FLOODSCX ROUTING ANALYSIS Page 5 Infiltration Basin 8 Basin8.out F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: john M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - INTERIM CONDITION * FLOOD ROUTING FOR INFILTRATION BASIN 8 * SAND = 0.07 AC, GRAVEL = 0.38 AC FILE NAME: BASIN8.DAT TIME/DATE OF STUDY: 22:14 2/ 1/1999 **************************************************************************** FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 15.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .210 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .668 LOW LOSS FRACTION = .561 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.683 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.872 5.384 2 19.165 30.540 3 48.437 54.872 Page 1 Ba5in8.out 4 76.826 53.217 5 90.830 26.251 6 96.604 10.823 7 98.430 3.423 8 99.173 1.393 9 99.669 .930 10 99.917 .465 11 100.000 .155 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.67 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 6.7512 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 6.0332 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 10.0 20.0 30.0 40.0 ---------------------------------------------------------------------------- 15.583 3.1597 5.13 Q V .55 15.667 3.1939 4.97 Q V PEAK 15.750 3.2292 5.13 Q V 3.56 15.833 3.2674 5.55 Q V 15.917 3.3108 6.30 Q V 16.000 3.3670 8.16 Q V 16.083 3.4634 14.00 Q V 16.167 3.6571 28.12 V Q . 16.250 3.9249 38.90 V Q . 16.333 4.1687 35.39 V Q 16.417 4.3102 20.55 Q V . 16.500 4.3912 11.76 Q V. 16.583 4.4437 7.62 Q V. 16.667 4.4876 6.37 Q V. 16.750 4.5276 5.82 Q V 16.833 4.5639 5.27 Q V 16.917 4.5971 4.82 Q V 17.000 4.6281 4.50 Q V FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 15.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED 1. LAG" TIME = .210 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .668 LOW LOSS FRACTION = .839 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Ba5in8.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.683 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.872 5.384 2 19.165 30.540 3 48.437 54.872 4 76.826 53.217 5 90.830 26.251 6 96.604 10.823 7 98.430 3.423 8 99.173 1.393 9 99.669 .930 10 99.917 .465 11 100.000 .155 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 2.87 TOTAL EFFECTIVE RAINFALL(INCHES) _ .69 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 3.7026 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ .8953 ---------------------------------------------------------------------------- 1 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. 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------------- 15.583 .4167 .64 Q V . 15.667 .4210 .62 Q V . 15.750 .4254 .64 Q V. 15.833 .4302 .70 Q V. 15.917 .4358 .80 Q V. 16.000 .4425 .97 Q V. 16.083 .4564 2.02 Q V 16.167 .4972 5.92 VQ 16.250 .5626 9.50 V Q 16.333 .6250 9.06 V Q 16.417 .6586 4.87 Q. V. 16.500 .6753 2.43 Q. V 16.583 .6839 1.25 Q V 16.667 .6902 .91 Q V 16.750 .6957 .80 Q V 16.833 .7005 .69 Q V 16.917 .7047 .61 Q V 17.000 .7085 .55 Q V Page 3 BasinB.out FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS ««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 5.4 39.583 .0 5.1 39.667 .0 5.0 39.750 .0 5.1 39.833 .0 5.5 39.917 .0 6.3 40.000 .0 8.2 40.083 .0 14.0 40.166 .0 28.1 40.250 .0 38.9 40.333 .0 35.4 40.416 .0 20.5 40.500 .0 11.8 40.583 .0 7.6 40.666 .0 6.4 40.750 .0 5.8 40.833 .0 5.3 40.916 .0 4.8 41.000 .0 4.5 FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ��**tr,r��r.��,r**�*�wr�a,t�rr��rt��,rrc��,r�,r�*tr��a*��r�*�rctcxxxrc*rt�,t***�� FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I I I I I....V........ 1 detention 1<-->I outflow I basin I 1... .. ----------- I A I \ I I dead I basin outlet V 1 storage OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: Page 4 Ba5in8.out INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 2.25 .010 3 2.00 3.32 .400 4 4.00 6.19 1.710 5 6.00 10.56 4.630 6 8.00 10.57 9.590 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 38.000 .000 3.3 .76 2.6 .145 38.083 .000 3.4 .78 2.6 .150 38.167 .000 3.5 .81 2.6 .156 38.250 .000 3.7 .85 2.7 .163 38.333 .000 3.8 .88 2.7 .171 38.417 .000 3.9 .93 2.7 .180 38.500 .000 4.0 .97 2.7 .189 38.583 .000 4.1 1.02 2.8 .198 38.667 .000 4.2 1.06 2.8 .208 38.750 .000 4.3 1.11 2.8 .218 38.833 .000 4.4 1.17 2.8 .229 38.917 .000 4.5 1.22 2.9 .241 39.000 .000 4.6 1.28 2.9 .253 39.083 .000 4.8 1.34 2.9 .265 39.167 .000 4.9 1.41 3.0 .279 39.250 .000 5.1 1.48 3.0 .293 39.333 .000 5.3 1.55 3.0 .308 39.417 .000 5.4 1.63 3.1 .325 39.500 .000 5.4 1.71 3.1 .340 39.583 .000 5.1 1.77 3.2 .354 39.667 .000 5.0 1.83 3.2 .366 39.750 .000 5.1 1.90 3.2 .379 39.833 .000 5.5 1.97 3.3 .394 39.917 .000 6.3 2.02 3.3 .415 40.000 .000 8.2 2.07 3.4 .448 40.083 .000 14.0 2.18 3.5 .520 40.167 .000 28.1 2.44 3.8 .688 40.250 .000 38.9 2.80 4.2 .926 40.333 .000 35.4 3.13 4.7 1.138 40.417 .000 20.5 3.29 5.1 1.245 40.500 .000 11.8 3.36 5.2 1.290 40.583 .000 7.6 3.38 5.3 1.306 40.667 .000 6.4 3.39 5.3 1.313 40.750 .000 5.8 3.40 5.3 1.316 40.833 .000 5.3 3.40 5.3 1.316 40.917 .000 4.8 3.39 5.3 1.312 41.000 .000 4.5 3.38 5.3 1.307 41.083 .000 4.3 3.37 5.3 1.300 41.167 .000 4.1 3.36 5.3 1.291 41.250 .000 3.8 3.35 5.3 1.281 41.333 .000 3.6 3.33 5.2 1.270 41.417 .000 3.4 3.31 5.2 1.257 41.500 .000 3.3 3.29 5.2 1.244 41.583 .000 3.2 3.27 5.2 1.230 41.667 .000 3.1 3.25 5.1 1.216 41.750 .000 3.0 3.22 5.1 1.202 41.833 .000 2.9 3.20 5.1 1.187 41.917 .000 2.8 3.18 5.0 1.172 42.000 .000 2.8 3.15 5.0 1.156 42.083 .000 2.7 3.13 5.0 1.141 42.167 .000 2.7 3.11 4.9 1.126 42.250 .000 2.8 3.09 4.9 1.111 42.333 .000 2.9 3.06 4.9 1.097 42.417 .000 2.9 3.04 4.8 1.084 42.500 .000 2.8 3.02 4.8 1.070 42.583 .000 2.8 3.00 4.8 1.057 42.667 .000 2.8 2.98 4.7 1.043 42.750 .000 2.7 2.96 4.7 1.030 42.833 .000 2.7 2.94 4.7 1.016 42.917 .000 2.7 2.92 4.7 1.003 43.000 .000 2.6 2.90 4.6 .989 43.083 .000 2.6 2.88 4.6 .975 Page 5 Ba5in8.out 43.167 .000 2.6 2.86 4.6 .962 43.250 .000 2.6 2.84 4.5 .948 43.333 .000 2.5 2.82 4.5 .935 43.417 .000 2.5 2.80 4.5 .921 43.500 .000 2.5 2.77 4.4 .907 43.583 .000 2.5 2.75 4.4 .894 43.667 .000 2.4 2.73 4.4 .881 43.750 .000 2.4 2.71 4.4 .867 43.833 .000 2.4 2.69 4.3 .854 43.917 .000 2.4 2.67 4.3 .840 44.000 .000 2.3 2.65 4.3 .827 44.083 .000 2.3 2.63 4.2 .814 44.167 .000 2.3 2.61 4.2 .801 44.250 .000 2.3 2.59 4.2 .788 44.333 .000 2.3 2.57 4.2 .775 44.417 .000 2.3 2.55 4.1 .762 44.500 .000 2.2 2.53 4.1 .749 44.583 .000 2.2 2.51 4.1 .736 44.667 .000 2.2 2.49 4.0 .724 44.750 .000 2.2 2.47 4.0 .711 44.833 .000 2.2 2.46 4.0 .699 44.917 .000 2.2 2.44 4.0 .686 45.000 .000 2.1 2.42 3.9 .674 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 6.929 AF BASIN STORAGE _ .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 6.929 AF LOSS VOLUME _ .000 AF END OF FLOODSCX ROUTING ANALYSIS Page 6 Infiltration Basin 9 Basin9.out F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************ DESCRIPTION OF STUDY ************************** SIERRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 9 SAND = 0.15 AC, GRAVEL = 1.09 AC FILE NAME: BASIN9.DAT TIME/DATE OF STUDY: 22:27 2/ 1/1999 FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 43.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .182 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .454 LOW LOSS FRACTION = .389 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.788 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.749 19.769 2 25.123 112.702 3 60.727 187.735 Page 1 1 Ba5in9.out 4 85.651 131.419 5 95.283 50.789 6 98.292 15.865 7 99.168 4.622 8 99.667 2.632 9 99.917 1.316 10 100.000 .439 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.28 ------------------------------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.1583 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 22.7999 ------------------------------------------------------------------------ 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. 50.0 100.0 150.0 200.0 15.583 12.4208 19.63 Q V .55 15.667 12.5537 19.29 Q V PEAK 15.750 12.6939 20.36 Q V 3.56 15.833 12.8474 22.28 Q V 15.917 13.0228 25.46 Q V 16.000 13.2478 32.67 Q V 16.083 13.6190 53.89 Q V 16.167 14.3297 103.20 Q V 16.250 15.2411 132.33 Q 16.333 15.9102 97.16 Q. V 16.417 16.2698 52.22 Q V . 16.500 16.4871 31.55 Q V . 16.583 16.6587 24.91 Q V. 16.667 16.8173 23.03 Q V. 16.750 16.9630 21.16 Q V. 16.833 17.0973 19.50 Q V. 16.917 17.2227 18.21 Q V 17.000 17.3419 17.31 Q V FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .197 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .454 LOW LOSS FRACTION = .591 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: Page 2 Ba5in9.out 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.301 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 --------------------------------------------------------------------_ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.223 16.993 2 21.670 97.268 3 53.828 169.566 4 81.141 144.019 5 93.062 62.856 6 97.567 23.754 7 98.749 6.235 8 99.426 3.567 9 99.770 1.817 10 99.943 .909 11 100.000 .303 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 2.02 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.54 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 7.3308 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.6010 ---------------------------------------------------------------------------- 1 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. 10.0 20.0 30.0 40.0 15.583 2.9832 4.53 Q V 15.667 3.0136 4.41 Q V 15.750 3.0455 4.63 Q V 15.833 3.0806 5.10 Q V 15.917 3.1209 5.85 Q V 16.000 3.1701 7.15 Q V 16.083 3.2508 11.72 Q V 16.167 3.4261 25.45 VQ 16.250 3.6760 36.29 V Q 16.333 3.8882 30.80 V Q 16.417 4.0027 16.63 Q V . 16.500 4.0676 9.42 Q. V. 16.583 4.1105 6.23 Q V 16.667 4.1489 5.57 Q V.. 16.750 4.1833 5.00 Q V. 16.833 4.2147 4.56 Q V 16.917 4.2435 4.19 Q V 17.000 4.2705 3.92 Q V Page 3 Basin9.out FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 21.0 39.583 .0 19.6 39.667 .0 19.3 39.750 .0 20.4 39.833 .0 22.3 39.917 .0 25.5 40.000 .0 32.7 40.083 .0 53.9 40.166 .0 103.2 40.250 .0 132.3 40.333 .0 97.2 40.416 .0 52.2 40.500 .0 31.6 40.583 .0 24.9 40.666 .0 23.0 40.750 .0 21.2 40.833 .0 19.5 40.916 .0 18.2 41.000 .0 17.3 FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V I detention I<--> basin I ----------- I V OUTFLOW (STREAM 1) effective depth I (and volume) v........ outflow ^... I \ dead I basin outlet storage I ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE Page 4 Ba5in9.out NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 6.41 .100 3 2.00 9.49 .550 4 4.00 17.66 1.670 5 6.00 30.15 3.450 6 8.00 30.16 6.440 7 10.00 30.17 11.120 8 12.00 30.18 17.930 9 14.00 30.19 27.780 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 38.000 .000 13.1 2.42 11.2 .786 38.083 .000 13.4 2.45 11.3 .801 38.167 .000 13.9 2.48 11.4 .818 38.250 .000 14.6 2.52 11.5 .840 38.333 .000 15.2 2.56 11.7 .864 38.417 .000 15.6 2.61 11.9 .890 38.500 .000 16.0 2.65 12.1 .916 38.583 .000 16.3 2.70 12.3 .944 38.667 .000 16.7 2.76 12.5 .973 38.750 .000 17.0 2.81 12.7 1.003 38.833 .000 17.5 2.86 12.9 1.034 38.917 .000 17.9 2.92 13.1 1.067 39.000 .000 18.4 2.98 13.4 1.101 39.083 .000 18.9 3.05 13.6 1.138 39.167 .000 19.5 3.12 13.9 1.176 39.250 .000 20.2 3.19 14.2 1.217 39.333 .000 20.9 3.27 14.5 1.261 39.417 .000 21.5 3.35 14.8 1.307 39.500 .000 21.0 3.42 15.2 1.347 39.583 .000 19.6 3.48 15.4 1.376 39.667 .000 19.3 3.52 15.6 1.402 39.750 .000 20.4 3.58 15.8 1.433 39.833 .000 22.3 3.65 16.1 1.476 39.917 .000 25.5 3.76 16.5 1.538 40.000 .000 32.7 3.96 17.1 1.645 40.083 .000 S3.9 4.25 18.3 1.890 40.167 .000 103.2 4.88 21.2 2.455 40.250 .000 132.3 5.71 25.7 3.189 40.333 .000 97.2 6.14 29.2 3.657 40.417 .000 52.2 6.24 30.2 3.809 40.500 .000 31.6 6.25 30.2 3.818 40.583 .000 24.9 6.22 30.2 3.782 40.667 .000 23.0 6.19 30.2 3.733 40.750 .000 21.2 6.15 30.2 3.671 40.833 .000 19.5 6.10 30.2 3.598 40.917 .000 18.2 6.04 30.2 3.516 41.000 .000 17.3 5.97 30.1 3.428 41.083 .000 16.5 5.87 29.7 3.337 41.167 .000 15.6 5.77 29.0 3.244 41.250 .000 14.5 5.66 28.4 3.149 41.333 .000 13.7 5.55 27.7 3.052 41.417 .000 13.1 5.44 27.0 2.956 41.500 .000 12.6 5.34 26.4 2.861 41.583 .000 12.2 5.23 25.7 2.769 41.667 .000 11.9 5.13 25.1 2.678 41.750 .000 11.6 5.03 24.4 2.589 41.833 .000 11.3 4.94 23.8 2.503 41.917 .000 11.0 4.84 23.2 2.419 42.000 .000 10.7 4.75 22.6 2.337 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 28.401 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 28.401 AF LOSS VOLUME = .000 AF END OF FLOODSCx ROUTING ANALYSIS Page 5 Infiltration Basin 10 Basinl0.out F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: john M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 *********************¢**** DESCRIPTION OF STUDY SIERRA LAKES - INTERIM CONDITION FLOOD ROUTING FOR INFILTRATION BASIN 10 SAND = 0.13 AC, GRAVEL = 1.18 AC FILE NAME: BASINIO.DAT TIME/DATE OF STUDY: 22:43 2/ 1/1999 FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 21.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .195 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .379 LOW LOSS FRACTION = .329 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.735 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.285 8.342 2 22.094 47.770 3 54.706 82.823 Page 1 Ba5inl0.out 4 81.773 68.742 5 93.383 29.485 6 97.683 10.922 7 98.802 2.841 8 99.451 1.648 9 99.780 .836 10 99.945 .418 11 100.000 .139 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.06 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.84 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.3567 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.9621 ---------------------------------------------------------------------------- 1 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. 17.5 35.0 52.5 70.0 ---------------------------------------------------------------------------- 15.583 6.5569 10.51 Q V .55 15.667 6.6274 10.24 Q V PEAK 15.750 6.7011 10.70 Q V 3.56 15.833 6.7813 11.64 Q V 15.917 6.8722 13.21 Q V 16.000 6.9862 16.55 Q. V 16.083 7.1649 25.95 Q V 16.167 7.4933 47.68 V Q 16.250 7.9223 62.29 V Q 16.333 8.2766 51.44 V Q. 16.417 8.4793 29.43 Q V . 16.500 8.6047 18.21 Q V . 16.583 8.6976 13.49 Q V. 16.667 8.7830 12.40 Q V. 16.750 8.8613 11.37 Q V. 16.833 8.9337 10.52 Q V. 16.917 9.0011 9.79 Q V 17.000 9.0647 9.23 Q V FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 21.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .168 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .379 LOW LOSS FRACTION = .504 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .42 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = .55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.01 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.51 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.56 Page 2 Basinl0.out *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 49.603 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 4.382 11.128 2 29.217 63.075 3 67.429 97.046 4 89.476 55.992 5 96.914 18.889 6 98.709 4.560 7 99.451 1.883 8 99.780 .837 9 99.945 .419 10 100.000 .140 TOTAL STORM RAINFALL(INCHES) = 3.56 TOTAL SOIL-LOSS(INCHES) = 1.72 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.84 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 3.0085 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.2199 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 7.5 15.0 22.5 30.0 ---------------------------------------------------------------------------- 15.583 1.7488 2.58 Q V 15.667 1.7665 2.57 Q V 15.750 1.7855 2.76 Q V 15.833 1.8068 3.09 Q V 15.917 1.8315 3.59 Q V 16.000 1.8624 4.48 Q V 16.083 1.9144 7.56 Q V 16.167 2.0270 16.35 Q V 16.250 2.1717 21.02 V Q . 16.333 2.2647 13.50 Q V . 16.417 2.3105 6.66 Q V . 16.500 2.3372 3.87 Q V. 16.583 2.3599 3.30 Q V. 16.667 2.3805 3.00 Q V. 16.750 2.3995 2.75 Q V. 16.833 2.4169 2.53 Q V 16.917 2.4331 2.36 Q V 17.000 2.4485 2.24 Q V Page 3 Basinl0.out FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 9 ---------------------------------------------------------------------------- »»>MOVE STREAM NUMBER 1 FORWARD IN TIME BY 24.000 HOURS««< MODEL STREAM 1 STREAM 1 TIME (CFS) MOVED 24.000 HOURS 39.500 .0 11.1 39.583 .0 10.5 39.667 .0 10.2 39.750 .0 10.7 39.833 .0 11.6 39.917 .0 13.2 40.000 .0 16.6 40.083 .0 25.9 40.166 .0 47.7 40.250 .0 62.3 40.333 .0 51.4 40.416 .0 29.4 40.500 .0 18.2 40.583 .0 13.5 40.666 .0 12.4 40.750 .0 11.4 40.833 .0 10.5 40.916 .0 9.8 41.000 .0 9.2 FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I I I I I....V....... 1 detention 1<-->I outflow I basin I I••• •• ----------- I A I \ I I dead I basin outlet V I storage 1 OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE Page 4 Ba5inl0.out NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 4.17 .100 3 2.00 5.90 .380 4 4.00 9.89 1.080 5 6.00 14.12 2.490 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE (HRS) FILLED(AF) -------------------- 38.000 38.083 38.167 38.250 38.333 38.417 38.500 38.583 38.667 38.750 38.833 38.917 39.000 39.083 39.167 39.250 39.333 39.417 39.500 39.583 39.667 39.750 39.833 39.917 40.000 40.083 40.167 40.250 40.333 40.417 40.500 40.583 40.667 40.750 40.833 40.917 41.000 41.083 41.167 41.250 41.333 41.417 41.500 41.583 41.667 41.750 41.833 41.917 42.000 -------------------- PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 INFLOW EFFECTIVE (CFS) DEPTH(FT) ---6.9----- 7.1 7.3 7.7 8.0 8.2 8.4 8.6 8.8 9.0 9.2 9.4 9.7 9.9 10.3 10.6 11.0 11.3 11.1 10.5 10.2 10.7 11.6 13.2 16.6 25.9 47.7 62.3 51.4 29.4 18.2 13.5 12.4 11.4 10.5 9.8 9.2 8.8 8.3 7.8 7.3 7.0 6.7 6.5 6.3 6.1 6.0 5.8 5.7 STORAGE: 15.182 AF .000 AF (WITH 15.182 AF .000 AF END OF FLOODSCx ROUTING ANALYSIS 1.94 1.99 2.02 2.06 2.09 2.14 2.18 2.22 2.27 2.32 2.37 2.42 2.48 2.54 2.60 2.67 2.74 2.82 2.89 2.94 2.99 3.04 3.12 3.21 3.37 3.71 4.22 4.73 5.11 5.28 5.33 5.34 5.34 5.32 5.30 5.28 5.24 5.21 5.17 5.12 5.07 5.02 4.97 4.92 4.87 4.81 4.76 4.70 4.65 OUTFLOW EFFECTIVE (CFS) VOLUME(AF) -----5.8-------.370-------- 5.9 .379 5.9 .388 6.0 .400 6.1 .413 6.1 .427 6.2 .442 6.3 .458 6.4 .475 6.5 .492 6.6 .510 6.7 .528 6.8 .548 6.9 .569 7.0 .591 7.2 .615 7.3 .640 7.5 .667 7.6 .691 7.7 .710 7.8 .727 7.9 .746 8.1 .770 8.2 .805 8.5 .860 9.0 .977 9.8 1.238 10.9 1.592 11.8 1.865 12.4 1.982 12.7 2.020 12.7 2.025 12.7 2.023 12.7 2.014 12.7 1.999 12.6 1.980 12.6 1.957 12.5 1.931 12.4 1.903 12.3 1.872 12.2 1.838 12.1 1.802 12.0 1.766 11.9 1.729 11.8 1.691 11.7 1.653 11.6 1.615 11.4 1.576 11.3 1.538 000 AF INITIALLY FILLED) Page 5 Flood Routing Calculations FAILURE MODE CONDITION F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986) (c) copyright 1989-98 Advanced Engineering software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1242 Analysis prepared by: John M. Tettemer & Associates Ltd 3151 Airway Avenue, Suite Q-1 Costa Mesa, CA 92626 (714) 434-9080 ************************** DESCRIPTION OF STUDY ************************** SIERRA LAKES - ULTIMATE CONDITION FAILURE MODE SCENARIO - BASINS FULL PRIOR TO 24HR STORM NO INFILTRATION ************************************************************************** FILE NAME: FAILMODE.DAT TIME/DATE OF STUDY: 20:28 2/ 5/1999 --FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 1 -------- ----- ----- --------- -------- --------- -------- ------------------ ==»»>UNIT_HYDROGRAPH-ANALYSIS««<________________________________________ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 69.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .232 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .362 LOW LOSS FRACTION = .315 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH> = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 35.920 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 --------------------------------------------------- UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------- 1 2.432 20.472 2 15.814 112.641 3 40.651 209.060 4 69.072 239.219 5 86.366 145.575 6 94.278 66.597 7 97.656 28.432 8 98.645 8.323 9 99.301 5.525 10 99.721 3.529 11 99.930 1.764 12 100.000 .588 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 Q TOTAL SOIL-LOSS(INCHES) = 2.93 23.1191 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.97 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 17.0001 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 40.3990 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 15.583 22.0760 36.43 Q V 15.667 22.3180 35.13 Q V 15.750 22.5638 35.69 Q V 15.833 22.8264 38.13 Q V 15.917 23.1191 42.50 Q V 16.000 23.4743 51.58 Q V 16.083 23.9967 75.85 Q V 16.167 24.8993 131.07 V Q 16.250 26.1244 177.88 V Q 16.333 27.3745 181.51 V Q 16.417 28.2432 126.14 Q V 16.500 28.7924 79.75 Q V . 16.583 29.1793 56.17 Q V . 16.667 29.4855 44.46 Q V. 16.750 29.7674 40.94 Q V. 16.833 30.0275 37.76 Q V. 16.917 30.2675 34.84 Q V. 17.000 30.4906 32.40 Q V FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I .... V........ 1 detention 1<-->I outflow I basinI I••• ----------- A.••I \ I I dead 1 basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 22.430 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 12.00 .03 22.430 3 13.00 871.00 27.645 4 14.00 2463.56 33.633 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 23.7 12.03 23.3 22.571 14.167 .000 24.4 12.03 23.8 22.574 14.250 .000 25.4 12.03 24.6 22.580 14.333 .000 26.6 12.03 25.6 22.586 14.417 .000 27.5 12.03 26.6 22.592 14.500 .000 28.2 12.03 27.5 22.597 14.583 .000 28.8 12.03 28.2 22.601 14.667 .000 29.4 12.03 28.9 22.605 14.750 .000 30.1 12.03 29.5 22.609 14.833 .000 30.8 12.04 30.2 22.613 14.917 .000 31.6 12.04 30.9 22.617 15.000 .000 32.4 12.04 31.7 22.622 15.083 .000 33.3 12.04 32.5 22.627 15.167 .000 34.3 12.04 33.5 22.633 15.250 .000 35.4 12.04 34.5 22.639 15.333 .000 36.7 12.04 35.6 22.647 15.417 .000 37.8 12.04 36.8 22.653 15.500 .000 37.7 12.04 37.5 22.655 15.583 .000 36.4 12.04 37.2 22.650 15.667 .000 35.1 12.04 36.2 22.643 15.750 .000 35.7 12.04 35.6 22.643 15.833 .000 38.1 12.04 36.6 22.654 15.917 .000 42.5 12.05 39.3 22.676 16.000 .000 51.6 12.06 45.0 22.722 16.083 .000 75.8 12.08 58.7 22.840 16.167 .000 131.1 12.13 91.4 23.114 16.250 .000 177.9 12.18 137.5 23.392 16.333 .000 181.5 12.20 168.3 23.483 16.417 .000 126.1 12.16 157.7 23.265 16.500 .000 79.7 12.11 117.7 23.004 16.583 .000 56.2 12.08 81.4 22.830 16.667 .000 44.5 12.06 58.7 22.732 16.750 .000 40.9 12.05 47.0 22.690 16.833 .000 37.8 12.05 41.4 22.665 16.917 .000 34.8 12.04 37.7 22.646 17.000 .000 32.4 12.04 34.7 22.630 17.083 .000 30.5 12.04 32.3 22.617 17.167 .000 28.9 12.03 30.4 22.607 17.250 .000 27.2 12.03 28.7 22.596 17.333 .000 25.5 12.03 27.0 22.586 17.417 .000 24.2 12.03 25.4 22.578 17.500 .000 23.2 12.03 24.1 22.571 17.583 .000 22.4 12.03 23.1 22.566 17.667 .000 21.7 12.03 22.3 22.561 17.750 .000 21.1 12.02 21.6 22.557 17.833 .000 20.5 12.02 21.0 22.554 17.917 .000 20.0 12.02 20.5 22.551 18.000 .000 19.5 12.02 19.9 22.548 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 40.399 AF BASIN STORAGE = 22.247 AF (WITH 22.430 AF INITIALLY FILLED) OUTFLOW VOLUME = 40.582 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH ««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 14.083 18.0322 23.28 Q V 14.167 18.1963 23.83 Q V 14.250 18.3658 24.62 Q V . 14.333 18.5423 25.62 Q V . 14.417 18.7258 26.64 Q V . 14.500 18.9152 27.50 Q V . 14.583 19.1096 28.23 Q V . 14.667 19.3085 28.89 Q V. 14.750 19.5120 29.54 Q V. 14.833 19.7200 30.21 Q V. 14.917 19.9330 30.93 Q V. 15.000 20.1514 31.70 Q V. 15.083 20.3755 32.55 Q V 15.167 20.6060 33.47 Q v 15.250 20.8435 34.49 Q V 15.333 21.0889 35.62 Q V 15.417 21.3422 36.78 Q V 15.500 21.6003 37.47 Q V 15.583 21.8563 37.17 Q V 15.667 22.1052 36.15 Q V 15.750 22.3505 35.61 Q V 15.833 22.6023 36.56 Q V 15.917 22.8730 39.30 Q V 16.000 23.1826 44.95 Q V 16.083 23.5865 58.65 Q V 16.167 24.2158 91.37 Q v 16.250 25.1624 137.45 V Q 16.333 26.3215 168.30 V Q 16.417 27.4078 157.73 V Q 16.500 28.2186 117.72 Q v 16.583 28.7790 81.38 Q V . 16.667 29.1833 58.70 Q V . 16.750 29.5071 47.02 Q. V. 16.833 29.7923 41.42 Q V. 16.917 30.0518 37.68 Q V. 17.000 30.2909 34.72 Q V. FLOW PROCESS FROM NODE 4000.00 TO NODE 3000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1629.00 DOWNSTREAM ELEVATION(FT) = 1598.00 CHANNEL LENGTH(FT) = 550.00 MANNING'S FACTOR = .025 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 168.30 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 134.51 CHANNEL NORMAL VELOCITY FOR Q = 134.51 CFS = 10.35 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .859 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 23.3 23.2 23.2 14.167 23.8 23.7 23.7 14.250 24.6 24.5 24.5 14.333 25.6 25.5 25.5 14.417 26.6 26.5 26.5 14.500 27.5 27.4 27.4 14.583 28.2 28.1 28.1 14.667 28.9 28.8 28.8 14.750 29.5 29.4 29.4 14.833 30.2 30.1 30.1 14.917 30.9 30.8 30.8 15.000 31.7 31.6 31.6 15.083 32.5 32.4 32.4 15.167 33.5 33.3 33.3 15.250 34.5 34.3 34.3 15.333 35.6 35.4 35.4 15.417 36.8 36.6 36.6 15.500 37.5 37.4 37.4 15.583 37.2 37.2 37.2 15.667 36.2 36.3 36.3 15.750 35.6 35.7 35.7 15.833 36.6 36.4 36.4 15.917 39.3 38.9 38.9 16.000 45.0 44.1 44.1 16.083 58.7 56.6 56.6 16.167 91.4 86.4 86.4 16.250 137.5 130.4 130.4 16.333 168.3 163.6 163.6 16.417 157.7 159.3 159.3 16.500 117.7 123.8 123.8 16.583 81.4 86.9 86.9 16.667 58.7 62.2 62.2 16.750 47.0 48.8 48.8 16.833 41.4 42.3 42.3 16.917 37.7 38.3 38.3 17.000 34.7 35.2 35.2 ------------------ PROCESS SUMMARY SUMMARY OF STORAGE: INFLOW VOLUME = 40.582 AF OUTFLOW VOLUME = 40.582 AF LOSS VOLUME = .000 AF --FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 1 ----------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 29.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .175 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .504 LOW LOSS FRACTION = .430 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 47.619 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 4.046 14.436 2 27.047 82.060 3 64.065 132.066 4 87.609 83.997 5 96.178 30.570 6 98.504 8.301 7 99.334 2.959 8 99.734 1.426 9 99.933 .713 10 100.000 .238 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 4.00 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.90 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.8421 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 14.4880 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 15.583 7.8462 12.31 Q V 15.667 7.9301 12.18 Q V 15.750 8.0191 12.92 Q V 15.833 8.1168 14.19 Q V 15.917 8.2290 16.29 Q v 16.000 8.3756 21.28 Q V 16.083 8.6260 36.36 Q V 16.167 9.1185 71.51 V Q . 16.250 9.7390 90.09 V Q 16.333 10.1638 61.68 Q v . 16.417 10.3838 31.95 Q v . 16.500 10.5144 18.96 Q V. 16.583 10.6223 15.67 Q V. 16.667 10.7212 14.36 Q V. 16.750 10.8122 13.22 Q V. 16.833 10.8963 12.20 Q V 16.917 10.9749 11.42 Q V 17.000 11.0497 10.86 Q V FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 2) V _effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->1 outflow I basin I I••• •• ----------- I A I \ I I dead I basin outlet V 1 storage OUTFLOW --------- (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 4.980 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 9.50 .03 4.980 3 10.00 165.46 5.530 4 11.00 859.77 6.960 5 12.00 1849.93 8.610 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 8.5 9.53 8.4 5.008 14.167 .000 8.8 9.53 8.6 5.009 14.250 .000 9.3 9.53 9.0 5.011 14.333 .000 9.6 9.53 9.4 5.012 14.417 .000 9.9 9.53 9.7 5.013 14.500 .000 10.1 9.53 10.0 5.013 14.583 .000 10.3 9.53 10.2 5.014 14.667 .000 10.5 9.53 10.4 5.015 14.750 .000 10.8 9.53 10.6 5.016 14.833 .000 11.0 9.53 10.9 5.017 14.917 .000 11.3 9.53 11.2 5.018 15.000 .000 11.6 9.54 11.5 5.019 15.083 .000 12.0 9.54 11.8 5.020 15.167 .000 12.3 9.54 12.2 5.021 15.250 .000 12.8 9.54 12.6 5.022 15.333 .000 13.2 9.54 13.0 5.024 15.417 .000 13.6 9.54 13.4 5.025 15.500 .000 13.2 9.54 13.4 5.024 15.583 .000 12.3 9.54 12.7 5.021 15.667 .000 12.2 9.54 12.2 5.020 15.750 .000 12.9 9.54 12.6 5.023 15.833 .000 14.2 9.54 13.6 5.027 15.917 .000 16.3 9.55 15.3 5.034 16.000 .000 21.3 9.56 18.8 5.051 16.083 .000 36.4 9.61 29.0 5.102 16.167 .000 71.5 9.72 54.4 5.220 16.250 .000 90.1 9.77 81.3 5.280 16.333 .000 61.7 9.68 75.8 5.183 16.417 .000 31.9 9.59 46.3 5.084 16.500 .000 19.0 9.56 25.1 5.042 16.583 .000 15.7 9.55 17.2 5.032 16.667 .000 14.4 9.54 15.0 5.028 16.750 .000 16.833 .000 16.917 .000 17.000 .000 17.083 .000 17.167 .000 17.250 .000 17.333 .000 17.417 .000 17.500 .000 17.583 .000 17.667 .000 17.750 .000 17.833 .000 17.917 .000 18.000 .000 ---------------------------------- PROCESS SUMMARY OF STORAGE: 13.8 INFLOW VOLUME = 14.488 AF BASIN STORAGE = 4.799 AF OUTFLOW VOLUME = 14.669 AF LOSS VOLUME = .000 AF 13.2 9.54 13.8 5.024 12.2 9.54 12.7 5.020 11.4 9.53 11.8 5.018 10.9 9.53 11.1 5.016 10.4 9.53 10.6 5.014 9.8 9.53 10.0 5.012 9.1 9.53 9.4 5.010 8.6 9.53 8.8 5.008 8.2 9.52 8.4 5.007 7.9 9.52 8.1 5.006 7.7 9.52 7.8 5.005 7.5 9.52 7.6 5.005 7.3 9.52 7.4 5.004 7.1 9.52 7.2 5.003 6.9 9.52 7.0 5.003 6.8 ------------------------------------------ 9.52 6.8 5.002 (WITH 4.980 AF INITIALLY FILLED) FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 ---------------------------------------------------------------------------- 14.083 6.4232 8.37 Q V 14.167 6.4826 8.63 Q V 14.250 6.5448 9.04 Q V 14.333 6.6099 9.44 Q V . 14.417 6.6770 9.75 Q V . 14.500 6.7457 9.98 Q V . 14.583 6.8159 10.19 Q V . 14.667 6.8876 10.41 Q V . 14.750 6.9610 10.65 Q V . 14.833 7.0360 10.90 Q V. 14.917 7.1130 11.17 Q V. 15.000 7.1919 11.47 Q V. 15.083 7.2732 11.79 Q V. 15.167 7.3569 12.15 Q V 15.250 7.4433 12.55 Q V 15.333 7.5329 13.00 Q V 15.417 7.6253 13.42 Q V 15.500 7.7176 13.40 Q V 15.583 7.8054 12.75 Q V 15.667 7.8897 12.24 Q V 15.750 7.9762 12.56 Q v 15.833 8.0697 13.57 Q V 15.917 8.1748 15.27 Q V 16.000 8.3046 18.85 Q V 16.083 8.5043 29.00 Q V 16.167 8.8788 54.38 Q 16.250 9.4385 81.27 V Q 16.333 9.9605 75.79 V Q 16.417 10.2794 46.30 Q V . 16.500 10.4521 25.09 Q V . 16.583 10.5704 17.18 Q V . 16.667 10.6736 14.97 Q V. 16.750 10.7684 13.77 Q V. 16.833 10.8558 12.69 Q V. 16.917 10.9371 11.80 Q V. 17.000 11.0137 11.13 Q V FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1619.00 DOWNSTREAM ELEVATION(FT) = 1598.00 CHANNEL LENGTH(FT) = 610.00 MANNING'S FACTOR = .020 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 81.27 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 64.44 CHANNEL NORMAL VELOCITY FOR Q = 64.44 CFS = 8.57 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .834 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 8.4 8.3 8.3 14.167 8.6 8.6 8.6 14.250 9.0 9.0 9.0 14.333 9.4 9.4 9.4 14.417 9.7 9.7 9.7 14.500 10.0 9.9 9.9 14.583 10.2 10.1 10.1 14.667 10.4 10.4 10.4 14.750 10.6 10.6 10.6 14.833 10.9 10.8 10.8 14.917 11.2 11.1 11.1 15.000 11.5 11.4 11.4 15.083 11.8 11.7 11.7 15.167 12.2 12.1 12.1 15.250 12.6 12.5 12.5 15.333 13.0 12.9 12.9 15.417 13.4 13.3 13.3 15.500 13.4 13.4 13.4 15.583 12.7 12.9 12.9 15.667 12.2 12.3 12.3 15.750 12.6 12.5 12.5 15.833 13.6 13.4 13.4 15.917 15.3 14.9 14.9 16.000 18.8 18.1 18.1 16.083 29.0 27.0 27.0 16.167 54.4 49.3 49.3 16.250 81.3 75.9 75.9 16.333 75.8 76.9 76.9 16.417 46.3 52.2 52.2 16.500 25.1 29.3 29.3 16.583 17.2 18.8 18.8 16.667 15.0 15.4 15.4 16.750 13.8 14.0 14.0 16.833 12.7 12.9 12.9 16.917 11.8 12.0 12.0 17.000 ---------------------------------------------------------------------------- 11.1 11.3 11.3 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 14.669 AF OUTFLOW VOLUME = 14.669 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1 la&e) N '� - -------------------------------------------------------------------------- >>>>>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 39.200 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .239 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .553 LOW LOSS FRACTION = .469 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.868 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.322 11.010 2 14.904 59.647 3 38.520 111.956 4 66.586 133.053 5 84.791 86.306 6 93.383 40.733 7 97.274 18.446 8 98.497 5.799 9 99.151 3.099 10 99.660 2.416 11 99.915 1.208 12 100.000 .403 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 4.37 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.53 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 14.2695 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 18.0612 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 15.583 9.6269 15.95 Q V 15.667 9.7329 15.39 Q V 15.750 9.8402 15.58 Q V 15.833 9.9545 16.59 Q V 15.917 10.0818 18.50 Q V 16.000 10.2389 22.81 Q. V 16.083 10.4820 35.30 Q V 16.167 10.9256 64.41 V . VQ 16.250 11.5467 90.19 Q V Q 16.333 12.2001 94.87 49.56 V Q 16.417 12.6622 67.09 34.2916 Q V . 16.500 12.9454 41.12 Q V . 16.583 13.1364 27.73 Q V. 16.667 13.2783 20.61 Q V. 16.750 13.4047 18.36 Q V. 16.833 13.5218 17.00 Q V. 16.917 13.6285 15.50 Q V 17.000 13.7269 14.28 Q V FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ---------------------------------------------------------------------------- 14.083 32.3473 41.88 Q V 14.167 32.6431 42.95 Q V 14.250 32.9496 44.51 Q V 14.333 33.2690 46.38 Q V . 14.417 33.6003 48.11 Q V . 14.500 33.9417 49.56 Q V . 14.583 34.2916 50.81 Q V . 14.667 34.6495 S1.97 Q V . 14.750 35.0154 53.14 Q V. 14.833 35.3899 54.37 Q V. 14.917 35.7733 55.68 Q V. 15.000 36.1666 57.10 Q V. 15.083 36.5704 58.64 Q V. 15.167 36.9859 60.34 Q V 15.250 37.4144 62.21 Q V 15.333 37.8573 64.31 Q V 15.417 38.3144 66.37 Q V 15.500 38.7773 67.21 Q V 15.583 39.2321 66.04 Q V 15.667 39.6732 64.04 Q V 15.750 40.1123 63.77 Q V 15.833 40.5694 66.37 Q V 15.917 41.0674 72.31 Q V 16.000 41.6530 85.03 Q V 16.083 42.4715 118.84 Q V 16.167 43.8497 200.12 Q V 16.250 45.8920 296.54 V Q. 16.333 48.2016 335.35 V Q 16.417 50.1203 278.60 Q 16.500 51.4581 194.25 Q. V . 16.583 52.3769 133.40 Q V . 16.667 53.0530 98.17 Q. V . 16.750 53.6120 81.16 Q V. 16.833 54.1091 72.18 Q V. 16.917 54.5617 65.73 Q V. 17.000 54.9798 60.71 Q V. t*irf i **f *f<aY ik iriri aki it it -k iri ir'k lY to ffY Yci it fe ie ie it it 4ir ix Y�it it it is itY is it Yti iti 'k tri fe Ylie it ie#ie ir4 irir tie4 a4 it it �4 irYet FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V _effective depth ----------- ( (and volume) I I I I I I I....V........ detention 1<-->I outflow I basin I ......... ----------- I A I \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 54.135 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 17.00 .01 54.135 3 18.00 728.00 62.570 4 19.00 2059.00 71.000 --------------------- ----------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 14.083 .000 41.9 17.06 40.7 54.611 14.167 .000 43.0 17.06 41.5 54.621 14.250 .000 44.5 17.06 42.5 54.634 14.333 .000 46.4 17.06 43.9 54.652 14.417 .000 48.1 17.06 45.4 54.670 14.500 .000 49.6 17.07 47.0 54.688 14.583 .000 50.8 17.07 48.4 54.704 14.667 .000 52.0 17.07 49.8 54.719 14.750 .000 53.1 17.07 51.1 54.734 14.833 .000 54.4 17.07 52.3 54.748 14.917 .000 55.7 17.07 53.5 54.763 15.000 .000 57.1 17.08 54.8 54.778 15.083 .000 58.6 17.08 56.2 54.795 15.167 .000 60.3 17.08 57.7 54.813 15.250 .000 62.2 17.08 59.3 54.832 15.333 .000 64.3 17.09 61.1 54.854 15.417 .000 66.4 17.09 63.1 54.877 15.500 .000 67.2 17.09 64.8 54.894 15.583 .000 66.0 17.09 65.6 54.897 15.667 .000 64.0 17.09 65.4 54.888 15.750 .000 63.8 17.09 64.7 54.881 15.833 .000 66.4 17.09 64.9 54.892 15.917 .000 72.3 17.09 66.9 54.929 16.000 .000 85.0 17.10 72.3 55.016 16.083 .000 118.8 17.13 85.9 55.243 16.167 .000 200.1 17.20 119.6 55.798 16.250 .000 296.5 17.29 178.6 56.610 16.333 .000 335.4 17.37 241.5 57.256 16.417 .000 278.6 17.38 271.5 57.305 16.500 .000 194.3 17.33 255.4 56.884 16.583 .000 133.4 17.26 213.5 56.332 16.667 .000 98.2 17.20 168.7 55.847 16.750 .000 81.2 17.16 132.5 55.493 16.833 .000 72.2 17.13 106.9 55.254 16.917 .000 65.7 17.11 89.5 55.090 17.000 .000 60.7 17.10 77.5 54,975 17.083 .000 56.8 17.09 68.9 54.891 17.167 .000 53.5 17.08 62.6 54.829 17.250 .000 50.4 17.08 57.7 54.778 17.333 .000 47.4 17.07 53.7 54.735 17.417 .000 44.7 17.07 50.2 54.698 17.500 .000 42.6 17.06 47.2 54.666 17.583 .000 41.0 17.06 44.7 54.640 17.667 .000 39.6 17.06 42.7 54.619 17.750 .000 38.4 17.06 41.0 54.601 17.833 .000 37.3 17.05 39.5 54.585 17.917 .000 36.3 17.05 38.3 54.572 18.000 .000 35.4 17.05 37.2 54.560 18.083 .000 34.7 17.05 36.2 54.549 18.167 .000 34.3 17.05 35.4 54.542 18.250 .000 34.6 17.05 35.0 54.539 18.333 .000 35.2 17.05 34.9 54.541 18.417 .000 35.7 17.05 35.2 54.544 18.500 .000 35.7 17.05 35.4 54.546 18.583 .000 35.5 17.05 35.5 54.546 18.667 .000 35.2 17.05 35.4 54.545 18.750 .000 34.8 17.05 35.2 54.542 18.833 .000 34.4 17.05 34.9 54.538 18.917 .000 33.9 17.05 34.6 54.533 19.000 .000 33.5 17.05 34.2 54.529 19.083 .000 33.1 17.05 33.8 54.524 19.167 .000 32.8 17.05 33.4 54.520 19.250 .000 32.4 17.05 33.0 54.515 19.333 .000 32.0 17.04 32.7 54.511 19.417 .000 31.7 17.04 32.3 54.507 19.500 .000 31.4 17.04 31.9 54.503 19.583 .000 31.1 17.04 31.6 54.499 19.667 .000 30.8 17.04 31.3 54.496 19.750 .000 30.5 17.04 31.0 54.492 19.833 .000 30.2 17.04 30.7 54.489 19.917 .000 29.9 17.04 30.4 54.485 20.000 .000 29.6 17.04 30.1 54.482 20.083 .000 29.4 17.04 29.8 54.479 20.167 .000 29.1 17.04 29.6 54.476 20.250 .000 28.9 17.04 29.3 54.473 20.333 .000 28.7 17.04 29.1 54.470 20.417 .000 28.4 17.04 28.8 54.468 20.500 .000 28.2 17.04 28.6 54.465 20.583 .000 28.0 17.04 28.4 54.462 20.667 .000 27.8 17.04 28.2 54.460 20.750 .000 27.6 17.04 28.0 54.458 20.833 .000 27.4 17.04 27.7 54.455 20.917 .000 27.2 17.04 27.5 54.453 21.000 .000 27.0 17.04 27.3 54.451 21.083 .000 26.8 17.04 27.2 54.448 21.167 .000 26.7 17.04 27.0 54.446 21.250 .000 26.5 17.04 26.8 54.444 21.333 .000 26.3 17.04 26.6 54.442 21.417 .000 26.1 17.04 26.4 54.440 21.500 .000 26.0 17.04 26.3 54.438 21.583 .000 25.8 17.04 26.1 54.436 21.667 .000 25.7 17.04 25.9 54.434 21.750 .000 25.5 17.04 25.8 54.433 21.833 .000 25.4 17.04 25.6 54.431 21.917 .000 25.2 17.03 25.5 54.429 22.000 .000 25.1 17.03 25.3 54.427 22.083 .000 24.9 17.03 25.2 54.426 22.167 .000 24.8 17.03 25.0 54.424 22.250 .000 24.7 17.03 24.9 54.423 22.333 .000 24.5 17.03 24.8 54.421 22.417 .000 24.4 17.03 24.6 54.419 22.500 .000 24.3 17.03 24.5 54.418 22.583 .000 24.2 17.03 24.4 54.416 22.667 .000 24.0 17.03 24.2 54.415 22.750 .000 23.9 17.03 24.1 54.414 22.833 22.917 23.000 23.083 23.167 23.250 23.333 23.417 23.500 23.583 23.667 23.750 23.833 23.917 -------------------- PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = .000 23.8 17.03 24.0 54.412 .000 23.7 17.03 23.9 54.411 .000 23.6 17.03 23.8 54.409 .000 23.4 17.03 23.6 54.408 .000 23.3 17.03 23.5 54.407 .000 23.2 17.03 23.4 54.406 .000 23.1 17.03 23.3 54.404 .000 23.0 17.03 23.2 54.403 .000 22.9 17.03 23.1 54.402 .000 22.8 17.03 23.0 54.401 .000 22.7 17.03 22.9 54.399 .000 22.6 17.03 22.8 54.398 .000 22.5 17.03 22.7 54.397 .000 22.4 17.03 22.6 54.396 ------------------------------------------------------- STORAGE• 73.312 AF 54.135 AF (WITH 54.135 AF INITIALLY FILLED) 73.310 AF .000 AF FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 CLEARED AND SET TO ZERO««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ��,r,a�,t,taw,r*,r*��,r,tsr,t��a�*�*�*,t�*��**,t,tea,t,t,r�,o-�*,r,t,rz�,t,t�,trr�,t,tna*a��,r��**�** FLOW PROCESS FROM NODE 3000.00 TO NODE 8000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1601.00 DOWNSTREAM ELEVATION(FT) = 1570.00 CHANNEL LENGTH(FT) = 650.00 MANNING'S FACTOR = .025 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 271.52 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 221.54 CHANNEL NORMAL VELOCITY FOR Q = 221.54 CFS = 11.09 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .867 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 40.7 40.6 40.6 14.167 41.5 41.4 41.4 14.250 42.5 42.3 42.3 14.333 43.9 43.6 43.6 14.417 45.4 45.1 45.1 14.500 47.0 46.7 46.7 14.583 48.4 48.2 48.2 14.667 49.8 49.6 49.6 14.750 51.1 50.8 50.8 14.833 52.3 52.1 52.1 14.917 53.5 53.3 S3.3 15.000 54.8 54.6 54.6 15.083 56.2 56.0 56.0 15.167 57.7 57.5 57.5 15.250 59.3 59.1 59.1 15.333 61.1 60.8 60.8 15.417 63.1 62.7 62.7 15.500 64.8 64.5 64.5 15.583 65.6 65.5 65.5 15.667 65.4 65.4 65.4 15.750 64.7 64.8 64.8 15.833 64.9 64.8 64.8 15.917 66.9 66.6 66.6 16.000 72.3 71.4 71.4 16.083 85.9 83.6 83.6 16.167 119.6 113.9 113.9 16.250 178.6 168.6 168.6 16.333 241.5 230.9 230.9 16.417 271.5 266.4 266.4 16.500 255.4 258.2 258.2 16.583 213.5 220.6 220.6 16.667 168.7 176.3 176.3 16.750 132.5 138.6 138.6 16.833 106.9 111.2 111.2 16.917 89.5 92.5 92.5 17.000 77.5 79.5 79.5 17.083 68.9 70.3 70.3 17.167 62.6 63.7 63.7 17.250 57.7 58.6 58.6 17.333 53.7 54.4 54.4 17.417 50.2 50.8 50.8 17.500 47.2 47.7 47.7 17.583 44.7 45.1 45.1 17.667 42.7 43.0 43.0 17.750 41.0 41.3 41.3 17.833 39.5 39.8 39.8 17.917 38.3 38.5 38.5 18.000 37.2 37.4 37.4 18.083 36.2 36.4 36.4 18.167 35.4 35.6 35.6 18.250 35.0 35.1 35.1 18.333 34.9 34.9 34.9 18.417 35.2 35.1 35.1 18.500 35.4 35.4 35.4 18.583 35.5 35.5 35.5 18.667 35.4 35.5 35.5 18.750 35.2 35.3 35.3 18.833 34.9 35.0 35.0 18.917 34.6 34.6 34.6 19.000 34.2 34.3 34.3 19.083 33.8 33.9 33.9 19.167 33.4 33.5 33.5 19.250 33.0 33.1 33.1 19.333 32.7 32.7 32.7 19.417 32.3 32.4 32.4 19.500 31.9 32.0 32.0 19.583 31.6 31.7 31.7 19.667 31.3 31.3 31.3 19.750 31.0 31.0 31.0 19.833 30.7 30.7 30.7 19.917 30.4 30.4 30.4 20.000 30.1 30.2 30.2 20.083 29.8 29.9 29.9 20.167 29.6 29.6 29.6 20.250 29.3 29.4 29.4 20.333 29.1 29.1 29.1 20.417 28.8 28.9 28.9 20.500 28.6 28.6 28.6 20.583 28.4 28.4 28.4 20.667 28.2 28.2 28.2 20.750 28.0 28.0 28.0 20.833 27.7 27.8 27.8 20.917 27.5 27.6 27.6 21.000 27.3 27.4 27.4 21.083 27.2 27.2 27.2 21.167 27.0 27.0 27.0 21.250 26.8 26.8 26.8 21.333 26.6 26.6 26.6 21.417 26.4 26.5 26.5 21.500 26.3 26.3 26.3 21.583 26.1 26.1 26.1 21.667 25.9 26.0 26.0 21.750 25.8 25.8 25.8 21.833 25.6 25.6 25.6 21.917 25.5 25.5 25.5 22.000 25.3 25.3 25.3 22.083 25.2 25.2 25.2 22.167 25.0 25.1 25.1 22.250 24.9 24.9 24.9 22.333 24.8 24.8 24.8 22.417 24.6 24.6 24.6 22.500 24.5 24.5 24.5 22.583 24.4 24.4 24.4 22.667 24.2 24.3 24.3 22.750 24.1 24.1 24.1 22.833 24.0 24.0 24.0 22.917 23.9 23.9 23.9 23.000 23.8 23.8 23.8 23.083 23.6 23.7 23.7 23.166 23.5 23.5 23.5 23.250 23.4 23.4 23.4 23.333 23.3 23.3 23.3 23.416 23.2 23.2 23.2 23.500 23.1 23.1 23.1 23.583 23.0 23.0 23.0 23.666 22.9 22.9 22.9 23.750 22.8 22.8 22.8 23.833 22.7 22.7 22.7 23.916 22.6 22.6 22.6 24.000 22.5 22.5 22.5 -------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: 22.167 68.5387 INFLOW VOLUME = 73.312 AF V 22.250 OUTFLOW VOLUME = 73.311 AF Q V LOSS VOLUME = .000 AF 24.78 Q --FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 11 ---------------------------------------------------------------------- -»»>VIEW- STREAM -NUMBER -I-HYDROGRAPH<<<<<----------------------------- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ---------------------------------------------------------------------------- 20.083 63.8690 29.89 Q V 20.167 64.0730 29.62 Q V 20.250 64.2753 29.37 Q V 20.333 64.4758 29.12 Q V 20.417 64.6747 28.88 Q V 20.500 64.8720 28.65 Q V 20.583 65.0678 28.42 Q V 20.667 65.2620 28.20 Q V 20.750 65.4547 27.99 Q V 20.833 65.6460 27.78 Q V 20.917 65.8360 27.58 Q V 21.000 66.0245 27.38 Q V 21.083 66.2118 27.19 Q V 21.167 66.3977 27.00 Q V 21.250 66.5824 26.82 Q V 21.333 66.7658 26.64 Q V 21.417 66.9481 26.46 Q V 21.500 67.1292 26.29 Q V 21.583 67.3091 26.13 Q V 21.667 67.4879 25.96 Q V 21.750 67.6657 25.81 Q V 21.833 67.8423 25.65 Q V 21.917 68.0179 25.50 Q V 22.000 68.1925 25.35 Q V 22.083 68.3661 25.20 Q V 22.167 68.5387 25.06 Q V 22.250 68.7103 24.92 Q V 22.333 68.8810 24.78 Q V 22.417 69.0508 24.65 Q V 22.500 69.2196 24.52 Q V �PtSI N g b 22.583 69.3876 24.39 Q V 22.667 69.5546 24.26 Q V 22.750 69.7209 24.14 Q V . 22.833 69.8863 24.01 Q V . 22.917 70.0508 23.89 Q V . 23.000 70.2146 23.78 Q V . 23.083 70.3775 23.66 Q V . 23.166 70.5397 23.55 Q V . 23.250 70.7011 23.43 Q V . 23.333 70.8617 23.33 Q V . 23.416 71.0216 23.22 Q V . 23.500 71.1808 23.11 Q V . 23.583 71.3392 23.01 Q V . 23.666 71.4970 22.90 Q V. 23.750 71.6540 22.80 Q V. 23.833 71.8104 22.70 Q V. 23.916 71.9661 22.60 Q V. 24.000 72.1211 22.51 Q V. FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 15.500 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .210 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE S -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .668 LOW LOSS FRACTION = .561 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.683 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 1.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.872 5.384 2 19.165 30.540 3 48.437 54.872 4 76.826 53.217 5 90.830 26.251 6 96.604 10.823 7 98.430 3.423 8 99.173 1.393 9 99.669 .930 10 99.917 .465 11 100.000 .155 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.67 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 6.7512 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 6.0332 ---------------------------------------------------------------------------- 1 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. 10.0 20.0 30.0 40.0 ---------------------------------------------------------------------------- 1.583 .1999 1.81 Q 1.667 .2123 1.81 Q 1.750 .2248 1.81 Q 1.833 .2373 1.82 Q 1.917 .2499 1.82 Q 2.000 .2625 1.83 Q 2.083 .2751 1.83 Q 2.167 .2877 1.83 Q 2.250 .3004 1.84 Q 2.333 .3131 1.84 Qv 2.417 .3258 1.85 Qv 2.500 .3386 1.85 Qv 2.583 .3513 1.86 Qv 2.667 .3642 1.86 QV 2.750 .3770 1.86 Qv 2.833 .3899 1.87 QV 2.917 .4028 1.87 Qv 3.000 .4157 1.88 QV 3.083 .4287 1.88 Qv 3.167 .4417 1.89 QV 3.250 .4547 1.89 Q V 3.333 .4677 1.90 Q V 3.417 .4808 1.90 Q V 3.500 .4940 1.91 Q V 3.583 .5071 1.91 Q V 3.667 .5203 1.92 Q v 3.750 .5335 1.92 Q v 3.833 .5468 1.92 Q v 3.917 .5601 1.93 Q v 4.000 .5734 1.93 Q V 4.083 .5868 1.94 Q V 4.167 .6002 1.94 Q V 4.250 .6136 1.95 Q v 4.333 .6271 1.96 Q v 4.417 .6406 1.96 Q V 4.500 .6541 1.97 Q V 4.583 .6677 1.97 Q v 4.667 .6813 1.98 Q V 4.750 .6949 1.98 Q v 4.833 .7086 1.99 Q v 4.917 .7223 1.99 Q v 5.000 .7361 2.00 Q V 5.083 .7499 2.00 Q v 5.167 .7637 2.01 Q v 5.250 .7776 2.02 Q v 5.333 .7916 2.02 Q V 5.417 .8055 2.03 Q v 5.500 .8195 2.03 Q v 5.583 .8336 2.04 Q V 5.667 .8476 2.05 Q V 5.750 .8618 2.05 Q V 5.833 .8759 2.06 Q v 5.917 .8902 2.06 Q v 6.000 .9044 2.07 Q V 6.083 .9187 2.08 Q v 6.167 .9331 2.08 Q v 6.250 .9475 2.09 Q V 6.333 .9619 2.10 Q v 6.417 .9764 2.10 Q v 6.500 .9909 2.11 Q v 6.583 1.0055 2.12 Q v 6.667 1.0201 2.12 Q v 6.750 1.0348 2.13 Q v 6.833 1.0495 2.14 Q v 6.917 1.0643 2.15 Q v 7.000 1.0791 2.15 Q v 7.083 1.0940 2.16 Q v 7.167 1.1089 2.17 Q v 7.250 1.1239 2.18 Q v 7.333 1.1390 2.18 Q v 7.417 1.1540 2.19 Q V 7.500 1.1692 2.20 Q v 7.583 1.1844 2.21 Q v 7.667 1.1996 2.21 Q v 7.750 1.2149 2.22 Q v . 7.833 1.2303 2.23 Q v . 7.917 1.2457 2.24 Q v . 8.000 1.2612 2.25 Q v . 8.083 1.2768 2.26 Q v . 8.167 1.2924 2.27 Q v . 8.250 1.3080 2.27 Q v . 8.333 1.3238 2.28 Q v . 8.417 1.3396 2.29 Q v . 8.500 1.3554 2.30 Q v . 8.583 1.3713 2.31 Q V. 8.667 1.3873 2.32 Q V. 8.750 1.4034 2.33 Q V. 8.833 1.4195 2.34 Q V. 8.917 1.4357 2.35 Q V. 9.000 1.4520 2.36 Q V. 9.083 1.4683 2.37 Q V. 9.167 1.4847 2.38 Q V. 9.250 1.5012 2.39 Q V. 9.333 1.5177 2.40 Q v 9.417 1.5344 2.41 Q v 9.500 1.5511 2.43 Q v 9.583 1.5679 2.44 Q v 9.667 1.5847 2.45 Q V 9.750 1.6017 2.46 Q v 9.833 1.6187 2.47 Q v 9.917 1.6358 2.49 Q v 10.000 1.6530 2.50 Q v 10.083 1.6703 2.51 Q V 10.167 1.6877 2.52 Q V 10.250 1.7052 2.54 Q V 10.333 1.7227 2.55 Q V 10.417 1.7404 2.56 Q v 10.500 1.7582 2.58 Q V 10.583 1.7760 2.59 Q V 10.667 1.7940 2.61 Q V 10.750 1.8120 2.62 Q . v 10.833 1.8302 2.64 Q v 10.917 1.8485 2.65 Q . v 11.000 1.8668 2.67 Q v 11.083 1.8853 2.68 Q V 11.167 1.9039 2.70 Q . v 11.250 1.9227 2.72 Q V 11.333 1.9415 2.74 Q . v 11.417 1.9605 2.75 Q v 11.500 1.9796 2.77 Q v 11.583 1.9988 2.79 Q V 11.667 2.0181 2.81 Q v 11.750 2.0376 2.83 Q v 11.833 2.0572 2.85 Q v 11.917 2.0770 2.87 Q v 12.000 2.0969 2.89 Q v 12.083 2.1169 2.90 Q v 12.167 2.1366 2.86 Q v 12.250 2.1556 2.76 Q V 12.333 2.1740 2.67 Q v 12.417 2.1922 2.64 Q V 12.500 2.2104 2.64 Q v 12.583 2.2287 2.66 Q v 12.667 2.2472 2.69 Q V 12.750 2.2660 2.72 Q v 12.833 2.2849 2.75 Q V 34.4241 12.917 2.3040 2.78 Q V V 13.000 2.3233 2.81 Q V 13.083 2.3429 2.84 Q V 13.167 2.3627 2.88 Q V 13.250 2.3828 2.91 Q V 13.333 2.4032 2.95 Q V 13.417 2.4238 2.99 Q V 13.500 2.4447 3.03 Q V 13.583 2.4659 3.08 Q V 13.667 2.4874 3.12 Q V 13.750 2.5092 3.17 Q V 13.833 2.5314 3.22 Q V 13.917 2.5539 3.27 Q V 14.000 2.5768 3.33 Q V 14.083 2.6002 3.39 Q V 14.167 2.6243 3.51 Q V 14.250 2.6496 3.67 Q V 14.333 2.6759 3.83 Q V 14.417 2.7031 3.94 Q V 14.500 2.7309 4.04 Q V . 14.583 2.7593 4.13 Q V . 14.667 2.7884 4.22 Q V . 14.750 2.8181 4.31 Q V . 14.833 2.8485 4.42 Q V . 14.917 2.8797 4.53 Q V. 15.000 2.9117 4.65 Q V. 15.083 2.9446 4.78 Q V. 15.167 2.9785 4.93 Q V. 15.250 3.0136 5.09 Q V. 15.333 3.0499 5.27 Q V 15.417 3.0873 5.43 Q V 15.500 3.1243 5.38 Q V 15.583 3.1597 5.13 Q V 15.667 3.1939 4.97 Q V 15.750 3.2292 5.13 Q V 15.833 3.2674 5.55 Q V 15.917 3.3108 6.30 Q V 16.000 3.3670 8.16 Q V 16.083 3.4634 14.00 Q V 16.167 3.6571 28.12 V Q . 16.250 3.9249 38.90 V Q . 16.333 4.1687 35.39 V Q 16.417 4.3102 20.55 Q V . 16.500 4.3912 11.76 Q V. 16.583 4.4437 7.62 Q V. 16.667 4.4876 6.37 Q V. 16.750 4.5276 5.82 Q V 16.833 4.5639 5.27 Q V 16.917 4.5971 4.82 Q V 17.000 4.6281 4.50 Q V FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ---------------------------------------------------------------------------- 14.083 34.4241 44.01 Q V 14.167 34.7332 44.88 Q V 14.250 35.0501 46.02 Q V 14.333 35.3769 47.46 Q V 14.417 35.7150 49.09 Q V . 14.500 36.0646 50.75 Q V . 14.583 36.4249 52.32 Q V . 14.667 36.7954 53.78 Q V . 14.750 37.1752 55.16 Q V . 14.833 37.5643 56.50 Q V . 14.917 37.9628 57.86 Q V. 15.000 38.3710 59.27 Q V. 15.083 38.7896 60.77 Q V. 15.167 39.2193 62.40 Q V. 15.250 39.6612 64.16 Q V. 15.333 40.1165 66.11 Q V 15.417 40.5860 68.17 Q. v 15.500 41.0671 69.86 Q. V 15.583 41.5534 70.61 Q. V 15.667 42.0381 70.37 Q. V 15.750 42.5197 69.94 Q. V 15.833 43.0044 70.38 Q. V 15.917 43.5063 72.87 Q. V 16.000 44.0541 79.55 Q V 16.083 44.7261 97.58 Q V 16.167 45.7041 142.01 Q V 16.250 47.1331 207.48 V Q 16.333 48.9667 266.24 V Q 16.417 50.9432 286.98 V Q . 16.500 52.8022 269.92 V Q 16.583 54.3738 228.20 V Q 16.667 55.6318 182.66 Q V . 16.750 56.6266 144.45 Q. V . 16.833 57.4290 116.52 Q V . 16.917 58.0991 97.29 Q V. 17.000 58.6777 84.01 Q V. 17.083 59.1916 74.63 Q. V. 17.167 59.6580 67.71 Q. V 17.250 60.0874 62.35 Q V 17.333 60.4863 57.93 Q V 17.417 60.8594 54.17 Q V 17.500 61.2104 50.97 Q V 17.583 61.5431 48.31 Q V 17.667 61.8606 46.10 Q V 17.750 62.1654 44.25 Q V 17.833 62.4594 42.69 Q V 17.917 62.7440 41.33 Q V 18.000 63.0204 40.14 Q V FLOW PROCESS FROM NODE 8000.00 TO NODE 8000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V -effective depth I I I (and volume) I I I....V........ I detention 1<-->1 outflow I basin I I..• .. ----------- I A I \ I 1 dead 1 basin outlet V 1 storage 1 OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 9.590 INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 8.00 .01 9.590 3 9.00 330.93 13.570 4 10.00 936.00 17.550 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 44.0 8.13 42.8 10.109 14.167 .000 44.9 8.13 43.6 10.118 14.250 .000 46.0 8.14 44.4 10.129 14.333 .000 47.5 8.14 45.4 10.143 14.417 .000 49.1 8.14 46.7 10.160 14.500 .000 50.8 8.15 48.1 10.178 14.583 .000 52.3 8.15 49.7 10.196 14.667 .000 53.8 8.16 51.2 10.214 14.750 .000 55.2 8.16 52.6 10.232 14.833 .000 56.5 8.17 54.1 10.248 14.917 .000 57.9 8.17 55.4 10.265 15.000 .000 59.3 8.17 56.8 10.282 15.083 .000 60.8 8.18 58.3 10.299 15.167 .000 62.4 8.18 59.7 10.317 15.250 .000 64.2 8.19 61.3 10.337 15.333 .000 66.1 8.19 63.0 10.358 15.417 .000 68.2 8.20 64.9 10.381 15.500 .000 69.9 8.20 66.7 10.403 15.583 .000 70.6 8.21 68.3 10.419 15.667 .000 70.4 8.21 69.3 10.427 15.750 .000 69.9 8.21 69.7 10.429 15.833 .000 70.4 8.21 69.9 10.432 15.917 .000 72.9 8.22 70.7 10.447 16.000 .000 79.5 8.23 73.1 10.491 16.083 .000 97.6 8.26 80.0 10.613 16.167 .000 142.0 8.33 97.7 10.918 16.250 .000 207.5 8.46 132.0 11.437 16.333 .000 266.2 8.62 178.7 12.040 16.417 .000 287.0 8.73 222.3 12.486 16.500 .000 269.9 8.77 247.3 12.642 16.583 .000 228.2 8.73 248.1 12.505 16.667 .000 182.7 8.65 229.1 12.185 16.750 .000 144.4 8.56 199.9 11.803 16.833 .000 116.5 8.47 169.0 11.442 16.917 .000 97.3 8.39 141.4 11.138 17.000 .000 84.0 8.33 118.8 10.899 17.083 .000 74.6 8.28 101.2 10.716 17.167 .000 67.7 8.25 87.8 10.577 17.250 .000 62.4 8.22 77.7 10.471 17.333 .000 57.9 8.20 69.9 10.389 17.417 .000 54.2 8.18 63.7 10.323 17.500 .000 51.0 8.17 58.8 10.270 17.583 .000 48.3 8.16 54.7 10.226 17.667 .000 46.1 8.15 51.4 10.189 17.750 .000 44.3 8.14 48.6 10.159 17.833 .000 42.7 8.14 46.3 10.134 17.917 .000 41.3 8.13 44.4 10.113 18.000 ---------------------------------------------------------------------------- .000 40.1 8.13 42.8 10.095 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 79.343 AF BASIN STORAGE = 9.591 AF (WITH 9.590 AF INITIALLY FILLED) OUTFLOW VOLUME = 79.345 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 8000.00 TO NODE 9000.00 IS CODE = 5.2 Q) N 9 i ---------------------------------------------------------------------------- »»>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) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1572.00 DOWNSTREAM ELEVATION(FT) = 1545.00 CHANNEL LENGTH(FT) = 600.00 MANNING'S FACTOR = .025 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 248.08 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 196.41 CHANNEL NORMAL VELOCITY FOR Q = 196.41 CFS = 10.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .860 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 19.083 37.1 37.2 37.2 19.167 36.7 36.8 36.8 19.250 36.3 36.4 36.4 19.333 35.9 36.0 36.0 19.417 35.6 35.6 35.6 19.500 35.2 35.2 35.2 19.583 34.8 34.8 34.8 19.667 34.4 34.5 34.5 19.750 34.1 34.1 34.1 19.833 33.7 33.8 33.8 19.917 33.4 33.4 33.4 20.000 33.1 33.1 33.1 20.083 32.7 32.8 32.8 20.167 32.4 32.5 32.5 20.250 32.2 32.2 32.2 20.333 31.9 31.9 31.9 20.417 31.6 31.6 31.6 20.500 31.3 31.4 31.4 20.583 31.1 31.1 31.1 20.667 30.8 30.9 30.9 20.750 30.6 30.6 30.6 20.833 30.4 30.4 30.4 20.917 30.1 30.2 30.2 21.000 29.9 29.9 29.9 21.083 29.7 29.7 29.7 21.167 29.5 29.5 29.5 21.250 29.3 29.3 29.3 21.333 29.1 29.1 29.1 21.417 28.9 28.9 28.9 21.500 28.7 28.7 28.7 21.583 28.5 28.5 28.5 21.667 28.3 28.3 28.3 21.750 28.1 28.2 28.2 21.833 28.0 28.0 28.0 21.917 27.8 27.8 27.8 22.000 27.6 27.7 27.7 22.083 27.5 27.5 27.5 22.167 27.3 27.3 27.3 22.250 27.1 27.2 27.2 22.333 27.0 27.0 27.0 22.417 26.8 26.9 26.9 22.500 26.7 26.7 26.7 22.583 26.6 26.6 26.6 22.667 26.4 26.4 26.4 22.750 26.3 26.3 26.3 22.833 26.1 26.2 26.2 22.917 26.0 26.0 26.0 23.000 25.9 25.9 25.9 23.083 25.7 25.8 25.8 23.166 25.6 25.6 25.6 23.250 25.5 25.5 25.5 23.333 25.4 25.4 25.4 23.416 25.3 25.3 25.3 23.500 25.1 25.2 25.2 23.583 25.0 25.0 25.0 23.666 24.9 24.9 24.9 23.750 24.8 24.8 24.8 23.833 24.7 24.7 24.7 23.916 24.6 24.6 24.6 24.000 24.5 24.5 24.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 79.344 AF OUTFLOW VOLUME = 79.344 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.600 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .182 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .454 LOW LOSS FRACTION = .389 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.788 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------- 1 3.749 19.769 2 25.123 112.702 3 60.727 187.735 4 85.651 131.419 5 95.283 50.789 6 98.292 15.865 7 99.168 4.622 8 99.667 2.632 9 99.917 1.316 10 100.000 .439 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.28 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.1583 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 22.7999 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 15.583 12.4208 19.63 Q V 44.4634 15.667 12.5537 19.29 Q V 58.88 15.750 12.6939 20.36 Q V Q 15.833 12.8474 22.28 Q V V 15.917 13.0228 25.46 Q V 14.583 16.000 13.2478 32.67 Q V 47.0709 16.083 13.6190 53.89 Q V 69.44 16.167 14.3297 103.20 48.0400 Q V 16.250 15.2411 132.33 Q 16.333 15.9102 97.16 Q. V 16.417 16.2698 52.22 Q V . 16.500 16.4871 31.55 Q V . 16.583 16.6587 24.91 Q V. 16.667 16.8173 23.03 Q V. 16.750 16.9630 21.16 Q V. 16.833 17.0973 19.50 Q V. 16.917 17.2227 18.21 Q V 17.000 17.3419 17.31 Q V FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 -------------------------------------------------------------------------- 14.083 44.0685 56.12 Q V 14.167 44.4634 57.34 Q V 14.250 44.8689 58.88 Q V 14.333 45.2854 60.48 Q V 14.417 45.7132 62.11 Q V 14.500 46.1530 63.86 Q V . 14.583 46.6055 65.70 Q V . 14.667 47.0709 67.58 Q. V . 14.750 47.5491 69.44 Q. V . 14.833 48.0400 71.27 Q. V . 14.917 48.5435 73.11 Q. V. 15.000 49.0600 74.99 Q. V. 15.083 49.5899 76.94 Q V. 15.167 50.1340 79.00 Q V. 15.250 50.6934 81.23 Q V. 15.333 51.2695 83.65 Q V 15.417 51.8621 86.05 Q V 15.500 52.4639 87.38 Q V 15.583 53.0675 87.65 Q V 15.667 53.6763 88.39 Q V 15.750 54.2958 89.96 Q V 15.833 54.9303 92.13 Q V 15.917 55.5914 95.99 Q V 16.000 56.3173 105.39 Q v 16.083 57.2316 132.76 Q v 16.167 58.5952 197.99 V Q 16.250 60.3767 258.67 V Q 16.333 62.2234 268.14 V Q 16.417 64.0643 267.30 V Q 16.500 65.9562 274.71 V Q 16.583 67.8354 272.86 V Q 16.667 69.5933 255.25 V Q 16.750 71.1490 225.89 V Q 16.833 72.4824 193.61 Q V . 16.917 73.6128 164.13 Q V . 17.000 74.5758 139.82 Q V. 17.083 75.4064 120.61 Q V. 17.167 76.1337 105.60 Q V. 17.250 76.7802 93.87 Q V 17.333 77.3644 84.83 Q V 17.417 77.9003 77.81 Q v 17.500 78.3975 72.19 Q. V 17.583 78.8630 67.59 Q. V 17.667 79.3023 63.78 Q V 17,750 79.7197 60.61 Q V 17.833 80.1188 57.95 Q V 17.917 80.5025 55.71 Q V 18.000 80.8729 53.78 Q V FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 1) V effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->1 outflow I basin......... I I ----------- I A.•.I \ I I dead 1 basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 17.933 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 12.00 .01 17.933 3 14.00 294.16 27.783 4 16.00 832.00 41.013 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 14.083 .000 56.1 12.36 52.7 19.710 14.167 .000 57.3 12.37 53.5 19.737 14.250 .000 58.9 12.37 54.3 19.768 14.333 .000 60.5 12.38 55.3 19.803 14.417 .000 62.1 12.39 56.4 19.842 14.500 .000 63.9 12.40 57.7 19.885 14.583 .000 65.7 12.41 59.0 19.931 14.667 .000 67.6 12.42 60.4 19.981 14.750 .000 69.4 12.43 61.9 20.032 14.833 .000 71.3 12.44 63.5 20.086 14.917 .000 73.1 12.45 65.1 20.141 15.000 .000 75.0 12.46 66.8 20.197 15.083 .000 76.9 12.47 68.5 20.255 15.167 .000 79.0 12.48 70.3 20.316 15.250 .000 81.2 12.50 72.1 20.378 15.333 .000 83.7 12.51 74.0 20.445 15.417 .000 86.1 12.52 76.0 20.514 15.500 .000 87.4 12.54 78.0 20.578 15.583 .000 87.6 12.55 79.8 20.632 15.667 .000 88.4 12.56 81.3 20.681 15.750 .000 90.0 12.57 82.8 20.730 15.833 .000 92.1 12.58 84.3 20.784 15.917 .000 96.0 12.59 86.1 20.851 16.000 .000 105.4 12.62 88.9 20.965 16.083 .000 132.8 12.67 94.5 21.229 16.167 .000 198.0 12.80 107.7 21.850 16.250 .000 258.7 12.98 130.2 22.735 16.333 .000 268.1 13.13 155.0 23.514 16.417 .000 267.3 13.26 176.1 24.142 16.500 .000 274.7 13.37 193.8 24.700 16.583 .000 272.9 13.46 208.7 25.142 16.667 .000 255.3 13.51 219.0 25.391 16.750 .000 225.9 13.52 223.0 25.411 16.833 .000 193.6 13.48 220.6 25.225 16.917 .000 164.1 13.41 212.8 24.890 17.000 .000 139.8 13.33 201.4 24.466 17.083 .000 120.6 13.23 188.2 24.001 17.167 .000 105.6 13.14 174.2 23.529 17.250 .000 93.9 13.04 160.3 23.071 17.333 .000 84.8 12.96 147.1 22.643 17.417 .000 77.8 12.88 134.8 22.250 17.500 .000 72.2 12.80 123.6 21.896 17.583 .000 67.6 12.74 113.6 21.579 17.667 .000 63.8 12.68 104.7 21.297 17.750 .000 60.6 12.63 96.8 21.048 17.833 .000 58.0 12.59 89.8 20.829 17.917 .000 55.7 12.55 83.6 20.637 18.000 ---------------------------------------------------------------------------- .000 53.8 12.51 78.2 20.468 PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = STORAGE: 102.145 AF 17.934 AF (WITH 102.144 AF .000 AF 17.933 AF INITIALLY FILLED) FLOW PROCESS FROM NODE 9000.00 TO NODE 6000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1547.00 DOWNSTREAM ELEVATION(FT) = 1528.00 CHANNEL LENGTH(FT) = 370.00 MANNING`S FACTOR = .025 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 223.03 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 175.43 CHANNEL NORMAL VELOCITY FOR Q = 175.43 CFS = 10.76 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 15.083 68.5 68.3 68.3 15.167 70.3 70.1 70.1 15.250 72.1 71.9 71.9 15.333 74.0 73.8 73.8 15.417 76.0 75.8 75.8 15.500 78.0 77.8 77.8 15.583 79.8 79.6 79.6 15.667 81.3 81.2 81.2 15.750 82.8 82.7 82.7 15.833 84.3 84.2 84.2 15.917 86.1 86.0 86.0 16.000 88.9 88.6 88.6 16.083 94.5 93.9 93.9 16.167 107.7 106.4 106.4 16.250 130.2 128.0 128.0 16.333 155.0 152.6 152.6 16.417 176.1 174.0 174.0 16.500 193.8 192.0 192.0 16.583 208.7 207.2 207.2 16.667 219.0 218.0 218.0 16.750 223.0 222.6 222.6 16.833 220.6 220.8 220.8 16.917 212.8 213.6 213.6 17.000 201.4 202.6 202.6 17.083 188.2 189.5 189.5 17.167 174.2 175.5 175.5 17.250 160.3 161.7 161.7 17.333 147.1 148.4 148.4 17.417 134.8 136.0 136.0 17.500 123.6 124.7 124.7 17.583 113.6 114.6 114.6 17.667 104.7 105.6 105.6 17.750 96.8 97.5 97.5 17.833 89.8 90.5 90.5 17.917 83.6 84.2 84.2 18.000 78.2 78.8 78.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 102.142 AF OUTFLOW VOLUME = 102.142 AF LOSS VOLUME = .000 AF --FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE ---------------------------------------------------------------------- Drts »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 88.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .222 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .400 LOW LOSS FRACTION = .346 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .996 30 -MINUTE FACTOR = .996 1 -HOUR FACTOR = .996 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 37.538 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL ..S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.613 27.806 2 17.224 155.500 3 43.942 284.348 4 72.662 305.654 5 88.496 168.508 6 95.423 73.717 7 98.093 28.417 8 98.872 8.299 9 99.451 6.159 10 99.780 3.504 11 99.945 1.752 12 100.000 .584 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.22 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.68 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 23.6179 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 48.9568 ---------------------------------------------------------------------------- 1 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. 75.0 150.0 225.0 300.0 ---------------------------------------------------------------------------- 15.583 26.6923 43.71 Q V 15.667 26.9826 42.15 Q V 15.750 27.2796 43.13 Q V 15.833 27.5986 46.32 Q V 15.917 27.9560 51.89 Q V 16.000 28.3948 63.71 Q V 16.083 29.0563 96.05 Q V 16.167 30.2319 170.70 Q V 16.250 31.8221 230.90 V Q 16.333 33.3787 226.02 V Q 16.417 34.3940 147.42 Q. V . 16.500 35.0251 91.64 Q V . 16.583 35.4678 64.27 Q V . 16.667 35.8288 52.42 Q V. 16.750 36.1644 48.74 Q V. 16.833 36.4732 44.84 Q V. 16.917 36.7590 41.50 Q V 17.000 37.0258 38.74 Q V FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 2) V effective depth ----------- (and volume) I I I I I I I....V...... I detention 1<-->I outflow I basin I ......... ----------- I A I \ I I dead 1 basin outlet V I storage I OUTFLOW --------- (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 36.510 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 14.00 .01 36.510 3 15.00 195.00 42.450 4 16.00 551.54 48.820 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BASIN ROUTING MODEL RESULTS(S-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 14.083 .000 28.7 14.14 26.8 37.333 14.167 .000 29.6 14.14 27.3 37.349 14.250 .000 30.9 14.14 27.9 37.370 14.333 .000 32.2 14.15 28.6 37.394 14.417 .000 33.3 14.15 29.5 37.420 14.500 .000 34.1 14.16 30.3 37.446 14.583 .000 34.8 14.16 31.2 37.472 14.667 .000 35.6 14.17 32.0 37.497 14.750 .000 36.4 14.17 32.8 37.521 14.833 .000 37.3 14.17 33.6 37.547 14.917 .000 38.2 14.18 34.5 37.572 15.000 .000 39.2 14.18 35.3 37.599 15.083 .000 40.3 14.19 36.2 37.627 15.167 .000 41.5 14.19 37.2 37.657 15.250 .000 42.9 14.20 38.2 37.689 15.333 .000 44.4 14.20 39.3 37.724 15.417 .000 45.7 14.21 40.5 37.761 15.500 .000 45.5 14.22 41.5 37.788 15.583 .000 43.7 14.22 42.1 37.799 15.667 .000 42.2 14.22 42.3 37.798 15.750 .000 43.1 14.22 42.4 37.803 15.833 .000 46.3 14.22 42.8 37.827 15.917 .000 51.9 14.23 44.1 37.880 16.000 .000 63.7 14.25 46.9 37.996 16.083 .000 96.1 14.30 53.6 38.289 16.167 .000 170.7 14.42 69.8 38.983 16.250 .000 230.9 14.57 96.4 39.910 16.333 .000 226.0 14.69 123.2 40.618 16.417 .000 147.4 14.70 136.1 40.695 16.500 .000 91.6 14.66 132.8 40.412 16.583 .000 64.3 14.59 121.6 40.017 16.667 .000 52.4 14.53 108.8 39.629 16.750 .000 48.7 14.47 97.0 39.297 16.833 .000 44.8 14.42 86.8 39.008 16.917 .000 41.5 14.38 77.9 38.758 17.000 .000 38.7 14.34 70.2 38.541 17.083 .000 36.6 14.31 63.6 38.354 17.167 .000 34.6 14.28 57.9 38.194 17.250 .000 32.5 14.26 53.0 38.053 17.333 .000 30.5 14.24 48.6 37.929 17.417 .000 29.0 14.22 44.8 37.820 17.500 .000 27.9 14.20 41.5 37.726 17.583 .000 26.9 14.19 38.6 37.646 17.667 .000 26.1 14.18 36.2 37.577 17.750 .000 25.4 14.17 34.0 37.517 17.833 .000 24.7 14.16 32.2 37.465 17.917 .000 24.1 14.15 30.6 37.420 18.000 .000 23.5 14.15 29.3 37.381 ------------------------------------------------------------------------ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 48.957 AF BASIN STORAGE = 36.444 AF (WITH 36.510 AF INITIALLY FILLED) OUTFLOW VOLUME = 49.023 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------------- TIME(HRS) VOLUME(AF) 14.083 21.1473 14.167 21.3353 14.250 21.5273 14.333 21.7245 14.417 21.9275 14.500 22.1363 14.583 22.3510 14.667 22.5713 14.750 22.7973 14.833 23.0289 14.917 23.2662 15.000 23.5094 15.083 23.7589 15.167 24.0149 15.250 24.2780 15.333 24.5486 15.417 24.8274 15.500 25.1133 15.583 25.4035 15.667 25.6948 15.750 25.9866 15.833 26.2817 15.917 26.5856 16.000 26.9086 ---------------------------------------------------- Q(CFS) 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------- 26.82 Q V 27.29 Q V 27.89 Q V 28.63 Q V 29.47 Q V 30.32 Q V . 31.17 Q V . 31.99 Q V . 32.81 Q V . 33.63 Q V . 34.46 Q V . 35.32 Q V. 36.22 Q V. 37.17 Q V. 38.20 Q V. 39.30 Q V 40.47 Q V 41.51 Q V 42.14 Q V 42.30 Q V 42.37 Q V 42.85 Q V 44.12 Q V 46.90 Q. V 16.083 27.2777 53.60 Q V 16.167 27.7584 69.80 Q V 16.250 28.4224 96.41 (STREAM 2) Q. V 16.333 29.2711 123.23 14.083 VQ 16.417 30.2086 136.13 27.3 V Q 16.500 31.1229 132.76 27.3 VQ 16.583 31.9605 121.62 27.9 Q V 16.667 32.7096 108.77Q 14.500 V 16.750 33.3773 96.95 31.2 Q. V 16.833 33.9749 86.76 31.1 Q V 16.917 34.5114 77.91 Q V . 17.000 34.9951 70.23 Q V . 17.083 35.4332 63.62 Q V . 17.167 35.8322 57.92 .Q V. 17.250 36.1970 52.98 Q V. 17.333 36.5319 48.62 Q. V. 17.417 36.8404 44.80 Q V 17.500 37.1261 41.48 Q V 17.583 37.3921 38.62 Q V 17.667 37.6411 36.16 Q V 17.750 37.8756 34.05 Q V 17.833 38.0975 32.22 Q V 17.917 38.3085 30.64 Q V 18.000 38.5100 29.25 Q V FLOW PROCESS FROM NODE 1000.00 TO NODE 1889x86 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 22.00 CHANNEL Z = .00 UPSTREAM ELEVATION(FT) = 1587.00 DOWNSTREAM ELEVATION(FT) = 1537.00 CHANNEL LENGTH(FT) = 2800.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 136.13 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 101.87 CHANNEL NORMAL VELOCITY FOR Q = 101.87 CFS = 8.55 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .834 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = .852 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 26.8 26.4 26.4 14.167 27.3 26.8 26.8 14.250 27.9 27.3 27.3 14.333 28.6 27.9 27.9 14.417 29.5 28.6 28.6 14.500 30.3 29.4 29.4 14.583 31.2 30.3 30.3 14.667 32.0 31.1 31.1 14.750 32.8 31.9 31.9 14.833 33.6 32.7 32.7 14.917 34.5 33.6 33.6 15.000 35.3 34.4 34.4 15.083 36.2 35.3 35.3 15.167 37.2 36.2 36.2 15.250 38.2 37.1 37.1 15.333 39.3 38.1 38.1 15.417 40.5 39.2 39.2 15.500 41.5 40.4 40.4 15.583 42.1 41.4 41.4 15.667 42.3 42.0 42.0 15.750 42.4 42.3 42.3 15.833 42.8 42.4 42.4 15.917 44.1 42.9 42.9 16.000 46.9 44.1 44.1 16.083 53.6 47.0 47.0 16.167 69.8 53.9 53.9 16.250 96.4 69.5 69.5 16.333 123.2 94.5 94.5 16.417 136.1 120.0 120.0 16.500 132.8 133.5 133.5 16.583 121.6 132.0 132.0 16.667 108.8 122.2 122.2 16.750 97.0 109.8 109.8 16.833 86.8 98.1 98.1 16.917 77.9 87.8 87.8 17.000 70.2 78.8 78.8 17.083 63.6 71.0 71.0 17.167 57.9 64.3 64.3 17.250 53.0 58.5 58.5 17.333 48.6 53.5 53.5 17.417 44.8 49.0 49.0 17.500 41.5 45.2 45.2 17.583 38.6 41.8 41.8 17.667 36.2 38.9 38.9 17.750 34.0 36.4 36.4 17.833 32.2 34.3 34.3 17.917 30.6 32.4 32.4 18.000 29.3 30.8 30.8 ------------------------------------------------------------------ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 49.023 AF OUTFLOW VOLUME = 49.023 AF LOSS VOLUME = .000 AF **************************************************************************** FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 126.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .240 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .315 LOW LOSS FRACTION = .278 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .995 30 -MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.722 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.308 35.165 2 14.779 190.042 3 38.225 357.278 4 66.233 426.775 5 84.561 279.291 6 93.250 132.399 7 97.213 60.402 8 98.477 19.248 9 99.128 9.920 10 99.651 7.976 11 99.913 3.988 12 100.000 1.329 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 2.59 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.31 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 27.1511 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 76.7593 ---------------------------------------------------------------------------- 1 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. 15.583 42.0905 69.68 15.667 42.5533 67.20 15.750 43.0211 67.92 15.833 43.5186 72.24 15.917 44.0707 80.16 16.000 44.7342 96.34 16.083 45.6891 138.65 16.167 47.2955 233.24 16.250 49.4762 316.64 16.333 51.7632 332.08 16.417 53.4314 242.22 16.500 54.5060 156.04 16.583 55.2696 110.87 16.667 55.8671 86.76 16.750 56.4065 78.32 16.833 56.9097 73.06 16.917 57.3725 67.20 17.000 57.8017 62.31 -------------------------------------- 100.0 200.0 300.0 400.0 -------------------------------------- Q V Q V Q V Q V Q V Q. V Q V QV V Q V Q Q V Q V . .Q V Q V. Q V. Q V. Q V. Q V FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 2««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 ---------------------------------------------------------------------------- 14.083 55.6056 71.54 Q V 14.167 56.1104 73.30 Q V 14.250 56.6314 75.65 Q V . 14.333 57.1711 78.37 Q V . 14.417 57.7279 80.84 Q V . 14.500 58.2999 83.06 Q V . 14.583 58.8863 85.14 Q V . 14.667 59.4867 87.18 Q V . 14.750 60.1014 89.25 Q V. 14.833 60.7310 91.43 Q V. 14.917 61.3762 93.68 Q V. 15.000 62.0380 96.09 Q V. 15.083 62.7173 98.64 Q V. 15.167 63.4159 101.44 Q V 15.250 64.1354 104.46 Q V 15.333 64.8781 107.84 Q V 15.417 65.6427 111.01 Q V 15.500 66.4154 112.21 Q V 15.583 67.1804 111.07 Q V 15.667 67.9328 109.24 Q V 15.750 68.6916 110.19 Q V 15.833 69.4811 114.63 Q. V 15.917 70.3285 123.04 Q. V 16.000 71.2960 140.49 Q V 16.083 72.5746 185.65 Q V 16.167 74.5519 287.10 QV 16.250 77.2111 386.12 V Q 16.333 80.1488 426.56 V Q 16.417 82.6432 362.19 V Q . 16.500 84.6372 289.52 Q V 16.583 86.3100 242.89 Q. V 16.667 87.7489 208.94 Q V 16.750 89.0449 188.17 Q V . 16.833 90.2235 171.13 Q V . 16.917 91.2907 154.96 Q V. 17.000 92.2624 141.09 Q V. 17.083 93.1546 129.55 Q V. 17.167 93.9793 119.74 Q. V. 17.250 94.7418 110.72 Q V 17.333 95.4477 102.50 Q V 17.417 96.1056 95.52 Q V 17.500 96.7233 89.69 Q V 17.583 97.3069 84.74 Q V 17.667 97.8614 80.51 Q V 17.750 98.3904 76.82 Q V 17.833 98.8972 73.58 Q V 17.917 99.3843 70.73 Q V 18.000 99.8541 68.21 Q V FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 1 ---------------------------------------------------------------------------- _-»»>UNIT-HYDROGRAPH-ANALYSIS ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 21.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .195 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .379 LOW LOSS FRACTION = .329 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .999 30 -MINUTE FACTOR = .999 1 -HOUR FACTOR = .999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.735 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION -------------------------------- INTERVAL "S" GRAPH NUMBER MEAN VALUES -------------------------------- 1 3.285 2 22.094 3 54.706 4 81.773 5 93.383 6 97.683 7 98.802 8 99.451 9 99.780 10 99.945 11 100.000 ----------------- UNIT HYDROGRAPH ORDINATES(CFS) ----------------- 8.342 47.770 82.823 68.742 29.485 10.922 2.841 1.648 .836 .418 .139 ---------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.06 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.84 ------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.3567 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.9621 ------------------------------------------------------- 1 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. 17.5 35.0 52.5 70.0 ---------------------------------------------------------------------------- 15.583 6.5569 10.51 Q V 15.667 6.6274 10.24 Q V 15.750 6.7011 10.70 Q V 15.833 6.7813 11.64 Q V 15.917 6.8722 13.21 Q V 16.000 6.9862 16.55 Q. V 16.083 7.1649 25.95 Q V 16.167 7.4933 47.68 V Q 16.250 7.9223 62.29 V Q 16.333 8.2766 51.44 V Q. 16.417 8.4793 29.43 Q V . 16.500 8.6047 18.21 Q V . 16.583 8.6976 13.49 Q V. 16.667 8.7830 12.40 Q V. 16.750 8.8613 11.37 Q V. 16.833 8.9337 10.52 Q V. 16.917 9.0011 9.79 Q V 17.000 9.0647 9.23 Q V FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 2) I I I V effective depth ----------- I (and volume) I I I .... V........ 1 detention 1<-->I outflow 1 basin I I••• •• ----------- I A I \ I I dead I basin outlet V I storage OUTFLOW --------- (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 4.790 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH NUMBER (FT) 1 .00 2 8.00 3 9.00 4 10.00 OUTFLOW STORAGE (CFS) (AF) .00 .000 .01 4.790 104.00 6.260 294.16 8.000 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ----------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 7.1 8.07 6.8 4.887 14.167 .000 7.3 8.07 7.0 4.889 14.250 .000 7.7 8.07 7.2 4.893 14.333 .000 8.0 8.07 7.4 4.897 14.417 .000 8.2 8.08 7.7 4.900 14.500 .000 8.4 8.08 7.9 4.904 14.583 .000 8.6 8.08 8.1 4.907 14.667 .000 8.8 8.08 8.4 4.909 14.750 .000 9.0 8.08 8.6 4.912 14.833 .000 9.2 8.09 8.8 4.915 14.917 .000 9.4 8.09 9.0 4.918 15.000 .000 9.7 8.09 9.2 4.921 15.083 .000 9.9 8.09 9.4 4.925 15.167 .000 10.3 8.09 9.7 4.929 15.250 .000 10.6 8.10 10.0 4.933 15.333 .000 11.0 8.10 10.3 4.938 15.417 .000 11.3 8.10 10.6 4.943 15.500 .000 11.1 8.10 10.9 4.944 15.583 .000 10.5 8.10 10.8 4.942 15.667 .000 10.2 8.10 10.7 4.939 15.750 .000 10.7 8.10 10.6 4.940 15.833 .000 11.6 8.11 10.8 4.946 15.917 .000 13.2 8.11 11.4 4.958 16.000 .000 16.6 8.13 12.8 4.984 16.083 .000 25.9 8.18 16.1 5.051 16.167 .000 47.7 8.29 24.2 5.213 16.250 .000 62.3 8.41 36.3 5.392 16.333 .000 51.4 8.44 44.3 5.441 16.417 .000 29.4 8.38 42.8 5.349 16.500 .000 18.2 8.30 35.4 5.231 16.583 .000 13.5 8.23 27.7 5.133 16.667 .000 12.4 8.19 21.9 5.067 16.750 .000 11.4 8.16 18.0 5.021 16.833 .000 10.5 8.14 15.2 4.989 16.917 .000 9.8 8.12 13.2 4.965 17.000 .000 9.2 8.11 11.8 4.948 17.083 .000 8.8 8.10 10.7 4.934 17.167 .000 8.3 8.09 9.9 4.924 17.250 .000 7.8 8.08 9.1 4.914 17.333 .000 7.3 8.08 8.5 4.906 17.417 .000 7.0 8.07 8.0 4.899 17.500 .000 6.7 8.07 7.5 4.893 17.583 .000 6.5 8.07 7.2 4.889 17.667 .000 6.3 8.06 6.9 4.885 17.750 .000 6.1 8.06 6.6 4.882 17.833 .000 6.0 8.06 6.4 4.879 17.917 .000 5.8 8.06 6.2 4.876 18.000 .000 5.7 8.06 6.0 4.874 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 11.962 AF BASIN STORAGE = 4.724 AF (WITH 4.790 AF INITIALLY FILLED) OUTFLOW VOLUME = 12.029 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------------- TIME(HRS) VOLUME(AF) 14.083 5.2969 14.167 5.3447 14.250 5.3941 14.333 5.4452 14.417 5.4981 14.500 5.5527 14.583 5.6088 14.667 5.6664 14.750 5.7253 14.833 5.7856 14.917 5.8474 15.000 5.9107 15.083 5.9757 15.167 6.0425 15.250 6.1113 15.333 6.1822 15.417 6.2555 15.500 6.3303 15.583 6.4050 15.667 6.4784 15.750 6.5513 15.833 6.6258 ---------------------------------------------------- Q(CFS) 0. 12.5 25.0 37.5 50.0 -------------------------- 6.81 Q ------------------------- V 6.95 Q V 7.16 Q V 7.42 Q V . 7.69 Q V . 7.93 Q V . 8.15 Q V . 8.35 Q V . 8.56 Q V. 8.76 Q V. 8.97 Q V. 9.20 Q V. 9.44 Q V. 9.70 Q V 9.99 Q V 10.30 Q V 10.63 Q V 10.86 Q V 10.84 Q V 10.66 Q V 10.58 Q V 10.81 Q . V 15.917 6.7046 11.44 Q. V 16.000 6.7927 12.79 Q V 16.083 6.9036 16.10 Q V 16.167 7.0704 24.22 14.083 Q. V 16.250 7.3202 36.27 7.0 V Q. 16.333 7.6256 44.34 7.1 V Q 16.417 7.9204 42.81 7.3 V Q 16.500 8.1640 35.37 14.500 VQ . 16.583 8.3549 27.72 8.1 Q V 16.667 8.5060 21.93 Q V . 16.750 8.6299 18.00 Q V . 16.833 8.7348 15.23 Q V. 16.917 8.8260 13.24 Q V. 17.000 8.9071 11.78 Q. V. 17.083 8.9808 10.69 Q V. 17.167 9.0486 9.85 Q V 17.250 9.1115 9.14 Q V 17.333 9.1701 8.51 Q V 17.417 9.2250 7.97 Q V 17.500 9.2769 7.53 Q V 17.583 9.3263 7.17 Q V 17.667 9.3736 6.87 Q V 17.750 9.4191 6.62 Q V 17.833 9.4632 6.40 Q V 17.917 9.5060 6.21 Q V 18.000 9.5475 6.04 Q V FLOW PROCESS FROM NODE 9999.00 TO NODE 9999 -PW IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1581.00 DOWNSTREAM ELEVATION(FT) = 1528.00 CHANNEL LENGTH(FT) = 980.00 MANNING'S FACTOR = .025 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 44.34 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 35.12 CHANNEL NORMAL VELOCITY FOR Q = 35.12 CFS = 7.38 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .813 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = .974 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 6.8 6.8 6.8 14.167 7.0 6.9 6.9 14.250 7.2 7.1 7.1 14.333 7.4 7.3 7.3 14.417 7.7 7.6 7.6 14.500 7.9 7.8 7.8 14.583 8.1 8.1 8.1 14.667 8.4 8.3 8.3 14.750 8.6 8.5 8.5 14.833 8.8 8.7 8.7 14.917 9.0 8.9 8.9 15.000 9.2 9.1 9.1 15.083 9.4 9.3 9.3 15.167 9.7 9.6 9.6 15.250 10.0 9.9 9.9 15.333 10.3 10.2 10.2 15.417 10.6 10.5 10.5 15.500 10.9 10.8 10.8 15.583 10.8 10.8 10.8 15.667 10.7 10.7 10.7 15.750 10.6 10.6 10.6 15.833 10.8 10.7 10.7 15.917 11.4 11.2 11.2 16.000 12.8 12.3 12.3 16.083 16.1 14.8 14.8 16.167 24.2 21.1 21.1 16.250 36.3 31.7 31.7 16.333 44.3 41.2 41.2 16.417 42.8 43.3 43.3 16.500 35.4 38.2 38.2 16.583 27.7 30.7 30.7 16.667 21.9 24.2 24.2 16.750 18.0 19.5 19.5 16.833 15.2 16.3 16.3 16.917 13.2 14.0 14.0 17.000 11.8 12.3 12.3 17.083 10.7 11.1 11.1 17.167 9.9 10.2 10.2 17.250 9.1 9.4 9.4 17.333 8.5 8.8 8.8 17.417 8.0 8.2 8.2 17.500 7.5 7.7 7.7 17.583 7.2 7.3 7.3 17.667 6.9 7.0 7.0 17.750 6.6 6.7 6.7 17.833 6.4 6.5 6.5 17.917 6.2 6.3 6.3 18.000 6.0 6.1 6.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 12.029 AF OUTFLOW VOLUME = 12.029 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 1 ---------------------------------------------------------------------- »»>UNIT-HYDROGRAPH ANALYSIS««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 38.100 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .184 HOURS CAUTION: LAG TIME IS LESS THAN 50 HOURS. THE S -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .414 LOW LOSS FRACTION = .357 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: dl A -CIN 5 5 -MINUTE FACTOR = .998 30 -MINUTE FACTOR = .998 1 -HOUR FACTOR = .998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.290 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.671 16.913 2 24.613 96.496 3 59.779 162.033 4 85.080 116.582 5 95.011 45.758 6 98.216 14.769 7 99.113 4.132 8 99.645 2.453 9 99.911 1.226 10 100.000 .409 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 3.32 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.58 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 10.5497 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 20.8720 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 15.583 11.4193 18.09 Q V 15.667 11.5415 17.75 Q V 15.750 11.6703 18.70 Q V 15.833 11.8112 20.45 Q V 15.917 11.9718 23.32 Q V 16.000 12.1762 29.69 Q V 16.083 12.5073 48.07 Q. V 16.167 13.1313 90.60 Q V 16.250 13.9326 116.35 Q V 16.333 14.5338 87.29 Q V 16.417 14.8621 47.67 Q. V . 16.500 15.0629 29.16 Q V . 16.583 15.2205 22.88 Q V. 16.667 15.3666 21.22 Q V. 16.750 15.5009 19.49 Q V. 16.833 15.6246 17.96 Q V. 16.917 15.7401 16.77 Q V 17.000 15.8499 15.94 Q V FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 2) V effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->I outflow I basin I I.•. .. ----------- I A I \ I I dead I basin outlet V I storage OUTFLOW --------- (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 10.790 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 12.00 .01 10.790 3 13.00 169.00 12.870 4 14.00 478.00 14.950 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 12.3 12.07 11.9 10.938 14.167 .000 12.8 12.07 12.2 10.942 14.250 .000 13.4 12.08 12.6 10.948 14.333 .000 14.0 12.08 13.1 10.954 14.417 .000 14.4 12.08 13.5 10.959 14.500 .000 14.7 12.08 14.0 10.964 14.583 .000 15.0 12.09 14.3 10.969 14.667 .000 15.3 12.09 14.7 10.973 14.750 .000 15.7 12.09 15.0 10.977 14.833 .000 16.0 12.09 15.4 10.982 14.917 .000 16.4 12.09 15.8 10.986 15.000 .000 16.9 12.10 16.2 10.991 15.083 .000 17.4 12.10 16.6 10.997 15.167 .000 17.9 12.10 17.1 11.003 15.250 .000 18.5 12.11 17.6 11.009 15.333 .000 19.2 12.11 18.1 11.017 15.417 .000 19.8 12.11 18.7 11.024 15.500 .000 19.3 12.11 19.1 11.025 15.583 .000 18.1 12.11 18.9 11.020 15.667 .000 17.7 12.11 18.5 11.015 15.750 .000 18.7 12.11 18.4 11.017 15.833 .000 20.4 12.11 18.9 11.028 15.917 .000 23.3 12.12 20.2 11.049 16.000 .000 29.7 12.15 23.0 11.096 16.083 .000 48.1 12.21 29.9 11.221 16.167 .000 90.6 12.35 47.2 11.520 16.250 .000 116.4 12.50 71.8 11.827 16.333 .000 87.3 12.51 84.9 11.843 16.417 .000 47.7 12.41 77.3 11.639 16.500 .000 29.2 12.31 60.3 11.425 16.583 .000 22.9 12.23 45.3 11.270 16.667 .000 21.2 12.18 35.1 11.174 16.750 .000 19.5 12.15 28.7 11.111 16.833 .000 18.0 12.13 24.3 11.067 16.917 .000 16.8 12.12 21.3 11.036 17.000 .000 15.9 12.11 19.1 11.014 17.083 .000 15.2 12.10 17.6 10.998 17.167 .000 14.3 12.09 16.3 10.984 17.250 .000 13.4 12.09 15.2 10.971 17.333 .000 12.6 12.08 14.3 10.960 17.417 .000 12.0 12.08 13.4 10.950 17.500 .000 11.6 12.07 12.7 10.943 17.583 .000 11.3 12.07 12.2 10.936 17.667 .000 10.9 12.07 11.7 10.931 17.750 .000 10.6 12.07 11.3 10.927 17.833 .000 10.4 12.06 10.9 10.923 17.917 .000 10.1 12.06 10.6 10.919 18.000 .000 9.9 12.06 10.4 10.916 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: 16.500 14.4281 60.30 INFLOW VOLUME = 20.872 AF 16.667 14.9822 BASIN STORAGE = 10.723 AF (WITH 10.790 AF INITIALLY FILLED) OUTFLOW VOLUME = 20.939 AF 24.33 Q 16.917 LOSS VOLUME = .000 AF 17.000 15.6255 19.13 it irir irir it is it isir it isrt iris it iris Ys iris is iris it ie is it it it is ie in it ie*ie is it it it iritis iri.t it irie is iritic tiririe,r it tie it is iei itis irir Yr is it i��* FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 14.083 9.2415 11.91 Q 14.167 9.3254 12.18 Q 14.250 9.4121 12.58 Q 14.333 9.5021 13.07 Q 14.417 9.5954 13.55 Q 14.500 9.6916 13.97 Q 14.583 9.7904 14.35 Q 14.667 9.8916 14.70 Q 14.750 9.9952 15.04 Q 14.833 10.1012 15.40 Q 14.917 10.2098 15.77 Q 15.000 10.3211 16.16 Q 15.083 10.4354 16.59 Q 15.167 10.5528 17.06 Q 15.250 10.6738 17.57 Q 15.333 10.7988 18.14 Q . 15.417 10.9278 18.73 Q . 15.500 11.0592 19.08 Q . 15.583 11.1894 18.91 Q . 15.667 11.3167 18.48 Q . 15.750 11.4432 18.37 Q . 15.833 11.5733 18.90 Q . 15.917 11.7125 20.20 Q . 16.000 11.8706 22.96 Q 16.083 12.0766 29.92 Q 16.167 12.4014 47.15 16.250 12.8957 71.78 16.333 13.4805 84.91 16.417 14.0128 77.29 16.500 14.4281 60.30 16.583 14.7401 45.31 16.667 14.9822 35.14 Q 16.750 15.1796 28.68 Q 16.833 15.3472 24.33 Q 16.917 15.4938 21.28 Q. 17.000 15.6255 19.13 Q . 17.083 15.7465 17.57 Q 17.167 15.8590 16.34 Q 17.250 15.9641 15.25 Q 17.333 16.0623 14.26 Q 17.417 16.1546 13.41 Q 17.500 16.2422 12.71 Q -------------------------- 45.0 67.5 90.0 -------------------------- V V V V . V . V . V . V . V. V. V. V. V. V V V V .V V V V V V V V Q V V Q V V Q QV Q V V . V . V. V. V. V V V V V V Lil 17.583 16.3259 12.15 Q V 17.667 16.4064 11.69 Q V 17.750 16.4841 11.29 Q V 17.833 16.5595 10.94 Q V 17.917 16.6327 10.63 Q V 18.000 16.7040 10.35 Q V FLOW PROCESS FROM NODE 5000.00 TO NODE 7000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1593.00 DOWNSTREAM ELEVATION(FT) = 1551.00 CHANNEL LENGTH(FT) = 960.00 MANNING'S FACTOR = .020 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 84.91 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 64.46 CHANNEL NORMAL VELOCITY FOR Q = 64.46 CFS = 9.44 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .847 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = .993 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 11.9 11.8 11.8 14.167 12.2 12.1 12.1 14.250 12.6 12.5 12.5 14.333 13.1 12.9 12.9 14.417 13.5 13.4 13.4 14.500 14.0 13.8 13.8 14.583 14.3 14.2 14.2 14.667 14.7 14.6 14.6 14.750 15.0 14.9 14.9 14.833 15.4 15.3 15.3 14.917 15.8 15.7 15.7 15.000 16.2 16.0 16.0 15.083 16.6 16.5 16.5 15.167 17.1 16.9 16.9 15.250 17.6 17.4 17.4 15.333 18.1 18.0 18.0 15.417 18.7 18.6 18.6 15.500 19.1 19.0 19.0 15.583 18.9 19.0 19.0 15.667 18.5 18.6 18.6 15.750 18.4 18.4 18.4 15.833 18.9 18.7 18.7 15.917 20.2 19.8 19.8 16.000 23.0 22.1 22.1 16.083 29.9 27.9 27.9 16.167 47.2 42.1 42.1 16.250 71.8 64.6 64.6 16.333 84.9 81.0 81.0 16.417 77.3 79.5 79.5 16.500 60.3 65.3 65.3 16.583 45.3 49.7 49.7 16.667 35.1 38.1 38.1 16.750 28.7 30.6 30.6 16.833 24.3 25.6 25.6 16.917 21.3 22.2 22.2 17.000 19.1 19.8 19.8 17.083 17.6 18.0 18.0 17.167 16.3 16.7 16.7 17.250 15.2 15.6 15.6 17.333 14.3 14.5 14.5 17.417 13.4 13.7 13.7 17.500 12.7 12.9 12.9 17.583 12.2 12.3 12.3 17.667 11.7 11.8 11.8 17.750 11.3 11.4 11.4 17.833 10.9 11.0 11.0 17.917 10.6 10.7 10.7 18.000 10.4 10.4 10.4 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 20.939 AF OUTFLOW VOLUME = 20.939 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 1 ---------------------------------------------------------------------------- ==»»>UNIT_HYDROGRAPH-ANALYSIS««<________________________________________ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 69.200 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .196 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .282 LOW LOSS FRACTION = .251 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.90 *USER SPECIFIED PRECIPITATION 5 -MINUTE FACTOR = .997 30 -MINUTE FACTOR = .997 1 -HOUR FACTOR = .997 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.517 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ----------- - - - ----------------------------------------- UNIT HYDROGRAPH DETERMINATION -------------------------------- INTERVAL "S" GRAPH NUMBER MEAN VALUES -------------------------------- 1 3.253 2 21.881 3 54.265 4 81.458 5 93.223 6 97.626 7 98.775 8 99.439 9 99.776 10 99.944 11 100.000 --------------- UNIT HYDROGRAPH ORDINATES(CFS) 27.227 155.892 271.019 227.572 98.463 36.844 9.623 5.552 2.818 1.409 .470 TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL SOIL-LOSS(INCHES) = 2.33 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.57 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.4558 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 43.6116 ---------------------------------------------------------------------------- 1 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. 75.0 150.0 225.0 300.0 ---------------------------------------------------------------------------- 15.583 24.1233 38.68 Q V 15.667 24.3824 37.62 Q V 15.750 24.6528 39.27 Q V 15.833 24.9469 42.70 Q V 15.917 25.2797 48.32 Q V 16.000 25.6921 59.88 Q V 16.083 26.3195 91.10 Q V 16.167 27.4381 162.42 Q V 16.250 28.8888 210.64 V Q . 16.333 30.1013 176.07 Q V 16.417 30.8112 103.07 Q V . 16.500 31.2608 65.28 Q V . 16.583 31.5995 49.18 Q V . 16.667 31.9121 45.39 Q V. 16.750 32.1998 41.78 Q V. 16.833 32.4665 38.72 Q V. 16.917 32.7150 36.08 Q V 17.000 32.9494 34.05 Q V FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 2<<<<< FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 CLEARED AND SET TO ZERO««< tirlr ie tc ic�ir*i<ic Yt i7c ie iir *,t+t �,t,r�,t**,t Yi�ir fe fri #*��tr�ie#*�*&moi �ir�ir*ir tic it ietr kt�r4Yc k*�*irrrir i�if 4 is FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< INFLOW (STREAM 2) V effective depth ----------- (and volume) I I I I I ...V........ detention 1<-->I outflow basin I I••. .. - I A I \ I I dead 1 basin outlet V I storage 1 OUTFLOW --------- (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 18.860 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 12.00 .01 18.860 3 13.00 416.00 23.400 4 14.00 1176.63 28.320 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 37.8 12.09 36.8 19.265 14.167 .000 39.0 12.09 37.5 19.275 14.250 .000 40.7 12.09 38.6 19.289 14.333 .000 42.4 12.10 40.0 19.305 14.417 .000 43.7 12.10 41.5 19.320 14.500 .000 44.8 12.10 42.8 19.334 14.583 .000 45.9 12.11 44.0 19.347 14.667 .000 46.9 12.11 45.2 19.359 14.750 .000 48.0 12.11 46.3 19.371 14.833 .000 49.1 12.12 47.4 19.383 14.917 .000 50.4 12.12 48.5 19.396 15.000 .000 51.7 12.12 49.7 19.409 15.083 .000 53.1 12.12 51.0 19.424 15.167 .000 54.7 12.13 52.4 19.440 15.250 .000 56.5 12.13 53.9 19.457 15.333 .000 58.5 12.14 55.6 19.477 15.417 .000 60.2 12.14 57.4 19.496 15.500 .000 59.9 12.14 58.7 19.505 15.583 .000 57.6 12.14 58.7 19.497 15.667 .000 56.2 12.14 57.9 19.486 15.750 .000 57.7 12.14 57.4 19.487 15.833 .000 61.4 12.14 58.4 19.508 15.917 .000 68.1 12.15 61.5 19.554 16.000 .000 82.0 12.17 68.0 19.650 16.083 .000 119.0 12.23 83.6 19.894 16.167 .000 204.5 12.35 121.1 20.469 16.250 .000 275.2 12.50 178.1 21.138 16.333 .000 257.1 12.56 220.3 21.391 16.417 .000 182.6 12.50 220.1 21.133 16.500 .000 130.6 12.41 189.6 20.726 16.583 .000 98.9 12.33 153.7 20.349 16.667 .000 83.5 12.27 123.7 20.072 16.750 .000 72.4 12.22 101.8 19.869 16.833 .000 64.3 12.19 85.7 19.722 16.917 .000 58.3 12.17 74.0 19.613 17.000 .000 53.8 12.15 65.4 19.534 17.083 .000 50.4 12.14 59.0 19.475 17.167 .000 47.3 12.12 54.2 19.427 17.250 .000 44.2 12.12 50.1 19.387 17.333 .000 41.4 12.11 46.6 19.351 17.417 .000 39.3 12.10 43.6 19.321 17.500 .000 37.6 12.10 41.2 19.297 17.583 .000 36.2 12.09 39.1 19.277 17.667 .000 35.1 12.09 37.5 19.260 17.750 .000 34.0 12.09 36.1 19.246 17.833 .000 33.1 12.08 34.8 19.234 17.917 .000 32.2 12.08 33.8 19.223 18.000 .000 31.4 12.08 32.8 19.213 ------------------------------------------------------------------------ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 64.551 AF BASIN STORAGE = 18.860 AF (WITH 18.860 AF INITIALLY FILLED) OUTFLOW VOLUME = 64.551 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 2 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ----------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 ----------------------------------------------------------------- 14.083 28.6501 36.77 Q V 14.167 28.9087 37.55 Q V 14.250 29.1749 38.64 Q V . 14.333 29.4505 40.02 Q V . 14.417 29.7360 41.46 Q V . 14.500 30.0308 42.80 Q V . 14.583 30.3340 44.02 Q V . 14.667 30.6450 45.16 Q V . 14.750 30.9637 46.27 Q V. 14.833 31.2900 47.37 Q V. 14.917 31.6241 48.52 Q V. 15.000 31.9665 49.72 Q V. 15.083 32.3178 51.01 Q V 15.167 32.6788 52.41 Q V 15.250 33.0502 53.94 Q V 15.333 33.4333 55.63 Q V 15.417 33.8287 57.40 Q V 15.500 34.2328 58.68 Q V 15.583 34.6373 58.73 Q V 15.667 35.0358 57.87 Q V 15.750 35.4313 57.43 Q V 15.833 35.8338 58.45 Q V 15.917 36.2573 61.49 Q V 16.000 36.7257 68.01 Q. V 16.083 37.3015 83.60 Q V 16.167 38.1354 121.09 Q V 16.250 39.3617 178.06 QV 16.333 40.8790 220.31 v Q. 16.417 42.3947 220.08 V Q. 16.500 43.7006 189.61 Q V 16.583 44.7591 153.69 Q V 16.667 45.6111 123.72 Q V . 16.750 46.3120 101.76 Q V . 16.833 46.9024 85.73 Q V. 16.917 47.4122 74.01 Q. V. 17.000 47.8625 65.39 Q V. 17.083 48.2690 59.03 Q V. 17.167 48.6420 54.16 Q V 17.250 48.9873 50.13 Q V 17.333 49.3084 46.62 Q V 17.417 49.6088 43.63 Q V 17.500 49.8923 41.16 Q V 17.583 50.1618 39.13 Q V 17.667 50.4198 37.46 Q V 17.750 50.6681 36.05 Q V 17.833 50.9081 34.84 Q V 17.917 51.1407 33.78 Q V 18.000 51.3668 32.83 Q V 300.0 FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>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). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1553.00 DOWNSTREAM ELEVATION(FT) = 1537.00 CHANNEL LENGTH(FT) = 2460.00 MANNING'S FACTOR = .025 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 220.31 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 172.37 CHANNEL NORMAL VELOCITY FOR Q = 172.37 CFS = 4.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .742 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 -MINUTE UNIT INTERVALS IS CSTAR = .692 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 36.8 35.8 35.8 14.167 37.5 36.4 36.4 14.250 38.6 37.0 37.0 14.333 40.0 38.0 38.0 14.417 41.5 39.2 39.2 14.500 42.8 40.5 40.5 14.583 44.0 41.9 41.9 14.667 45.2 43.2 43.2 14.750 46.3 44.4 44.4 14.833 47.4 45.5 45.5 14.917 48.5 46.6 46.6 15.000 49.7 47.7 47.7 15.083 51.0 48.9 48.9 15.167 52.4 50.1 50.1 15.250 53.9 51.5 51.5 15.333 55.6 52.9 52.9 15.417 57.4 54.5 54.5 15.500 58.7 56.2 56.2 15.583 58.7 57.7 57.7 15.667 57.9 58.4 58.4 15.750 57.4 58.2 58.2 15.833 58.4 57.7 57.7 15.917 61.5 58.1 58.1 16.000 68.0 59.9 59.9 16.083 83.6 64.4 64.4 16.167 121.1 75.1 75.1 16.250 178.1 100.6 100.6 16.333 220.3 144.6 144.6 16.417 220.1 189.9 189.9 16.500 189.6 210.8 210.8 16.583 153.7 201.3 201.3 16.667 123.7 174.4 174.4 16.750 101.8 144.4 144.4 16.833 85.7 118.6 118.6 16.917 74.0 98.6 98.6 17.000 65.4 83.5 83.5 17.083 59.0 72.4 72.4 17.167 54.2 64.2 64.2 17.250 50.1 58.1 58.1 17.333 46.6 53.3 53.3 17.417 43.6 49.3 49.3 17.500 41.2 45.9 45.9 17.583 39.1 43.0 43.0 17.667 37.5 40.7 40.7 17.750 36.1 38.7 38.7 17.833 34.8 37.1 37.1 17.917 33.8 35.7 35.7 18.000 32.8 34.6 34.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 64.554 AF OUTFLOW VOLUME = 64.554 AF LOSS VOLUME = .000 AF --FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 7 Q�� ---------------------------------------------------------------------- --»»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 14.083 131.3662 166.75 14.167 132.5367 169.96 14.250 133.7353 174.04 14.333 134.9674 178.90 14.417 136.2341 183.92 14.500 137.5354 188.95 14.583 138.8710 193.93 14.667 140.2408 198.89 14.750 141.6448 203.86 14.833 143.0838 208.94 14.917 144.5586 214.14 15.000 146.0707 219.55 15.083 147.6218 225.22 15.167 149.2146 231.27 15.250 150.8518 237.73 15.333 152.5377 244.78 15.417 154.2724 251.88 15.500 156.0426 257.03 15.583 157.8281 259.26 15.667 159.6157 259.56 15.750 161.4176 261.63 15.833 163.2583 267.28 15.917 165.1748 278.27 16.000 167.2497 301.28 16.083 169.7211 358.85 16.167 173.0937 489.70 16.250 177.5451 646.34 16.333 182.8131 764.92 16.417 188.1116 769.34 16.500 193.1429 730.54 16.583 197.8402 682.06 16.667 202.1483 625.53 16.750 206.1064 574.73 16.833 209.7348 526.84 16.917 213.0481 481.09 17.000 216.0753 439.55 17.083 218.8479 402.58 17.167 221.3941 369.70 17.250 223.7348 339.87 17.333 225.8895 312.87 17.417 227.8797 288.97 17.500 229.7255 268.01 17.583 231.4451 249.69 17.667 233.0548 233.73 17.750 234.5686 219.81 17.833 235.9987 207.64 17.917 237.3554 196.99 18.000 238.6477 187.65 ------------------------------------- 200.0 400.0 600.0 800.0 ------------------------------------- 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 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 Q V Q V Q VQ . 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 FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>MODEL FLOW-THROUGH DETENTION BASIN ROUTING««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V _effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->I outflow I basin I I••• •• ----------- I ^ I \ I I dead I basin outlet V 1 storage OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 3.771 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 2.00 .01 1.521 3 4.00 .02 3.771 4 6.00 174.89 7.142 5 8.00 247.33 11.960 6 10.00 302.92 18.192 7 12.00 349.78 26.053 8 14.00 391.06 35.547 9 16.00 428.39 46.227 10 18.00 462.71 57.967 11 20.00 494.66 70.937 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 166.7 5.85 160.6 6.888 14.167 .000 170.0 5.88 163.0 6.936 14.250 .000 174.0 5.91 165.7 6.994 14.333 .000 178.9 5.95 169.0 7.062 14.417 .000 183.9 6.00 172.7 7.139 14.500 .000 188.9 6.04 175.5 7.232 14.583 .000 193.9 6.09 177.1 7.348 14.667 .000 198.9 6.14 179.0 7.485 14.750 .000 203.9 6.21 181.2 7.641 14.833 .000 208.9 6.28 183.7 7.814 14.917 .000 214.1 6.36 186.4 8.005 15.000 .000 219.6 6.44 189.4 8.213 15.083 .000 225.2 6.54 192.7 8.437 15.167 .000 231.3 6.64 196.2 8.679 15.250 .000 237.7 6.75 199.9 8.939 15.333 .000 244.8 6.86 204.0 9.220 15.417 .000 251.9 6.99 208.4 9.519 15.500 .000 257.0 7.11 212.9 9.823 15.583 .000 259.3 7.23 217.4 10.111 15.667 .000 259.6 7.34 221.5 10.374 15.750 .000 261.6 7.45 225.4 10.623 15.833 .000 267.3 7.55 229.2 10.886 15.917 .000 278.3 7.68 233.5 11.194 16.000 .000 301.3 7.86 239.0 11.623 16.083 .000 358.9 8.14 16.167 .000 489.7 8.65 16.250 .000 646.3 9.47 16.333 .000 764.9 10.39 16.417 .000 769.3 11.18 16.500 .000 730.5 11.86 16.583 .000 682.1 12.37 16.667 .000 625.5 12.75 16.750 .000 574.7 13.05 16.833 .000 526.8 13.27 16.917 .000 481.1 13.42 17.000 .000 439.6 13.51 17.083 .000 402.6 13.54 17.167 .000 369.7 13.52 17.250 .000 339.9 13.46 17.333 .000 312.9 13.37 17.417 .000 289.0 13.24 17.500 .000 268.0 13.09 17.583 .000 249.7 12.91 17.667 .000 233.7 12.72 17.750 .000 219.8 12.51 17.833 .000 207.6 12.29 17.917 .000 197.0 12.07 18.000 .000 187.6 11.80 PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = STORAGE: 304.508 AF 3.772 AF (WITH 304.506 AF .000 AF END OF FLOODSCX ROUTING ANALYSIS 1 246.7 12.395 258.3 13.988 276.8 16.534 300.1 19.735 321.3 22.820 338.6 25.520 352.0 27.793 361.3 29.613 368.3 31.034 373.7 32.089 377.6 32.802 380.0 33.212 381.2 33.359 381.4 33.278 380.6 32.998 379.0 32.543 376.7 31.938 373.8 31.210 370.4 30.379 366.6 29.464 362.5 28.481 358.1 27.445 353.5 26.367 348.1 -------------------------- 25.262 3.771 AF INITIALLY FILLED)