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Home My WebLink AboutTract 17027m CITY OF FONTANA TRACT No. 17027 ON-SITE AND OFF-SITE HYDROLOGY AND HYDRAULICS REPORT June 2005 Prepared By., Van Dell and Associates, Inc. 17801 Cartwright Road Irvine, CA 92614 Tel. (949) 474-1400 142q,66S CITY OF FONTANA TRACT No. 17027 ON-SITE AND OFF-SITE HYDROLOGY AND HYDRAULICS REPORT BUREAU VERITAS/BERRYMAN & HENIGAR CHECK TR. No. PM N PROJ. NO. 423' June 2005 TYPE PLAN CHK NO. I FWPM I- I DATE AEC. MASS GA. "XIGH GA. F CISE GA. OSION CON. .mp. `RM DRAIN LCS. Prepared By., HYDR YD 2�� SEWER WATEI Van Dell and Associates hMFIC SIG. 17801 Carl:wright RojaSIGN & STRIPIN( L Irvine, CA 92614 LANDSCAPE 8MDGE Tel. (949) 474-1400= imm Q19 a V/1 LJUN 200, SANTA A\, Table of Contents 1. Introduction .............................................................................................................................. I 11. Rational Method Analysis ....................................................................................................... 1 111. Catch Basin Hydraulic Analysis ............................................................................................. 2 IV. Proposed Drainage Improvements ........................................................................................ 3 V. Offsite Drainage and Debris .................................................................................................... 3 VI. Jurupa Avenue Storm Drain Analysis .................................................................................... 5 VII. Figures .................................................................................................................................... 7 Vill. Technical Appendices ............................................................................................................ 8 X:\Projects\881-0106\ENG\DOC\REP\1 7027FinaComboftdReport-doc 1. Introduction Tract No. 17027 (Project) is a proposed 23 -acre, single-family residential subdivision located in the City of Fontana (City), County of San Bernardino, California. The proposed tract is located to the south and east of Cypress Avenue, south of the Cypress Avenue intersection with Jurupa Avenue. The Project is bounded to the south and to the east by the Jurupa Mountains. Runoff from these highlands will be intercepted by a proposed collector channel and storm drain system and conveyed through the site. The site, in its present condition, is configured as an open recreational vehicle campground. This report contains the proposed condition hydrology and hydraulic analyses for the proposed Project drainage facilities including the proposed collector channel, the on-site drainage improvements, and the proposed off-site storm drain in Cypress Avenue. The proposed Cypress Avenue storm drain facility will convey runoff from the Project to the existing Jurupa Avenue Storm Drain. 11. Rational Method Analysis The County of San Bernardino Hydrology Manual, published in 1986, (Hydrology Manual) provided the guidelines and procedures for the 25- and 100 -year Rational Method analyses. The parameters used for the rational method are summarized below. Hydrologic boundaries were based on lot and street grades for the subdivision as indicated on the Tentative Map. The boundaries are depicted on Figure 1, Hydrology Map, included in this report. Offsite boundaries are based on existing condition contours provided on the U.S. Geological Survey Quadrangle map of the area. The underlying hydrologic soil group is Type B as shown on Figure C-15 of the Hydrology Manual. The rainfall depths used in the rational method analyses were based on those reported on Hydrology Manual Figures B-3 and B-4 for the 10 -year, 1 -hour and 1 00 -year, 1 -hour storm events. These values were used to calculate the 1 -hour rainfall intensity of the intensity/d u ration curve. The 25 -year rainfall data was based on values derived from Hydrology Manual Figure D-2. The slope of the intensity duration curve in the Project Site is 0.6 (for southwest portion of the County) as discussed in Section DA, I ntensity-Du ration Curves, of the Hydrology Manual. The development density of the Project will be approximately 4 dwelling units per acre, which correlates to 40% average impervious cover per Figure C-4 of the Hydrology Manual. The rational method analysis was performed with software developed by CivilDesign, Inc. for both the 25- and 100 -year storm events. The software was designed to accept watershed data and perform rational method analyses in accordance with the Hydrology X:\Projects\881-0106\ENG\DOC\REP\17027FinaCoffibolHydReport.doc Manual. The software defines sub -areas and routing paths by means of upstream and. downstream node numbers. The Hydrology Map shows the location of all node numbers used in the rational method analysis and Table 1, summarizes the results of the hydrology study at significant Project locations. Table 1 Rational Method Hydrology Maximum 25 -Year and 100 -Year Storm Drain Flow Rates Downstream Catch Tributary Maximum Maximum Node Basin/inlet Area 25 -Year Q 1 00 -Year Q Number No. (Ac) (cfs) (cfs) 16 Outlet 1 2.34 4.3 6.3 28 Inlet 2 26.93 55.3 79.6 36 Inlet 3 10.5 19.1 27.8 74 Inlet 4 28.22 58.1 82.6 84 Inlet 5 5.11 9.6 13.9 103 C.B. 4 4.52 12.7 17.1 106 C.B. 1 1.57 3.3 4.4 106.2 C.B. 2 1.80 3.5 4.8 203 C.B. 5 0.95 2.5 3.3 204 C.B. 6 0.87 2.3 3.06 302 C.B. 9 4.94 10.2 14.0 302.1 C.B. 8 4.76 13.0 17.9 111111. Catch Basin Hydraulic Analysis Catch basins were analyzed with software programmed to perform the calculations and procedures provided in the Hydraulic Engineering Circular No. 12 (HEC -12) published by the U.S. Federal Highway Administration. The HEC -12 procedures include considerations for street cross slope, gutter slope, local depression depth, and inlet length. The Project site has nine proposed curb -opening type catch basins (CB). These inlets were analyzed for its interception capacities both for the 25 -yr and 1 00 -yr storm discharges. The HEC -12 analyses are included in the technical appendices of this report. In addition to the HEC -12 analyses, street capacity calculations were performed for street sections located upstream of proposed catch basin locations. The street capacity calculations confirm that the catch basin design flow can be delivered to the proposed catch basin location. In the event that street flow was show to exceed the street capacity regulated by the crown of the street, the flow rate passing over the crown was added to the appropriate downstream catch basin. X:\Projects\881-0106\ENGXDOC�RER1 7027FinaCorriboftdReportdoc 2 IV. Proposed Drainage Improvements ,%me The proposed drainage improvements for the site include the extension of the existing storm drain system located at the intersection of Jurupa and Cypress Avenues to the proposed intersection of Cypress Avenue and Cranberry Way. The capacity of the existing storm drain is analyzed and attached in the Technical Appendices. At Cranberry Way the storm drain will be extended into the proposed tract and will branch into three lateral storm drain pipes. Each lateral pipe will collect flows from within the tract and will terminate along the southerly tract boundary. The termination of each lateral will include a storm drain inlets sized to allow storm water flow and suspended sediments from the offsite, undeveloped, watersheds to enter the proposed storm drain system. A storm drain lateral will be provided at Cranberry Way, which will continue into the tract to collect in -tract flows and proceed to a location along the easterly tract boundary. One additional lateral will branch from this system to proceed to the easterly tract boundary. At the termination of both laterals, a storm drain inlet will be provided to collect storm water flow and suspended sediments from the offsite, undeveloped watersheds. Off-site flows from the hillsides upstream of the Project will be conveyed to the storm drain inlets via a proposed reinforced concrete collector channel aligned with the southerly easterly tract boundary. The channel will be sized to accommodate the bulked tributary flows and adequate f reeboard. Flows from the hillside areas upstream of the Project will be combined with on-site Project flows and will be conveyed to a proposed off-site storm drain in Cypress Avenue. The Cypress Avenue facility will consist of a reinforced concrete pipe and will outlet into the existing Jurupa Avenue Storm Drain, which is a 14 -foot wide by 9 -foot high reinforced concrete box (RCB). Section 6 of this report provides a narrative of the methodology used to analyze the impacts of the Project on the existing Jurupa Avenue Storm Drain. V. Offsite Drainage and Debris The offsite areas to the south and east of Tract 17027 are undeveloped hillsides that have the potential to generate sediment and debris during significant storm events. Therefore, the proposed collector channel, storm drain inlets, and lines will be sized to accommodate bulked flow rates reflective of potential debris generation volumes. Debris production volumes were computed for the Project based on the methodology and procedures presented in Debris Method, published by the U.S. Army Corps of Engineers, Los Angeles District, in February 2000 (Debris Method). The Debris Method procedures use a series of watershed factors to solve mathematical equations for potential debris volume, which are based on empirical data from watersheds of the San Gabriel Mountains. Past studies have shown that the San Gabriel Mountains exhibit some of the highest debris producing canyons in the Southern California region. Furthermore, field reviews of the Project watersheds and of comparable San Gabriel Mountain watersheds indicate greater debris production potential in the latter. X:%Projects%881-0106\ENG\DOC\REP\1 7027FinaComboNydReport.doc 3 Therefore, the use of the Debris Method procedures will results in conservative and overstated debris production volumes. The peak bulking factors were computed for the Project based on the methodology and procedures in Riverside County Flood Control and Water Conservation District Hydrology Manual. The peak bulking rate is related to the debris production volume by assigning the maximum observed bulking factor of 2 to the maximum observed single storm debris production rate of 120,000 -cubic yards for a one —square mile watershed. The peak rate bulking factor would then be expressed by: Fb = 1 + (D/1 20,000) Where: D = Design storm debris production rate for the study watershed in cubic yards per square mile Table 2 below provides the results of the debris production volumes, storm water volumes, and bulking factors computed for each inlet located along the collector channel. Inlets numbers have been assigned from west to east, as indicated on the Hydrology Map. Detailed calculations in support of these results are included in the technical appendices of this report. Table 2 U.S. Army Corps of Engineers Debris Method 100 -Year Storm Bulking Factors 1* 16 1 00 -Year 32 1 00 -Year Storm Bulked Downstream Tributary Debris Water 1 00 -Year 1 00 -Year Inlet Node Area Volume Volume Bulking a Number Number (Ac) (CY) (CY) Factor (cfs) 1* 16 2.34 32 1,807 1.07 6.7 2 28 26.93 1,202 20,721 1.24 98.7 3 36 10.50 386 8,081 1.20 33.4 4 74 28.22 1,354 22,240 1.25 103.3 5 84 5.11 153 3,944 1.16 16.1 Debris production data for the westerly outlet of the collector channel. The capacity of the collector channel was designed as a part of the development of the Tentative Map based on the bulked flows in the channel approaching each inlet. The hydraulic analysis used normal depth methodology to determine the water surface within the channel. The final channel height was then established to provide a minimum of 1 - foot of vertical freeboard between the computed water surface and the top of the channel section. The normal depth analyses are included in the technical appendices of this report. The collector channel inlets will be protected by debris posts to inhibit large-sized debris elements, generated in upstream watersheds, from reaching the various collector X:\Projects\881-0106\ENG\DOC\REP\17027FinaConibo[HydReport.doc 4 channel reaches. The various collector channel reaches are configured to be hydraulically steep in order to maintain the suspension and conveyance of smaller debris particles to the storm drain pipe inlets. Furthermore, in order to ensure that the debris particles conveyed by the collector channel enter the proposed storm drain pipes, the pipe inlets will be configured to accelerate the approaching flows. Thus, debris risers will not be used at the pipe inlet locations. For maintenance purposes, the debris storage capacities for each of the inlets are summarized below in Table 3. Table 3 Inlets Debris Storage Capacity Debris Downstream Tributary Storage Inlet Node Area Capacity Number Number (Ac) (CY) 2 28 26.93 55 3 36 10.50 8 4 74 28.22 140 5 84 5.11 29 VI. Jurupa Avenue Storm Drain Analysis Drainage from the developed Project site will be conveyed through a proposed off-site storm drain to be located in the Cypress Avenue right-of-way. The off-site storm drain will outlet into an existing storm drain located in Jurupa Avenue, which continues downstream to the headworks of the Declez Channel. In order to evaluate the impacts of the proposed Project on the existing storm drain and channel system, a series of analyses was performed for flow rates resulting from a 1 00 -year storm event. The first analysis consisted of a modification of the hydrology study prepared for the design of the Jurupa Avenue Storm Drain. The hydrology study was provided by the City, Prepared by ASL Consulting Engineers, and is entitled Hydrology Calculations for Jurupa Storm Drain (ASL Report). The ASL Report is not dated but the included hydrology calculations show that they were processed on August 19, 1987. Watershed areas, land use assumptions, and hydrology calculations in the ASL Report were modified to reflect the post -Project watershed tributary to the Jurupa Avenue Storm Drain from areas located along easterly side of Cypress Avenue. The As -Built plans for the Jurupa Avenue Strom Drain show that 93 cubic -feet -per -second (cfs) are added into the drain from the aforementioned area. The results of the revised hydrology study indicate that 1 go cfs will be added to the existing storm drain at this location in a 100 - year return frequency storm, which equals an increase of 97 cfs. A copy of the ASL Report and the Project -related revisions are included in the Technical Appendices of this report. The next analysis established a 1 00 -year water surface elevation in Declez Channel at the outlet of the Jurupa Avenue Storm Drain with the proposed Project in-place. This X:Trojects\881-0106\ENG\DOC\REP\17027FinaCoftolHydReport-doc 5 analysis consisted of two normal depth calculations in the open channel section. The first normal depth calculation used the flow rate stated on the As -Built plans for the storm drain. The second normal depth analysis used the As -Built plan flow rate plus the 97 cfs increase described above. The difference between the two normal depth calculations was then added to the water surface elevation stated on the As -Built plans at the storm drain outlet. The resulting water surface elevation is shown in Table 4 below. Table 4 Declez Channel Water Surface Elevation Jurupa Avenue Storm Drain Outlet Analysis Results The third analysis consisted of a hydraulic analysis of the Jurupa Avenue Storm Drain between Declez Channel and the Cypress Avenue junction. The analysis used the WSPG computer software. The starting water surface was set to the water surface in Declez Channel adjusted for inclusion of the proposed Project, as stated in Table 3 above. The 100 -year flow rates used in the analysis were obtained from the As -Built plans and adjusted for the flow rate increase of 97 cfs. The resulting 100 -year hydraulic grade line for the Jurupa Avenue Storm Drain was then plotted on the As -Built Plans to evaluate the affects of the flow rate increase along the storm drain alignment. A review of the revised 1 00 -year HGL indicates that the Jurupa Avenue Storm Drain will continue to function adequately during a 1 00 -year event with the inclusion of the additional 97 cfs generated by the proposed Project. X:Trojects\881_0106\ENG\DOC\REP\17027FinaCombo[HydReport.doc 6 As -Built Plan As -Built Plan As -Built Plan As -Built Plan Normal Depth Water Surface Water Surface Water Surface Normal Depth with Increase Elevation Elevation Elevation Q = 2,062 cfs 0 = 2,159 cfs Change With Project (Ft - MSL) (Ft) (Ft) (Ft) (Ft - MSL) 1015.00 6.46 6.67 0.21 1015.21 The third analysis consisted of a hydraulic analysis of the Jurupa Avenue Storm Drain between Declez Channel and the Cypress Avenue junction. The analysis used the WSPG computer software. The starting water surface was set to the water surface in Declez Channel adjusted for inclusion of the proposed Project, as stated in Table 3 above. The 100 -year flow rates used in the analysis were obtained from the As -Built plans and adjusted for the flow rate increase of 97 cfs. The resulting 100 -year hydraulic grade line for the Jurupa Avenue Storm Drain was then plotted on the As -Built Plans to evaluate the affects of the flow rate increase along the storm drain alignment. A review of the revised 1 00 -year HGL indicates that the Jurupa Avenue Storm Drain will continue to function adequately during a 1 00 -year event with the inclusion of the additional 97 cfs generated by the proposed Project. X:Trojects\881_0106\ENG\DOC\REP\17027FinaCombo[HydReport.doc 6 1-1� Vill. Figures C'm IM11 * Figure 1 — Rational Method Hydrology Map and Location Map X:\Projects\881-0106\ENG\DOC\REP\17027FinaConibolHydReport.doc /0-- Vill. Technical Appendices M 0 1 00 -Yr Storm Hydrology Calculations 0 25 -Yr Storm Hydrology Calculations 0 1 00 -Yr On -Site Catch Basin Calculations 0 25 -Yr On -Site Catch Basin Calculations 0 1 00 -Yr Debris Production Calculations 0 1 00 -Yr Off -Site Small Area Unit Hydrograph Calculations 0 1 00 -Yr Collector Channel Hydraulics — Normal Depth Calculations 0 Hydrology and WSPG Calculations for Existing Jurupa Storm Drain 0 WSPG Calculation for Proposed Storm Drain Lines 0 Riprap Sizing Calculations X:\Projects\881-0106\ENG\DOC\REP\1 7027FinaCornboNydReporLdoc 8 " I LLICERNE VALLEY -4-4— — -- r— -r- — T- -4 w �W 4, ' ' V-+, I.. , R2w R!W Q� RIE R2E R6;.w 1 1 �41� —1 f R IZ 1� -, y I T N I A HE I IN' -T 777' T- -F j T 4 WEST MIT A99A .6 4 LL. fl - — , � -7� 77yr-2(- o T 1-2 T3N Tu - T 1.4 L7 .9 N Z. T 14 1.0 IA T .3 4r 5EF )WI N L .7 r N,4 R dlv T2 7 -TWIIT� N --Ir34- ! 611. qw/ LAKE I 071 L ij VR.L 14 --a J 1.6 1.4 1 .0- 5i I 4 Z 7 ;y 42 so -7 m N 9 1 T 13 d, --4 L SAN RNARDIN A—P Ali 6�L"4N D DI N PA 0 K I A LT 0 Ic WASi 4- FONT A�A T s I Aw 0 N. REDLANDS A-1 -T J, S --4 1 OAK I TE!R- E ........... on" cm NO -4 -4 45 AN �Dl 0 RIE .. i -I", - I I 0. R E RilmsIDE cou f34*0.' T2S -77 I RSIDE L" ITI A— -q-: �ol jD0- pp -j- RI R4W JR R2W SAN BERNARDINO COUNTY t t :7 FLOOD CONTROL DISTRICT A PRADO R5W- I IF OD CONT�01-, VALLEY AREA REDuCED DRAWING R ex, T3S ISOHYETALS ;DAM SCALE I 4 MILES Yio 10 YEAR I HOUR BASED ON U.&D.11, NPA-A.ATLAS 2,1973 t -130 SAN BERNARDINO COUNTY 10 . APPROVED BY YA - -- - - - -- - - a 14, 117 LE G E N D, rLUUU L;UNi KUL I triUlf4ttil i' -.R 8 w R7W R6 HYDROLOGY MANUAL DATE FILE NO. I DRWC, NO. ISOLINES PRECIPITATION (INCHES) ............................ f'.2wi. 1 wR- 3 of 12 0-1,� Cit--IIMC O -A 3.5 3.5 3 3 2.5 2.5 w z z 2 2 CL w 1.5 U. 1.5 z cr. 0.5 10.5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE, 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10—YEAR AND 100 —YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PER1006 FOR EXAMPLE GIVEN 10—YEAR ONE HOUR a 0.950 AND 100—YEAR CNE HOUR - 1.60'. 25 -YEAR ONE HOUR 2 1.180. REFERENCE s N 0 A A ATLAS 2, VOLUME 71 — CAL., 1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 Land Use (1) ACTUAL IMPERVIOUS COVER Recommended Value For Average Range -Percent Conditions -Percent (2) Natural or Agriculture 0 - 0 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 - 25 10 20 I acre lots 2 dwellings/acre 20 - 40 30 3-4 dwellings/acre 30 - 50 40 5-7 dwellings/acre 35 - 55 50 60 8-10 dwellings/acre 50 - 70 80 More than 10 dwellings/acre 65 - 90 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business 90 or Industrial 80 - 100 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some- areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. 109% A %1W4N BERNARDINO COUNTY W'WW-% HYDROLOGY MANUAL ACTUAL IMPERVIOUS COVER FOR DEVELOPED AREAS 9;jMWA r -A m N m 1 00 -Year Rational Method Calculations areaA100.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 08/19/04 ----------------------------------------------------------------------- Tract No. 17027 Hydrology Study Area A 100 -yr Rational Analysis REH AUG 19, 2004 ------------------------------------------------------------------------ Van Dell & Associates, Inc., Irvine, CA - SIN 953 ------------------------------------------------------------------------ Hydrology Study Control Information ** ******** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.920(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: 1.350 (In.) Storm year = 100.00 1 hour rainfall = Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ...................................................................... Process from point/Station lo.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) initial subarea data: Initial area flow distance 504.300(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1145.000(Ft.) Difference in elevation = 100.000(Ft.) Slope = 0.19829 s(%)= 19.83 TC = k(O.706)*[(length^3)/(elevation change)1'0.2 Initial area time of concentration = 11.760 min. Rainfall intensity = 3.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCTA) is C = 0.834 Subarea runoff = 2.336(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction 1.000 initial area Fm value 0.262(In/Hr) ...................................................................... Process from Point/Station 12.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1145.000(Ft.) Downstream point elevation = 1115.000(Ft.) Channel length thru subarea = 181.820(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 3.055(CFS) Manning's 'N' = 0.035 maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 3.055(CFS) Depth of flow = 0.184(Ft.), Average velocity 5.216(Ft/s) Channel flow top width = 3.368(Ft.) Flow Velocity 5.22(Ft/s) Travel time 0.58 min. Time of concentration 12.34 min. Page areaA100.out Critical depth 0.309(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.487(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.832 Subarea runoff 1.321(CFS) for 0.480(Ac.) Total runoff = 3.657(CFS) Effective area this stream = 1.26(Ac.) Total Study Area (Main Stream No. 1) = 1.26(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 14.000 to Point/Station 16.000 -*** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1115.000(Ft-) Downstream point elevation = 1110.000(Ft.) Channel length thru subarea = 515.150(Ft.) Channel base width 0.000(Ft.) Slope or 1Z' of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 5.225(CFS) Manning's 'N' = 0.014 Maximum depth of channel 1.500(Ft.) Flow(q) thru subarea = 5.225(CFS) Depth of flow = 1.000(Ft.), Average velocity 5.228(Ft/s) Channel flow top width = 1.999(Ft.) Flow Velocity 5.23(Ft/s) Travel time 1.64 min. Time of concentration = 13.98 min. Critical depth = 1.109(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.2 0 e(Fm)= 0.262(In/Hr) Pervious ratio(Ap) = 1.0000 Max loss rat Rainfall intensity = 3.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.827 Subarea runoff 2.605(CFS) for 1.080(Ac.) Total runoff = 6.262(CFS) Effective area this stream = 2.34(Ac.) Total Study Area (main Stream No. 1) = 2.34(Ac.) Area averaged Fin value = 0.262(in/Hr) End of computations, Total Study Area 2.34 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not cons ider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(AP) = 1.000 Area averaged SCS curve number = 69.0 Page 2 areaB100 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 12/27/04 ------------------------------------------------------------------------ Tract No. 17027 Hydrology Study Area B 100 -yr Rational Method Analysis REH DEC 27, 2004 ----------------------------------------------------------- Van Dell & Associates, Inc., Irvine, CA - SIN 953 ----------------------------------------------------------- ********* Hydrology Study Control information Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.920(In.) 100 Year storm 1 hour rainfall = 1.350(In.) computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ...................................................................... Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction Soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86-20 0.262(In/Hr) Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 527.710(Ft.) Top (of initial area) elevation = 1945-OOO(Ft.) Bottom (of initial area) elevation = 1650-000(Ft-) Difference in elevation = 295.000(Ft.) Slope = 0.55902 s(%)= 55.90 TC = k(O.706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 9.734 min. Rainfall intensity = 4.020(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c 0.841 Subarea runoff = 4.432(CFS) Total initial stream area = 1.310(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.262(In/Hr) ...................................................................... Process from Point/Station 22.000 to Point/Station 24.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1650.000(Ft.) Downstream point elevation = 1370-OOO(Ft.) Channel length thru subarea = 475.330(Ft-) Channel base width 3 . OOO(Ft.) Slope or IZI of left channel bank 1.000 Slope or 1Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 12.331(CFS) ity Depth of flow = 0.290(Ft.), Average veloc Channel flow top width = 3.580(Ft.) Flow Velocity 12.92(Ft/s) Travel time 0.61 min. Time of concentration = 10.35 min. Critical depth = 0.742(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Page 12.331(CFS) 12.923(Ft/s) 0� areaB100 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.839 Subarea runoff 15.020(CFS) for 4.670(Ac.) Total runoff = 19.451(CFS) Effective area this stream = 5.98(Ac.) Total Study Area (Main Stream No. 1) = 5.98(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 24.000 to Point/Station 26.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1370.000(Ft.) Downstream point elevation = 1200.000(Ft.) Channel length thru subarea = 514.430(Ft.) Channel base width 3.000(Ft.) Slope or IZ' of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru. subarea = 35.780(CFS) Depth of flow = 0 . 648(Ft.), Average velocity Channel flow top width = 4.295(Ft.) Flow Velocity 15.15(Ft/s) Travel time 0.57 min. Time of concentration = 10.91 min. Critical depth = 1.391(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.754(ln/Hr) for a loc Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is c = 0.837 Subarea runoff 30.900(CFS) for 10.040(Ac.) Total runoff = 50.351(CFS) Effective area this stream = 16.02(Ac.) 35.780(CFS) 15.147(Ft/s) 0.262(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 1) = 16.02(Ac Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 26.000 to Point/Station 28.000 *** IMPROVED CHANNEL TRAVEL TIME -** upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1107.000(Ft.) Channel length thru subarea = 817.030(Ft.) Channel base width 3-000(Ft-) Slope or Iz, of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 67.496(CFS) Depth of flow = 1.263(Ft.), Average velocity Channel flow top width = 5.525(Ft.) Flow Velocity 12.54(Ft/s) Travel time 1.09 min. Time of concentration = 12.00 min. Critical depth = 2.000(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Page 67.496(CFS) 12.540(Ft/s) areaB100 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AmC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Max loss rate(Fm)= 0.262(In/Hr) Pervious ratio(AP) = 1.0000 100.0 year storm Rainfall intensity = 3.546(in/Hr) for a Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.834 Subarea runoff 29.256(CFS) for 10.910(Ac.) Total runoff = 79.607(CFS) Effective area this stream = 26.93(Ac.) Total Study Area (Main Stream No. 1) = 26.93(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 28-000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 11L)/.UUUkrT--) Downstream point/station elevation = 1080.410(Ft.) pipe length = 172.79(Ft.) Manning's N = 0.014 No. of pipes = 1 Required pipe flow = 79.607(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 79.607(CFS) Normal flow depth in pipe 18.98(In.) Flow top width inside pipe 19 . 52(In.) Critical depth could not be calculated. Pipe flow velocity = 29.88(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) 12.10 min. ...................................................................... Process from point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area 26.930(Ac.) Total study area this main stream = 26.930(Ac Runoff from this stream = 79 . 607(CFS) Time of concentration 12.10 min. Rainfall intensity = 3.529(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (AP) = 1-0000 o. 2 Program is now starting with Main Stream N ...................................................................... Process from Point/Station 30-000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** UNDEVEZ-0-PED(average cover) subarea Decimal fraction Soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 � 86.20 Pervious ratio(AP) = 1.0000 max loss rate(Fm)= Initial subarea data: Initial area flow distance 964.710(Ft.) Top (of initial area) elevation � 1803.000(Ft.) Bottom (of initial area) elevation = 1280-000(Ft-) Difference in elevation = 523.000(Ft.) Slope = 0.54213 s(%)= 54.21 TC = k(O.706)*[(length�3)/(elevation change)1^0.2 initial area time of concentration = 12.466 min. Rainfall intensity = 3.466(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) subarea runoff = 5.912(CFS) 2.050(Ac.) Total initial stream area = Pervious area fraction 1.000 Initial area Fm value 0.262(In/Hr) Page 3 0.262(In/Hr) year storm is c = 0.832 areaB100 ...................................................................... Process from Point/Station 32.000 to Point/Station 34.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1280.000(Ft.) Downstream point elevation = 1138.000(Ft.) Channel length thru subarea = 446.870(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZ' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 10.843(CFS) Depth of flow = 0.323(Ft.), Average velocity Channel flow top width = 3.646(Ft.) Flow Velocity 10.10(Ft/s) Travel time 0.74 min. Time of concentration = 13.20 min. Critical depth = 0.688(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86-20 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= Rainfall intensity = 3.348(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is c = 0.830 Subarea runoff 9.284(CFS) for 3.420(Ac.) Total runoff = 15.196(CFS) Effective area this stream = 5.47(Ac.) 10.843(CFS) 10.102(Ft/S) 0.262(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 5.47(Ac Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 34.000 to Point/Station 36.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1138.000(Ft.) Downstream point elevation = 1126-OOO(Ft-) Channel length thru subarea = 535.870(Ft.) Channel base width 4.000(Ft.) Slope or IZ' of left channel bank 1.000 Slope or 'ZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.014 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea = 22.182(CFS) Depth of flow = 0.533(Ft.), Average velocity Channel flow top width = 5.067(Ft.) Flow Velocity 9.17(Ft/s) Travel time 0.97 min. Time of concentration = 14.18 min. Critical depth = 0.906(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.208(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.827 Subarea runoff 12.651(CFS) for 5.030(Ac.) Total runoff = 27.847(CFS) -,','--ive area this stream = 10.50(Ac.) 22.182(CFS) 174 (Ft/s) 0.262(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 10.50(Ac Area averaged Fm value = 0.262(In/Hr) Page 4 areaB100 ...................................................................... Process from Point/Station 36.000 to Point/Station 104.000 **Awl **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1126.000(Ft.) Downstream point/station elevation = 1080.410(Ft.) Pipe length = 248.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.847(CFS) Nearest computed pipe diameter 18-00(In-) Calculated individual pipe flow 27.847(CFS) Normal flow depth in pipe 10.24(In.) Flow top width inside pipe 17.83(In.) Critical depth could not be calculated. Pipe flow velocity = 26.81(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) 14.33 min. ...................................................................... Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In main Stream number: 2 Effective stream flow area 10.500(Ac.) Total study area this main stream = 10.500(Ac Runoff from this stream = 27.847(CFS) Time of concentration 14.33 min. Rainfall intensity = 3.187(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 100.000 to Point/Station 101.000 INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Adjusted SCS curve number for AMC 3 = 75-80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 224.960(Ft.) Top (of initial area) elevation = 1136.000(Ft.) Bottom (of initial area) elevation = 1113.600(Ft.) Difference in elevation = 22 . 400(Ft.) Slope = 0.09957 s(%)= 9.96 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 5.703 min. Rainfall intensity = S.541(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.857 Subarea runoff = 1.852(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(ln/Hr) ...................................................................... Process from Point/Station 101.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1113.600 (Ft.) End of street segment elevation = 1082.500(Ft.) Length of street segment = 879.280(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width 1.500(Ft.) Page 5 areaB100 Gutter hike from flowline, = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.925(CFS) Depth of flow = 0.265(Ft.), Average velocity = 4.978(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.169(Ft.) Flow velocity 4.98(Ft/s) Travel time = 2.94 min. TC 8.65 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 4.316(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.845 subarea runoff 11.970(CFS) for 3.400(Ac.) Total runoff = 13.822(CFS) Effective area this stream = 3.79(Ac.) Total Study Area (Main Stream No. 3) = 3.79(Ac.) Area averaged Fm value = 0.264(In/Hr) Street flow at end of street = 13.822(CFS) Half street flow at end of street = 13.822(CFS) Depth of flow = 0.302(Ft.), Average velocity = 5.409(Ft/s) Flow width (from curb towards crown)= 16.028(Ft.) ....................................................................... Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** Along main stream number: 3 in normal stream nu=er Stream flow area = 3.790(Ac.) Runoff from this stream 13.822(CFS) Time of concentration 8.65 min. Rainfall intensity = 4.316(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 102.000 to Point/Station 102.100 **** INITIAL AREA EVALUATION "" RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.264(In/Hr) Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1095.300(Ft.) Bottom (of initial area) elevation = 1093.000(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.02000 S(%)= 2.00 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 6.011 min. Rainfall intensity = 5.368(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.856 Subarea runoff = 1.654(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 102.100 to Point/Station 103.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 6 areaB100 Top of street segment elevation = 1093.000(Ft.) End of street segment elevation = 1082.500(Ft.) Length of street segment = 320.850(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.400(CFS) Depth of flow = 0.175(Ft.), Average velocity = 3.693(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.666(Ft.) Flow velocity 3.69(Ft/s) Travel time = 1.45 min. TC 7.46 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 4.716(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.850 Subarea runoff 2.834(CFS) for 0.760(Ac.) Total runoff = 4.488(CFS) Effective area this stream = 1.12(Ac.) Total Study Area (Main Stream No. 3) = 4.91(Ac.) Area averaged Fm value = 0.264(Irl/Hr) Street flow at end of street = 4.488(CFS) Half street flow at end of street = 4.488(CFS) Depth of flow = 0.196(Ft.), Average velocity = 3.961(Ft/s) Flow width (from curb towards crown)= 10.709(Ft.) ...................................................................... Process from Point/Station 103.000 to Point/Station 103.000 CONFLUENCE OF MINOR STREAMS Along -Main Stream �iumber: 3 in normal stream number 2 Stream flow area = 1.120(Ac.) Runoff from this stream 4.488(CFS) Time of concentration 7.46 min. Rainfall intensity = 4.716(ln/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.822 8.65 4.316 2 4.488 7.46 4.716 Qmax(l) = 1.000 * 1.000 * 13.822) + 0.910 * 1.000 * 4.488) + = 17.907 Qmax(2) = 1.099 * 0.863 * 13.822) + 1.000 * 1.000 * 4.488) + = 17.589 Total of 2 streams to confluence: Flow rates before confluence point: 13.822 4.488 Maximum flow rates at confluence using above data: 17.907 17.589 Area of streams before confluence: 3.790 1.120 Page 7 areaB100 Effective area values after confluence: 4.910 4.390 Results of confluence: Total flow rate = 17.907(CFS) Time of concentration = 8.647 min. Effective stream area after confluence 4.910(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.264(ln/Hr) Study area (this main stream) = 4.91(Ac.) ...................................................................... Process from Point/Station 103.000 to Point/Station 151.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1082.500(Ft.) Downstream point/station elevation = 1081.420(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.907(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 17.907(CFS) Normal flow depth in pipe 12.28(In.) Flow top width inside pipe 11.56(In.) Critical depth could not be calculated. Pipe flow velocity = 16.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 8.66 min. ...................................................................... Process from Point/Station 151.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number Stream flow area = 4.910(Ac.) Runoff from this stream 17.907(CFS) Time of concentration 8.66 min. Rainfall intensity = 4.312(In/Hr) Area averaged loss rate (Fm) = 0.2640(ln/Hr) Area averaged Pervious ratio (Ap) = 0-6000 ...................................................................... Process from Point/Station 106.100 to Point/Station 150.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 562.730(Ft.) Top (of initial area) elevation = 1095.300(Ft.) Bottom (of initial area) elevation = 1085.000(Ft.) Difference in elevation = 10 . 300(Ft.) slope = 0.01830 S(%)= 1.83 TC = k(0-4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 11.548 min. Rainfall intensity = 3.628(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.835 Subarea runoff = 5.208(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 150.000 to Point/Station 151-000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1085.000(Ft.) low, Downstream point/station elevation = 1081.420(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.208(CFS) Page 8 areaB100 Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 5.208(CFS) Normal flow depth in pipe 6.18(In.) Flow top width inside pipe 8.35(In.) Critical depth could not be calculated. Pipe flow velocity = 16.12(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 11.57 min. ...................................................................... Process from Point/Station 151.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS ***- Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 5.208(CFS) Time of concentration 11.57 min. Rainfall intensity = 3.624(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.907 8.66 4.312 2 5.208 11.57 3.624 Qmax(l) = 1.000 * 1.000 * 17.907) + 1.205 * 0.748 * 5.208) + = 22.603 Qmax(2) = 0.830 * 1.000 * 17.907) + 1.000 * 1.000 * 5.208) + = 20.071 Total of 2 streams to confluence: Flow rates before confluence point: 17.907 5.208 Maximum flow rates at confluence using above data: 22.603 20.071 Area of streams before confluence: 4.910 1.720 Effective area values after confluence: 6.197 6.630 Results of confluence: Total flow rate = 22.603(CFS) Time of concentration = 8.661 min. Effective stream area after confluence 6.197(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.264(In/Hr) Study area (this main stream) = 6.63(Ac.) M ...................................................................... Process from Point/Station 151.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1081-420(Ft.) Downstream point/station elevation = 1080.410(Ft.) Pipe length = 102.11(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.603(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 22.603(CFS) Normal flow depth in pipe 19.78(In.) Flow top width inside pipe 18.27(In.) Critical Depth = 20.33(In.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) 8.87 min. ...................................................................... Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Page 9 areaB100 Effective stream flow area 6.197(Ac.) Total study area this main stream = 6.630(Ac.) Runoff from this stream 22 . 603(CFS) Time of concentration 8.87 min. Rainfall intensity = 4.251(In/Hr) Area averaged loss rate (Fin) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 79.607 12.10 2 27.847 14.33 3 22.603 8.87 Qmax(l) = 1.000 * 1.000 1.117 * 0.844 0.819 * 1.000 Qmax(2) = 0.895 * 1.000 1.000 * 1.000 0.733 * 1.000 Rainfall Intensity (In/Hr) 3.529 3.187 4.251 79.607) + 27.847) + 22.603) + 124.363 79.607) + 27.847) + 22.603) + 115.707 Qmax(3) = 1.221 * 0.733 * 79.607) + 1.363 * 0.619 * 27.847) + 1.000 * 1.000 * 22.603) + 117.375 Total of 3 main streams to confluence: Flow rates before confluence point: 80.607 28.847 23.603 Maximum flow rates at confluence using above data: 124.363 115.707 117.375 Effective Area of streams before confluence: 26.930 10.500 6.197 Effective area values after confluence: 41.989 43.627 32.444 Results of confluence: Total flow rate = 124.363(CFS) Time of concentration = 12.095 min. Effective stream area after confluence 41.989(Ac.) Stream Area average Pervious fracti0n(AP) = 0.943 Stream Area average soil loss rate(Fm) 0.262(In/Hr) Steam effective area = 43.63(Ac.) ...................................................................... Process from Point/Station 104.000 to Point/Station 107.000 **** PIPFFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1080.410(Ft.) Downstream point/station elevation = 1079.760(Ft.) Pipe length = 86.55(Ft.) manning's N = 0.013 No. of pipes = I Required pipe flow = 124.363(CFS) Nearest computed pipe diameter 48.00(ln.) Calculated individual pipe flow 124.363(CFS) Normal flow depth in pipe 39-28(ln.) Flow top width inside pipe 37.01(In.) Critical Depth = 40.16(In.) Pipe flow velocity = 11.29(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) 12.22 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: I in normal stream number 1 Stream flow area = 41-989(Ac.) Runoff from this stream = 124.363(CFS) Time of concentration 12.22 min. Rainfall intensity = 3.507(In/Hr) Area averaged loss rate Mn) = 0.2619(In/Hr) Area averaged Pervious ratio (Ap) = 0-9432 Page 10 areaB100 ...................................................................... Process from Point/Station 300.000 to Point/Station 350.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 324.860(Ft.) Top (of initial area) elevation = 1115.000(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01077 s(%)= 1.08 TC = k(0.412)*1(length^3)/(elevation change)1�0.2 Initial area time of concentration = 10.306 min. Rainfall intensity = 3.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.839 Subarea runoff = 1.532(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(ln/Hr) ...................................................................... Process from Point/Station 350.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1111.500(Ft.) End of street segment elevation = 1101.700(Ft.) Length of street segment = 217.180(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) *Woe Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.460(CFS) Depth of flow = 0.144(Ft.), Average velocity = 3.836(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.094(Ft.) Flow velocity 3.84(Ft/s) Travel time = 0.94 min. TC 11.25 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 3.686(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.836 Subarea runoff 1.671(CFS) for 0.570(Ac.) Total runoff = 3.203(CFS) Effective area this stream = 1.04(Ac.) Total Study Area (Main Stream No. 1) = 7.67(Ac.) Area averaged Fm value = 0.264(In/Hr) Street flow at end of street = 3.203(CFS) Half street flow at end of street = 3.203(CFS) Depth of flow = 0.160(Ft.), Average velocity = 4.101(Ft/s) Flow width (from curb towards crown)= 8.914(Ft.) Page 11 areaB100 ...................................................................... Process from Point/Station 105.000 to Point/Station 106.000 �*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101-700(Ft.) End of street segment elevation = 1083.500(Ft.) Length of street segment = 586.960(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18-OOO(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.636(CFS) Depth of flow = 0.217(Ft.), Average velocity = 4.110(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11-768(Ft.) Flow velocity 4.11(Ft/s) Travel time = 2.38 min. TC 13.63 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Adjusted SCS curve number for AMC 3 = 75.80 0.264(In/Hr) Pervious ratio(Ap) = 0.6000 Max loss rate(F�n)= Rainfall intensity = 3.285(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.828 Subarea runoff 3.921(CFS) for 1.580(Ac.) Total runoff = 7.124(CFS) Effective area this stream = 2.62(Ac.) Total Study Area (Main Stream No. 1) = 9.25(Ac.) Area averaged Fin value = 0.264(in/Hr) Street flow at end of street = 7.124(CFS) Half street flow at end of street = 7.124(CFS) Depth of flow = 0.238(Ft.), Average velocity = 4.360(Ft/s) Flow width (from curb towards crown)= 12.836(Ft.) ...................................................................... Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1083-SOO(Ft.) Downstream point/station elevation = 1079.760(Ft.) Pipe length = 14.51(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.124(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 7.124(CFS) Normal flow depth in pipe 6.36(In.) Flow top width inside pipe 8.19(In.) Critical depth could not be calculated. Pipe flow velocity = 21.33(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 13.64 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: I in normal stream numner Stream flow area = 2.620(Ac.) Runoff from this stream = 7.124(CFS) Time of concentration 13.64 min. Rainfall intensity = 3.283(In/Hr) Area averaged loss rate (Fm) 0.2640(In/Hr) Page 12 M areaB100 Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 152.000 to Point/Station 106.200 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 109.930(Ft.) Top (of initial area) elevation = 1091.070(Ft.) Bottom (of initial area) elevation = 1084.000(Ft.) Difference in elevation = 7.070(Ft.) Slope = 0.06431 s(%)= 6.43 TC = k(Q.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 4.674 min. Rainfall intensity = 6.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.862 Subarea runoff = 0.538(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 106.200 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1084.000(Ft.) Downstream point/station elevation = 1079.760(Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.538(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.538(CFS) Normal flow depth in pipe 1.99(In.) Flow top width inside pipe 5.65(In.) Critical Depth = 4.49(In.) Pipe flow velocity = 9.46(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) 4.72 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: I in normal stream number 3 Stream flow area = 0.100(Ac.) Runoff from this stream 0.538(CFS) Time of concentration 4.72 min. Rainfall intensity = 6.207(In/Hr) Area averaged loss rate (Fm) = 0.2640(ln/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 124.363 12.22 3.507 2 7.124 13.64 3.283 3 0.538 4.72 6.207 Qmax(l) = 1.000 * 1.000 * 124.363) + 1.074 * 0.896 * 7.124) + 0.546 * 1.000 * 0.538) + = 131.512 Qmax(2) = 0.931 * 1.000 * 124.363) + 1.000 * 1.000 * 7.124) + 0.508 * 1.000 * 0.538) + = 123.192 Qmax(3) = Page 13 areaB100 1.832 * 0.386 * 124.363) + 1.968 * 0.346 * 7.124) + 93.367 1.000 * 1.000 * 0.538) + Total of 3 streams to confluence: Flow rates before confluence point: 124.363 7.124 0.538 Maximum flow rates at confluence using above data: 131.512 123.192 93.367 Area of streams before confluence: 41.989 2.620 0.100 Effective area values after confluence: 44.436 44.709 17.220 Results of confluence: Total flow rate = 131.512(CFS) Time of concentration = 12.223 min. Effective stream area after confluence 44.436(Ac.) Stream Area average Pervious fraction(Ap) = 0.922 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 44.71(Ac.) ...................................................................... Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1079.760(Ft.) Downstream point/station elevation = 1069.280(Ft.) pipe length = 551.98(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 131.512(CFS) Nearest computed pipe diameter 42.00(In.) calculated individual pipe flow 131.512(CFS) Normal flow depth in pipe 32.63(In.) Flow top width inside pipe 34.98(In.) Critical Depth = 39.80(ln.) Pipe flow velocity = 16.39(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) 12.78 min. ...................................................................... Process from Point/Station 108.000 to Point/Station 108.000 -*** CONFLUENCE OF MAIN STREAMS **** �he folio -wing data inside Main Stream is iistea: in main stream number: 1 Effective stream flow area 44.436(Ac.) Total study area this main stream = 9.350(Ac Runoff from this stream � 131.512(CFS) Time of concentration 12.78 min. Rainfall intensity = 3.414(In/Hr) Area averaged loss rate (Fm) = 0.2620(in/Hr) Area averaged Pervious ratio (Ap) = 0.9223 Program is now starting with Main Stream No- 2 ...................................................................... Process from point/Station 40.000 to Point/Station 42.000 *-** INITIAL AREA EVALUATION *"* UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(in/Hr) Initial subarea data: Initial area flow distance 666.110(Ft.) Top (of initial area) elevation = 1900.000(Ft.) Bottom (of initial area) elevation = 1640.000(Ft.) Difference in elevation = 260.000(Ft.) slope = 0.39033 s(%)= 39.03 TC = k(O.706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 11.480 min. Rainfall intensity = 3.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.835 Page 14 M areaB100 Subarea runoff 6.996(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.262(jn/Hr) ...................................................................... Process from Point/StatiOn 42.000 to Point/Station 44.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1640-OOO(Ft-) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 310.550(Ft.) Channel base width 3.000(Ft.) Slope or IZ, of left channel bank 1.000 Slope or Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 11.103(CFS) Depth of flow = 0.295(Ft.), Average velocity Channel flow top width = 3.590(Ft.) Flow Velocity 11.42(Ft/s) Travel time 0.45 min. Time of concentration = 11.93 min. Critical depth = 0.695(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0-000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.558(ln/Hr) for a 10C Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.834 Subarea runoff 7.837(CFS) for 2.700(Ac.) Total runoff = 14.833(CFS) 44Z 1� e area this stream = 5.00(Ac.) 11.103(CFS) 11.420(Ft/s) 0.262(In/Hr) .0 year storm area with modified � ec � Total Study Area (main Stream No. 2) 5.00(Ac Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 44.000 to Point/Station 46.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1180.000(Ft.) Channel length thru subarea = 592.250(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or 1Z, of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 18.942(CFS) Depth of flow = 0.385(Ft.), Average velocity Channel flow top width = 3.769(Ft.) Flow Velocity 14.55(Ft/s) Travel time 0.68 min. Time of concentration = 12.61 min. Critical depth = 0.961(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.442(In/Hr) for a loc Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is c = 0.832 Subarea runoff 7.406(CFS) for 2.770(Ac.) Page 15 18.942(CFS) 14.552(Ft/s) 0.262(In/Hr) .0 year storm area with modified areaB100 Total runoff 22.239(CFS) Effective area this stream = 7.77(Ac.) 7.77(Ac.) Total Study Area (Main Stream No. 2) = Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 46.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 7.770(Ac.) Runoff from this stream = 22.239(CFS) Time of concentration 12.61 min. Rainfall intensity = 3.442(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1-0000 ...................................................................... Process from Point/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Initial subarea data: Initial area flow distance 509.480(Ft.) Top (of initial area) elevation = 1765.000(Ft.) Bottom (of initial area) elevation = 1520.000(Ft.) Difference in elevation = 245 . OOO(Ft.) Slope = 0.48088 s(%)= 48.09 TC = k(0.706)*J(length^3)/(elevation change)1^0:2 Initial area time of concentration = 9.891 min. Rainfall intensity = 3.982(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.841 Subarea runoff = 3.951(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.262(ln/Hr) ...................................................................... Process from Point/Station 52.000 to Point/Station 54.000 **-* IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1520.000(Ft.) Downstream point elevation = 1360-OOO(Ft.) Channel length thru subarea = 255.480(Ft.) Channel base width 3.000(Ft.) Slope or Z, of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 7.148(CFS) Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 7.148(CFS) Depth of flow = 0.205(Ft.), Average velocity 10.862(Ft/s) Channel flow top width = 3.411(Ft.) Flow Velocity 10.86(Ft/s) Travel time 0.39 min. Time of concentration = 10.28 min. Critical depth = 0.527(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.890(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Page 16 areaB100 rational method)(Q=KCIA) is C = 0.839 Subarea runoff 6.140(CFS) for 1.910(Ac.) Total runoff = 10.091(CFS) Effective area this stream = 3.09(Ac.) Total Study Area (Main Stream No. 2) = 10.86(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 54.000 to Point/Station 46.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1360.000(Ft.) Downstream point elevation = 1180.000(Ft.) Channel length thru subarea = 356.860(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 14.205(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 14.205(CFS) Depth of flow = 0.331(Ft.), Average velocity 12.900(Ft/s) Channel flow top width = 3.661(Ft.) Flow Velocity 12.90(Ft/s) Travel time 0.46 min. Time of concentration = 10.74 min. Critical depth = 0.805(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86-20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.838 Subarea runoff 7.719(CFS) for 2.520(Ac.) Total runoff = 17.810(CFS) Effective area this stream = 5.61(Ac.) Total Study Area (Main Stream No. 2) = 13.38(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 46.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.610(Ac.) Runoff from this stream 17.810(CFS) Time of concentration 10.74 min. Rainfall intensity = 3.789(In/Hr) Area averaged loss rate (F�n) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.239 12.61 3.442 2 17.810 10.74 3.789 Qmax(l) = 1.000 * 1.000 * 22.239) + 0.902 * 1.000 * 17.810) + = 38.295 Qmax(2) = 1.109 * 0.852 * 22.239) + 1.000 * 1.000 * 17.810) + = 38.825 Total of 2 streams to confluence: Flow rates before confluence point: 22.239 17.810 Maximum flow rates at confluence using above data: 38.295 38.825 Page 17 K� M areaB100 Area of streams before confluence: 7.770 5.610 Effective area values after confluence: 13.380 12.230 Results of confluence: Total flow rate = 38.825(CFS) Time of concentration = 10.744 min. Effective stream area after confluence 12.230(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.262(in/Hr) Study area (this main stream) = 13.38(Ac.) ...................................................................... Process from Point/Station 46.000 to Point/Station 48.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation L- 1180.000(Ft.) Downstream point elevation = 1141.000(Ft.) Channel length thru subarea = 261.130(Ft.) Channel base width 3.000(Ft.) Slope or Z' of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 45.778(CFS) Depth of flow = 0.940(Ft.), Average velocity Channel flow top width = 4.879(Ft.) Flow Velocity 12.37(Ft/s) Travel time 0.35 min. Time of concentration = 11.10 min. Critical depth = 1.609(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Adjusted SCS curve number for AMC 3 = 86-20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 3.716(In/Hr) for a 100 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.837 Subarea runoff 12.820(CFS) for 4.380(Ac.) Total runoff = 51.646(CFS) Effective area this stream = 16.61(Ac.) 45.778(CFS) 12.366(Ft/s) 0.262(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 17.76(Ac Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 48.000 to Point/Station 74.000 —* IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1141.000(Ft.) Downstream point elevation = 1129.000(Ft.) Channel length thru subarea = 170.520(Ft.) Channel base width 3.000(Ft.) Slope or 1Z' of left channel bank 1.000 Slope or 'ZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 52.501(CFS) Depth of flow = 1.255(Ft.), Average velocity channel flow top width = 5.510(Ft.) Flow Velocity 9.83(Ft/s) Travel time 0.29 min. Time of concentration = 11.39 min. Critical depth = 1.734(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 18 52.501(CFS) 9.830(Ft/s) areaB100 SCS curve number for soil(AMC! 2) = 69-00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.836 Subarea runoff 0.831(CFS) for 0.550(Ac.) Total runoff = 52.477(CFS) Effective area this stream = 17.16(Ac.) Total Study Area (Main Stream No. 2) = 18.31(Ac.) Area averaged Fm value = 0.262(In/Hr) ...................................................................... Process from Point/Station 74.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 17.160(Ac.) Runoff from this stream 52.477(CFS) Time of concentration 11.39 min. Rainfall intensity = 3.659(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 70.000 to Point/Station 72.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(ln/Hr) Initial subarea data: Initial area flow distance 844.760(Ft.) Top (of initial area) elevation = 1592.000(Ft.) Bottom (of initial area) elevation = 1160.000(Ft.) Difference in elevation = 432.000(Ft.) Slope = 0.51139 s(%)= 51.14 TC = k(O.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.960 min. Rainfall intensity = 3.553(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.834 Subarea runoff = 20.232(CFS) Total initial stream area = 6.830(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.262(In/Hr) ...................................................................... Process from Point/Station 72.000 to Point/Station 74.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1160.000(Ft.) Downstream point elevation = 1129.000(Ft.) Channel length thru subarea = 405.860(Ft.) Channel base width 3.000(Ft.) Slope or 'ZI of left channel bank 1.000 Slope or 'ZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 26.497(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 26.497(CFS) Depth of flow = 0.832(Ft.), Average velocity 8.308(Ft/s) Channel flow top width = 4.665(Ft.) Flow Velocity 8.31(Ft/s) Travel time 0.81 min. Time of concentration = 12.77 min. Critical depth = 1.172(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Page 19 Decimal fraction soil group C = 0.000 areaB100 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.415(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.831 Subarea runoff 11.160(CFS) for 4.230(Ac.) Total runoff = 31.392(CFS) Effective area this stream = 11.06(Ac.) Total Study Area (Main Stream No. 2) = 29.37(Ac.) Area averaged Fm value 0.262(In/Hr) ...................................................................... Process from Point/Station 74.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 11.060(Ac.) Runoff from this stream 31.392(CFS) Time of concentration 12.77 min. Rainfall intensity = 3.415(ln/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 52.477 11.39 3.659 2 31.392 12.77 3.415 Qmax(l) = 1.000 * 1.000 * 52.477) + 1.077 * 0.891 * 31.392) + = 82.621 Qmax(2) = 0.928 * 1.000 * 52.477) + 1.000 * 1.000 * 31.392) + = 80.096 Total of 2 streams to confluence: Flow rates before confluence point: 52.477 31.392 Maximum flow rates at confluence using above data: 82.621 80.096 Area of streams before confluence: 17.160 11.060 Effective area values after confluence: 27.017 28.220 Results of confluence: Total flow rate = 82.621(CFS) Time of concentration = 11.385 min. Effective stream area after confluence 27.017(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 28.22(Ac.) ...................................................................... Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1129.000(Ft.) Downstream point/station elevation = 1096.920(Ft.) Pipe length = 705.98(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 82.621(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 82.621(CFS) Normal flow depth in pipe 23.23(ln.) Flow top width inside pipe 25.09(In.) Critical depth could not be calculated. Pipe flow velocity = 20.26(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) 11.97 min. ...................................................................... Page 20 areaB100 Process from Point/Station 75.000 to Point/Station 75-000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 27.017(Ac.) Runoff from this stream = 82.621(CFS) Time of concentration 11.97 min. Rainfall intensity = 3.552(In/Hr) Area averaged loss rate Mn) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 80.000 to Point/Station 82.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Initial subarea data: Initial area flow distance 832.280(Ft.) Top (of initial area) elevation = 1529.000(Ft.) Bottom (of initial area) elevation = 1200-OOO(Ft.) Difference in elevation = 329.000(Ft.) Slope = 0.39530 s(%)= 39.53 TC = k(O.706)*[(length^3)/(elevation change)]AO.2 Initial area time of concentration = 12.518 min. Rainfall intensity = 3.457(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.832 Subarea runoff = 4.947(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.262(In/Hr) ...................................................................... Process from Point/Station 82.000 to Point/Station 84.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1122.000(Ft.) Channel length thru subarea = 506.620(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 9.822(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 9.822(CFS) Depth of flow = 0.378(Ft.), Average velocity 7.692(Ft/s) Channel flow top width = 3.756(Ft.) Flow Velocity 7.69(Ft/s) Travel time 1.10 min. Time of concentration = 13.62 min. Critical depth = 0.641(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Adjusted SCS curve number for AMC 3 = 86.20 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.262(In/Hr) Rainfall intensity = 3.287(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.828 Subarea runoff 8.968(CFS) for 3.390(Ac.) Total runoff = 13.914(CFS) Effective area this stream = 5.11(Ac.) 34.48(Ac.) Total Study Area (Main Stream No. 2) = Area averaged Fm value = 0.262(In/Hr) Page 21 M areaB100 ...................................................................... Process from Point/Station 84.000 to Point/Station 75.000 **- PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.000(Ft.) Downstream point/station elevation = 1096.920(Ft.) Pipe length = 208.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13 . 914(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 13.914(CFS) Normal flow depth in pipe 8.57(In.) Flow top width inside pipe 14.85(In.) Critical depth could not be calculated. Pipe flow velocity = 19.23(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) 13.80 min. ...................................................................... Process from Point/Station 75.000 to Point/Station 75.000 **-* CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 Stream flow area = 5.110(AC.) Runoff from this stream = 13.914(CFS) Time of concentration 13.80 min. Rainfall intensity = 3.261(In/Hr) Area averaged loss rate (Fm) = 0.2615(ln/Hr) Area averaged Pervious ratio (Ap) = 1-0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.621 11.97 3.552 2 13.914 13.80 3.261 Qmax(l) = 1.000 * 1.000 * 82.621) + 1.097 * 0.867 * 13.914) + = 95.859 Qmax(2) = 0.912 * 1.000 * 82.621) + 1.000 * 1.000 * 13.914) + = 89.235 Total of 2 streams to confluence: Flow rates before confluence point: 82.621 13.914 maximum flow rates at confluence using above data: 95.859 89.235 Area of streams before confluence: 27.017 5.110 Effective area values after confluence: 31.449 32.127 Results of confluence: Total flow rate = 95.859(CFS) Time of concentration = 11.966 min. Effective stream area after confluence 31.449(Ac.) Stream Area average Pervious fraction(AP) = 1.000 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 32.13(Ac.) ...................................................................... Process from Point/Station 75.000 to Point/Station 302.200 *-** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1096.920(Ft.) Downstream point/station elevation = 1077.590(Ft.) Pipe length = 500.76(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 95.859(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 95.859(CFS) Normal flow depth in pipe 24.98(In.) Flow top width inside pipe 28.30(In.) Critical depth could not be calculated. Pipe flow velocity = 19.85(Ft/s) Travel time through pipe = 0.42 min. Page 22 areaB100 Time of concentration (TC) 12.39 min. ...................................................................... Process from Point/Station 302.200 to Point/Station 302.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 31.449(Ac.) Runoff from this stream 95.859(CFS) Time of concentration 12.39 min. Rainfall intensity = 3.479(In/Hr) Area averaged loss rate (Fm) = 0.2615(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75-80 Pervious ratio(Ap) = 0.6000 Max loss rate(Rm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 226.070(Ft.) Top (of initial area) elevation = 1115.000(Ft.) Bottom (of initial area) elevation = 1114.150(Ft.) Difference in elevation = 0.850(Ft.) slope = 0.00376 s(%)= 0.38 TC = k(0.4l2)*[(length^3)/(elevation change)1^0-2 Initial area time of concentration = 11.004 min. Rainfall intensity = 3.735(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.836 Subarea runoff = 0.750(CFS) Total initial stream area = 0.240(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1114.150(Ft.) End of street segment elevation = 1085.840(Ft.) Length of street segment = 807.450(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) SloPe from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.186(CFS) Depth of flow = 0.188(Ft.), Average velocity = 3.993(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.305(Ft.) Flow velocity 3.99(Ft/s) Travel time = 3.37 min. TC 14.37 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Page 23 areaB100 A1000- Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 3.182(In/Hr) for a 100.0 year storm %%No- Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.825 Subarea runoff 5.658(CFS) for 2.200(Ac.) Total runoff = 6.408(CFS) Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 2) = 36.92(Ac.) Area averaged Fm value = 0.264(In/Hr) Street flow at end of street = 6.408(CFS) Half street flow at end of street = 6.408(CFS) Depth of flow = 0.223(Ft.), Average velocity = 4.445(Ft/s) Flow width (from curb towards crown)= 12.063(Ft.) ...................................................................... Process from Point/Station 302.000 to Point/Station 302.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1085.840(Ft.) Downstream point/station elevation = 1077.590(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 6.408(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 6.408(CFS) Normal flow depth in pipe 5.62(In.) Flow top width inside pipe 8.72(In.) Critical depth could not be calculated. Pipe flow velocity = 22.08(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 14.40 min. ...................................................................... Process from Point/Station 302.200 to Point/Station 302.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 6.408(CFS) Time of concentration 14.40 min. Rainfall intensity = 3.179(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 95.859 12.39 3.479 2 6.408 14.40 3.179 Qmax(l) = 1.000 * 1.000 * 95.859) + 1.103 * 0.860 * 6.408) + 101.940 Qmax(2) = 0.907 * 1.000 * 95.859) + 1.000 * 1.000 * 6.408) + 93.328 Total of 2 streams to confluence: Flow rates before confluence point: 95.859 6.408 Maximum flow rates at confluence using above data: 101.940 93.328 Area of streams before confluence: 31.449 2.440 Effective area values after confluence: 33.548 33.889 Results of confluence: Total flow rate = 101.940(CFS) Time of concentration = 12.386 min. Effective stream area after confluence 33.548(Ac.) Stream Area average Pervious fraction(Ap) = 0.971 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 33.89(Ac.) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 24 areaB100 Process from Point/Station 302.200 to Point/Station 303.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1077.590(Ft.) Downstream point/station elevation = 1073.270(Ft.) Pipe length = 91.99(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 101.940(CFS) Nearest computed pipe diameter 33.00(ln.) Calculated individual pipe flow 101.940(CFS) Normal flow depth in pipe 24.23(ln.) Flow top width inside pipe 29.15(In.) Critical depth could not be calculated. Pipe flow velocity = 21.80(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 12.46 min. ...................................................................... Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 33.548(Ac.) Runoff from this stream 101.940(CFS) Time of concentration 12.46 min. Rainfall intensity = 3.467(In/Hr) Area averaged loss rate (Fm) = 0.2617(ln/Hr) Area averaged Pervious ratio (Ap) = 0.9712 ...................................................................... Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC! 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75-80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 180.070(Ft.) Top (of initial area) elevation = 1136.000(Ft.) Bottom (of initial area) elevation = 1114.770(Ft.) Difference in elevation = 21.230(Ft.) Slope = 0.11790 s(%)= 11.79 TC = k(0.4l2)*[(length^3)/(elevation changeHA0.2 Initial area time of concentration = 5.044 min. Rainfall intensity = 5.964(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.860 Subarea runoff = 0.923(CFS) Total initial stream area = 0.180(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1114.770(Ft.) End of street segment elevation = 1102.170(Ft.) Length of street segment = 483.310(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Page 25 areaB100 Estimated mean flow rate at midpoint of street = 7.388(CFS) Depth of flow = 0.250(Ft.), Average velocity = 4.123(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.437(Ft.) Flow velocity 4.12(Ft/s) Travel time = 1.95 min. TC 7.00 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 4.901(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.852 Subarea runoff 10.344(CFS) for 2.520(Ac.) Total runoff = 11.267(CFS) Effective area this stream = 2.70(Ac.) Total Study Area (Main Stream No. 2) = 39.62(Ac.) Area averaged Fm value = 0.264(In/Hr) Street flow at end of street = 11.267(CFS) Half street flow at end of street = 11.267(CFS) Depth of flow = 0.296(Ft.), Average velocity = 4.584(Ft/s) Flow width (from curb towards crown)= 15.721(Ft.) ...................................................................... Process from Point/Station 202.000 to Point/Station 302.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1102.170(Ft.) End of street segment elevation = 1083.860(Ft.) Length of street segment = 629.480(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.962(CFS) Depth of flow = 0.332(Ft.), Average velocity = 5.212(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.539(Ft.) Flow velocity 5.21(Ft/s) Travel time = 2.01 min. TC 9.01 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75-80 Pervious ratio(Ap) = 0.6000 Max loss rate(F'rn)= 0.264(In/Hr) Rainfall intensity = 4.211(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.844 Subarea runoff 6.316(CFS) for 2.250(Ac.) Total runoff = 17.584(CFS) Effective area this stream = 4.95(Ac.) Total Study Area (Main Stream No. 2) = 41.87(Ac.) Area averaged Fm value = 0.264(In/Hr) Street flow at end of street = 17.584(CFS) Half street flow at end of street = 17.584(CFS) Depth of flow = 0.345(Ft.), Average velocity = 5.361(Ft/s) .Apt-- Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 4%0-W Page 26 OR areaB100 ...................................................................... Process from Point/Station 302.100 to Point/Station 303.000 --*- PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1083.860(Ft.) Downstream point/station elevation = 1073.270(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 17.584(CFS) Nearest computed pipe diameter 12-OO(In.) Calculated individual pipe flow 17.584(CFS) Normal flow depth in pipe 9.66(In.) Flow top width inside pipe 9.51(In.) critical depth could not be calculated. Pipe flow velocity = 25.97(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 9.04 min. ...................................................................... Process from Point/Station 303.000 to Point/Station 303.000 **** coNFLUENCE OF MINOR STREAMS "" Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.950(Ac.) Runoff from this stream 17.584(CFS) Time of concentration 9.04 min. Rainfall intensity = 4.203(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0-6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 101.940 12.46 3.467 2 17.584 9.04 4.203 Qmax(l) = 1.000 * 1.000 * 101.940) + 0.813 * 1.000 * 17.584) + 116.238 Qmax(2) = 1.230 * 0.726 * 101.940) + 1.000 * 1.000 * 17.584) + 108.526 Total of 2 streams to confluence: Flow rates before confluence point: 101.940 17.584 I,-,,- -F1 ates at confluence using above data: max ow I 116.238 108.526 Area of streams before confluence: 33.548 4.950 Effective area values after confluence: 38.498 29.289 Results of confluence: Total flow rate = 116.238(CFS) Time of concentration = 12.457 min. Effective stream area after confluence 38.498(Ac.) Stream Area average Pervious fraction(Ap) 0.923 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 38.50(Ac.) ...................................................................... Process from Point/Station 303-000 to Point/Station 352.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1073.27U(Ft.) Downstream point/station elevation = 1071.970(Ft.) Pipe length = 60.07(Ft.) manning's N = 0.013 No. of pipes = I Required pipe flow = 116.238(CFS) Nearest computed pipe diameter 39.00(In.) Calculated individual pipe flow 116.238(CFS) Normal flow depth in pipe 30.56(In.) Flow top width inside pipe 32.12(In.) AWW- Critical depth could not be calculated. Pipe flow velocity = 16.67(Ft/s) V%W Travel time through pipe 0.06 min. Page 27 areaB100 Time of concentration (TC) 12.52 min. ...................................................................... Process from Point/Station 352.000 to Point/Station 352.000 **** CONFLUENCE OF MINOR STREAMS **** Along main Stream number: 2 in normal stream numner Stream flow area = 38.498(Ac.) Runoff from this stream = 116.238(CFS) Time of concentration 12.52 min. Rainfall intensity = 3.457(in/Hr) Area averaged loss rate (Fm) = 0.2620(In/Hr) Area averaged Pervious ratio (Ap) = 0.9235 ...................................................................... Process from Point/Station 354.000 to Point/Station 351.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 354.810(Ft.) Top (of initial area) elevation = 1120.000(Ft.) Bottom (of initial area) elevation = 1084.550(Ft.) Difference in elevation = 35.450(Ft.) Slope = 0.09991 s(%)= 9.99 TC = k(0.4l2)*[(length^3)/(elevation change)3^0.2 Initial area time of concentration = 6.839 min. Rainfall intensity = 4.969(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 5.505(CFS) 1.300(Ac.) Total initial stream area = Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) 0.264(In/Hr) year storm is C = 0.852 ...................................................................... process from Point/Station 351-000 to Point/Station 352.000 -*** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1084-bbUti1r.) Downstream point/station elevation = 1071.910(Ft.) pipe length = 34.00(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.505(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 5.505(CFS) Normal flow depth in pipe 4.74(In.) Flow top width inside pipe 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 23.33(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 6.86 min. ...................................................................... Process from Point/StatiOn 352.000 to Point/Station 352.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normai stream iiUUW�� Stream flow area = 1.300(Ac.) Runoff from this stream = 5.505(CFS) Time of concentration 6.86 min. Rainfall intensity = 4.958(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) Page 28 areaB100 1 116.238 12.52 3.457 2 5.505 6.86 4.958 Qmax(l) = 1.000 * 1.000 * 116.238) + 0.680 * 1.000 * 5.505) + = 119.983 Qmax(2) = 1.470 * 0.548 * 116.238) + 1.000 * 1,000 * 5.505) + = 99.175 Total of 2 streams to confluence: Flow rates before confluence point: 116.238 5.505 maximum flow rates at confluence using above data: 119.983 99.175 Area of streams before confluence: 38.498 1.300 Effective area values after confluence: 39.798 22.409 Results of confluence: Total flow rate = 119.983(CFS) Time of concentration = 12.517 min. Effective stream area after confluence 39.798(Ac.) Stream Area average Pervious fraction(Ap) = 0.913 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 39.80(Ac.) ...................................................................... Process from Point/Station 352.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 1071.970(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length = 110.54(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 119.983(CFS) Nearest computed pipe diameter 39.00(ln.) Calculated individual pipe flow 119.983(CFS) Normal flow depth in pipe 35 . 06(In.) Flow top width inside pipe 23.50(In.) Critical depth could not be calculated. Pipe flow velocity = 15.28(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) 12.64 min. ...................................................................... Process from Point/Station 205.000 to Point/Station 205-000 **** CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 2 in normal stream number I Stream flow area - 39.798(Ac.) Runoff from this stream = 119.983(CFS) Time of concentration 12.64 min. Rainfall intensity = 3.437(In/Hr) Area averaged loss rate (Fm) = 0.2620(In/Hr) Area averaged Pervious ratio (Ap) = 0.9129 ...................................................................... Process from Point/Station 353.000 to Point/Station 203.000 "" INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: initial area flow distance 101.680(Ft.) Top (of initial area) elevation = 1085.820(Ft.) Bottom (of initial area) elevation = 1070.910(Ft.) Difference in elevation = 14.910(Ft.) Slope = 0.14664 s(%)= 14.66 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Page 29 areaB100 Initial area time of concentration 3.842 min. Rainfall intensity = 7.023(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.866 Subarea runoff = 0.730(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 203.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1070.910(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.730(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.730(CFS) Normal flow depth in pipe 3.01(In.) Flow top width inside pipe 6.00(In.) Critical Depth = 5.15(ln.) Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 3.88 min. ...................................................................... Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number Stream flow area = 0.120(Ac.) Runoff from this stream 0.730(CFS) Time of concentration 3.88 min. Rainfall intensity = 6.986(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from PointlStation 204.100 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Adjusted SCS curve number for AMC 3 = 7S.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance 456.890(Ft.) Top (of initial area) elevation = 1097.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.05034 s(%)= 5.03 TC = k(0.4l2)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.678 min. Rainfall intensity = 4.307(jn/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.845 Subarea runoff = 3.166(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.264(In/Hr) ...................................................................... Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1074.500(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.166(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.166(CFS) Page 30 2= areaB100 Normal flow depth in pipe 4.17(In.) Flow top width inside pipe 8.98(In.) Critical depth could not be calculated. Pipe flow velocity = 15.83(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 8.70 min. ...................................................................... Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.870(Ac.) Runoff from this stream 3.166(CFS) Time of concentration 8.70 min. Rainfall intensity = 4.299(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0-6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 119.983 12.64 3.437 2 0.730 3.88 6.986 3 3.166 8.70 4.299 Qmax(l) = 1.000 * 1.000 * 119.983) + 0.472 * 1.000 * 0.730) + 0.786 * 1.000 * 3.166) + = 122.817 Qmax(2) = 2.117 * 0.307 * 119.983) + 1.000 * 1.000 * 0.730) + 1.666 * 0.445 * 3.166) + = 80.995 Qmax(3) = 1.271 * 0.689 * 119.983) + 0.600 * 1.000 * 0.730) + 1.000 * 1.000 * 3.166) + = 108.670 Total of 3 streams to confluence: Flow rates before confluence point: 119.983 0.730 3.166 Maximum flow rates at confluence using above data: 122.817 80.995 108.670 Area of streams before confluence: 39.798 0.120 0.870 Effective area values after confluence: 40.788 12.713 28.400 Results of confluence: Total flow rate = 122.817(CFS) Time of concentration = 12.637 min. Effective stream area after confluence 40.788(Ac.) Stream Area average Pervious fraction(Ap) = 0.905 Stream Area average soil loss rate(Fm) = 0.262(In/Hr) Study area (this main stream) = 40.79(Ac.) ...................................................................... Process from Point/Station 205.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1069.910(Ft.) Downstream point/station elevation = 1069.280(Ft.) Pipe length = 65.25(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 122.817(CFS) Nearest computed pipe diameter 45.00(In.) Calculated individual pipe flow 122.817(CFS) Normal flow depth in pipe 38.44(In.) Flow top width inside pipe 31.76(In.) Critical Depth = 39.90(In.) Pipe flow velocity = 12.23(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) 12.73 min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 31 B&O areaB100 Process from Point/Station 108.000 to Point/Station 108.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area 40.788(Ac.) Total study area this main stream = 44.160(Ac.) Runoff from this stream 122.817(CFS) Time of concentration 12.73 min. Rainfall intensity = 3.423(In/Hr) Area averaged loss rate (Fm) = 0.2621(In/Hr) Area averaged Pervious ratio (Ap) = 0.9053 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 131.512 12.78 3.414 2 122.817 12.73 3.423 Qma.x (1) = 1.000 * 1.000 * 131.512) + 0.997 * 1.000 * 122.817) + = 253.968 Qmax(2) = 1.003 * 0.995 * 131.512) + 1.000 * 1.000 * 122.817) + = 254.121 Total of 2 main streams to confluence: Flow rates before confluence point: 132.512 123.817 Maximum flow rates at confluence using above data: 253.968 254.121 Effective Area of streams before confluence: 44.436 40.788 Effective area values after confluence: 85.224 85.024 Results of confluence: Total flow rate = 254.121(CFS) Time of concentration = 12.726 min. Effective stream area after confluence 85.024(Ac.) Stream Area average Pervious fraction(Ap) = 0.914 Stream Area average soil loss rate(Fm) 0.262(In/Hr) Steam effective area = 85.22(Ac.) End of computations, Total Study Area 90.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.916 Area averaged SCS curve number = 66.3 Page 32 25 -Year Rational Method Calculations areaA25.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 08/19/04 ------------------------------------------------------------------------ Tract No. 17027 Hydrology Study Area A 25 -yr Rational Analysis REH AUG 19, 2004 ------------------------------------------------------------------------ Van Dell & Associates, Inc., Irvine, CA - SIN 953 ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.920(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.091 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 504.300(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1145.000(Ft.) Difference in elevation = 100.000(Ft.) Slope = 0.19829 s(%)= 19.83 TC = k(O.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.760 min. Rainfall intensity = 2.901(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.730 Subarea runoff = 1.652(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 12.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1145.000(Ft.) Downstream point elevation = 1115-OOO(Ft.) Channel length thru subarea = 181.820(Ft.) Channel base width 3.000(Ft.) Slope or 1Z' of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 2.160(CFS) Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 2.160(CFS) Depth of flow = 0.149(Ft.), Average velocity 4.593(Ft/s) Channel flow top width = 3.299(Ft.) Flow Velocity 4.59(Ft/s) Travel time 0.66 min. Time of concentration 12.42 min. Critical depth 0.246(Ft.) Page �5- M areaA25.out Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 2.807(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.724 Subarea runoff 0.910(CFS) for 0.480(Ac.) Total runoff = 2.562(CFS) Effective area this stream = 1.26(Ac.) Total Study Area (Main Stream No. 1) = 1.26(Ac.) Area averaged Fm value = 0.548(In/Hr) ......................... I .............................................. Process from Point/Station 14.000 to Point/Station 16.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1115.000(Ft.) Downstream point elevation = 1110.000(Ft.) Channel length thru subarea = 515.150(Ft.) Channel base width 0.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or 'ZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.014 Maximum depth of channel 1.500(Ft.) Flow(q) thru subarea = 3.660(CFS) Depth of flow = 0.875(Ft.), Average velocity Channel flow top width = 1.750(Ft.) Flow Velocity 4.78(Ft/s) Travel time 1.80 min. Time of concentration = 14.22 min. Critical depth = 0.961(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.589(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.710 Subarea runoff 1.736(CFS) for 1.080(Ac.) Total runoff = 4.298(CFS) Effective area this stream = 2.34(Ac.) 3 .660 (CFS) 4.783(Ft/s) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 1) = 2.34(Ac Area averaged Fm value = 0.548(In/Hr) End of computations, Total Study Area 2.34 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 69.0 Page 2 areaB25 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 12/27/04 ------------------------------------------------------------------------ Tract No. 17027 Hydrology Study Area B 25 -yr Rational Method Analysis REH DEC 27 2004 ----------------------------------------------------------- Van Dell & Associates, Inc., Irvine, CA - SIN 953 ----------------------------------------------------------- ********* Hydrology Study Control Information Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.920(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.091 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 527.710(Ft.) Top (of initial area) elevation = 1945.000(Ft.) Bottom (of initial area) elevation = 1650.000(Ft.) Difference in elevation = 295.000(Ft.) Slope = 0.55902 s(%)= 55.90 TC = k(O.706)*((length^3)/(elevation change)1^0.2 Initial area time of concentration = 9.734 min. Rainfall intensity = 3.249(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.748 Subarea runoff = 3.185(CFS) Total initial stream area = 1.310(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 22.000 to Point/Station 24.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1650.000(Ft.) Downstream point elevation = 1370.000(Ft.) Channel length thru subarea = 475.330(Ft.) Channel base width 3.000(Ft.) Slope or 'ZI of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 8.862(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 8.862(CFS) Depth of flow = 0.238(Ft.), Average velocity 11.503(Ft/s) Channel flow top width = 3.476(Ft.) Flow Velocity 11.50(Ft/s) Travel time 0.69 min. Time of concentration = 10.42 min. Critical depth = 0.602(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Page I areaB25 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 3.119(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff 10.651(CFS) for 4.670(Ac.) Total runoff = 13.836(CFS) Effective area this stream = 5.98(Ac.) Total Study Area (Main Stream No. 1) = 5.98(Ac.) Area averaged Fm value = 0.548(ln/Hr) ...................................................................... Process from Point/Station 24.000 to Point/Station 26.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1370.000(Ft.) Downstream point elevation = 1200.000(Ft.) Channel length thru subarea = 514.430(Ft.) Channel base width 3.000(Ft.) Slope or 'ZI of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 25.451(CFS) Manning's IN' = 0.035 maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 25.451(CFS) Depth of flow = 0.530(Ft.), Average velocity 13.600(Ft/s) Channel flow top width = 4.060(Ft.) Flow Velocity 13.60(Ft/s) Travel time 0.63 min. Time of concentration = 11.05 min. Critical depth = 1.141(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rateMn)= 0.548(In/Hr) Rainfall intensity = 3.011(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.736 Subarea runoff 21.673(CFS) for 10.040(Ac.) Total runoff = 35.509(CFS) Effective area this stream = 16.02(Ac.) Total Study Area (Main Stream No. 1) = 16.02(Ac.) Area averaged Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 26.000 to Point/Station 28.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1107.000(Ft.) Channel length thru subarea = 817.030(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZ' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 47.601(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 47.601(CFS) Depth of flow = 1.038(Ft.), Average velocity 11.358(Ft/s) Channel flow top width = 5.076(Ft.) Flow Velocity 11.36(Ft/s) Travel time 1.20 min. Time of concentration = 12.25 min. Critical depth = 1.641(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 2 areaB25 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 2.830(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.726 Subarea runoff 19.810(CFS) for 10.910(Ac.) Total runoff = 55.320(CFS) Effective area this stream = 26.93(Ac.) Total Study Area (Main Stream No. 1) = 26.93(Ac.) Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 28.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1107.000(Ft.) Downstream point/station elevation = 1080.410(Ft.) Pipe length = 172.79(Ft.) Manning's N = 0.014 No. of pipes = 1 Required pipe flow = 55.320(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 55.320(CFS) Normal flow depth in pipe 16.48(ln.) Flow top width inside pipe 17.27(ln.) Critical depth could not be calculated. Pipe flow velocity = 27.32(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) 12.36 min. ...................................................................... Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area 26.930(Ac.) Total study area this main stream = 26.930(Ac Runoff from this stream = 55.320(CFS) Time of concentration 12.36 min. Rainfall intensity = 2.816(In/Hr) Area averaged loss rate (Fm) = 0.5479(In/Hr) Area averaged Pervious ratio (AP) = 1.0000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 30.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION "" UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 964.710(Ft.) Top (of initial area) elevation = 1803.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 523.000(Ft.) Slope = 0.54213 s(%)= 54.21 Tr- = k(O.706)-[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 12.466 min. Rainfall intensity = 2.801(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.724 Subarea runoff = 4.157(CFS) Total initial stream area = 2.050(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 32.000 to Point/Station 34.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1280.000(Ft.) Page 3 Downstream point elevation 1138.000(Ft. a ) reaB25 Channel length thru subarea 446.870(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 7.625(CFS) Depth of flow = 0.262(Ft.), Average velocity Channel flow top width = 3.523(Ft.) Flow Velocity 8.94(Ft/s) Travel time 0.83 min. Time of concentration = 13.30 min. Critical depth = 0.547(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.694(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.717 Subarea runoff 6.410(CFS) for 3.420(Ac.) Total runoff = 10.567(CFS) Effective area this stream = 5.47(Ac.) 7. 625 (CPS) 8.936(Ft/s) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 5.47(Ac Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 34.000 to Point/Station 36.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1138-OOO(Ft.) Downstream point elevation = 1126.000(Ft.) Channel length thru. subarea = 535.870(Ft.) Channel base width 4.000(Ft.) Slope or 'Z' of left channel bank 1.000 Slope or IZ' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.014 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea = 15.425(CFS) Depth of flow = 0.429(Ft.), Average velocity Channel flow top width = 4.859(Ft.) Flow Velocity 8.11(Ft/s) Travel time 1.10 min. Time of concentration = 14.40 min. Critical depth = 0.727(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.569(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.708 Subarea runoff 8.530(CFS) for 5.030(Ac.) Total runoff = 19.097(CFS) Effective area this stream = 10.50(Ac.) 15.425(CFS) 8.109(Ft/s) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 10.50(Ac Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 36.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1126.000(Ft.) Downstream point/station elevation = 1080.410(Ft.) Pipe length 248.25(Ft.) Manning's N = 0.013 Page 4 areaB25 No. of pipes = 1 Required pipe flow 19.097(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 19.097(CFS) Normal flow depth in pipe 9.15(In.) Flow top width inside pipe 14.63(In.) Critical depth could not be calculated. Pipe flow velocity = 24.33(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) 14.57 min. ...................................................................... Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In main Stream number: 2 Effective stream flow area 10.500(Ac.) Total study area this main stream = 10.500(Ac Runoff from this stream = 19.097(CFS) Time of concentration 14.57 min. Rainfall intensity = 2.551(In/Hr) Area averaged loss rate (Frn) = 0.5479(ln/Hr) Area averaged Pervious ratio (AP) = 1.0000 Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance 224.960(Ft.) Top (of initial area) elevation = 1136-OOO(Ft.) Bottom (of initial area) elevation = 1113.600(Ft-) Difference in elevation = 22 . 400(Ft.) Slope = 0.09957 s(%)= 9.96 TC = k(0.412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 5.703 min. Rainfall intensity = 4.478(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.811 Subarea runoff = 1.417(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from Point/Station 101.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1113.600(Ft.) End of street segment elevation = 1082.500(Ft.) Length of street segment = 879.280(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.595(CFS) Depth of flow = 0.238(Ft.), Average velocity = 4.654(Ft/s) Streetflow hydraulics at midpoint of street travel; Halfstreet flow width = 12.828(Ft.) Page 5 areaB25 Flow velocity 4.65(Ft/s) Travel time = 3.15 min. TC 8.85 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 3.440(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.785 Subarea runoff 8.814(CFS) for 3.400(Ac.) Total runoff = 10.231(CFS) Effective area this stream = 3.79(Ac.) Total Study Area (Main Stream No. 3) = 3.79(Ac.) Area averaged Fm value = 0.440(ln/Hr) Street flow at end of street = 10.231(CFS) Half street flow at end of street = 10.231(CFS) Depth of flow = 0.268(Ft.), Average velocity = 5.016(Ft/s) Flow width (from curb towards crown)= 14.330(Ft.) ...................................................................... Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number Stream flow area = 3.790(Ac.) Runoff from this stream 10.231(CFS) Time of concentration 8.85 min. Rainfall intensity = 3.440(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 102.000 to Point/Station 102.100 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1095.300(Ft.) Bottom (of initial area) elevation = 1093.000(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(O.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.011 min. Rainfall intensity = 4.339(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.809 Subarea runoff = 1.263(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from Point/Station 102.100 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1093.000(Ft.) End of street segment elevation = 1082.500(Ft.) Length of street segment = 320.850(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line 7.000(Ft.) Page 6 areaB25 Slope from curb to property line (v/hz) 0.020 Gutter width 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown 0.0150 Estimated mean flow rate at midpoint of street = 2.596(CFS) Depth of flow = 0.157(Ft.), Average velocity = 3.450(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.755(Ft.) Flow velocity 3.45(Ft/s) Travel time = 1.55 min. TC 7.56 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 3.781(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.795 Subarea runoff 2.104(CFS) for 0.760(Ac.) Total runoff = 3.367(CFS) Effective area this stream = 1.12(Ac.) Total Study Area (Main Stream No. 3) = 4.91(Ac.) Area averaged Fm value = 0.440(In/Hr) Street flow at end of street = 3.367(CFS) Half street flow at end of street = 3.367(CFS) Depth of flow = 0.174(Ft.), Average velocity = 3.684(Ft/s) Flow width (from curb towards crown)= 9.632(Ft.) ...................................................................... Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.120(Ac.) Runoff from this stream 3.367(CFS) Time of concentration 7.56 min. Rainfall intensity = 3.781(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0-6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.231 8.85 3.440 2 3.367 7.56 3.781 Qmax(l) = 1.000 * 1.000 * 10.231) + 0.898 * 1.000 * 3.367) + = 13.255 Qmax(2) = 1.114 * 0.854 * 10.231) + 1.000 * 1.000 * 3.367) + = 13.101 Total of 2 streams to confluence: Flow rates before confluence point: 10.231 3.367 Maximum flow rates at confluence using above data: 13.255 13.101 Area of streams before confluence: 3.790 1.120 Effective area values after confluence: 4.910 4.358 Results of confluence: Total flow rate = 13.255(CFS) Time of concentration = 8.852 min. Effective stream area after confluence 4.910(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.440(In/Hr) ,-Oft� Study area (this main stream) = 4.91(Ac.) Page 7 areaB25 ........................................................... 151.000 Process from Point/Station 103.000 to Point/Station ***- PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1Udz.DVUkrt--j Downstream point/station elevation = 1081.420(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 13.255(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual Pipe flow 13.255(CFS) Normal flow depth in pipe 9.59(In.) Flow top width inside pipe 14.41(ln.) Critical depth could not be calculated. pipe flow velocity = 15.99(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 8.87 min. ...................................................................... Process from Point/Station 151.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 3 in normal stream number stream flow area = 4.910(Ac.) Runoff from this stream 13.255(CFS) Time of concentration 8.87 min. Rainfall intensity = 3.437(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/StatiOn 106.100 to point/Station 150.000 **** INITIAL AREA EVALUATION **** jE-SIDENTIAL(3 - 4 dwi/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(AP) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) initial subarea data: Initial area flow distance 562.730(Ft.) Top (of initial area) elevation = 1095.300(Ft.) Bottom (of initial area) elevation = 1085.000(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.01830 s(%)= 1.83 TC = k(0.4l2)*[(length3)/(elevation change)]^0:2 Initial area time of concentration = 11.548 min. 2.933(in/Hr) for a 25.0 year storm Rainfall intensity = is C = 0.765 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 3.858(CFS) 1.720(Ac.) Total initial stream area = Pervious area fraction 0.600 initial area Fm value 0.440(In/lir) ...................................................................... Process from Point/Station 150.000 to Point/Station 151.000 --** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevatiTn---:--1085.000(Ft.) Downstream point/station elevation = 1081.420(Ft.) pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 3.858(CFS) Nearest computed Pipe diameter 9.00(In.) calculated individual pipe flow 3.856(CFS) Normal flow depth in pipe 5.04(In.) Flow top width inside pipe 8.93(In.) Critical depth could not be calculated. pipe flow velocity = 15.14(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 11.57 min. ...................................................................... Process from Point/station 151.000 to Point/Station 151-000 NWO.- Page 8 areaB25 ***- CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number stream flow area = 1.720(Ac.) Runoff from this stream = 3.858(CFS) Time of concentration 11.57 min. Rainfall intensity = 2.929(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.255 8.87 3.437 2 3.858 11.57 2.929 Qmax(l) = 1.000 * 1.000 * 13.255) + 1.204 * 0.766 * 3.858) + = 16.814 Qmax(2) = 0.830 * 1.000 * 13.2S5) + 1.000 * 1.000 * 3.858) + = 14.866 Total of 2 streams to confluence: Flow rates before confluence point: 13.255 3.858 maximum flow rates at confluence using above data: 16.814 14.866 Area of streams before confluence: 4.910 1.720 Effective area values after confluence: 6.228 6.630 Results of confluence: Total flow rate = 16.814(CFS) Time of concentration = 8.866 min. Effective stream area after confluence 6.228(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.440(In/Hr) Study area (this main stream) 6.63(Ac.) ...................................................................... Process from Point/Station 151-000 to Point/Station 104.000 **** PIPEFLOW TRAvEL TIME (Program estimated size) **** Upstream point/station elevation = 1081.420(Ft.) Downstream point/station elevation = 1080.410(Ft.) Pipe length = 102.11(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.814(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 16.814(CFS) Normal flow depth in pipe 15.47(ln.) Flow top width inside pipe 22.98(In.) Critical Depth = 17.74(ln.) Pipe flow velocity = 7.85(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) 9.08 min. ...................................................................... Process from Point/Station 104.000 to Point/Station 104.000 *�** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area 6.228(Ac.) Total study area this main stream = 6.630(Ac.) Runoff from this stream 16.814(CFS) Time of concentration 9.08 min. Rainfall intensity = 3.387(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 9 Total of 3 main streams to confluence: Flow rates before confluence point: 56.320 20.097 17.814 Maximum flow rates at confluence using above data: 87.213 79.991 84.592 Effective Area of streams before confluence: 26.930 10.500 6.228 Effective area values after confluence: 42.062 43.658 32.567 Results of confluence: Total flow rate = 87.213(CFS) Time of concentration = 12.357 min. Effective stream area after confluence 42.062(Ac.) Stream Area average Pervious fraction(Ap) = 0.943 Stream Area average soil loss rate(Fm) 0.533(In/Hr) Steam effective area = 43.66(Ac.) ...................................................................... Process from Point/Station 104.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1080.410(Ft.) Downstream point/station elevation = 1079-760(Ft.) Pipe length = 86.55(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 87.213(CFS) Nearest computed pipe diameter 42.00(In.) Calculated individual pipe flow 87.213(CFS) Normal flow depth in pipe 34.41(In.) Flow top width inside pipe 32.33(In.) Critical Depth = 34.85(In.) Pipe flow velocity = 10.33(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) 12.50 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS -- Along Main Stream number: 1 in normal stream number 1 stream flow area = 42.062(Ac.) Runoff from this stream = 87.213(CFS) Time of concentration 12.50 min. Rainfall intensity = 2.797(in/Hr) Area averaged loss rate (Fm) = 0.5326(In/Hr) Area averaged Pervious ratio (Ap) = 0.9429 ...................................................................... Process from Point/Station 300.000 to Point/Station 350-000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Page 10 areaB25 1 55.320 12.36 2.816 2 19.097 14.57 2.551 3 16.814 9.08 3.387 Qmax (1) = 1.000 * 1.000 * 55.320) + 1.132 * 0.848 * 19.097) + 0.806 * 1.000 * 16.814) + = 87.213 Qmax(2) = 0.883 * 1.000 * 55.320) + 1.000 * 1.000 * 19.097) + 0.716 * 1.000 * 16.814) + = 79.991 Qmax(3) = 1.252 * 0.735 * 55.320) + 1.418 * 0.623 * 19.097) + 1.000 * 1.000 * 16.814) + = 84.592 Total of 3 main streams to confluence: Flow rates before confluence point: 56.320 20.097 17.814 Maximum flow rates at confluence using above data: 87.213 79.991 84.592 Effective Area of streams before confluence: 26.930 10.500 6.228 Effective area values after confluence: 42.062 43.658 32.567 Results of confluence: Total flow rate = 87.213(CFS) Time of concentration = 12.357 min. Effective stream area after confluence 42.062(Ac.) Stream Area average Pervious fraction(Ap) = 0.943 Stream Area average soil loss rate(Fm) 0.533(In/Hr) Steam effective area = 43.66(Ac.) ...................................................................... Process from Point/Station 104.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1080.410(Ft.) Downstream point/station elevation = 1079-760(Ft.) Pipe length = 86.55(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 87.213(CFS) Nearest computed pipe diameter 42.00(In.) Calculated individual pipe flow 87.213(CFS) Normal flow depth in pipe 34.41(In.) Flow top width inside pipe 32.33(In.) Critical Depth = 34.85(In.) Pipe flow velocity = 10.33(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) 12.50 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS -- Along Main Stream number: 1 in normal stream number 1 stream flow area = 42.062(Ac.) Runoff from this stream = 87.213(CFS) Time of concentration 12.50 min. Rainfall intensity = 2.797(in/Hr) Area averaged loss rate (Fm) = 0.5326(In/Hr) Area averaged Pervious ratio (Ap) = 0.9429 ...................................................................... Process from Point/Station 300.000 to Point/Station 350-000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Page 10 areaB25 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(ln/Hr) Initial subarea data: Initial area flow distance 324.860(Ft.) Top (of initial area) elevation = 1115-OOO(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01077 s(%)= 1.08 TC = k(0.4l2)*[(length^3)/(elevation change)1�0:2 Initial area time of concentration = 10.306 min. Rainfall intensity = 3.140(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.774 Subarea runoff = 1.142(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from point/Station 350-000 to Point/Station 105.000 ***- STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1111.500(Ft.) End of street segment elevation = 1101.700(Ft.) Length of street segment = 217.180(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.834(CFS) Depth of flow = 0.127(Ft.), Average velocity = 3.561(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.272(Ft.) Flow velocity 3.56(Ft/s) Travel time = 1.02 min. TC 11.32 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 2.967(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.766 Subarea runoff 1.224(CFS) for 0.570(Ac.) Total runoff = 2.365(CFS) Effective area this stream = 1.04(Ac.) Total Study Area (main Stream No. 1) = 7.67(Ac.) Area averaged Fm value = 0.440(In/Hr) Street flow at end of street = 2.365(CFS) Half street flow at end of street = 2.365(CFS) Depth of flow = 0.141(Ft.), Average velocity = 3.798(Ft/s) Flow width (from curb towards crown)= 7.978(Ft.) ...................................................................... Process from Point/Station 105-000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101-700(Ft.) End of street segment elevation = 1083.500(Ft.) Length of street segment = 586.960(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18-000(Ft-) Distance from crown to crossfall grade break = 16.500(Ft slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Page 11 areaB25 Distance from curb to property line 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.01SO Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.162(CFS) Depth of flow = 0.192(Ft.), Average velocity = 3.808(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10-520(Ft.) Flow velocity 3.81(Ft/s) Travel time = 2.57 min. TC 13.89 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 2.625(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.749 Subarea runoff 2.786(CFS) for 1.580(Ac.) Total runoff = 5.151(CFS) Effective area this stream = 2.62(Ac.) Total Study Area (Main Stream No. 1) = 9.25(Ac.) Area averaged Fm value = 0.440(In/Hr) Street flow at end of street = 5.151(CFS) Half street flow at end of street = 5.151(CFS) Depth of flow = 0.209(Ft.), Average velocity = 4.018(Ft/s) Flow width (from curb towards crown)= 11.382(Ft.) ...................................................................... Process from Point/Station 106.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = l083-bL)U(k't-) Downstream point/station elevation = 1079.760(Ft.) Pipe length = 1 4.51(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.151(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 5.151(CFS) Normal flow depth in pipe 5.09(In.) Flow top width inside pipe 8.92(In.) Critical depth could not be calculated. Pipe flow velocity = 19.97(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 13.90 min. ........................................................... Process from point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along main Stream number: 1 in normal stream number 2 Stream flow area = 2.620(Ac.) Runoff from this stream = 5.151(CFS) Time of concentration 13.90 min. Rainfall intensity = 2.624(in/Hr) Area averaged loss rate (Fm) = 0.4404(ln/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 152.000 to Point/Station 106.200 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 te(Fm)= 0.440(In/Hr) Pervious ratio(Ap) = 0.6000 Max loss ra Initial subarea data: Page 12 areaB25 initial area flow distance 109.930(Ft.) Top (of initial area) elevation = 1091.070(Ft.) Bottom (of initial area) elevation = 1084.000(Ft.) Difference in elevation = 7.070(Ft.) Slope = 0.06431 s(%)= 6.43 TC = k(0.4l2)*[(length^3)/(elevation change)]^0:2 Initial area time of concentration = 4.674 min. Rainfall intensity = 5.046(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.821 Subarea runoff = 0.415(CFS) 0.100(Ac.) Total initial stream area = Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from Point/Station 106.200 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1084-OOO(Ft-) Downstream point/station elevation = 1079.760(Ft.) pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 0.415(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.415(CFS) Normal flow depth in pipe 1 . 74(In.) Flow top width inside pipe 5.44(In.) Critical Depth = 3.93(In.) Pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) 4.72 min. ...................................................................... Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along ain stream number: 1 in normal stream number 3 stream flow area = 0.100(Ac.) Runoff from this stream = 0.415(CFS) Time of concentration 4.72 min. Rainfall intensity = 5.014(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/Hr) 1 87.213 12.50 2.797 2 5.151 13.90 2.624 3 0.415 4.72 5.014 Qmax(l) = 1.000 * 1.000 87.213) + 1.079 * 0.899 5.151) + 0.515 * 1.000 0.415) + = 92.424 Qmax(2) = 0.923 * 1.000 87.213) + 1.000 * 1.000 5.151) + 0.477 * 1.000 0.415) + = 85.883 Qmax(3) = 1.979 * 0.378 87.213) + 2.095 * 0.340 5.151) + 1.000 * 1.000 0.415) + = 69.323 Total of 3 streams to confluence: Flow rates before confluence point: 87.213 5.151 0.415 Maximum flow rates at confluence using above data: 92.424 85.883 69.323 Area of streams before confluence: 42.062 2.620 0.100 Effective area values after confluence: 44.517 44.782 16.888 Results of confluence: Total flow rate = 92.424(CFS) Time of concentration = 12.497 min. Page 13 areaB25 Effective stream area after confluence 44.517(Ac.) Stream Area average Pervious fraction(Ap) = 0.922 Stream Area average soil loss rate(Fm) = 0.527(In/Hr) Study area (this main stream) = 44.78(Ac.) ...................................................................... Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1079.760(Ft.) Downstream point/station elevation = 1069.280(Ft.) Pipe length = 551.98(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.424(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 92.424(CFS) Normal flow depth in pipe 29.72(In.) Flow top width inside pipe 27.33(ln.) Critical depth could not be calculated. Pipe flow velocity = 14.82(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) 13.12 min. ...................................................................... Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area 44.517(Ac.) Total study area this main stream = 9.350tAc Runoff from this stream 92.424(CFS) Time of concentration 13.12 min. Rainfall intensity = 2.717(In/Hr) Area averaged loss rate (Fm) = 0.5270(In/Hr) Area averaged Pervious ratio (Ap) = 0.9221 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 40.000 to Point/Station 42.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 666.110(Ft.) Top (of initial area) elevation = 1900.000(Ft.) Bottom (of initial area) elevation = 1640.000(Ft.) Difference in elevation = 260.000(Ft.) Slope = 0.39033 s(%)= 39.03 TC = k(O.706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 11.480 min. Rainfall intensity = 2.943(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.732 Subarea runoff = 4.958(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 42.000 to Point/Station 44.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1640.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 310.550(Ft.) Channel base width 3.000(Ft.) Slope or 'ZI of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 7.868(CFS) Page 14 areaB25 Manning's IN' 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 7.868(CFS) Depth of flow = 0.240(Ft.), Average velocity Channel flow top width = 3.480(Ft.) Flow Velocity 10.12(Ft/s) Travel time 0.51 min. Time of concentration = 11.99 min. Critical depth = 0.563(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.867(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.728 Subarea runoff 5.478(CFS) for 2.700(Ac.) Total runoff = 10.436(CFS) Effective area this stream = 5.00(Ac.) 10.116(Ft/S) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 5.00(Ac Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 44.000 to Point/Station 46.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1180-OOO(Ft.) Channel length thru subarea = 592.250(Ft.) Channel base width 3.000(Ft.) Slope or 'ZI of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru. subarea = 13.327(CFS) Depth of flow = 0.312(Ft.), Average velocity Channel flow top width = 3.624(Ft.) Flow Velocity 12.91(Ft/s) Travel time 0.76 min. Time of concentration = 12.76 min. Critical depth = 0.773(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.763(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is c = 0.722 Subarea runoff 5.OS2(CFS) for 2.770(Ac.) Total runoff = 15.488(CFS) Effective area this stream = 7.77(Ac.) 13.327(CFS) 12.907(Ft/s) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 2) = 7.77(Ac Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 46.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STaEAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 7.770(Ac.) Runoff from this stream 15.488(CFS) Time of concentration 12.76 min. Rainfall intensity = 2.763(In/Hr) Area averaged loss rate (Fm) = 0.5479(In/Hr) Area averaged Pervious ratio (AP) = 1.0000 Page 15 areaB25 ...................................................................... Process from Point/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** UND EVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(Iri/Hr) Initial subarea data: Initial area flow distance 509.480(Ft.) Top (of initial area) elevation = 1765.000(Ft.) Bottom (of initial area) elevation = 1520.000(Ft.) Difference in elevation = 245.000(Ft.) Slope = 0.48088 s(%)= 48.09 TC = k(0.706)*[(length-3)/(elevation change)3^0.2 initial area time of concentration = 9.891 min. Rainfall intensity = 3.218(jn/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.747 Subarea runoff = 2.836(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 52.000 to point/Station 54.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1520.000(Ft.) Downstream point elevation = 1360.000(Ft.) Channel length thru subarea = 255.480(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 5.131(CFS) Manning's IN' = 0.035 maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 5.131(CFS) ity 9.626(Ft/s) Depth of flow = 0.168(Ft.), Average veloc Channel flow top width = 3.336(Ft.) Flow Velocity 9.63(Ft/s) Travel time 0.44 min. Time of concentration = 10.33 min. Critical depth = 0.430(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 0.548(In/Hr) Pervious ratio(Ap) = 1.0000 max loss rate(Fm)= Rainfall intensity = 3.135(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.743 Subarea runoff 4.358(CFS) for 1.910(Ac.) Total runoff = 7.194(CFS) Effective area this stream = 3.09(Ac.) Total Study Area (Main Stream No. 2) = 10.86(Ac.) Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 54.000 to Point/Station 46.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1360.000(Ft.) Downstream point elevation = 1180.000(Ft.) Channel length thru subarea = 356.860(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank 1.000 Slope or 'Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 10.128(CFS) Manning's IN' = 0.035 maximum depth of channel 2.000(Ft.) Page 16 areaB25 Flow(q) thru subarea 10.128(CFS) Depth of flow = 0.270(Ft.), Average velocity 11-470(Ft/s) Channel flow top width = 3.540(Ft.) Flow Velocity 11-47(Ft/s) Travel time 0.52 min. Time of concentration = 10.85 min. Critical depth = 0.656(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 3.044(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.738 Subarea runoff 5.409(CFS) for 2.520(Ac.) Total runoff = 12.603(CFS) Effective area this stream = 5.61(Ac.) Total Study Area (Main Stream No. 2) = 13.38(Ac.) Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 46.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along ain Stream number: 2 in normal stream number 2 Stream flow area = 5.610(Ac.) Runoff from this stream = 12.603(CFS) Time of concentration 10.85 min. Rainfall intensity = 3.044(In/Hr) Area averaged loss rate (Fm) = 0.5479(ln/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.488 12.76 2.763 2 12.603 10.85 3.044 Qmax(l) = 1.000 * 1.000 * 15.488) + 0.887 * 1.000 * 12.603) + = 26.670 Qmax(2) = 1.127 * 0.851 * 15.488) + 27.453 1.000 * 1.000 * 12.603) + = Total of 2 streams to confluence: Flow rates before confluence point: 15.488 12.603 maximum flow rates at confluence using above data: 26.670 27.453 Area of streams before confluence: 7.770 5.610 Effective area values after confluence: 13.380 12.220 Results of confluence: Total flow rate = 27.453(CFS) Time of concentration = 10.852 min. 12.220(Ac.) Effective stream area after confluence Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.548(In/Hr) Study area (this main stream) = 13.38(Ac.) ...................................................................... Process from Point/Station 46.000 to Point/Station 48.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 1180.000(Ft.) Downstream point elevation = 1141.000(Ft.) Channel length thru subarea = 261.130(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Page 17 areaB25 Slope or 1Z' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 32.373(CFS) Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru. subarea = 32.373(CFS) Depth of flow = 0.770(Ft.), Average velocity 11.155(Ft/s) Channel flow top width = 4.540(Ft.) Flow Velocity 11.15(Ft/s) Travel time 0.39 min. Time of concentration = 11.24 min. Critical depth = 1.313(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 2.980(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.735 Subarea runoff 8.886(CFS) for 4.380(Ac.) Total runoff = 36.339(CFS) Effective area this stream = 16.60(Ac.) Total Study Area (Main Stream No. 2) = 17.76(Ac.) Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 48.000 to Point/Station 74.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1141.000(Ft.) Downstream point elevation = 1129-OOO(Ft.) Channel length thru, subarea = 170.520(Ft.) Channel base width 3.000(Ft.) Slope or Z' of left channel bank 1.000 Slope or 'ZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 36.941(CFS) Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 36.941(CFS) Depth of flow = 1.030(Ft.), Average velocity 8.897(Ft/s) Channel flow top width = 5.060(Ft.) Flow Velocity 8.90(Ft/s) Travel time 0.32 min. Time of concentration = 11.56 min. Critical depth = 1.422(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69-00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(in/Hr) Rainfall intensity = 2.931(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.732 Subarea runoff 0.437(CFS) for 0.550(Ac.) Total runoff = 36.776(CFS) Effective area this stream = 17.15(Ac.) Total Study Area (Main Stream No. 2) = 18.31(Ac.) Area averaged Fm value = 0.548(ln/Hr) ...................................................................... Process from Point/Station 74.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream n er: 2 in normal stream number 1 Stream flow area = 17.150(Ac.) Runoff from this stream 36.776(CFS) Time of concentration 11.56 min. Rainfall intensity = 2.931(In/Hr) Area averaged loss rate (Fm) = 0.5479(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Page 18 areaB25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 70.000 to Point/Station 72.000 INITIAL AREA EVALUATION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(in/Hr) Initial subarea data: Initial area flow distance 844.760(Ft.) Top (of initial area) elevation = 1592-OOO(Ft.) Bottom (of initial area) elevation = 1160.000(Ft.) Difference in elevation = 432.000(Ft.) Slope = 0.51139 s(%)= 51.14 TC = k(O.706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 11.960 min. Rainfall intensity = 2.872(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.728 Subarea runoff = 14.283(CFS) Total initial stream area = 6.830(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 72.000 to Point/Station 74.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1160.000(Ft.) Downstream point elevation = 1129-OOO(Ft.) Channel length thru subarea = 405.860(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZI of right channel bank 1.000 Estimated mean flow rate at midpoint of channel 18.706(CFS) Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 18.706(CFS) Depth of flow = 0.680(Ft.), Average velocity 7.474(Ft/s) Channel flow top width = 4.360(Ft.) Flow Velocity 7.47(Ft/s) Travel time 0.91 min. Time of concentration = 12.87 min. Critical depth = 0.953(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Rainfall intensity = 2.749(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.721 Subarea runoff 7.622(CFS) for 4.230(Ac.) Total runoff = 21.905(CFS) Effective area this stream = 11.06(Ac.) Total Study Area (Main Stream No. 2) = 29.37(Ac.) Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 74.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 11.060(Ac.) Runoff from this stream 21.905(CFS) Time of concentration 12.87 min. Rainfall intensity = 2.749(In/Hr) Area averaged loss rate (Fm) = 0.5479(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Page 19 Total of 2 streams to confluence: Flow rates before confluence point: 36.776 21.905 Maximum flow rates at confluence using above data: 58.090 55.872 Area of streams before confluence: 17.150 11.060 Effective area values after confluence: 27.089 28.210 Results of confluence: Total flow rate = 58.090(CFS) Time of concentration = 11.562 min. Effective stream area after confluence 27.089(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.548(In/Hr) Study area (this main stream) = 28.21(Ac.) ...................................................................... Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1129.000(Ft.) Downstream point/station elevation = 1096.920(Ft.) Pipe length = 705.98(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 58.090(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 58.090(CFS) Normal flow depth in pipe 19.64(In.) Flow top width inside pipe 24.05(In.) Critical depth could not be calculated. Pipe flow velocity = 18-73(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) 12.19 min. ...................................................................... Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 27.069(Ac.) Rumoff from this stream = 58.090(CFS) Time of concentration 12.19 min. Rainfall intensity = 2.839(In/Hr) Area averaged loss rate (Fm) = 0.5479(ln/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 80.000 to Point/Station 82.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 832.280(Ft.) Top (of initial area) elevation = 1529.000(Ft.) Page 20 area.B25 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.776 11.56 2.931 2 21.905 12.87 2.749 Qmax(l) = 1.000 * 1.000 * 36.776) + 1.083 * 0.899 * 21.905) + = 58.090 QmaLx(2) = 0.924 * 1.000 * 36.776) + 1.000 * 1.000 * 21.905) + = 55.872 Total of 2 streams to confluence: Flow rates before confluence point: 36.776 21.905 Maximum flow rates at confluence using above data: 58.090 55.872 Area of streams before confluence: 17.150 11.060 Effective area values after confluence: 27.089 28.210 Results of confluence: Total flow rate = 58.090(CFS) Time of concentration = 11.562 min. Effective stream area after confluence 27.089(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.548(In/Hr) Study area (this main stream) = 28.21(Ac.) ...................................................................... Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1129.000(Ft.) Downstream point/station elevation = 1096.920(Ft.) Pipe length = 705.98(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 58.090(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 58.090(CFS) Normal flow depth in pipe 19.64(In.) Flow top width inside pipe 24.05(In.) Critical depth could not be calculated. Pipe flow velocity = 18-73(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) 12.19 min. ...................................................................... Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 27.069(Ac.) Rumoff from this stream = 58.090(CFS) Time of concentration 12.19 min. Rainfall intensity = 2.839(In/Hr) Area averaged loss rate (Fm) = 0.5479(ln/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 80.000 to Point/Station 82.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In/Hr) Initial subarea data: Initial area flow distance 832.280(Ft.) Top (of initial area) elevation = 1529.000(Ft.) Page 20 areaB25 Bottom (of initial area) elevation = 1200-OOO(Ft Difference in elevation = 329.000(Ft.) slope = 0.39530 s(%)= 39.53 TC = k(O-706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 12.518 min. Rainfall intensity = 2.794(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.724 Subarea runoff = 3.477(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.548(In/Hr) ...................................................................... Process from Point/Station 82.000 to Point/Station 84.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1122-OOO(Ft.) Channel length thru subarea = 506.620(Ft.) Channel base width 3.000(Ft.) Slope or IZI of left channel bank 1.000 Slope or IZ' of right channel bank 1.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 6.904(CFS) Depth of flow = 0.306(Ft.), Average velocity Channel flow top width = 3.612(Ft.) Flow Velocity 6.82(Ft/s) Travel time 1.24 min. Time of concentration = 13.76 min. Critical depth = 0.516(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Rainfall intensity = 2.640(In/Hr) for a 25 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.713 Subarea runoff 6.146(CFS) for 3.390(Ac.) Total runoff = 9.623(CFS) Effective area this stream = 5.11(Ac.) 6. 904 (CFS) 6.819(Ft/s) 0.548(In/Hr) .0 year storm area with modified Total Study Area (Main stream No. 2) = 34.48(Ac Area averaged Fm value = 0.548(In/Hr) ...................................................................... Process from Point/Station 84.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.000(Ft.) Downstream point/station elevation = 1096.920(Ft.) Pipe length = 208.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.623(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 9.623(CFS) Normal flow depth in pipe 7.97(In.) Flow top width inside pipe 11.34(In.) Critical depth could not be calculated. Pipe flow velocity = 17.38(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) 13.96 min. ...................................................................... Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 5.110(Ac.) Runoff from this stream 9.623(CFS) Time of concentration 13.96 min. Rainfall intensity 2.618(in/Hr) Page 21 areaB25 Area averaged loss rate (Fm) 0.5479(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) 1 58.090 12.19 2.839 2 9.623 13.96 2.618 Qmax(l) = 1.000 * 1.000 * 58.090) + 1.107 * 0.873 * 9.623) + = 67.394 Qmax(2) = 0.903 * 1.000 * 58.090) + 1.000 * 1.000 * 9.623) + = 62.099 Total of 2 streams to confluence: Flow rates before confluence point: 58.090 9.623 Maximum flow rates at confluence using above data: 67.394 62.099 Area of streams before confluence: 27.089 5.110 Effective area values after confluence: 31.552 32.199 Results of confluence: Total flow rate = 67.394(CFS) Time of concentration = 12.190 min. Effective stream area after confluence 31.552(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.548(In/Hr) Study area (this main stream) = 32.20(Ac.) ...................................................................... Process from Point/Station 75.000 to Point/Station 302.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1096.920(Ft.) Downstream point/station elevation = 1077.590(Ft.) Pipe length = 500.76(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 67.394(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 67.394(CFS) Normal flow depth in pipe 20.98(In.) Flow top width inside pipe 27.52(In.) Critical depth could not be calculated. Pipe flow velocity = 18.38(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) 12.64 min. ...................................................................... Process from Point/Station 302.200 to Point/Station 302.200 **** CONFLUENCE OF MINOR STREAMS **** Along main stream number: 2 in normal stream number 1 Stream flow area = 31.552(Ac.) Runoff from this stream = 67.394(CFS) Time of concentration 12.64 min. Rainfall intensity = 2.777(In/Hr) Area averaged loss rate (Fm) = 0.5479(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ...................................................................... Process from Point/Station 300-000 to Point/Station 301-000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) initial subarea data: Page 22 Initial area flow distance = 226.070(Ft. a ) reaB25 Top (of initial area) elevation = 1115.000(Ft.) Bottom (of initial area) elevation = 1114.150(Ft.) Difference in elevation = 0.850(Ft.) Slope = 0.00376 s(%)= 0.38 TC = k(0.4l2)*[(length^3)/(elevation change) ]AO:2 Initial area time of concentration = 11.004 min. Rainfall intensity = 3.019(in/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.769 Subarea runoff = 0.557(CFS) Total initial stream area = 0.240(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(in/Hr) ...................................................................... Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1114.150(Ft.) End of street segment elevation = 1085.840(Ft.) Length of street segment = 807.450(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.110(CFS) Depth of flow = 0.166(Ft.), Average velocity = 3.705(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.236(Ft.) Flow velocity 3.70(Ft/s) min. Travel time = 3.63 min. TC 14.64 Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 2.544(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.744 Subarea runoff 4.062(CFS) for 2.200(Ac.) Total runoff = 4.619(CFS) Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 2) = 36.92(Ac.) Area averaged Fm value = 0.440(In/Hr) Street flow at end of street = 4.619(CFS) Half street flow at end of street = 4.619(CFS) Depth of flow = 0.195(Ft.), Average velocity = 4.094(Ft/s) Flow width (from curb towards crown)= 10.687(Ft.) ...................................................................... Process from Point/Station 302.000 to Point/Station 302.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1085-840(Ft.) Downstream point/station elevation = 1077.590(Ft.) Pipe length = 28.00(Ft.) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.619(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 4.619(CFS) Normal flow depth in pipe 4.58(In.) Flow top width inside pipe 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 20.47(Ft/s) Travel time through pipe 0.02 min. Page 23 Time of concentration (TC) = 14.66 min. areaB25 ...................................................................... Process from Point/Station 302.200 to Point/Station 302.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 4.619(CFS) Time of concentration 14.66 min. Rainfall intensity = 2.541(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 67.394 12.64 2.777 2 4.619 14.66 2.541 Qmax(l) = 1.000 * 1.000 * 67.394) + 1.112 * 0.862 * 4.619) + = 71.825 Qmax(2) = 0.894 * 1.000 * 67.394) + 1.000 * 1.000 * 4.619) + = 64.883 Total of 2 streams to confluence: Flow rates before confluence point: 67.394 4.619 Maximum flow rates at confluence using above data: 71.825 64.883 Area of streams before confluence: 31.552 2.440 Effective area values after confluence: 33.657 33.992 Results of confluence: Total flow rate = 71.825(CFS) Time of concentration = 12.644 min. Effective stream area after confluence 33.657(Ac.) Stream Area average Pervious fraction(Ap) = 0.971 Stream Area average soil loss rate(Fm) = 0.540(In/Hr) Study area (this main stream) = 33.99(Ac.) ...................................................................... Process from Point/Station 302.200 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1077.590(Ft.) Downstream point/station elevation = 1073.270(Ft.) Pipe length = 91.99(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 71.825(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 71.825(CFS) Normal flow depth in pipe 20.44(In.) Flow top width inside pipe 27.96(In.) Critical depth could not be calculated. Pipe flow velocity = 20.15(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) 12.72 min. ...................................................................... Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 33.657(Ac.) Runoff from this stream = 71.825(CFS) Time of concentration 12.72 min. Rainfall intensity = 2.767(in/Hr) Area averaged loss rate (F�m) = 0.5402(In/Hr) Area averaged Pervious ratio (Ap) = 0.9713 Page 24 areaB25 ...................................................................... Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance 180.070(Ft.) Top (of initial area) elevation = 1136.000(Ft.) Bottom (of initial area) elevation = 1114.770(Ft.) Difference in elevation = 21.230(Ft.) Slope = 0.11790 s(%)= 11.79 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 5.044 min. Rainfall intensity = 4.821(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.818 Subarea runoff = 0.710(CFS) Total initial stream area = 0.180(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ..................................................................... Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1114.770(Ft.) End of street segment elevation = 1102.170(Ft.) Length of street segment = 483.310(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.677(CFS) Depth of flow = 0.225(Ft.), Average velocity = 3.859(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.185(Ft.) Flow velocity 3.86(Ft/s) Travel time = 2.09 min. TC 7.13 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(ln/Hr) Rainfall intensity = 3.916(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.799 Subarea runoff 7.737(CFS) for 2.520(Ac.) Total runoff = 8.446(CFS) Effective area this stream = 2.70(Ac.) Total Study Area (Main Stream No. 2) = 39.62(Ac.) Areac averaged Fm value = 0.440(In/Hr) Street flow at end of street = 8.446(CFS) Half street flow at end of street = 8.446(CFS) Depth of flow = 0.264(Ft.), Average velocity = 4.264(Ft/s) Flow width (from curb towards crown)= 14.122(Ft.) , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 202.000 to Point/Station 302.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 25 areaB25 Top of street segment elevation = 1102.170(Ft.) End of street segment elevation = 1083.860(Ft.) Length of street segment = 629.480(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.965(CFS) Depth of flow = 0.297(Ft.), Average velocity = 4.849(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.753(Ft.) Flow velocity 4.85(Ft/s) Travel time = 2.16 min. TC 9.30 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 3.340(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff 4.474(CFS) for 2.250(Ac.) Total runoff = 12.920(CFS) Effective area this stream = 4.95(Ac.) Total Study Area (Main Stream No. 2) = 41.87(Ac.) Area averaged Fm value = 0.440(In/Hr) Street flow at end of street = 12.920(CFS) Half street flow at end of street = 12.920(CFS) Depth of flow = 0.306(Ft.), Average velocity = 4.943(Ft/s) Flow width (from curb towards crown)= 16.210(Ft.) ...................... t ............................................... Process from Point/Station 302.100 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1083.860(Ft.) Downstream point/station elevation = 1073.270(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.920(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 12.920(CFS) Normal flow depth in pipe 7.56(In.) Flow top width inside pipe 11.59(In.) Critical depth could not be calculated. Pipe flow velocity = 24.81(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 9.32 min. ..................................................................... Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 4.950(Ac.) Runoff from this stream 12.920(CFS) Time of concentration 9.32 min. Rainfall intensity = 3.334(ln/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 26 areaB25 1 71.825 12.72 2.767 2 12.920 9.32 3.334 Qmax(l) = 1.000 * 1.000 * 71.825) + 0.804 * 1.000 * 12.920) + = 82.214 Qmax(2) = 1.255 * 0.733 * 71.825) + 1.000 * 1.000 * 12.920) + = 78.969 Total of 2 streams to confluence: Flow rates before confluence point: 71.825 12.920 Maximum flow rates at confluence using above data: 82.214 78.969 Area of streams before confluence: 33.657 4.950 Effective area values after confluence: 38.607 29.619 Results of confluence: Total flow rate = 82.214(CFS) Time of concentration = 12.720 min. Effective stream area after confluence 38.607(Ac.) Stream Area average Pervious fraction(Ap) = 0.924 Stream Area average soil loss rate(Fm) = 0.527(In/Hr) Study area (this main stream) = 38.61(Ac.) ...................................................................... Process from Point/Station 303.000 to Point/Station 352.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1073.270(Ft.) Downstream point/station elevation = 1071.970(Ft.) Pipe length = 60.07(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 82.214(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 82.214(CFS) Normal flow depth in pipe 29.16(In.) Flow top width inside pipe 21.17(In.) Critical depth could not be calculated. Pipe flow velocity = 14.80(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 12.79 min. ...................................................................... Process from Point/Station 352.000 to Point/Station 352.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 38.607(Ac.) Runoff from this stream 82.214(CFS) Time of concentration 12.79 min. Rainfall intensity = 2.759(In/Hr) Area averaged loss rate (Fm) = 0.5274(In/Hr) Area averaged Pervious ratio (Ap) = 0.9237 ...................................................................... Process from Point/Station 354.000 to Point/Station 351.000 INITIAL AREA EVALUATION RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56-00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance 354.810(Ft.) Top (of initial area) elevation = 1120.000(Ft.) Bottom (of initial area) elevation = 1084.550(Ft.) Difference in elevation = 35.450(Ft.) Slope = 0.09991 S(%)= 9.99 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Page 27 areaB25 Initial area time of concentration 6.839 min. Rainfall intensity = 4.016(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.801 Subarea runoff = 4.183(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from Point/Station 351.000 to Point/Station 352.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1084.550(Ft.) Downstream point/station elevation = 1071.910(Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.183(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 4.183(CFS) Normal flow depth in pipe 4.04(In.) Flow top width inside pipe 8.95(In.) Critical depth could not be calculated. Pipe flow velocity = 21.77(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 6.86 min. ...................................................................... Process from Point/Station 352.000 to Point/Station 352.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.300(Ac.) Runoff from this stream 4.183(CFS) Time of concentration 6.86 min. Rainfall intensity = 4.007(In/Hr) Area averaged loss rate (Fin) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.214 12.79 2.759 2 4.183 6.86 4.007 Qmax(l) = 1.000 * 1.000 * 82.214) + 0.650 * 1.000 * 4.183) + = 84.933 Qmax(2) = 1.559 * 0.537 * 82.214) + 1.000 * 1.000 * 4.183) + = 73.006 Total of 2 streams to confluence: Flow rates before confluence point: 82.214 4.183 Maximum flow rates at confluence using above data; 84.933 73.006 Area of streams before confluence: 38.607 1.300 Effective area values after confluence: 39.907 22.025 Results of confluence: Total flow rate = 84.933(CFS) Time of concentration = 12.788 min. Effective stream area after confluence 39.907(Ac.) Stream Area average Pervious fraction(Ap) = 0.913 Stream Area average soil loss rate(Fm) = 0.525(In/Hr) Study area (this main stream) = 39.91(Ac.) ...................................................................... Process from Point/Station 352.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1071.970(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length 110.54(Ft.) Manning's N = 0.013 Page 28 areaB25 'POO. No. of pipes = 1 Required pipe flow 84.933(CFS) Nearest computed pipe diameter 36.00(ln.) Calculated individual pipe flow 84.933(CFS) Normal flow depth in pipe 27.56(In.) Flow top width inside pipe 30.50(In.) Critical Depth = 33.72(in.) Pipe flow velocity = 14.64(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) 12.91 min. 1- ...................................................................... Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 39.907(Ac.) Runoff from this stream 84.933(CFS) Time of concentration 12.91 min. Rainfall intensity = 2.742(In/Hr) Area averaged loss rate (Fm) = 0.5246(In/Hr) Area averaged Pervious ratio (Ap) = 0.9131 ...................................................................... Process from Point/Station 353.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION *-** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance 101.680(Ft.) Top (of initial area) elevation = 1085-820(Ft.) Bottom (of initial area) elevation = 1070.910(Ft.) Difference in elevation = 14.910(Ft.) Slope = 0.14664 s(%)= 14.66 TC = k(0-412)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 3.842 min. Rainfall intensity = 5.676(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.565(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) 0.440(In/Hr) year storm is C = 0.830 ........................................................ Process from Point/Station 203.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1070.910(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.565(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.565(CFS) Normal flow depth in pipe 2.60(In.) Flow top width inside pipe 5.95(In.) Critical Depth = 4.60(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) 3.88 min. 205.000 ...................................................................... Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0 Runoff from this stream Time of concentration Rainfall intensity = 2 in normal stream number 120(Ac.) 0.565(CFS) 3.88 min. .644(In/Hr) Page 29 areaB25 Area averaged loss rate (Fm) 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ...................................................................... Process from Point/Station 204.100 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance 456.890(Ft.) Top (of initial area) elevation = 1097.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.05034 s(%)= 5.03 TC = k(0.4l2)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 8.678 min. Rainfall intensity = 3.481(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 2.381(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction 0.600 Initial area Fm value 0.440(In/Hr) ...................................................................... Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1074.500(Ft.) Downstream point/station elevation = 1069.910(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.381(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 2.381(CFS) Normal flow depth in pipe 4.76(In.) Flow top width inside pipe 4.85(In.) Critical depth could not be calculated. Pipe flow velocity = 14.24(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 8.71 min. ..................................................................... Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.870(Ac.) Runoff from this stream 2.381(CFS) Time of concentration 8.71 min. Rainfall intensity = 3.474(In/Hr) Area averaged loss rate (Fm) = 0.4404(ln/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 84.933 12.91 2.742 2 0.565 3.88 5.644 3 2.381 8.71 3.474 Qmax(l) = 1.000 * 1.000 * 84.933) + 0.442 * 1.000 * 0.565) + 0.759 * 1.000 * 2.381) + = 86.990 Qmax(2) = 2.308 * 0.300 * 84.933) + 1.000 * 1.000 * 0.565) + 1.715 * 0.445 * 2.381) + = 61.260 Qmax(3) = Page 30 areaB25 1.330 * 0.674 * 84.933) + 0.583 * 1.000 * 0.565) + 1.000 * 1.000 * 2.381) + 78.868 Total of 3 streams to confluence: Flow rates before confluence point: 84.933 0.565 2.381 Maximum flow rates at confluence using above data: 86.990 61.260 78.868 Area of streams before confluence: 39.907 0.120 0.870 Effective area values after confluence: 40.897 12.492 27.896 Results of confluence: Total flow rate = 86.990(CFS) Time of concentration = 12.913 min. Effective stream area after confluence 40.897(Ac.) Stream Area average Pervious fraction(Ap) = 0.906 Stream Area average soil loss rate(Fm) = 0.523(In/Hr) Study area (this main stream) = 40.90(Ac.) ...................................................................... Process from Point/Station 205.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1069.910(Ft.) Downstream point/station elevation = 1069.280(Ft.) Pipe length = 65.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 86.990(CFS) Nearest computed pipe diameter 42.00(In.) Calculated individual pipe flow 86.990(CFS) Normal flow depth in pipe 30-56(ln.) Flow top width inside pipe 37.39(In.) Critical Depth = 34.81(ln.) Pipe flow velocity = 11.59(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) 13.01 min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main Stream number. 2 Effective stream flow area 40.897(Ac.) Total study area this main stream = 44.160(Ac.) Runoff from this stream = 86.990(CFS) Time of concentration 13.01 min. Rainfall intensity = 2.731(In/Hr) Area averaged loss rate (Fm) = 0.5225(In/Hr) Area averaged Pervious ratio (Ap) = 0.9056 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 92.424 13.12 2.717 2 86.990 13.01 2.731 Qmax(l) = 1.000 * 1.000 * 92.424) + 0.994 * 1.000 * 86.990) + = 178.871 Qmax(2) = 1.006 * 0.992 * 92.424) + 1.000 * 1.000 * 86.990) + = 179.215 Total of 2 main streams to confluence: Flow rates before confluence point: 93.424 87.990 Maximum flow rates at confluence using above data: 178.871 179.215 Effective Area of streams before confluence: 44.517 40.897 1,40W- Effective area values after confluence: 85.414 85.040 Page 31 areaB25 Results of confluence: Total flow rate = 179.215(CFS) Time of concentration = 13.007 min. Effective stream area after confluence 85.040(Ac.) Stream Area average Pervious fraction(Ap) = 0.914 Stream Area average soil loss rate(Fm) 0.525(In/Hr) Steam effective area = 85.41(Ac.) End of computations, Total Study Area 90.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.916 Area averaged SCS curve number = 66.3 Page 32 1 00 -Year On -Site Catch Basin Calculations OM. CATCH BASIN SUMMARY 100 -YEAR FLOW C.B. # TYPE OF C.B. DESIGN Q100 (cfs) Q100 INTERCEPTED (cfs) 0100 BY-PASS (cfs) LENGTH OF C.B. (ft) REMARK 1 FLOW -BY 7.12 7.12 14.0 2 FLOW -BY 0.54 0.54 - 4.0 3 FLOW -BY 5.21 4.67 0.54 4.0 Q By -Pass flows into CB #2 4 SUMP 17.10 17.10 - 14.0 5 FLOW -BY 0.73 0.73 - 7.0 6 FLOW -BY 3.17 3.17 - 10.0 7 SUMP 5.51 5.51 - 4.0 8 FLOW -BY 17.58 16.85 0.73 10.0 Q By -Pass flows into CB #5 9 FLOW -BY 6.41 6.41 - 14.0 ET NUMBER 1 LENGTH 16 STATION 10+96.93 TOTAL PEAK DISCHARGE 5.15 (cfs GUTTER SLOPE = 0.0244 FT/FT PA ENT CROSS SLOPE 0.0200 FT/FT SPREAD w W/T Sw SW/SX Eo a S,w SE 10.43 4.0 0.38 0.0833 4.2 0.87 6.0 0.126 0.130 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 16.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 5.14 CFS CARRYOVER= 0.01 7 (L0-1�cr 5'(ro(A TT-C;rL VAN DELL AND ASSOCIATES, INC. 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 ILA 949-474-1400 PROJECT NO 93- 1 - 0 1 '6 BY DAT E -5� 1 2- 0 CHK DATE PAGE -OF 0)4 4, -'607 17 T/w [T .5q -6p 7 vj [T) -7) C;, 0.24 - LT_ VI 1� e, I'S ,- - - = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = I = = = = = E = = = = = = = = = = = = = **Tg�E-T NUMBER St "E" LENGTH 4.0 STATION 14+46 North TOTAL PEAK DISCHARGE = 5.20 (cfs) GUTTER SLOPE = 0.0101 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .010 (ft./ft.) IS 12.68 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 11.20 H = 0.830 DEPTH OF WATER = 0.34 SPREAD = 17.20 '%%�, Project Description QM Worksheet Flow Element Method Solve For Catch Basin # 3 Street Capacity Calculation Cross Section for Triangular Channel Triangular Channel - 3 Triangular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.010100 ft/ft Depth 0.28 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 5.21 cfs 0.28 ft If V:4.ON H:1 NTS Project Engineer: MIS Department dAprogram fi1es\haestadVmw\prqject3.frn2 FlowMaster v6.0 [614b] 12/30/2004 3:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 v -to co 0 N c; 0 7r Q= 5.21 CFS TO CB #3 CATCH BASIN 3 STREET SECTION 'IVLET NUMBER St "E" LENGTH 14.0 STATION 14+39 South TOTAL PEAK DISCHARGE = 16.10 (CfS) GUTTER SLOPE = 0.0389 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .039 (ft./ft.) IS 14.54 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 21.20 H = 0.830 DEPTH OF WATER = 0.48 �/ SPREAD = 23.88 cz7ku-7 1 0 �- 2- call J-0 C -f I - I �A-P-Fi -2,. j ;z- Catch Basin # 4 Easterly Street Capacity Calculation Cross Section for Triangular Channel Project Description Worksheet Triangular Channel - 4 Mannings Coefficient East Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.011300 ft/ft Depth 0.40 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 13.82 cfs 0.40 ft VA.0 [�-11 H:1 NTS Project Engineer: MIS Department d:\program fiIes\haestadVmmAproject3Jm2 FlowMaster v6.0 [614b] 12/30/2004 3:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 OSPILL=3.09 CFS TO CB #1 OcAP=10.73 CFS TO CB #4 ro c; t CATCH BASIN 4 EASTERLY STREET SECTION Ln 6 112!!!1111111 Catch Basin # 4 Westerly Street Capacity Calculation Cross Section for Triangular Channel Project Description Worksheet Triangular Channel - 4 West Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.010100 ft/ft Depth 0.27 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 4.49 cfs 0.2 7 ft V:4.0 1�1 H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3.fm2 FiowMaster v6.0 [614b] 12/30/2004 3:49 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 v 0=4.49 CFS TO CB #4 CATCH BASIN 4 WESTERLY STREET SECTION VAN DELL AND ASSOCIATES, INC. 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 low -1 949-474-1400 PROJE NO. Of ob BY— DATE CHK DATE PAGE —OF WA ft I g7 r+ Z_'t iV7 T/W 7-- 14K LT '01 1 -2-& 1�m - I 2-.1 of ET NUMBER 6 LENGTH 14.0 STATION lk.-� TOTAL PEAK DISCHARGE 2.38 (cfS) (-Q7,57) GUTTER SLOPE = 0.0736 FT/FT PAVEMENT CROSS SLOPE 0.0200 FT/FT SPREAD w W/T Sw SW/SX Eo a S,w SE 5.69 4.0 0.70 0.0833 4.2 0.99 6.0 0.126 0.145 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 15.6 EFFICIENCY= 0.98 CFS INTERCEPTED= 2.34 CFS CARRYOVER= 0.04 j V T T 6t- t � E24 t, :7] INLET NUMBER St I'D" LENGTH 4.0 STATION 13+66 East TOTAL PEAK DISCHARGE = 6.30 (Cfs) GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE 0.0200 FT/FT SPREAD AT A SLOPE OF .040 (ft./ft.) IS 9.93 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 11.20 H = 0.830 DEPTH OF WATER = 0.39 SPREAD = 19.54 Tp*a Cz I- ��, K- C) .......... Cola) Project Description Worksheet Flow Element Method Solve For Catch Basin # 7 Street Capacity Calculation Cross Section for Triangular Channel Triangular Channel - 7 Triangular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.045000 ft/ft Depth 0.22 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 5.51 cfs 0.22 ft f V:4.0�\ H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3.fm2 FlowMaster v6.0 [614b] 12/30/2004 3:49 PIVI C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 r., Q= 5.51 CFS TO CB #7 CATCH BASIN 7 STREET SECTION '*15LET NUMBER St "D" LENGTH 10.0 STATION 14+54 West TOTAL PEAK DISCHARGE = 17.60 (CfS) GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .010 (ft./ft.) IS 20.57 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 17.20 H = 0.830 DEPTH OF WATER = 0.58 SPREAD = 29.13 Catch Basin # 8 Street Capacity Calculation Cross Section for Triangular Channel Project Description Worksheet Triangular Channel - 8 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.040100 ft/ft Depth 0.34 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 17.58 cfs 0.3 4 ft V:4.ON H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3.fm2 FlowMaster v6.0 [614b] 12/30/2004 3:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 9 Lo ro Q= 17. 58 CFS TO C6 #8 CATCH BASIN 8 STREET SECTION Lo c; 'T'NLET NUMBER St "B" LENGTH 14.0 STATION 10+18 South TOTAL PEAK DISCHARGE 6.40 (cfs) GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE 0.0200 FT/FT SPREAD w W/T Sw SW/SX Eo a S,w SE 10.58 4.0 0.38 0.0833 4.2 0.87 6.0 0.126 0.129 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 20.4 EFFICIENCY= 0.88 CFS INTERCEPTED= 5.61 CFS CARRYOVER= 0.79 46 �,� Tacc C:� 4D C- P0 & ��74-6 6 ( "- �) " *e-e--�- Fk 'Af 00 6'= Catch Basin # 9 Street Capacity Calculation Cross Section for Triangular Channel Project Description Worksheet Triangular Channel - 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.040100 ft/ft Depth 0.23 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 6.41 cfs 0.2 3 ft V:4.ON HA NTS Project Engineer: MIS Department dAprograrn files\haestad\fmw\project3.fm2 FlowMaster v6.0 [614b] 12/30/2004 3:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 10 rt, to rn c; Q= 6. 41 CFS TO CB #9 CATCH BASIN 9 STREET SECTION VAN DELL AND ASSOCIATES, INC. 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 949-474-1400 7- tu PROJECT NO. BY - DATE CHK DATE PAGE �t C., - 1-2- M owjx-l'( 0 7- 12, ir I , L X5 'A-, 17 C)2-) `ZX 0 c. =- 'o' 2-,g OF Cl) CD P+ F-61 cp —4 (A CD !A _A� 0.6- 0.4 - 02 - EXAMPLE: GIVEN: 7-6 FT, W-2 FT S,-002, S.-oos S-0.04, n-0016 00: x (T/W-41 0.0 .................... ...... .......... 0041 lb d� . U- 003 - FINO: On -0.061 %–� a- 3 el*FTIS 002- c 0 001 0.000:—.- i 0006- 0004- 0003. VSW- 5 4 3 2 1 Q002 - --------------------------- ----- 0 0 \01 25 -Year On -Site Catch Basin Calculations CATCH BASIN SUMMARY 25 -YEAR FLOW C.B. # TYPE OF C.B. DESIGN Q25 (cfs) Q25 INTERCEPTED (cfs) Q25 BY-PASS WS) LENGTH OF C.B. (ft) REMARK 1 FLOW -BY 5.15 5.15 14.0 2 FLOW -BY 0.42 0.42 - 4.0 3 FLOW -BY 3.86 3.44 0.42 4.0 Q By -Pass flows into CB #2 4 SUMP 13.26 13.26 - 14.0 5 FLOW -BY 0.57 0.57 - 7.0 6 FLOW -BY 2.38 2.38 - 10.0 7 SUMP 4.18 4.18 - 4.0 8 FLOW -BY 12.92 12.35 0.57 10.0 Q By -Pass flows into CB #5 9 FLOW -BY 4.62 4.62 - 14.0 I*IqLET NUMBER 1 LENGTH 14.0 STATION 11+02 TOTAL PEAK DISCHARGE 5.20 (CfS)0-7,r, Q� 9�avf GUTTER SLOPE = 0.0245 FT/FT PAVEMENT CROSS SLOPE 0.0200 FT/FT SPREAD w W/T Sw SW/SX Eo a Slw SE 10.75 4.0 0.37 0.0833 4.2 0.86 6.0 0.126 0.128 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 16.2 EFFICIENCY= 0.97 CFS INTERCEPTED= 5.06 CFS CARRYOVER= 0.14 m- Catch Basin #1 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.015 Slope 0.018000 ft/ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 5.15 cfs Results Depth 0.25 ft Flow Area 1.6 ft2 Wetted Perimeter 12.78 ft Top Width 12.52 ft Critical Depth 0.30 ft Critical Slope 0.006303 ft/ft Velocity 3.28 ft/s Velocity Head 0.17 ft Specific Energy 0.42 ft Froude Number 1.64 Flow Type Supercritical Project Engineer: MIS Department dAprogram files\haestadVmw\project3(25).fm2 FlowMaster v6.0 (614b] 1/3/2005 4:18 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page I Catch Basin #1 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.018000 ft/ft Depth 0.25 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 5.15 cfs 0.25 ft t VA.ON H:1 NTS Project Engineer: MIS Department d:\prograrn files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 (614b] 1/3/2005 4:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 ip., Lo 0 =0= 5.15 CFS T To C; 41 0 CB #1 CATCH BASIN 1 STREET SECTION 4r 2, vi 0 - 0 1 50 DO "%( 7 17 t 's-) 62 As Catch Basin #2 Street Capacity Worksheet for Triangular Channel 1121-�- Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Project Description Worksheet Triangular Channel - 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.015 Slope 0.018000 ft/ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 0.42 cfs Results Depth 0.10 ft Flow Area 0.2 ft2 Wetted Perimeter 4.99 ft Top Width 4.89 ft Critical Depth 0.11 ft Critical Slope 0.008804 ft/ft Velocity 1.75 ft/s Velocity Head 0.05 ft Specific Energy 0.15 ft Froude Number 1.40 Flow Type Supercritical 1121-�- Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Catch Basin #2 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.018000 ft/ft Depth 0.10 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 0.42 cfs 0.10 ft t VA.ON HA NTS Project Engineer: MIS Department FlowMaster v6.0 [614b] dAprogram files\haestad\fmw\project3(25).fm2 Page 4 1/3/2005 4:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ILO . . . . ............................................................. . .... . . . ... . 0 Q= 0.42 CFS TO CB #2 CATCH BASIN 2 STREET SECTION Ln c; 1-- T:�-7 07 0-016 0, 0-2- 4 4 L-7 S w 7 tT 11�� .4 Z) - 17 I I E� o + <5 w 4- (,(7) 0,) -75- 0 -4-2- 0, LT - KQ s 0 -7 7,4- L '-/LT) -7/7, 39 NI: 5: 101 .- -- -Z- A --- ------- ---------- f�p- e--Z� (,f - F&;4 � + Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Slope Left Side Slope Right Side Slope Discharge Results Catch Basin #5 Street Capacity Worksheet for Triangular Channel Triangular Channel - 5 Triangular Channel Manning's Formula Channel Depth 0.015 0.053100 ft/ft 50.00 H V 0.00 H V 0.57 cfs Depth 0.09 ft Flow Area 0.2 ft2 Wetted Perimeter 4.57 ft Top Width 4.48 ft Critical Depth 0.13 ft Critical Slope 0.008453 ft/ft Velocity 2.84 ft/s Velocity Head 0.13 ft Specific Energy 0.22 ft Froude Number 2.37 Flow Type Supercritical Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 11 111=1 Catch Basin #5 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.053100 ft/ft Depth 0.09 ft Left Side Slope 50.00 H: V Right Side Slope 0.00 H:V Discharge 0.57 cfs 0.09 ft V V:4.ON H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 9,q Q= 0.57 CFS TO CB #5 CATCH BASIN 5 STREET SECTION 'TT�LET NUMBER 6 LENGTH 10.0 STATION 10+67 TOTAL PEAK DISCHARGE 2.40 (cfs) GUTTER SLOPE = 0.0700 FT/FT PAVEMENT CROSS SLOPE 0.0200 FT/FT SPREAD w W/T Sw SW/SX Eo a S,w SE 5.98 4.0 0.67 0.0833 4.2 0.99 6.0 0.126 0.144 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 14.9 EFFICIENCY= 0.86 CFS INTERCEPTED= 2.08 CFS CARRYOVER= 0.32 Catch Basin #6 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 6 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data 7.66 ft Mannings Coefficient 0.015 Slope 0.053100 ft/ft Left Side Slope 50.00 H V Right Side Slope 0.00 H V Discharge 2.38 cfs Results Depth 0.15 ft Flow Area 0.6 ft2 Wetted Perimeter 7.81 ft Top Width 7.66 ft Critical Depth 0.22 ft Critical Slope 0.006986 ft/ft Velocity 4.06 ft/s Velocity Head 0.26 ft Specific Energy 0.41 ft Froude Number 2.59 Flow Type Supercritical 1101111111 Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 13 Catch Basin #6 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 6 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.053100 ft/ft Depth 0.15 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 2.38 cfs 0.1 5 ft V:4.ON H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 14 I U? 0 Q= 2.38 CFS TO CB #6 CATCH BASIN 6 STREET SECTION PROJECT St "B" Run Date: 01-03-2005 HEC12 Version: V70112.2 User SIN: 77010105 INLET NUMBER 9 LENGTH 14.0 STATION 10+18 South TOTAL PEAK DISCHARGE 4.60 (cfs) —Q7-9 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD w WIT Sw SW/SX Eo a 4.2 0.91 6.0 Slw SE 0.126 0.135 9.20 4.0 0.43 0.0833 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 17.3 EFFICIENCY= 0.95 0.23 CFS INTERCEPTED= 4.37 CFS CARRYOVER= No 7 N Catch Basin #9 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Input Data Triangular Channel - 9 Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.015 Slope 0.040100 ft/ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 4.62 cfs Results Depth 0.21 ft Flow Area 1.1 ft2 Wetted Perimeter 10.56 ft Top Width 10.35 ft Critical Depth 0.29 ft Critical Slope 0.006395 ft/ft Velocity 4.31 ft/s Velocity Head 0.29 ft Specific Energy 0.50 ft Froude Number 2.36 Flow Type Supercritical Project Engineer: MIS Department dAprogram files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 765-1666 Page 19 Catch Basin #9 Street Capacity Worksheet for Triangular Channel Project Description Worksheet Triangular Channel - 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.040100 ft/ft Depth 0.21 ft Left Side Slope 50.00 H:V Right Side Slope 0.00 H:V Discharge 4.62 cfs 0.2 1 ft VA.ON H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project3(25).fm2 FlowMaster v6.0 [614b] 1/3/2005 4:18 PIVI 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 20 Lo c; Q= 4.62 CFS TO CB #9 CATCH BASIN 9 STREET SECTION 1 00 -Year Debris Production Calculations mm U.S. Army Corps of Engineers Los Angeles District Debris Method Worksheet for Equation I Project: Tract 17027, City of Fontana, California Watershed: Tributary to Outlet No. I Design Storm: 1 00 -Yea r Input Data: P = 135 Maximum 1Hr Design Storm Precipitation (in) x100 [Fig. B-4 Hydrology Manual] A= 2 Ac, Drainage Area RR= 683 FtIMi, Elevation Differential/Longest Watercourse Length FF = 4.5 Fire Factor, 4 -Years After Watershed Bum AT = 1.00 Area -Transposition Factor, Assume 1.0 for Equivalency with San Gabriel Mtns. Calcualtions: Log(P) = 2.1303 Log(A) = 0.3692 Log(RR) = 2.8344 FF= 4.5 AT = 1.00 Log(Dy) = 0.651-og(P) + 0.18Log(A) + 0.62Log(RR) + 0.12(FF) [Equation 1] Log(Dy) = 3.74852 Dy= 5,604 CY/Mil, Debris Yield Adj. Dy = Dy - AT Adj. Dy = 5,604 Cy/Mi2, Adjusted Debris Yield Debris Volume = Adj. Dy - (A) Debris Volume = 20 CY, Debris Volume Results: Debris Volume = 20 CY, Debris Volume son U.S. Army Corps of Engineers Los Angeles District Debris Method Worksheet for Equation 1 Project: Tract 17027, City of Fontana, California Watershed: Tributary to Inlet No. 2 Design Storm: 100 -Year Inout Data: P = 135 Maximum 1Hr Design Storm Precipitation (In) x100 [Fig. B-4 Hydrology Manual] A= 27 Ac, Drainage Area RR= 1,839 Ft/Mi, Elevation Differential/Longest Watercourse Length FF= 4.5 Fire Factor, 4 -Years After Watershed Bum AT = 1.00 Area-Tra ns position Factor, Assume 1.0 for Equivalency with San Gabriel Mtns. Calcualtions: Log(P) = 2.1303 Log(A) = 1.4302 Log(RR) = 3.2645 FF= 4.5 AT = 1.00 Log(Dy)= 0.65Log(P)+0.18Log(A)+0.62Log(RR)+0.12(FF) Log(Dy) = 4.20617 Dy = 16,076 CY/Mil, Debris Yield Adj. Dy = Dy - AT Adj. Dy = 16,076 CY/Mil, Adjusted Debris Yield Debris Volume = Adj. Dy - (A) Debris Volume = 676 CY, Debris Volume Results: Debris Volume = 676 CY, Debris Volume [Equation 1] U.S. Army Corps of Engineers Los Angeles District Debris Method Worksheet for Equation 1 Project: Tract 17027, City of Fontana, California Watershed: Tributary to Inlet No. 3 Design Storm: 100 -Year Input Data: P = 135 Maximum 1Hr Design Storm Precipitation (In) x1OO [Fig. B-4 Hydrology Manual] A= 11 Ac, Drainage Area RR = 1,855 Ft/Mi, Elevation Differential/Longest Watercourse Length FF = 4.5 Fire Factor, 4 -Years After Watershed Burn AT = 1.00 Area -Transposition Factor, Assume 1.0 for Equivalency with San Gabriel Mtns. Calcualtions: Log(P) = 2.1303 Log(A) = 1.0212 Log(RR) = 3.2683 FF = 4.5 AT = 1.00 Log(Dy) = 0.65Log(P) + 0.18Log(A) + 0.62Log(RR) + 0.12(FF) [Equation 1] Log(Dy) = 4.1349 Dy = 13,643 CY/Mil, Debris Yield Adj. Dy = Dy - AT Adj. Dy = 13,643 CY/Mi2 , Adjusted Debris Yield Debris Volume = Adj. Dy - (A) Debris Volume = 224 CY, Debris Volume Results: Debris Volume = 224 CY, Debris Volume U.S. Army Corps of Engineers Los Angeles District Debris Method Worksheet for Equation 1 Project: Tract 17027, City of Fontana, California Watershed: Tributary to Inlet No. 4 Design Storm: 100 -Year Input Data: P = 135 Maximum 1Hr Design Storm Precipitation (in) x1OO [Fig. B-4 Hydrology Manual] A= 29 Ac, Drainage Area RR= 2,293 Ft/Mi, Elevation Differential/Longest Watercourse Length FF= 4.5 Fire Factor, 4 -Years After Watershed Bum AT = 1.00 Area -Transposition Factor, Assume 1.0 for Equivalency with San Gabriel Mtns. Calcualtions: Log(P) = 2.1303 Log(A) = 1.4597 Log(RR) = 3.3604 FF = 4.5 AT = 1.00 Log(Dy) = 0.651-og(P) + 0.18Log(A) + 0.62Log(RR) + 0.12(FF) [Equation 1] Log(Dy) = 4.27091 Dy= 18,660 CY/Mil, Debris Yield Adj. Dy = Dy - AT Adj. Dy = 18,660 CY/Mi2 , Adjusted Debris Yield Debris Volume = Adj. Dy - (A) Debris Volume = 840 CY, Debris Volume Results: Debris Volume = 840 CY, Debris Volume N 1 00 -Year Off -Site Small Area Unit Hydrograph Calculations ilk .10 outlet0l.txt SAN BERNARDINO COUNTY HYDROLOGY -- 24 -Hour, 100 - Year Small Area Runoff method Input Data : Point Rainfall 0.350 0.930 1.350 2.450 3.550 8.000 Reduction Area (sq.mi.)= 0 D -A -D Red. Factors = 1.000 1.000 1.000 1-000 1-000 1-000 Subarea No. Total Y -bar Fm Tc Area --------------------------------------------------------------------------------- OUTLET01 0.004 0.210 0.262 13.5 Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. --------------------- 0.1455 0.5454 T <= 60 min. 0.1494 0.5377 T <= 3 hrs. 0.1465 0.5425 T <= 6 hrs. 0.1522 0.5350 T <= 24 hrs. 0.1127 0.5861 OUTLET01 UNIT # TIME RMRI RMR1 RR UR UL ----- NR ----- EFFR ----- Q ---- ---- 13.5 ----- 0.602 ----- 0.602 ----- 0.602 ----- 0.602 0.059 0.543 2.412 5.08 2 27.0 0.878 0.878 0.878 0.276 0.058 0.218 0.971 2.04 3 40.5 1.093 1.093 1.093 0.215 0.045 0.170 0 . 754 1.59 4 54.0 1.276 1.276 1.276 0.183 0.038 0.144 0 . 642 1.35 5 67.5 1.439 1.439 1.439 0.163 0.034 0.129 0 . 574 1.21 6 81.0 1.589 1.589 1.589 0.150 0.031 0.118 0 . 525 1.11 7 94.5 1.727 1.727 1.727 0.139 0.029 0.109 0 . 487 1.02 8 108.0 1.857 1.857 1.857 0.130 0.027 0.103 0 . 456 0.96 9 121.5 1.980 1.980 1.980 0.123 0.026 0.097 0 . 430 0.91 10 135.0 2.096 2.096 2.096 0.116 0.024 0.092 0.409 0.86 11 148.5 2.207 2.207 2.207 0.111 0.023 0.088 0.391 0.82 12 162.0 2.314 2.314 2.314 0.107 0.022 0.084 0.375 0.79 13 175.5 2.417 2.417 2.417 0.103 0.022 0.081 0.361 0.76 14 189.0 2.515 2.515 2.515 0.098 0.021 0.078 0.345 0.73 15 202.5 2.609 2.609 2.609 0.095 0.020 0.075 0.332 0.70 16 216.0 2.701 2.701 2.701 0.092 0.019 0.072 0.322 0.68 17 229.5 2.790 2.790 2.790 0.089 0.019 0.070 0.313 0.66 18 243.0 2.877 2.877 2.877 0.087 0.018 0.068 0.304 0.64 19 256.5 2.961 2.961 2.961 0.084 0.018 0.067 0.296 0.62 20 270.0 3.044 3.044 3.044 0.082 0.017 0.065 0.289 0.61 21 283.5 3.124 3.124 3.124 0.080 0.017 0.064 0.283 0.60 22 297.0 3.203 3.203 3.203 0.079 0.017 0.062 0.276 0.58 23 310.5 3.280 3.280 3.280 0.077 0.016 0.061 0.271 0.57 24 324.0 3.355 3.355 3.355 0.076 0.016 0.060 0.265 0.56 25 337.5 3.430 3.430 3.430 0.074 0.016 0.059 0.260 0.55 26 351.0 3.502 3.502 3.502 0.073 0.015 0.057 0.255 0.54 27 364.5 3.576 3.576 3.576 0.074 0.015 0.058 0.259 0.55 28 378.0 3.653 3.653 3.653 0.077 0.01G 0.061 0.270 0.57 29 391.5 3.729 3.729 3.729 0.076 0.016 0.060 0.267 0.56 Page 1 Outlet0l.txt 30 405.0 3.804 3.804 3.804 0.075 0.016 0.059 0.263 0.55 31 418.5 3.878 3.878 3.878 0.074 0.015 0.058 0.259 0.55 32 432.0 3.950 3.950 3.950 0.073 0.015 0.058 0.256 0.54 33 445.5 4.022 4.022 4.022 0.072 0.015 0.057 0.252 0.53 34 459.0 4.093 4.093 4.093 0.071 0.015 0.056 0.249 0.52 35 472.5 4.163 4.163 4.163 0.070 0.015 0.055 0.246 0.52 36 486.0 4.233 4.233 4.233 0.069 0.015 0.055 0.243 0.51 37 499.5 4.301 4.301 4.301 0.069 0.014 0.054 0.241 0.51 38 513.0 4.369 4.369 4.369 0.068 0.014 0.054 0.238 0.50 39 526.5 4.436 4.436 4.436 0.067 0.014 0.053 0.235 0.50 40 540.0 4.502 4.502 4.502 0.066 0.014 0.052 0.233 0.49 41 553.5 4.568 4.568 4.568 0.066 0.014 0.052 0.230 0.49 42 567.0 4.633 4.633 4.633 0.065 0.014 0.051 0.228 0.48 43 580.5 4.697 4.697 4.697 0.064 0.014 0.051 0.226 0.48 44 594.0 4.761 4.761 4.761 0.064 0.013 0.050 0.224 0.47 45 607.5 4.824 4.824 4.824 0.063 0.013 0.050 0.222 0.47 46 621.0 4.887 4.887 4.887 0.063 0.013 0.049 0.220 0.46 47 634.5 4.949 4.949 4.949 0.062 0.013 0.049 0.218 0.46 48 648.0 5.010 5.010 5.010 0.061 0.013 0.049 0.216 0.45 49 661.5 5.071 5.071 5.071 0.061 0.013 0.048 0.214 0.45 50 675.0 5.131 5.131 5.131 0.060 0.013 0.048 0.212 0.45 51 688.5 5.191 5.191 5.191 0.060 0.013 0.047 0.210 0.44 52 702.0 5.251 5.251 5.251 0.059 0.012 0.047 0.209 0.44 53 715.5 5.310 5.310 5.310 0.059 0.012 0.047 0.207 0.44 54 729.0 5.368 5.368 5.368 0.058 0.012 0.046 0.205 0.43 55 742.5 5.426 5.426 5.426 0.058 0.012 0.046 0.204 0.43 56 756.0 5.484 5.484 5.484 0.058 0.012 0.046 0.202 0.43 57 769.5 5.541 5.541 5.541 0.057 0.012 0.045 0.201 0.42 58 783.0 5.598 5.598 5.598 0.057 0.012 0.045 0.199 0.42 59 796.5 5.654 5.654 5.654 0.056 0.012 0.045 0.198 0.42 60 810.0 5.710 5.710 5.710 0.056 0.012 0.044 0.197 0.41 61 823.5 5.766 5.7G6 5.766 0.056 0.012 0.044 0.195 0.41 62 837.0 5.821 5.821 5.821 0.055 0.012 0.044 0.194 0.41 63 850.5 5.876 5.876 5.876 0.055 0.012 0.043 0.193 0.41 64 864.0 5.930 5.930 5.930 0.054 0.011 0.043 0.191 0.40 65 877.5 5.984 5.984 5.984 0.054 0.011 0.043 0.190 0.40 66 891.0 6.038 6.038 6.038 0.054 0.011 0.042 0.189 0.40 67 904.5 6.092 6.092 6.092 0.053 0.011 0.042 0.188 0.40 68 918.0 6.145 6.145 6.145 0.053 0.011 0.042 0.187 0.39 69 931.5 6.197 6.197 6.197 0.053 0.011 0.042 0.185 0.39 70 945.0 6.250 6.250 6.250 0.052 0.011 0.041 0.184 0.39 71 958.5 6.302 6.302 6.302 0.052 0.011 0.041 0.183 0.39 72 972.0 6.354 6.354 6.354 0.052 0.011 0.041 0.182 0.38 73 985.5 6.406 6.406 6.406 0.052 0.011 0.041 0.181 0.38 74 999.0 6.457 6.457 6.457 0.051 0.011 0.041 0.180 0.38 75 1012.5 6.508 6.508 6.508 0.051 0.011 0.040 0.179 0.38 76 1026.0 6.559 6.559 6.559 0.051 0.011 0.040 0.178 0.38 77 1039.5 6.609 6.609 6.609 0.050 0.011 0.040 0.177 0.37 78 1053.0 6.659 6.659 6.659 0.050 0.011 0.040 0.176 0.37 79 1066.5 6.709 6.709 6.709 0.050 0.010 0.039 0.175 0.37 80 1080.0 6.759 6.759 6.759 0.050 0.010 0.039 0.174 0.37 81 1093.5 6.808 6.808 6.808 0.049 0.010 0.039 0.173 0.37 82 1107.0 6.857 6.857 6.857 0.049 0.010 0.039 0.173 0.36 83 1120.5 6.906 6.906 6.906 0.049 0.010 0.039 0.172 0.36 84 1134.0 6.955 6.955 6.955 0.049 0.010 0.038 0.171 0.36 85 1147.5 7.003 7.003 7.003 0.048 0.010 0.038 0.170 0.36 86 1161.0 7.051 7.051 7.051 0.048 0.010 0.038 0.169 0.36 87 1174.5 7.099 7.099 7.099 0.048 0.010 0.038 0.168 0.35 88 1188.0 7.147 7.147 7.147 0.048 0.010 0.038 0.168 0.35 Page 2 89 1201.5 7.194 7.194 7.194 90 1215.0 7.242 7.242 7.242 91 1228.5 7.289 7.289 7.289 92 1242.0 7.336 7.336 7.336 93 1255.5 7.382 7.382 7.382 94 1269.0 7.429 7.429 7.429 95 1282.5 7.475 7.475 7.475 96 1296.0 7.521 7.521 7.521 97 1309.5 7.567 7.567 7.567 98 1323.0 7.612 7.612 7.612 99 1336.5 7.658 7.658 7.658 100 1350.0 7.703 7.703 7.703 101 1363.5 7.748 7.748 7.748 102 1377.0 7.793 7.793 7.793 103 1390.5 7.838 7.838 7.838 104 1404.0 7.882 7.882 7.882 105 1417.5 7.927 7.927 7.927 106 1431.0 7.971 7.971 7.971 107 1444.5 8.015 8.015 8.015 108 1458.0 8.058 8.058 8.058 VOLUME (FTA3) = 48776.81030273438 Outlet0l.txt 0.047 0.010 0.038 0.167 0.35 0.047 0.010 0.037 0.166 0.35 0.047 0.010 0.037 0.165 0.35 0.047 0.010 0.037 0.164 0.35 0.047 0.010 0.037 0.164 0.34 0.046 0.010 0.037 0.163 0.34 0.046 0.010 0.037 0.162 0.34 0.046 0.010 0.036 0.162 0.34 0.046 0.010 0.036 0.161 0.34 0.046 0.010 0.036 0.160 0.34 0.045 0.010 0.036 0.160 0.34 0.045 0.010 0.036 0.159 0.33 0.045 0.009 0.036 0.158 0.33 0.045 0.009 0.035 0.158 0.33 0.045 0.009 0.035 0.157 0.33 0.045 0.009 0.035 0.156 0.33 0.044 0.009 0.035 0.156 0.33 0.044 0.009 0.035 0.155 0.33 0.044 0.009 0.035 0.154 0.33 0.044 0.009 0.035 0.154 0.32 Page 3 InletO2.txt SAN BERNARDINO COUNTY HYDROLOGY -- 24 -Hour, 100 - Year Small Area Runoff Method Input Data : Point Rainfall 0.350 0.930 1.350 2.450 3.550 8.000 Reduction Area (sq.mi.)= 0 D -A -D Red. Factors = 1.000 1.000 1.000 1.000 1.000 1.000 Subarea No. Total Y -bar Fm Tc Area --------------------------------------------------------------------------------- INLET02 0.042 0.210 0.262 12.2 Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. --------------------- 0.1455 0.5454 T <= 60 min. 0.1494 0.5377 T <= 3 hrs. 0.1465 0.5425 T <= 6 hrs. 0.1522 0.5350 T <= 24 hrs. 0.1127 0.5861 INLET02 UNIT # TIME RMR1 RMRI RR UR UL NR EFFR Q -- -------------------------------------------------------------------------- 1 12.2 0.569 0.569 0.569 0.569 0.053 0.516 2.540 61.56 2 24.4 0.830 0.830 0.830 0.261 0.053 0.208 1.025 24.85 3 36.5 1.034 1.034 1.034 0.204 0.043 0.161 0.793 19.23 4 48.7 1.207 1.207 1.207 0.173 0.036 0.137 0.673 16.31 5 60.9 1.361 1.361 1.361 0.154 0.032 0.122 0.599 14.52 6 73.1 1.502 1.502 1.502 0.141 0.030 0.112 0.551 13.35 7 85.3 1.633 1.633 1.633 0.131 0.028 0.104 0.510 12.36 8 97.4 1.756 1.756 1.756 0.123 0.026 0.097 0.478 11.58 9 109.6 1.872 1.872 1.872 0.116 0.024 0.092 0.451 10.93 10 121.8 1.982 1.982 1.982 0.110 0.023 0.087 0.429 10.39 11 134.0 2.087 2.087 2.087 0.105 0.022 0.083 0.409 9.92 12 146.2 2.188 2.188 2.188 0.101 0.021 0.080 0.393 9.52 13 158.3 2.285 2.285 2.285 0.097 0.020 0.077 0.378 9.16 14 170.5 2.379 2.379 2.379 0.094 0.020 0.074 0.365 8.84 15 182.7 2.470 2.470 2.470 0.090 0.019 0.071 0.352 8.53 16 194.9 2.556 2.556 2.556 0.087 0.018 0.069 0.338 8.18 17 207.1 2.641 2.641 2.641 0.084 0.018 0.067 0.328 7.95 18 219.2 2.723 2.723 2.723 0.082 0.017 0.065 0.319 7.73 19 231.4 2.803 2.803 2.803 0.080 0.017 0.063 0.311 7.54 20 243.6 2.881 2.881 2.881 0.076 0.016 0.062 0.303 7.35 21 255.8 2.957 2.957 2.957 0.076 0.016 0.060 0.296 7.19 22 268.0 3.031 3.031 3.031 0.075 0.016 0.059 0.290 7.03 23 280.1 3.104 3.104 3.104 0.073 0.015 0.058 0.284 6.88 24 292.3 3.176 3.176 3.176 0.071 0.015 0.056 0.278 6.74 25 304.5 3.246 3.246 3.246 0.070 0.015 0.055 0.273 6.61 26 316.7 3.315 3.315 3.315 0.069 0.014 0.054 0.268 6.49 27 326.9 3.382 3.382 3.382 0.068 0.014 0.053 0.263 6.38 28 341.0 3.449 3.449 3.449 0.066 0.014 0.053 0.259 6.27 29 353.2 3.514 3.514 3.514 0.065 0.014 0.052 0.254 6.17 Page 1 InletO2.txt 30 365.4 3.581 3.581 3.581 0.067 0.014 0.053 0.261 6.32 31 377.6 3.651 3.651 3.651 0.069 0.015 0.055 0.270 6.55 32 389.8 3.719 3.719 3.719 0.069 0.014 0.054 0.267 6.47 33 401.9 3.787 3.787 3.787 0.068 0.014 0.053 0.263 6.38 34 414.1 3.854 3.854 3.854 0.067 0.014 0.053 0.260 6.30 35 426.3 3.920 3.920 3.920 0.066 0.014 0.052 0.257 6.23 36 438.5 3.985 3.985 3.985 0.065 0.014 0.052 0.254 6.15 37 450.7 4.049 4.049 4.049 0.065 0.014 0.051 0.251 6.08 38 462.8 4.113 4.113 4.113 0.064 0.013 0.050 0.248 6.02 39 475.0 4.176 4.176 4.176 0.063 0.013 0.050 0 . 246 5.95 40 487.2 4.239 4.239 4.239 0.062 0.013 0.049 0.243 5.89 41 499.4 4.301 4.301 4.301 0.062 0.013 0.049 0.240 5.83 42 511.6 4.362 4.362 4.362 0.061 0.013 0.048 0.238 5.77 43 523.7 4.422 4.422 4.422 0.061 0.013 0.048 0.236 5.71 44 535.9 4.482 4.482 4.482 0.060 0.013 0.047 0.233 5.66 45 548.1 4.542 4.542 4.542 0.059 0.012 0.047 0.231 5.61 46 560.3 4.601 4.601 4.601 0.059 0.012 0.047 0 . 229 5.55 47 572.5 4.659 4.659 4.659 0.058 0.012 0.046 0 . 227 5.50 48 584.6 4.717 4.717 4.717 0.058 0.012 0.046 0 . 225 5.46 49 596.8 4.774 4.774 4.774 0.057 0.012 0.045 0 . 223 5.41 50 609.0 4.831 4.831 4.831 0.057 0.012 0.045 0.221 5.36 51 621.2 4.887 4.887 4.887 0.056 0.012 0.045 0.219 5.32 52 633.4 4.943 4.943 4.943 0.056 0.012 0.044 0.218 5.28 53 645.5 4.999 4.999 4.999 0.055 0.012 0.044 0.216 5.23 54 657.7 5.054 5.054 5.054 0.055 0.012 0.044 0.214 5.19 55 669.9 5.109 5.109 5.109 0.055 0.011 0.043 0.213 5.15 56 682.1 5.163 5.163 5.163 0.054 0.011 0.043 0.211 5.12 57 694.3 5.217 5.217 5.217 0.054 0.011 0.043 0.210 5.08 58 706.4 5.270 5.270 5.270 0.053 0.011 0.042 0.208 5.04 59 718.6 5.323 5.323 5.323 0.053 0.011 0.042 0.207 5.01 60 730.8 5.376 5.376 5.376 0.053 0.011 0.042 0.205 4.97 61 743.0 S.428 5.428 5.428 0.052 0.011 0.041 0.204 4.94 62 755.2 5.480 5.480 5.480 0.052 0.011 0.041 0.202 4.90 63 767.3 5.532 5.532 5.532 0.052 0.011 0.041 0.201 4.87 64 779.5 5.583 5.583 5.583 0.051 0.011 0.041 0.200 4.84 6S 791.7 5.634 5.634 5.634 0.051 0.011 0.040 0.198 4.81 66 803.9 5.685 5.685 5.685 0.051 0.011 0.040 0.197 4.78 67 816.1 5.735 5.735 5.735 0.050 0.011 0.040 0.196 4.75 68 828.2 5.785 5.785 5.785 0.050 0.011 0.040 0.195 4.72 69 840.4 5.835 5.835 5.835 0.050 0.010 0.039 0.193 4.69 70 852.6 5.884 5.884 5.884 0.049 0.010 0.039 0.192 4.66 71 864.8 5.933 5.933 5.933 0.049 0.010 0.039 0.191 4.63 72 877.0 5.982 5.982 5.982 0.049 0.010 0.039 0.190 4.61 73 889.1 6.031 6.031 6.031 0.049 0.010 0.038 0.189 4.58 74 901.3 6.079 6.079 6.079 0.048 0.010 0.038 0.188 4.55 75 913.5 6.127 6.127 6.127 0.048 0.010 0.038 0.187 4.53 76 925.7 6.175 6.175 6.175 0.048 0.010 0.038 0.186 4.50 77 937.9 6.222 6.222 6.222 0.047 0.010 0.038 0.185 4.48 7B 950.0 6.269 6.269 6.269 0.047 0.010 0.037 0.184 4.46 79 962.2 6.316 6.316 6.316 0.047 0.010 0.037 0.183 4.43 80 974.4 6.363 6.363 6.363 0.047 0.010 0.037 0.182 4.41 81 986.6 6.410 6.410 6.410 0.046 0.010 0.037 0.181 4.39 82 998.8 6.456 6.456 6.456 0.046 0.010 0.037 0.180 4.36 83 1010.9 6.502 6.502 6.502 0.046 0.010 0.036 0.179 4.34 84 1023.1 6.548 6.548 6.548 0.046 0.010 0.036 0.178 4.32 85 1035.3 6.593 6.593 6.593 0.046 0.010 0.036 0.177 4.30 86 1047.5 6.639 6.639 6.639 0.045 0.010 0.036 0.176 4.28 87 1059.7 6.684 6.684 6.684 0.045 0.009 0.036 0.176 4.26 88 1071.8 6.729 6.729 6.729 0.045 0.009 0.035 0.175 4.24 Page 2 89 1084.0 6.773 6.773 6.773 90 1096.2 6.818 6.818 6.818 91 1108.4 6.862 6.862 6.862 92 1120.6 6.906 6.906 6.906 93 1132.7 6.950 6.950 6.950 94 1144.9 6.994 6.994 6.994 95 1157.1 7.037 7.037 7.037 96 1169.3 7.081 7.081 7.081 97 1181.5 7.124 7.124 7.124 98 1193.6 7.167 7.167 7.167 99 1205.8 7.210 7.210 7.210 100 1218.0 7.252 7.252 7.252 101 1230.2 7.295 7.295 7.295 102 1242.4 7.337 7 . 337 7.337 103 1254.5 7.379 7 . 379 7.379 104 1266.7 7.421 7.421 7.421 105 1278.9 7.463 7.463 7.463 106 1291.1 7.504 7.504 7.504 107 1303.3 7.546 7.546 7.546 108 1315.4 7.587 7.587 7.587 109 1327.6 7.628 7.628 7.628 110 1339.8 7.669 7.669 7.669 111 1352.0 7.710 7.710 7.710 112 1364.2 7.750 7.750 7.750 113 1376.3 7.791 7.791 7.791 114 1388.5 7.831 7.831 7.831 115 1400.7 7.871 7.871 7.871 116 1412.9 7.911 7.911 7.911 117 1425.1 7.951 7.951 7.951 118 1437.2 7.991 7.991 7.991 119 1449.4 8.031 8.031 8.031 VOLUME (FT A 3) = 559481.1328125 InletO2.txt 0.045 0.009 0.035 0.174 4.22 0.045 0.009 0.035 0.173 4.20 0.044 0.009 0.035 0.172 4.18 0.044 0.009 0.035 0.172 4.16 0.044 0.009 0.035 0.171 4.14 0.044 0.009 0.035 0.170 4.12 0.044 0.009 0.034 0.169 4.10 0.043 0.009 0.034 0.169 4.09 0.043 0.009 0.034 0.168 4.07 0.043 0.009 0.034 0.167 4.05 0.043 0.009 0.034 0.166 4.03 0.043 0.009 0.034 0.166 4.02 0.042 0.009 0.034 0.165 4.00 0.042 0.009 0.033 0.164 3.98 0.042 0.009 0.033 0 . 164 3.97 0.042 0.009 0.033 0 . 163 3.95 0.042 0.009 0.033 0.162 3.94 0.042 0.009 0.033 0.162 3.92 0.041 0.009 0.033 0.161 3.91 0.041 0.009 0.033 0.161 3.89 0.041 0.009 0.032 0.160 3.88 0.041 0.009 0.032 0.159 3.86 0.041 0.009 0.032 0.159 3.85 0.041 0.009 0.032 0.158 3.83 0.040 0.009 0.032 0.158 3.82 0.040 0.008 0.032 0.157 3.80 0.040 0.008 0.032 0.156 3.79 0.040 0.008 0.032 0.156 3.78 0.040 0.008 0.032 0.155 3.76 0.040 0.008 0.031 0.155 3.75 0.040 0.008 0.031 0.154 3.74 Page 3 InletO3.txt SAN BERNARDINO COUNTY HYDROLOGY -- 24 -Hour, 100 - Year Small Area Runoff Method Input Data : Point Rainfall 0.350 0.930 1.350 2.450 3.550 8.000 Reduction Area (sq.mi.)= 0 D -A -D Red. Factors = 1.000 1.000 1.000 1-000 1-000 1-000 Subarea No. Total Y -bar Fm Tc Area --------------------------------------------------------------------------------- INLET03 0.016 0.210 0.262 14.5 Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. --------------------- 0.1455 0.5454 T <= 60 min. 0.1494 0.5377 T <= 3 hrs. 0.1465 0.5425 T <= 6 hrs. 0.1522 0.5350 T <= 24 hrs. 0.1127 0.5861 INLET03 UNIT # TIME RMR1 RMR1 RR UR UL NR EFFR Q -------------------------------------------------------------------------- 1 14.5 0.626 0.626 0.626 0.626 0.063 0.562 2.327 21.99 2 29.0 0.913 0.913 0.913 0.287 0.060 0.227 0.940 6.88 3 43.5 1.136 1.136 1.136 0.223 0.047 0.176 0.728 6.88 4 58.0 1.326 1.326 1.326 0.190 0.040 0.150 0.621 5.87 5 72.5 1.496 1.496 1.496 0.170 0.036 0.135 0.557 5.26 6 87.0 1.651 1.651 1.651 0.156 0.033 0.123 0.508 4.80 7 101.5 1.796 1.796 1.796 0.144 0.030 0.114 0.471 4.45 8 116.0 1.930 1.930 1.930 0.135 0.028 0.107 0.441 9 130.5 2.058 2.058 2.058 0.127 0.027 0.101 0.416 3.93 10 145.0 2.179 2.179 2.179 0.121 0.025 0.096 0.396 3.74 11 159.5 2.294 2.294 2.294 0.116 0.024 0.091 0.378 3.57 12 174.0 2.405 2.405 2.405 0.111 0.023 0.088 0.363 3.43 13 188.5 2.511 2.511 2.511 0.106 0.022 0.084 0.346 3.27 14 203.6 2.613 2.613 2.613 0.102 0.021 0.080 0.332 3.14 15 217.5 2.711 2.711 2.711 0.098 0.021 0.078 0.321 3.04 16 232.0 2.806 2.806 2.806 0.095 0.020 0.075 0.311 2.94 17 246.5 2.899 2.899 2.899 0.093 0.019 0.073 0.302 2.86 18 261.0 2.989 2.989 2.989 0.090 0.019 0.071 0.294 2.78 19 275.5 3.077 3.077 3.077 0.088 0.018 0.069 0.287 2.71 20 290.0 3.162 3.162 3.162 0.086 0.018 0.068 0.280 2.64 21 304.5 3.246 3.246 3.246 0.084 0.018 0.066 0.273 2.58 22 319.0 3.328 3.328 3.328 0.082 0.017 0.065 0.267 2.53 23 333.5 3.408 3.408 3.408 0.080 0.017 0.063 0.262 2.47 24 348.0 3.486 3.486 3.486 0.078 0.016 0.062 0.257 2.42 25 362.5 3.564 3.564 3.564 0.078 0.016 0.062 0.256 2.42 26 377.0 3.647 3.647 3.647 0.083 0.017 0.065 0.271 2.56 27 391.5 3.729 3.729 3.729 0.082 0.017 0.064 0.267 2.52 28 406.0 3.809 3.809 3.809 0.080 0.017 0.063 0.263 2.48 29 420.5 3.888 3.888 3.888 0.079 0.017 0.063 0.259 2.45 Page 1 InletO3.txt 30 435.0 3.966 3.966 3.966 0.078 0.016 0.062 0.255 2.41 31 449.5 4.043 4.043 4.043 0.077 0.016 0.061 0.252 2.38 32 464.0 4.119 4.119 4.119 0.076 0.016 0.060 0.248 2.35 33 478.5 4.194 4.194 4.194 0.075 0.016 0.059 0.245 2.32 34 493.0 4.268 4.268 4.268 0.074 0.016 0.058 0.242 2.29 35 507.5 4.341 4.341 4.341 0.073 0.015 0.058 0.239 2.26 36 522.0 4.414 4.414 4.414 0.072 0.015 0.057 0.236 2.23 37 536.5 4.485 4.485 4.485 0.071 0.015 0.056 0.234 2.21 38 551.0 4.556 4.556 4.556 0.071 0.015 0.056 0.231 2.18 39 565.5 4.626 4.626 4.626 0.070 0.015 0.055 0.228 2.16 40 580.0 4.695 4.695 4.695 0.069 0.015 0.055 0.226 2.14 41 594.5 4.763 4.763 4.763 0.068 0.014 0.054 0.224 2.11 42 609.0 4.831 4.831 4.831 0.068 0.014 0.054 0.221 2.09 43 623.5 4.898 4.898 4.898 0.067 0.014 0.053 0.219 2.07 44 638.0 4.965 4.965 4.965 0.066 0.014 0.052 0.217 2.05 45 652.5 5.030 5.030 5.030 0.066 0.014 0.052 0.215 2.03 46 667.0 5.096 5.096 5.096 0.065 0.014 0.052 0.213 2.01 47 681.5 5.160 5.160 5.160 0.065 0.014 0.051 0.211 2.00 48 696.0 5.224 5.224 5.224 0.064 0.013 0.051 0.209 1.98 49 710.5 5.288 5.288 5.288 0.064 0.013 0.050 0.208 1.96 50 725.0 5.351 5.351 5.351 0.063 0.013 0.050 0.206 1.95 51 739.5 5.413 5.413 5.413 0.062 0.013 0.049 0.204 1.93 52 754.0 5.475 5.475 5.475 0.062 0.013 0.049 0.203 1.91 53 768.5 5.537 5.537 5.537 0.061 0.013 0.049 0.201 1.90 54 783.0 5.598 5.598 5.598 0.061 0.013 0.048 0.199 1.88 55 797.5 5.658 5.658 5.658 0.061 0.013 0.048 0.198 1.87 56 812.0 5.718 5.718 5.718 0.060 0.013 0.047 0.196 1.86 57 826.5 5.778 5.778 5.778 0.060 0.013 0.047 0.195 1.84 58 841.0 5.837 5.837 5.837 0.059 0.012 0.047 0.194 1.83 59 855.5 5.896 5.896 5.896 0.059 0.012 0.046 0.192 1.82 60 870.0 5.954 5.954 5.954 0.058 0.012 0.046 0.191 1.80 61 884.5 6.012 6.012 6.012 0.058 0.012 0.046 0.189 1.79 62 899.0 6.070 6.070 6.070 0.058 0.012 0.045 0.188 1.78 63 913.5 6.127 6.127 6.127 0.057 0.012 0.045 0.187 1.77 64 928.0 6.184 6.184 6.184 0.057 0.012 0.045 0.186 1.76 65 942.5 6.240 6.240 6.240 0.056 0.012 0.045 0.185 1.74 66 957.0 6.296 6.296 6.296 0.056 0.012 0.044 0.183 1.73 67 971.5 6.352 6.352 6.352 0.056 0.012 0.044 0.182 1.72 68 986.0 6.407 6.407 6.407 0.055 0.012 0.044 0.181 1.71 69 1000.5 6.463 6.463 6.463 0.055 0.012 0.043 0.180 1.70 70 1015.0 6.517 6.517 6.517 0.055 0.011 0.043 0.179 1.69 71 1029.5 6.572 6.572 6.572 0.054 0.011 0.043 0.178 1.68 72 1044.0 6.626 6.626 6.626 0.054 0.011 0.043 0.177 1.67 73 1058.5 6.680 6.680 6.680 0.054 0.011 0.042 0.176 1.66 74 1073.0 6.733 6.733 6.733 0.053 0.011 0.042 0.175 1.65 75 1087.5 6.786 6.786 6.786 0.053 0.011 0.042 0.174 1.64 76 1102.0 6.839 6.839 6.839 0.053 0.011 0.042 0.173 1.63 77 1116.5 6.892 6.892 6.892 0.053 0.011 0.042 0.172 1.62 78 1131.0 6.944 6.944 6.944 0.052 0.011 0.041 0.171 1.62 79 1145.5 6.996 6.996 6.996 0.052 0.011 0.041 0.170 1.61 80 1160.0 7.048 7.048 7.048 0.052 0.011 0.041 0.169 1.60 81 1174.5 7.099 7.099 7.099 0.052 0.011 0.041 0.168 1.59 82 1189.0 7.151 7.151 7.151 0.051 0.011 0.040 0.167 1.58 83 1203.5 7.202 7.202 7.202 0.051 0.011 0.040 0.167 1.57 84 1218.0 7.252 7.252 7.252 0.051 0.011 0.040 0.166 1.57 85 1232.5 7.303 7.303 7.303 0.050 0.011 0.040 0.165 1.56 86 1247.0 7.353 7.353 7.353 0.050 0.011 0.040 0.164 1.55 87 1261.5 7.403 7.403 7.403 0.050 0.010 0.039 0.163 1.54 88 1276.0 7.453 7.453 7.453 0.050 0.010 0.039 0.163 1.54 Page 2 89 1290.5 7.502 7.502 7.502 90 1305.0 7.552 7.552 7.552 91 1319.5 7.601 7.601 7.601 92 1334.0 7.649 7.649 7.649 93 1348.5 7.698 7.698 7.698 94 1363.0 7.746 7.746 7.746 95 1377.5 7.795 7.795 7.795 96 1392.0 7.843 7.843 7.843 97 1406.5 7.890 7.890 7.890 98 1421.0 7.938 7.938 7.938 99 1435.5 7.985 7.985 7.985 100 1450.0 8.033 8.033 8.033 VOLUME (FTA3) = 218195.33203125 InletO3.txt 0.050 0.010 0.039 0.162 1.53 0.049 0.010 0.039 0.161 1.52 0.049 0.010 0.039 0.160 1.52 0.049 0.010 0.039 0.160 1.51 0.049 0.010 0.038 0.159 1.50 0.048 0.010 0.038 0.158 1.50 0.048 0.010 0.038 0.158 1.49 0.048 0.010 0.038 0.157 1.48 0.048 0.010 0.038 0.156 1.48 0.048 0.010 0.038 0.156 1.47 0.047 0.010 0.037 0.155 1.46 0.047 0.010 0.037 0.154 1.46 Page 3 InletO4.txt SAN BERNARDINO COUNTY HYDROLOGY -- 24 -Hour, 100 - Year Small Area Runoff Method ------------- Input Data : Point Rainfall 0.350 0.930 1.350 2.450 3.550 8.000 Reduction Area (sq.mi.)= 0 00 1.000 1.000 1.000 1.000 D -A -D Red. Factors = 1.000 1.0 Subarea No. Total Y -bar Fm Tc Area ---------------------------------------------------------------------------------- INLET04 0.045 0.210 0.262 11.3 Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. --------------------- 0.1455 0.5454 T <= 60 min. 0.1494 0.5377 T <= 3 hrs. 0.1465 0.5425 T <= 6 hrs. 0.1522 0.5350 T <= 24 hrs. 0.1127 0.5861 INLET04 UNIT # TIME RMR1 RMR1 RR UR UL NR EFFR Q --- ---------------------------------------- 1 11.3 0.546 0.546 0.546 --------------------------------- 0.546 0.049 0.496 2.638 68.43 2 22.6 0.796 0.796 0.796 0.251 0.049 0.201 1.071 27.77 3 33.9 0.993 0.993 0.993 0.196 0.041 0.155 0.824 21.37 4 45.2 1.159 1.159 1.159 0.166 0.035 0.131 0.697 18.08 5 56.5 1.306 1.306 1.306 0.148 0.031 0.117 0.620 16.08 6 67.7 1.442 1.442 1.442 0.135 0.028 0.107 0.568 14.74 7 79.0 1.568 1.568 1.568 0.126 0.026 0.099 0.528 13.69 8 90.3 1.685 1.685 1.685 0.118 0.025 0.093 0.494 12.82 9 101.6 1.797 1.797 1.797 0.111 0.023 0.088 0.467 12.11 10 112.9 1.902 1.902 1.902 0.106 0.022 0.083 0.444 11.51 10.99 11 124.2 2.003 2.003 2.003 0.101 0.021 0.080 0.424 0.407 10.54 12 135.5 2.100 2.100 2.100 0.097 0.020 0.076 0.391 10.15 13 146.8 2.193 2.193 2.193 0.093 0.020 0.074 0.378 9.80 14 158.1' 2.283 2.283 2.283 0.090 0.019 0.071 0.366 9.48 15 169.4 2.370 2.370 2.370 0.087 0.018 0.018 0.069 0.067 0.354 9.19 16 180.6 2.455 2.455 2.455 2.536 0.084 0.081 0.017 0.064 0.340 8.81 17 191.9 2.536 2.536 2.614 2.614 0.079 0.017 0.062 0.331 8.57 18 19 203.2 214.5 2.614 2.691 2.691 2.691 0.077 0.016 0.061 0.322 8.36 20 225.8 2.766 2.766 2.766 0.075 0.016 0.059 0.314 8.15 21 237.1 2.839 2.839 2.839 0.073 0.015 0.058 0.307 7.97 7.79 22 248.4 2.911 2.911 2.911 0.072 0.015 0.057 0.300 7.63 23 259.7 2.981 2.981 2.981 0.070 0.015 0.055 0.294 7.48 24 271.0 3.049 3.049 3.049 0.069 0.014 0.054 0.288 7.33 25 282.3 3.117 3.117 3.117 0.067 0.014 0.053 0.283 0.277 7.20 26 293.5 3.183 3.183 3.183 0.066 0.014 0.052 0.273 7.07 27 304.8 3.248 3.248 3.248 0.065 0.014 0.051 0.050 0.268 6.95 28 316.1 3.312 3.312 3.312 0.064 0.063 0.013 0.013 0.050 0.263 6.83 29 327.4 3.374 3.374 3.374 Page 1 30 338.7 3.436 3.436 3.436 31 350.0 3.497 3.497 3.497 32 361.3 3.557 3.557 3.557 33 372.6 3.622 3.622 3.622 34 383.9 3.686 3.686 3.686 35 395.1 3.749 3.749 3.749 36 406.4 3.812 3.812 3.812 37 417.7 3.873 3.873 3.873 38 429.0 3.934 3.934 3.934 39 440.3 3.995 3.995 3.995 40 451.6 4.054 4.054 4.054 41 462.9 4.114 4.114 4.114 42 474.2 4.172 4.172 4.172 43 485.5 4.230 4.230 4.230 44 496.8 4.287 4.287 4.287 45 508.0 4.344 4.344 4.344 46 519.3 4.401 4.401 4.401 47 530.6 4.456 4.456 4.456 48 541.9 4.512 4.512 4.512 49 553.2 4.567 4.567 4.567 50 564.5 4.621 4.621 4.621 51 575.8 4.675 4.675 4.675 52 587.1 4.728 4.728 4.728 53 598.4 4.781 4.781 4.781 54 609.7 4.834 4.834 4.834 55 621.0 4.886 4.886 4.886 56 632.2 4.938 4.938 4.938 57 643.5 4.990 4.990 4.990 58 654.8 5.041 5.041 5.041 59 666.1 5.092 5.092 5.092 60 677.4 5.142 5.142 5.142 61 688.7 5.192 5.192 5.192 62 700.0 5.242 5.242 5.242 63 711.3 5.291 5.291 5.291 64 722.6 5.340 5.340 5.340 65 73�.8 5.389 5.389 5.389 66 745.1 5.437 5.437 5.437 67 756.4 5.486 5.486 5.486 68 767.7 5.533 5.533 5.533 69 779.0 5.581 5.581 5.581 70 790.3 5.628 5.628 5.628 71 801.6 5.675 5.675 5.675 72 812.9 5.722 5.722 5.722 73 824.2 5.768 5.768 5.768 74 835.5 5.815 5.815 5.815 75 846.8 5.860 5.860 5.860 76 858.0 5.906 5.906 5.906 77 869.3 5.952 5.952 5.952 78 880.6 5.997 5.997 5.997 79 891.9 6.042 6.042 6.042 80 903.2 6.086 6.086 6.086 81 914.5 6.131 6.131 6.131 82 925.8 6.175 6.175 6.175 83 937.1 6.219 6.219 6.219 84 948.4 6.263 6.263 6.263 85 959.7 6.307 6.307 6.307 86 970.9 6.350 6.350 6.350 87 982.2 6.393 6.393 6.393 88 993.5 6.436 6.436 6.436 InletO4.txt 0.062 0.013 0.049 0.259 6.73 0.061 0.013 0.048 0.255 6.62 0.061 0.013 0.048 0.254 6.59 0.065 0.014 0.051 0.272 7.05 0.064 0.013 0.051 0.268 6.96 0.063 0.013 0.050 0.265 6.88 0.062 0.013 0.049 0.262 6.80 0.062 0.013 0.049 0.259 6.72 0.061 0.013 0.048 0.256 6.64 0.060 0.013 0.048 0.253 6.57 0.060 0.013 0.047 0.251 6.50 0.059 0.012 0.047 0.248 6.44 0.059 0.012 0.046 0.246 6.37 0.058 0.012 0.046 0.243 6.31 0.057 0.012 0.045 0.241 6.25 0.057 0.012 0.045 0.239 6.19 0.056 0.012 0.044 0.236 6.13 0.056 0.012 0.044 0.234 6.08 0.055 0.012 0.044 0.232 6.03 0.055 0.012 0.043 0.230 5.97 0.054 0.011 0.043 0.228 5.92 0.054 0.011 0.043 0.226 5.87 0.054 0.011 0.042 0.225 5.83 0.053 0.011 0.042 0.223 5.78 0.053 0.011 0.042 0.221 5.74 0.052 0.011 0.041 0.219 5.69 0.052 0.011 0.041 0.218 5.65 0.051 0.011 0.041 0.216 5.61 0.051 0.011 0.040 0.215 5.57 0.051 0.011 0.040 0.213 5.53 0.050 0.011 0.040 0.212 5.49 0.050 0.011 0.040 0.210 5.45 0.050 0.010 0.039 0.209 5.41 0.049 0.010 0.039 0.207 5.38 0.049 0.010 0.039 0.206 5.34 0.049 0.010 0.039 0.205 5.31 0.048 0.010 0.038 0.203 5.27 0.048 0.010 0.038 0.202 5.24 0.048 0.010 0.038 0.201 5.21 0.048 0.010 0.038 0.200 5.18 0.047 0.010 0.037 0.198 5.15 0.047 0.010 0.037 0.197 5.12 0.047 0.010 0.037 0.196 5.09 0.046 0.010 0.037 0.195 5.06 0.046 0.010 0.036 0.194 5.03 0.046 0.010 0.036 0.193 5.00 0.046 0.010 0.036 0.192 4.97 0.045 0.010 0.036 0.191 4.95 0.045 0.009 0.036 0.190 4.92 0.045 0.009 0.036 0.189 4.89 0.045 0.009 0.035 0.188 4.87 0.044 0.009 0.035 0.187 4.84 0.044 0.009 0.035 0.186 4.82 0.044 0.009 0.035 0.185 4.79 0.044 0.009 0.035 0.184 4.77 0.044 0.009 0.034 0.183 4.75 0.043 0.009 0.034 0.182 4.72 0.043 0.009 0.034 0.181 4.70 0.043 0.009 0.034 0.180 4.68 Page 2 14�.� 89 1004.8 6.479 6.479 6.479 90 1016.1 6.S21 6.521 6.521 91 1027.4 6.564 6.564 6.564 92 1038.7 6.606 6.606 6.606 93 1050.0 6.648 6.648 6.648 94 1061.3 6.690 6.690 6.690 95 1072.6 6.731 6.731 6.731 96 1083.8 6.773 6.773 6.773 97 1095.1 6.814 6.814 6.814 98 1106.4 6.855 6.855 6.855 99 1117.7 6.896 6.896 6.896 100 1129.0 6.937 6.937 6.937 101 1140.3 6.977 6.977 6.977 102 1151.6 7.018 7.018 7.018 103 1162.9 7.058 7.058 7.058 104 1174.2 7.098 7.098 7.098 105 1185.4 7.138 7.138 7.138 106 1196.7 7.178 7.178 7.178 107 1208.0 7.217 7.217 7.217 108 1219.3 7.257 7.257 7.257 109 1230.6 7.296 7.296 7.296 110 1241.9 7.335 7.335 7.335 111 1253.2 7.374 7.374 7.374 112 1264.5 7.413 7.413 7.413 113 1275.8 7.452 7.452 7.452 114 1287.1 7.490 7.490 7.490 115 1298.3 7.529 7.529 7.529 116 1309.6 7.567 7.567 7.567 117 1320.9 7.605 7.605 7.605 118 1332.2 7.643 7.643 7.643 119 1343.5 7.681 7.681 7.681 120 1354.8 7.719 7.719 7.719 121 1366.1 7.757 7.757 7.757 122 1377.4 7.794 7.794 7.794 123 1388.7 7.832 7.832 7.832 124 1400.0 7.869 7.869 7.869 125 1411.3 7.906 7.906 7.906 126 1422.5 7.943 7.943 7.943 127 1433.8 7.980 7.980 7.980 128 1445.1 8.017 8.017 8.017 129 1456.4 8.053 8.053 8.053 VOLUME (FT^3) = 600485.2734375 InletO4.txt 0.043 0.009 0.034 0.180 4.66 0.043 0.009 0.034 0.179 4.64 0.042 0.009 0.033 0.178 4.61 0.042 0.009 0.033 0.177 4.59 0.042 0.009 0.033 0.176 4.57 0.042 0.009 0.033 0.176 4.55 0.042 0.009 0.033 0.175 4.53 0.041 0.009 0.033 0.174 4.51 0.041 0.009 0.033 0.173 4.49 0.041 0.009 0.032 0.172 4.47 0.041 0.009 0.032 0.172 4.46 0.041 0.009 0.032 0.171 4.44 0.041 0.009 0.032 0.170 4.42 0.040 0.008 0.032 0.170 4.40 0.040 0.008 0.032 0.169 4.38 0.040 0.008 0.032 0.168 4.36 0.040 0.008 0.032 0.168 4.35 0.040 0.008 0 . 031 0.167 4.33 0.040 0.008 0 . 031 0.166 4.31 0.039 0.008 0 . 031 0.166 4.30 0.039 0.008 0 . 031 0.165 4.28 0.039 0.008 0 . 031 0.164 4.26 0.039 0.008 0 . 031 0.164 4.25 0.039 0.008 0 . 031 0.163 4.23 0.039 0.008 0 . 031 0.163 4.22 0.039 0.008 0 . 030 0.162 4.20 0.038 0.008 0 . 030 0.161 4.19 0.038 0.008 0.030 0.161 4.17 0.038 0.008 0.030 0.160 4.16 0.038 0.008 0.030 0.160 4.14 0.038 0.008 0.030 0.159 4.13 0.038 0.008 0.030 0.159 4.11 0.038 0.008 0.030 0.158 4.10 0.038 0.008 0.030 0.157 4.08 0.037 0.008 0.030 0.157 4.07 0.037 0.008 0.029 0.156 4.06 0.037 0.008 0.029 0.156 4.04 0.037 0.008 0.029 0.155 4.03 0.037 0.008 0.029 0.155 4.02 0.037 0.008 0.029 0.154 4.00 0.037 0.008 0.029 0.154 3.99 Page 3 InletO5.txt SAN BERNARDINO COUNTY HYDROLOGY -- 24 -Hour, 100 - Year Small Area Runoff Method Input Data : Point Rainfall 0.350 0.930 1.350 2.450 3.550 8.000 Reduction Area (sq.mi.)= 0 D -A -D Red. Factors = 1.000 1.000 1.000 1.000 1.000 1-000 Subarea No. Total Y -bar Fm Tc Area --------------------------------------------------------------------------------- INLET05 0.008 0.210 0.262 13.6 Coefficients and Exponents for Area -Adjusted Mass Rainfall: T <= 30 min. --------------------- 0.1455 0.5454 T <= 60 min. 0.1494 0.5377 T <= 3 hrs. 0.1465 0.5425 T <= 6 hrs. 0.1522 0.5350 T <= 24 hrs. 0.1127 0.5861 INLET05 UNIT # TIME RMR1 RMR1 RR UR UL NR ----------------------- EFFR Q -------------------------------------------------- 1 13.6 0.605 0.605 0.605 0.605 0.059 0.545 2.401 11.04 2 27.2 0.882 0.882 0.882 0.278 0.058 0.219 0.967 4.45 3 40.9 1.098 1.098 1.098 0.216 0.045 0.170 0.751 3.45 4 54.5 1.282 1.282 1.282 0.184 0.039 0.145 0.639 2.94 5 68.1 1.446 1.446 1.446 0.164 0.034 0.130 0.572 2.63 6 81.7 1.596 1.596 1.596 0.150 0.032 0.119 0.523 2.41 7 95.3 1.736 1.736 1.736 0.139 0.029 0.110 0.485 2.23 8 109.0 1.866 1.866 1.866 0.130 0.027 0.103 0.454 2.09 9 122.6 1.989 1.989 1.989 0.123 0.026 0.097 0.428 1.97 10 136.2 2.106 2.106 2.106 0.117 0.025 0.092 0.407 1.87 11 149.8 2.218 2.218 2.218 0.112 0.023 0.088 0.389 1.79 12 163.4 2.325 2.325 2.325 0.107 0.023 0.085 0.373 1.72 13 177.1 2.428 2.428 2.428 0.103 0.022 0.082 0.359 1.65 14 190.7 2.527 2.527 2.527 0.099 0.021 0.078 0.343 1.58 15 204.3 2.622 2.622 2.622 0.095 0.020 0.075 0.331 1.52 16 217.9 2.714 2.714 2.714 0.092 0.019 0.073 0.321 1.47 17 231.5 2.803 2.803 2.803 0.089 0.019 0.071 0.311 1.43 18 245.2 2.890 2.890 2.890 0.087 0.018 0.069 0.303 1.39 19 258.8 2.975 2.975 2.975 0.085 0.018 0.067 0.295 1.36 20 272.4 3.058 3.058 3.058 0.083 0.017 0.065 0.288 1.32 21 286.0 3.139 3.139 3.139 0.081 0.017 0.064 0.281 1.29 22 299.6 3.218 3.218 3.218 0.079 0.017 0.062 0.275 1.27 23 313.3 3.295 3.295 3.295 0.077 0.016 0.061 0.270 1.24 24 326.9 3.371 3.371 3.371 0.076 0.016 0.060 0.264 1.21 25 340.5 3.446 3.446 3.446 0.074 0.016 0.059 0.259 1.19 26 354.1 3.519 3.519 3.519 0.073 0.015 0.058 0.254 1.17 27 367.7 3.595 3.595 3.595 0.076 0.016 0.060 0.263 1.21 28 381.4 3.672 3.672 3.672 0.077 0.016 0.061 0.270 1.24 29 395.0 3.748 3.748 3.748 0.076 0.016 0.060 0.266 1.22 Page 1 30 408.6 3.823 3.823 3.823 31 422.2 3.898 3.898 3.898 32 435.8 3.971 3.971 3.971 33 449.5 4.043 4.043 4.043 34 463.1 4.115 4.115 4.115 35 476.7 4.185 4.185 4.185 36 490.3 4.255 4.255 4.255 37 503.9 4.324 4.324 4.324 38 517.6 4.392 4.392 4.392 39 531.2 4.459 4.459 4.459 40 544.8 4.526 4.526 4.526 41 558.4 4.592 4.592 4.592 42 572.0 4.657 4.657 4.657 43 585.7 4.722 4.722 4.722 44 599.3 4.786 4.786 4.786 45 612.9 4.849 4.849 4.849 46 626.5 4.912 4.912 4.912 47 640.1 4.974 4.974 4.974 48 653.8 5.036 5.036 5.036 49 667.4 5.097 5.097 5.097 So 681.0 5.158 5.158 5.158 51 694.6 5.218 5.218 5.218 52 708.2 5.278 5.278 5.278 53 721.9 5.337 5.337 5.337 54 735.5 5.396 5.396 5.396 55 749.1 5.454 5.454 5.454 56 762.7 5.512 5.512 5.512 57 776.3 5.570 5.570 5.570 58 790.0 5.627 5.627 5.627 59 803.6 5.683 5.683 5.683 60 817.2 5.740 5.740 5.740 61 830.8 5.796 5.796 5.796 62 844.4 5.851 5.851 5.851 63 858.1 5.906 5.906 5.906 64 871.7 5.961 5.961 5.961 65 885.3 6.015 6.015 6.015 66 898.9 6.069 6.069 6.069 67 912.5 6.123 6.123 6.123 68 926.2 6.177 6.177 6.177 69 939.8 6.230 6.230 6.230 70 953.4 6.282 6.282 6.282 71 967.0 6.335 6.335 6.335 72 980.6 6.387 6.387 6.387 73 994.3 6.439 6.439 6.439 74 1007.9 6.490 6.490 6.490 75 1021.5 6.542 6.542 6.542 76 1035.1 6.593 6 . 593 6.593 77 1048.7 6.643 6.643 6.643 78 1062.4 6.694 6.694 6.694 79 1076.0 6.744 6.744 6.744 80 1089.6 6.794 6.794 6.794 81 1103.2 6.844 6.844 6.844 82 1116.8 6.893 6.893 6.893 83 1130.5 6.942 6.942 6.942 84 1144.1 6.991 6.991 6.991 85 1157.7 7.040 7.040 7.040 86 1171.3 7.088 7.088 7.088 87 1184.9 7.136 7.136 7.136 88 1198.6 7.184 7.184 7.184 InletO5.txt 0.075 0.016 0.059 0.262 1.20 0.074 0.016 0.059 0.258 1.19 0.073 0.015 0.058 0.255 1.17 0.072 0.015 0.057 0.251 1.16 0.071 0.015 0.056 0.248 1.14 0.071 0.015 0.056 0.245 1.13 0.070 0.015 0.055 0.242 1.12 0.069 0.014 0.054 0.240 1.10 o.068 0.014 0.054 0.237 1.09 o.067 0.014 0.053 0.234 1.08 0.067 0.014 0.053 0.232 1.07 0.066 0.014 0.052 0.230 1.06 0.065 0.014 0.052 0.227 1.05 0.065 0.014 0.051 0.225 1.04 0.064 0.013 0.051 0.223 1.03 0.063 0.013 0.050 0.221 1.02 o.063 0.013 0.050 0.219 1.01 o.062 0.013 0.049 0.217 1.00 0.062 o.013 0.049 0.215 0.99 o.061 0.013 0.048 0.213 0.98 o.061 0.013 0.048 0.211 0.97 0.060 0.013 0.048 0.210 0.96 0.060 0.013 0.047 0.208 0.96 0.059 0.012 0.047 0.206 0.95 0.059 0.012 0.046 0.205 0.94 0.058 0.012 0.046 0.203 0.93 0.058 0.012 0.046 0.202 0.93 0.057 0.012 0.045 0.200 0.92 0.057 0.012 0.045 0.199 0.91 0.057 0.012 0.045 o.197 0.91 0.056 0.012 0.044 0.196 0.90 0.056 0.012 0.044 0.194 0.89 0.055 o.012 0.044 0.193 0.89 o.055 0.012 0.044 0.192 0.88 0.055 0.012 0.043 0.191 0.88 0.054 0.011 0.043 0.189 0.87 0.054 0.011 0.043 0.188 0.87 0.054 0.011 0.042 o.187 0.86 0.053 0.011 0.042 0.186 0.85 0.053 0.011 0.042 0.185 0.85 0.053 0.011 0.042 0.184 0.84 0.052 0.011 0.041 0.183 0.84 o.052 0.011 0.041 0.181 0.83 0.052 0.011 0.041 0.180 0.83 0.052 0.011 0.041 0.179 0.83 0.051 0.011 0.040 0.178 0.82 0.051 0.011 0.040 0.177 0.82 0.051 0.011 0.040 0.176 0.81 0.050 0.011 0.040 0.176 0.81 0.050 0.011 0.040 0.175 0.80 0.050 0.010 0.039 0.174 0.80 0.050 0.010 0.039 0 . 173 0.79 0.049 0.010 0.039 0.172 0.79 0.049 0.010 0.039 0.171 0.79 0.049 0.010 0.039 0.170 0.78 0.049 0.010 0.038 0.169 0.78 o.048 0.010 0.038 0.169 0.78 0.048 0.010 0.038 0.168 0.77 0.048 0.010 0.038 0.167 0.77 Page 2 89 1212.2 7.232 7.232 7.232 90 1225.8 7.279 7.279 7.279 91 1239.4 7.327 7.327 7.327 92 1253.0 7.374 7.374 7.374 93 1266.7 7.421 7.421 7.421 94 1280.3 7.467 7.467 7.467 95 1293.9 7.514 7.514 7.514 96 1307.5 7.560 7.560 7.560 97 1321.1 7.606 7.606 7.606 98 1334.8 7.652 7.652 7.652 99 1348.4 7.698 7.698 7.698 100 1362.0 7.743 7.743 7.743 101 1375.6 7.788 7.788 7.788 102 1389.2 7.833 7.833 7.833 103 1402.9 7.878 7.878 7.878 104 1416.5 7.923 7.923 7.923 105 1430.1 7.968 7.968 7.968 106 1443.7 8.012 8.012 8.012 107 1457.3 8.056 8.056 8.056 VOLUME (FT�3) = 106490.3833007812 0.154 0.71 Inieto5.txt 0.048 0.010 0.038 0.166 0.76 0.048 0.010 0.038 0.165 0.76 0.047 0.010 0.037 0.165 0.76 0.047 0.010 0.037 0.164 0.75 0.047 0.010 0.037 o.163 0.75 0.047 0.010 0.037 0.162 0.75 0.046 0.010 0.037 0.162 0.74 0.046 0.010 0.037 0.161 0.74 0.046 0.010 0.036 o.160 0.74 0.046 0.010 0.036 0.160 0.73 0.046 0.010 0.036 0.159 0.73 0.045 0.010 0.036 0.158 0.73 0.045 0.010 0.036 0.158 0.72 0.045 0.009 0.036 0.157 0.72 0.045 0.009 0.035 0.156 0.72 0.045 0.009 0.035 0.156 0.72 0.045 0.009 0.035 0.155 0.71 0.044 0.009 0.035 0.154 0.71 0.044 0.009 0.035 0.154 0.71 Page 3 1 00 -Year Collector Channel Hydraulics Normal Depth Calculations GM Outlet #1 Node 16 Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - 1 Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005319 ft/ft Left Side Slope 0.67 V: H Right Side Slope 0.67 V:H Discharge 6.70 cfs Results Depth 0.99 ft Flow Area 1.5 ft2 Wetted Perimeter 3.55 ft Top Width 2.95 ft Critical Depth 1.05 ft Critical Slope 0.003914 ft/ft Velocity 4.60 ft/s Velocity Head 0.33 ft Specific Energy 1.32 ft Froude Number 1.15 A Flow Type Supercritical Project Engineer: MIS Department d:\program files\haestad\fmw\project4.fm2 FlowMaster v6.0 [614b] 1/3/2005 11:04 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 F—lom r � 05 K� LM kD (1) 0 U z L. T -q fu 4t =3 4-J 4-J fC) =3 0 w In .114 rM Inlet #2 Node 28 Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channel - 1 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data 0.48 ft Mannings Coefficient 0.013 Slope 0.057690 ft/ft Left Side Slope 0.12 V:H Right Side Slope 0.08 V: H Bottom Width 10.00 ft Discharge 98.70 cfs Results 2.97 ft Depth 0.48 ft Flow Area 7.1 ft2 Wetted Perimeter 19.99 ft Top Width 19.94 ft Critical Depth 1.02 ft Critical Slope 0.002819 ft/ft Velocity 13.82 ft/s Velocity Head 2.97 ft Specific Energy 3.45 ft Froude Number 4.07 Flow Type Supercritical Project Engineer: MIS Department dAprograrn files\haestad\fmw\project4.fm2 FlowMaster v6.0 [614b] 1/3/2005 11:04 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 R Inlet#2 Node 28 Trapezoidal Channel 10.0 1 Inlet #3 Node 36 Worksheet for Trapezoidal Channel Project Engineer: MIS Department d:\program files\haestad\fmw\project4.fm2 FlowMaster v6.0 [614b] 1/3/2005 11:04 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Project Description Worksheet Trapezoidal Channel - 2 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.014286 ft/ft Left Side Slope 1.00 V: H Right Side Slope 1.00 V:H Bottom Width 4.00 ft Discharge 33.40 cfs Results Depth 0.74 ft Flow Area 3.5 ft2 Wetted Perimeter 6.10 ft Top Width 5.49 ft Critical Depth 1.17 ft Critical Slope 0.003025 ft/ft Velocity 9.48 ft/s Velocity Head 1.40 ft Specific Energy 2.14 ft Froude Number 2.08 Flow Type Supercritical Project Engineer: MIS Department d:\program files\haestad\fmw\project4.fm2 FlowMaster v6.0 [614b] 1/3/2005 11:04 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Inlet#3 Node 36 Trapezoidal Channel 5.01 5.01 4.01 .1 Project Description Worksheet Flow Element Method Solve For Inlet #4 Node 74 Worksheet for Trapezoidal Channel Trapezoidal Channel - 3 Trapezoidal Channel Manning's Formula Channel Depth Input Data 0.97 ft Mannings Coefficient 0.013 Slope 0.054795 ft/ft Left Side Slope 1.00 V:H Right Side Slope 1.00 V:H Bottom Width 4.00 ft Discharge 103.30 cfs Results Depth 0.97 ft Flow Area 4.8 ft2 Wetted Perimeter 6.75 ft Top Width 5.94 ft Critical Depth 2.26 ft Critical Slope 0.002711 ft/ft Velocity 21.40 ft/s Velocity Head 7.12 ft Specific Energy 8.09 ft Froude Number 4.19 Flow Type Supercritical Project Engineer: MIS Department FlowMaster v6-0 [614b] d:\program files\haestad\fmw\project4.fm2 oad Waterbury, CT 06708 USA (203) 755-1666 Page 4 1/3/2005 11:04 AM 0 Haestad Methods, Inc. 37 Brookside R Inlet#4 Node 74 Trapezoidal Channel L'I 5.01 5.01 4.01 ,ftoo Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Slope Left Side Slope Right Side Slope Discharge Inlet #5 Node 84 Worksheet for Triangular Channel Triangular Channel - 2 Triangular Channel Manning's Formula Channel Depth 0.013 0.028571 ft/ft 0.67 V: H 0.67 V: H 16.10 cfs Results Depth 1.00 ft Flow Area 1.5 ft2 Wetted Perimeter 3.60 ft Top Width 2.99 ft Critical Depth 1.49 ft Critical Slope 0.003482 ft/ft Velocity 10.76 ft/s Velocity Head 1.80 ft Specific Energy 2.80 ft Froude Number 2.68 Flow Type Supercritical Project Engineer: MIS Department d:\program files\haestad\fmw\project4.fm2 FlowMaster v6.0 [614b] 1/3/2005 11:04 AM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 Inlet#5 Node 84 Triangular Channel k1l 1.51 1.51 MA Hydrology and WSPG Calculations for Existing Jurupa Storm Drain Hydrology Calculations for Jurupa Storm Drain By ASL Consulting Engineers NMMZ CM HYDROLOGY CALCULATIONS FOR JURUPA STORM DRAIN PREPARED BY: ASL CONSULTING ENGINEERS Lj or S_ h u or u .1160 0 OT ........ . 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LAND -USE BOUNDARY I ky f LA LAND USE TYPES .0 4 - A W?7#0 Vl: 61 J /100 00 I—A ft -7 if ........... : i:: VIE. I... x A Fire .4.6 fr.: 4 .. i StA ------ 7 AV( 'a In - 4_ —A _L 1i 61 it G— 'u" I H. Ie :j,'j!Z --;'AVE !F e, 61 tit AOARYG ez 14— "0. 0 p r .. ..... I '46: -00 - sp,t&l .1 Trailer . t _LL Park .. 7n ir 10 21 j: will ij j!' BLOO -29 �c Trailer: 1! Trait v SL vo !Par i's LE parti, park YA7 Troller ft 2 4 J.. .23 Well I- to Trai7er q - In . , _ T+�qater- 2D A ounly mot V A: ...... 1/0 ;:mw%t-._ EL. . . . . . . . . . . . . . . . . . BlZrnin I LA' gtory ;j lie iFh sch" PAelFIC 6.0 '06 4 Trailer S� 11161' SLOVER v Park OVER toog - ... SMVER .1 01 '040 ------ -------- T,a Sch ORes der Parhu--: ........... Of Sout'r dll� w - - , N IF . (L 1060 ........... La a (k IX K ON 0 la 4 tVrve IL U 0 6J ....... Dwerin .,06 — Ju"pA Hills =-n _-28- 27 Well S10 Hirb WN '05.? AVE R d.o. 32 Well 1 2 F y ------- -11060 5N 26 Sch 25 rA �A.W% U Z. t - ---------- (L 0 .0 I_., _Sch== A E 0 9191 Quarry,> Park —Is J33 JURUP�A L @AVE CREST Wei 0 ------ Res, 0 Well w;l f Well. j it rm 00 F7 D -spos_al 33" l'S, --age p< Sr 1116" -2!3 + / -, /0" 3 V: AVE ---------- 2, ON OLOGY JI DECLEZ CHANNEL HYDR LEGEND Ry, 0 RATIONAL METHOD T WATERCOURSE Z w k, CONC NTRATION POINTS NT / 1. CONCENTRATION POI AA SUB—AREA BOUNDARY p" �,.i \7 '6, RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.JC Release Date: 5/11/87 Serial # 100882 Especially prepared for: ASL CONSULTING ENGINEERS -------------------------------------------------------------------------- FILE NAME: S-RIDGE1.DAT TIME/DATE OF STUDY: 13:53 8/19/1987 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL.INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.3500 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVA.TION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = '\ 1000-00 UPSTREAM ELEVATION '1840.00 DOWNSTREAM ELEVATION = 140,0.00 ELEVATION DIFFERENCE = 440,.00 TC = .706*[( 1000.00** 3.00M 440.00)1** .20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.351 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 39.18 13.186 Fm(INCH/HR) = .5600 TOTAL AREA(ACRES) = ,15,.60 PEAK FLOW RATE(CFS) = 39.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE --------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<(<<< UPSTREAM NODE ELEVATION 1400.00 DOWNSTREAM NODE ELEVATION 1058.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2100-00 CHANNEL BASE(FEET) = 10.00 11Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 39.18 PT.OW UP.T.00ITY (FEET/ SEC) = 12.63 FLOW DEPTH(FEET) .29 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8 ---------------- --------------------------------------------------------- > > > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< < < < < 100 YEAR RAINFALL INTENSITY (INCHIHOUR) 2.989 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 35.80 SUBAREA RUNOFF(CFS) 78.25 EFFECTIVE AREA(ACRES) 51.40 AVERAGED Fm(INCH/HR) .560 TOTAL AREMACRES) = 51.40 PEAK FLOW RATE(CFS) 112.35 TC(MIN) = 15.96 FLOW PROCESS FROM NODE 3.00 TO NODE 24.00 IS CODE 3 ------- ---------------- ------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.5 INCHES PIPEFLOW VELOCITY(FEET/SEC-) = 5.9 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION.= 1056.00 FLOWLENGTH(FEET) = 1320-00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 63.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 112.35 TRAVEL TIME(MIN.) = 3.71 TC(MIN.) 19.67 FLOW PROCESS FROM NODE 3.00 TO NODE 24.00 IS CODE ---------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 19.67 RAINFALL INTENSITY (INCH./HOUR) 2.64 EFFECTIVE STREAM AREMACRES) = 51.40 TOTAL STREAM AREMACRES) = 51.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 112.35 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------- NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000-00 UPSTREAM ELEVATION = 1840-00 DOWNSTREAM ELEVATION = 1400-00 ELEVATION DIFFERENCE = 440.00 TC = .706*[( l000.00** 3.00M 440.00)1** .20 100 YEAR RAINFALL-INTENSITY(INCH/HOUR) 3.351 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, "ATnvvrrwq) = 34.66 13.186 Fm(INCH/HR) = .5600 Dumtlllllz&li " rrnrr'AT Apvt(ACRFS) 13.80 PEAK FLOW RATE(CFS) 34-66 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE 5 -------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION 1400.00 DOWNSTREAM NODE ELEVATION 1130.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL BASE(FEET) = 10-00 "Z" FACTOR = 2-000 MANNIRGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 34-66 FLOW VELOCITY(FEET/SEC) = 12.99 FLOW DEPTH(FEET) .25 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 15.11 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE 8 -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.088 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREMACRES) = 84.50 SUBAREA RUNOFF(CFS) 192.25 EFFECTIVE AREA(ACRES) 98.30 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 98.30 PEAK FLOW RATE(CFS) 223.64 TC(MIN) = 15.11 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE 5 --------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION 1130.00 DOWNSTREAM NODE ELEVATION 1056.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2250.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 223.64 FLOW VELOCITY(FEET/SEC) = 13.55 FLOW DEPTH(FEET) 1.31 TRAVEL TIME(MIN.) = 2.77 TC(MIN.) = 17.88 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY( INCH /HOUR) 2.791 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 97.30 SUBAREA RUNOFF(CFS) 195.40 EFFECTIVE AREA(ACRES) 195.60 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 195.60 PEAK FLOW RATE(CFS) 392.82 TC(MIN) = 17.88 FLOW PROCESS FROM NODE 2J.uu To NODE 24-00 IS CODE = 1 -------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIRUTES) 17.88 RAINFALL INTENSITY (INCH./HOUR) 2.79 EFFECTIVE STREAM AREA(ACRES) = 195.60 TOTAL STREAM AREA(ACRES) = 195.60 PEAK FLOW RATE(CFS) AT CONFLUENCE 392.82 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)3** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 2040.00 DOWNSTREAM ELEVATION = 1700 ' 00 ELEVATION DIFFERENCE = 340.00 TC = .706*(( 1000.00** 3.00M 340.00)3** .20 13.884 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.249 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA RUNOFF(CFS) 28.80 TOTAL AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) 28.80 FLOW PROCESS FROM NODE 52.00 TO NODE 24.00 IS CODE 5 >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION 1700.00 DOWNSTREAM NODE ELEVATION 1056.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 4100.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 28.80 FLOW VELOCITY(FEET/SEC) = 10.79 FLOW DEPTH(FEET) .25 TRAVEL TIME(MIN.) = 6.33 TC(MIN.) = 20.21 FLOW PROCESS FROM NODE 52.00 TO NODE 24.00 IS CODE 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.593 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 106.50 SUBAREA RUNOFF(CFS) 194.87 EFFECTIVE AREA(ACRES) 118.40 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 118.40 PEAK FLOW RATE(CFS) 216.65 TC(MIN) = 20.21 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) 20.21 RAINFALL INTENSITY (INCH./HOUR) 2.59 EFFECTIVE STREAM AREA(ACRES) = 118.40 TOTAL STREAM AREA(ACRES) = 118.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 216.65 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) ---------------------------------------------------- (MIN-) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 112.35 19.67 2.636 .56 51.40 2 392.82 17.88 2.791 .56 195.60 3 216.65 20.21 2.593 .56 118.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------- : ---------------------- 1 693.08 362.20 2 712.88 347.04 3 684.58 365.40 COMPUTED CONFLUENCE ESZ��ATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 712.88 TIME(MINUTES) 17.879 EFFECTIVE AREA(ACRES) -"- 347.04 TOTAL AREA(ACRES) = 365.40 FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.5 INCHES PIPEFLOW VELOCITY (FEET /SEC. ) = 20.7 UPSTREAM NODE ELEVATION = .1056.00 DOWNSTREAM NODE ELEVATION 1040-00 FLOWLENGTH(FEET) 1320.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER (INCH),�< 87-00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 712.88 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) `,18.94 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE 2 --------------------------- --------------------------------------------- >>>>)RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 850.00 UPSTREAM ELEVATION = 1103.00 DOWNSTREAM ELEVATION = 1097.00 ELEVATION DIFFERENCE = 6.00 TC = .304*[( 850.00** 3.00)/( 6.00)1** .20 12.159 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.518 TOTAL AREA(ACRES) 7.30 PEAK FLOW RATE(CFS) 22.62 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1097.00 DOWNSTREAM ELEVATION 1063.00 STREET LENGTH(FEET) 4820.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 234.40 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STRFRETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.04 HALFSTREET FLOODWIDTH(FEET) 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.95 PRODUCT OF DEPTH&VELOCITY = 6.20 STREETFLOW TRAVELTIME(MIN) = 13.49 TC(MIN) 25.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.248 SOIL CLASSIFICATION IS "B" CONDOMINIUMS SUBAREA LOSS RATE, Fm(INCH/HR) .2625 SUBAREA AREA(ACRES) = 223.20 SUBAREA RUNOFF(CFS) 398.81 EFFECTIVE AREA(ACRES) 230.50 AVERAGED Fm(INCH/HR) .257 TOTAL AREA(ACRES) = 230.50 PEAK FLOW RATE(CFS) = 413.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.29 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY (FEET/ SEC.) = 7.43 DEPTH*VELOCITY = 9.62 FLOW PROCESS FROM NODE 33-00 TO NODE 34.00 IS CODE 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1063.00 DOWNSTREAM ELEVATION 1058.00 STREET LENGTH(FEET) 2000.00 CURB HEIGTH(INCHES) 8. - STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN.TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 528.76 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION STREET FLOWDEPTH(FEET) = 1.80 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY (FEET/ SEC. ) = PRODUCT OF DEPTH&VELOCITY = 10.82 STREETFLOW TRAVELTIME(MIN) = 5.56 TC(MIN) = �31.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.998 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 3-4 DWELLIVGS/ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 165.30 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) 395.80 AVERAGED Fm(INCH/HR) .337 TOTAL AREA(ACRES) = 395.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.90 HALFSTREET FLOODWIDTH (FEET) FLOW VELOCITY (FEET/ SEC.) = 6.27 DEPTH*VELOCITY = Fm(INCH/HR) .450( = 230.35 591.70 32.00 11.92 FLOW PROCESS FROM NODE 34.00 TO NODE 44.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>)>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.2 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION 1043.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 81.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 591.70 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) 32.35 FLOW PROCESS FROM NODE 34.00 TO NODE 44.00 IS CODE 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) 32.35 RAINFALL INTENSITY (INCH./HOUR) 1.96 EFFECTIVE STREAM AREA(ACRES) = 395.80 TOTAL STREAM AREA(ACRES) = 395.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 591.70 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*E(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1105-00 DOWNSTREAM ELEVATION = 1095.00 ELEVATION DIFFERENCE = 10.00 TC = .438*[( 1000.00** 3-00M 10.0G)1** .20 17.437 100 YEAR RAINFALL INTENSITY (INCH/ HOUR) 2.834 SOIL CLASSIFICATION IS "All RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA RUNOFF(CFS) = 26.76 FLOW PROCESS FROM NODE 42.00 TO NODE 43-00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1095.00 DOWNSTREAM ELEVATION 1058.00 STREET LENGTH(FEET) 3900-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16-00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 95.49 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH (FEET) = 32.00 AVERAGE FLOW VEIDCITY(FEET/SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITY = 3.46 STREETFLOW TRAVELTIME(MIN) = 14.04 TC(MIN) 31.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.988 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 111-10 SUBAREA RUNOFF(CFS) 130.91 EFFECTIVE AREA(ACRES) 124.90 AVERAGED Fm(INCH/HR) .679 147.17 TOTAL AREA(ACRES) = 124.90 PEAK FLOW RATE(CFS END OF SUBAREA STREETFLOil HYDRAULICS: DEPTH(FEET) = .85 HALFSTREET FLOCIDWIDTH(FEET) 32.00 FLOW VELOCITY (FEET/ SEC. � = 5.48 DEPTH*VELOCITY 4.63 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1058.00 DOWNSTREAM ELEVATION 1043.00 STREET LENGTH(FEET) 2000-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 194.37 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THAT IS, ALL FLOW ALONG THE PARKWAY, = Q Fi BASED ON THE ASSUMPTION THE STREET CHANNEL. ETC., IS NEGLECTED. PRODUCT OF DEPTH&VELOCITY = 5.45 37.37 STREETFLOW TRAVELTIME(MIN) = 5.89 TC(MIN) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.794 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .5250 SUBAREA AREA(ACRES) = 82.60 SUBAREA RUNOFF(CFS) 94.31 EFFECTIVE AREA(ACRES) 207.50 AVERAGED Fm(INCH/HR) .618 PEAK FLOW RATE(CFS) = 219.61 TOTAL AREA(ACRES) = 207.50 END OF SUBAREA STREETFLOW HYDRAULICS: 32.00 DEPTH(FEET) = 1.00 HALFSTREET FLOODWIDTH(FEET) FLOW VELOCITY(FEET/SEC.) = 5.96 DEPTH*VELOCITY = 5.97 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 37.37 RAINFALL INTENSITY (INCH./HOUR) 1.79 EFFECTIVE STREAM AREMACRES) = 207.50 TOTAL STREAM AREMACRES) = 207.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 219.61 CONFLUENCE INFORMATION: FM EFFECTIVE STREAM PEAK FLOW TIME INTENSITY REA(ACRES)' NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) A -------------------------------------------------------------- 1 591.70 32-35 1.956 .34 395.80 2 219.61 37.37 1.794 .62 207.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 808.03 575.46 2 752.09 603.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 808.03 TIME(MINUTES) 32.353 EFFECTIVE AREMACRES) 575.46 TOTAL AREA(ACRES) = 603.30 FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE 3 -------------------------------------------------------------------------- >>>>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 114.0 INCH PIPE IS 82.8 INCHES PIPEFLOW VELOCITY (FEET/SEC - ) = 14.6 UPSTREAM NODE ELEVATION = 1043.00 DOWNSTREAM NODE ELEVATION 1040.00 FLOWLENGTH(FEET) = 700-00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 808.03 TRAVEL TIME(MIN.) = .80 TC(MIN.) 33.15 � "-I. I r IM-OLI IMULIM ii . uu 'EL) NODE 45.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLU`ENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 33.15 RAINFALL INTENSITY (INCH./HOUR) 1.93 EFFECTIVE STREAM AREA(ACRES) = 575.46 TOTAL STREAM AREA(ACRES) = 603.30 PEAK FLOW RATE(CFS) AT CONFLUENCE 808.03 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1450.00 DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 330.00 TC = .706*[( 1000.00** 3.00)/( 330.00)1** .20 13.967 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.237 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA RUNOFF(CFS) 22.17 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) 22.17 FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE 5 >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION 1120.00 DOWNSTREAM NODE ELEVATION 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.17 FLOW VELOCITY(FEET/SEC) = 8.31 FLOW DEPTH(FEET) .25 TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 15.57 FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.033 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 29.40 SUBAREA RUNOFF(CFS) 65.43 EFFECTIVE AREA(ACRES) 38.60 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) 85.90 TC(MIN) = 15.57 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIT-I-ED--VALUES ARE AS FOLLOWS: TC (MIN) INTENSI T -Y -(INCH/ HOUR) 2.81 EFFECTIVE AREA(A RES) 3 4 6 -8-% TOTAL AREA(A�RES 365�.40 PEAK FLOW RATE(CFS) AVERAGED LOSS R4TE, FM(IN/HR) .560 c__ Z. FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 17.73 RAINFALL INTENSITY (INCH./HOUR) 2.81 EFFECTIVE STREAM AREA(ACRES) = 346.89 TOTAL STREAM AREA(ACRES) = 365.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 716.85 FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE 7 -------------------------------------------------------------------------- >>>>>`USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.57 RAIN INTENSITY(INCH/HOUR) 3.03 EFFECTIVE AREA(ACRES) = 38.60 TOTAL AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) 85.90 AVERAGED LOSS RATE, Fm(IN/HR) = .560 ***ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .56(INCHES/HOUR) FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) 15.57 RAINFALL INTENSITY (INCH./HOUR) 3.03 EFFECTIVE STREAM AREMACRES) = 38.60 TOTAL STREAM AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) AT CONFLUENCE 85.90 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) --------- ----------------------------------------------------- 1 808.03 33.15 1.927 .42 I 575.46 2 716.85 17.73 2.805 .56 346.89 3 85.90 15.57 3.033 .56 38.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 3 1437.99 613.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1479.64 TIME(MINUTES) 17.730 EFFECTIVE AREA(ACRES) 693.28 TOTAL AREA(ACRES) = 1007.30 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD IRITIAL SUBAREA ANALYSIS<<<<< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1900.00 DOWNSTREAM ELEVATION = 1550.00 ELEVATION DIFFERENCE = 350.00 TC = .706*[( 1000.00** 3.00)/( 350.'00)1** .20 13.804 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.260 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA RUNOFF(CFS) 15.55 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) 15.55 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE 5 >>>>>CCMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION 1550.00 DOWNSTREAM NODE ELEVATION 1033.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2500.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.55 FLOW VELOCITY(FEET/SEC) = 8.55 FLOW DEPTH(FEET) .18 TRAVEL TIME(MIN.) = 4.87 TC(MIN.) = 18.68 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.719 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 52.30 SUBAREA RUNOFF(CFS) 101.63 EFFECTIVE AREA(ACRES) 58.70 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 58.70 PEAK FLOW RATE(CFS) 114.06 TC(MIN) = 18.68 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< RAINFALL INTENSITY (INCH./HOUR) 2.72 EFFECTIVE STREAM AREA(ACRES) 58. 8 �_� J_� ) ; 0 TOTAL STREAM AREA(ACRES) = ; 0 PEAK FLOW RATE(CFS) AT CONFL NCE 114.06 FLOW PROCESS FROM NODE 45 -7.0 -T -T07 -NODE 64.00 IS CODE 3 -------------------------------------------------------------------------- )>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION 1040.00 DOWNSTREAM NODE ELEVATION 1033.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 51.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 114.06 TRAVEL TIME(MIN.) = 2.29 TC(MIN.)'= 20.97 FLOW PROCESS FROM NODE 45.00 TO NODE 64.00 IS CODE 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MINUTES) 20.97 RAINFALL INTENSITY (INCH./HOUR) 2.54 EFFECTIVE STREAM AREA(ACRES) = 58.70 TOTAL STREAM AREA(ACRES) = 58.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 114.06 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1100.00 DOWNSTREAM ELEVATION = 1090.00 ELEVATION DIFFERENCE = 10.00 TC = .438*[( 900.00** 3.00M 10.00)]** .20 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.943 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 18.75 16.369 Fm(INCH/HR) = .6790 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 18.75 FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1090.00 DOWNSTREAM ELEVATION 1050.00 STREET LENGTH(FEET) 3950.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 87.94 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) .73 HALFSTREET FLOODWIDTH(FEET) 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.54 PRODUCT OF DEPTH&VELOCITY = 3.31 STREETFLOW TRAVELTIME(MIN) = 14.50 TC(MIN) 30.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.012 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 108.40 SUBAREA RUNOFF(CFS) 130.00 EFFECTIVE AREA(ACRES) 117.60 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 117.60 PEAK FLOW RATE(CFS) = 141.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = -83 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 5.51 DEPTH*VELOCITY = 4.55 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1050.00 DOWNSTREAM ELEVATION 1033.00 STREET LENGTH(FEET) 2750.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 180.05 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.06 PRODUCT OF DEPTH&VELOCITY = 4.97 STREETFLOW TRAVELTIME(MIN) = 9.07 TC(MIN) 39.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "Alt RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA SUBAREA AREA(ACRES) = 82.60 SUBAREA EFFECTIVE AREA(ACRES) 200.20 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 200.20 PEAK FLOW PNn n7 qTT34AP7A c7pwrrrwrr)ri T-TVT)PATTr.TrcZ - 1.724 LOSS RATE, Fm(INCH/HR) .6790 RUNOFF(CFS) = 77.65 RATE(CFS) = 188.20 k'LUW VtLUUlTY�Yh;l:�T/6tL;-) = .1) . z Z5 Vt�?Tki*VELOCITY = ").19 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) 39.93 RAINFALL INTENSITY (INCH./HOUR) 1.72 EFFECTIVE STREAM AREMACRES) = 200.20 TOTAL STREAM AREMACRES) = 200.20 PEAK FLOW RATE(CFS) AT CONFLUENCE 188.20 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) --------------------------------------------------------------- 1 114.06 18.68 2.719 .56 58.70 3 188.20 39.93 1.724 .68 200.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREMACRES) --------------------------------------------- 1 396.97 204.63 2 394.26 222.51 3 316.80 317-60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 396.97 TIME(MINUTES) 18.678 EFFECTIVE AREA(ACRES) 204.63 TOTAL AREA(ACRES) = 317.60 FLOW PROCESS FROM NODE 64.00 TO NODE 73.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 75.0 INCH PIPE IS 55.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 1033.00 DOWNSTREAM NODE ELEVATION 1021.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 75.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 396.97 TRAVEL TIME(MIN.) = 1.36 TC(MIN.) 20.04 FLOW PROCESS FROM NODE 64.00 TO NODE 73.00 IS CODE -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 20.04 RAINFALL INTENSITY (INCH./HOUR) 2.61 EFFECTIVE STREAM AREMACRES) = 204.63 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE 2 ----------------------- 7 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*E(LENGTH** 3.00MELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 850.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1086.00 ELEVATION DIFFERENCE = 4.00 TC = .438*(( 850.00** 3.00M 4.00)1** .20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.692 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 18.29 18.998 Fm(INCH/HR) = .6790 TOTAL AREA(ACRES) = . 10.10 PEAK FLOW RATE(CFS) = 18.29 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1086.00 DOWNSTREAM ELEVATION 1044.00 STREET LENGTH(FEET) 4000.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 95.01 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL'. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC-, IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY = 3.45 STREETFLOW TRAVELTIME(MIN) = 14.47 TC(MIN) 33.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.916 SOIL CLASSIFICATION IS "All RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 130-40 SUBAREA RUNOFF(CFS)'= 145.21 EFFECTIVE AREA(ACRES) 140.50 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 140.50 PEAK FLOW RATE(CFS) 156.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .85 HALFSTREET FLOODWIDTH(FEET) 32.00 FLOW VELOCITY(FEET/SEC..) = 5.82 DEPTH*VELOCITY 4.92 79 nn Tn WnDF 72-00 IS CODE 6 UPSTREAM ELEVATION 1044.00 DOWNSTREAM ELEVATION 1021.00 STREET LENGTH(FEET) 2750.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF MALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 200.35 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .96 HALFSTREET FLOODWIDTH(FEET) = - 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.83 PRODUCT OF DEPTH&VELOCITY = 5.61 STREETFLOW TRAVELTIME(MIN) = 7.86 TC(MIN) 41.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.688 SOIL CLASSIFICATION IS "A" SUBAREA LOSS RATE, Fm(INCH/HR) -6790 RESIDENTIAL-> 2 DWELLINGS/ACRE RUNOFF(CFS) 87.58 SUBAREA AREMACRES) = 96.40 SUBAREA EFFECTIVE AREMACRES) 236.90 AVERAGED Fm(INCH/HR) .679 TOTAL AREMACRES) = 236.90 PEAK FLOW RATE(CFS) = 215*.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC-) = 6.04 DEPTH*VELOCITY = 5.94 FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 - IS - CODE ---------- ------ ------------------------------------------- -- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 41.33 RAINFALL INTENSITY (INCH./HOUR) 1.69 EFFECTIVE STREAM AREMACRES) = 236.90 TOTAL STREAM AREMACRES) = 236.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 215.22 CONFLUENCE INFORMATION: INTENSITY Fm EFFECTIVE STREAM PEAK FLOW TIME (IN/HR) AREA(ACRES) NUMBER RATE(CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------- 1 --39&.S7--- 20.04 2.607 .61 204.63 2 215.22 41.33 1.688 .68 236.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREMACRES) --------------------------------------- ----- 1 596.26 319.49 2 429.19 441.53 lm"ZAl%k&2%�l%=oj - Z I TOTAL AREA(ACRES) = 554.50 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1084.00 ELEVATION DIFFERENCE = 6.00 TC = .438*[( 900.00** 3.00M 6.00)1** .20 18.130 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.768 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA RUNOFF(CFS) 18-99 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) 18.99 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE 6 -------------------------------------------------------------------------- )>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1084.00 DOWNSTREAM ELEVATION 1039.00 STREET LENGTH(FEET) 4200.00 CURB HEIGTH(INCHES) 8. - STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 97.35 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB - THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 PRODUCT OF DEPTH&VELOCITY = 3-53 STREETFLOW TRAVELTIME(MIN) = 14.83 TC(MIN) 32.96 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.934 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 130.40 SUBAREA RUNOFF(CFS) 147.29 EFFECTIVE AREA(ACRES) 140-50 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 140-50 PEAK FLOW RATE(CFS) = 158.70 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .87 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY (FEET/ SEC.) = 5.64 DEPTH*VELOCITY = 4.88 -------- -- --------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1039.00 DOWNSTREAM ELEVATION 1008.00 STREET LENGTH(FEET) 3200.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) =-32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 209.28 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .94 HALFSTREET FLOODWIDTH (FEET), = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.32 PRODUCT OF DEPTH&VELOCITY = 5.96 STREETFLOW TRAVELTIME(MIN) = 8.44 TC(MIN) 41.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.687 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 111-10 SUBAREA RUNOFF(CFS) 100 .77 EFFECTIVE AREA(ACRES) 251.60 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 251.60 PEAK FLOW RATE(CFS) = 228.20 END OF SUBAREA STREETFLOW HYDRAULICS: ) = 32.00 DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET FLOW VELOCITY (FEET/ SEC.) = 6.41 DEPTH*VELOCITY = 6.29 FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS COD E 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1083.00 DOWNSTREAM ELEVATION = 1076.00 ELEVATION DIFFERENCE = 7.00 TC = .438*(( 800.00** 3.00M 7.00)3** .20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.942 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 16.90 16.380 Fm(INCH/HR) = .6790 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 16.90 FLOW PROCESS FROM NODE 91.00 TO NODE 92-00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1076.00 DOWNSTREAM ELEVATION 1029.00 -1- f _rYlTeltrUic! N DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CRO S S FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 86.20 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. ASSUMPT T ON THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.76 PRODUCT OF DEPTH&VELOCITY = 3.37 STREETFLOW TRAVELTIME(MIN) = 14.36 TC(MIN) 30.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.016 SOIL CLASSIFICATION IS "All RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .6790 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) 132.65 EFFECTIVE AREMACRES) 118-50 AVERAGED Fm(INCH/HR) .679 TOTAL AREA(ACRES) = 118-50 PEAK FLOW RATE(CFS) = 142.64 END OF SUBAREA STREETFLOW HYDRAULICS: = 32.00 DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) FLOW VELOCITY(FEET/SEC-) = 5.57 DEPTH*VELOCITY = 4.60. FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE 6 ---------------------------- f ---------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<(<< UPSTREAM ELEVATION 1029-00 DOWNSTREAM ELEVATION 998.00 STREET LENGTH(FEET) 3250.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 187.78 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .92 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.89 PRODUCT OF DEPTH&VELOCITY = 5.44 STREETFLOW TRAVELTIME(MIN) = 9.19 TC(MIN) 39.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SOIL CLASSIFICATION IS "A" LOSS RATE, Fm(INCH/HR) .6790 RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA CFS) 89.78 qlT'RAR'F.A AREA(ACRES) = 95.50 SUBAREA RUNOFF( L %w A rl� k j - � . � . %Jv r L;. cl r, 4; )-4%a vv V'rl L 1�. % %, I: L -j I - 4 V L . L U END OF SUBAREA STREETFLOW HYDRAULICS: TH(FEET) = 32.00 DEPTH(FEET) = .94 HALFSTREET FLOODWID FLOW VELOCITY(FEET/SEC.) = 6.07 DEPTH*VELOCITY 5.73 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISM(< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1072.00 DOWNSTREAM ELEVATION = 1064.00 ELEVATION DIFFERENCE = 8.00 TC = .304*[( 800.00** 3.00M 8.00)1** .20 11.069 100 YEAR RAINFALL INTENSITY(INCH/HOUR.) 3.722 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) -0970 SUBAREA RUNOFF(CFS) 27.08 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) 27.08 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE 6 ------------------------------------------------------------------ ------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<(<< UPSTREAM ELEVATION 1064.00 DOWNSTREAM ELEVATION 1017.00 STREET LENGTH(FEET) 4050.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 146.30 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLCODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.71 PRODUCT OF DEPTH&VELOCITY = 4.72 STREETFLOW TRAVELTIME(MIN) = 11.82 TC(MIN) 22.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.407 SOIL CLASSIFICATION IS "All COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) 229.09 EFFECTIVE AREMACRES) 118.50 AVERAGED Fm(INCH/HR) .097 S) = 246.35 TOTAL AREA(ACRES) = 118.50 PEAK FLOW RATE(CF END OF SUBAREA STREETFLOW HYDRAULICS: ) = 32.00 DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET FLOW VELOCITY(FEET/SEC-) = 6-92 DEPTH*VELOCITY = 6.79 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1017.00 DOWNSTREAM ELEVATION 992.00 STREET LENGTH(FEET) 2800.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 33.0.62 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.14 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.25 PRODUCT OF DEPTH&VELOCITY = 8.25 STREETFLOW TRAVELTIME(MIN) = 6.44 TC(MIN) 29.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.074 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 11+ DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 99.20 SUBAREA RUNOFF(CFS) EFFECTIVE AREMACRES� 217.70 AVERAGED Fm(INCH/HR) .141 TOTAL AREMACRES) = 217.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.20 HALFSTREET FLOODWIDTH(FEET) FLOW VELOCITY(FEET/SEC.) = 7.67 DEPTH*VELOCITY = Fm(INCH/HR) .194C = 167.87 378.74 32.00 9.19 FLOW PROCESS FROM NODE 103.00 TO NODE 113.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.4 UPSTREAM NODE ELEVATION = 992.00 DOWNSTREAM NODE ELEVATION 979.00 FLOWLENGTH(FEET) = 1320.00 -MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 72.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 378.74 30.67 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = FLOW PROCESS FROM'NODE 103.00 TO NODE 113.00 IS CODE -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) 30.67 RAINFALL INTENSITY (INCH./HOUR) 2.02 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE 2 ---------- ------------------------------------------------- -------- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1063-00 DOWNSTREAM ELEVATION = 1056.00 ELEVATION DIFFERENCE = 7.00 0 10.937 TC = .304*[( 750.00** 3-00M 7.00)1** .2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.749 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA RUNOFF(CFS) 18.08 CFS) 18.08 TOTAL AREMACRES) = 5-50 PEAK FLOW RATE( FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 - IS - CODE 6 ---------- ------ ----------------------------------------- - -- ---- - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1056.00 DOWNSTREAM ELEVATION 1008.00 UPSTREAM ELEVATION = STREET LENGTH(FEET) 4100-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET- CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 141.14 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: CURB. NOTE: STREETFLOW EXCEEDS TOP OF ASED ON THE ASSUMPTION THE FOLLOWING STREETFLOW RESULTS ARE B THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.51 PRODUCT OF DEPTH&VELOCITY = 4.55 STREETFLOW TRAVELTIME(MIN) = 12.40 TC(MIN) 23.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.379 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA AREMACRES) = 112.90 SUBAREA RUNOFF(CFS.) 231.86 EFFECTIVE AREMACRES) 118.40 AVERAGED Fm(INCH/HR) .097 243.15 TOTAL AREMACRES) = 118.40 PEAK FLOW RATE(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: HALFSTREET FLOODWIDTH(FEET) 32.00 DEPTH(FEET) .96 SEC.) 7.07 DEPTH*VELOCITY 6.81 FLOW VELOCITY(FEET/ FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE 6 1XI-1 V Z 1-11 L VIZ I rl IN w UPSTREAM ELEVATION 1008.00 DOWNSTREAM ELEVATION 979.00 STREET LENGTH(FEET) 2800-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 330.56 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.10 - HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.67 PRODUCT OF DEPTH&VELOCITY = 8.43 29.43 STREETFLOW TRAVELTIME(MIN) = 6.09 TC(MIN) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.070 SOIL CLASSIFICATION IS "All COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) .0970 SUBAREA AREA(ACRES) = 98.30 SUBAREA RUNOFF(CFS) 174.55 EFFECTIVE AREA(ACRES) 216.70 - AVERAGED Fm(INCH/HR) .097 384.80 TOTAL AREA(ACRES) = 216.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1-16 HALFSTREET FLOODWIDTH (FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 8.21 DEPTH*VELOCITY = 9.51 FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 - IS - CODE ---------- -------------------------------------------------- -- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 29.43 RAINFALL INTENSITY (INCH./HOUR) 2.07 EFFECTIVE STREAM AREA(ACRES) = 216.70 TOTAL STREAM AREA(ACRES) = 216.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 384.80 CONFLUENCE INFORMATION: FM EFFECTIVE STREAM PEAK FLOW TIME INTENSITY NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ------------------------------------------------ ------------- 1 378.74 30.67 2.019 .14 217.70 2 384.80 29.43 2.070 .10 216.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: EFFECTIVE STREAM CONFLUENCE NUMBER Q(CFS) AREA(ACRES) ----- ------------------------------- -------- 1 753.68 434.40 f - I -_ . -- . � 4- k VA 4. ).1 %J L 1Z. L.1 EFFECTIVE AREMACRES) 425.61 TOTAL AREA(ACRES) = 434.40 FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 700.00 UPSTREAM ELEVATION = 1060.00 DOWNSTREAM ELEVATION = 1053.00 ELEVATION DIFFERENCE = 7.00 TC = .304*[( 700.00** 3.00M 7.00)1** .20 10.493 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.843 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA RUNOFF(CFS) 24.61 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) 24.61 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1053.00 DOWNSTREAM ELEVATION -1008.00 STREET LENGTH(FEET) 4150-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 144.14 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC-) = 5.63 PRODUCT OF DEPTH&VELOCITY = 4.65 STREETFLOW TRAVELTIME(MIN) = 12.29 TC(MIN) 22.79 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.413 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) 229.73 EFFECTIVE AREA(ACRES) 117.50 AVERAGED Fm(INCH/HR) .097 TOTAL AREA(ACRES) = 117.50 PEAK FLOW RATE(CFS) = 244.95 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 6.88 DEPTH*VELOCITY = 6.76 Ll%dLdL;' Lez..V%J L%.i 114WLJQ LZ�3.uu LZ t_uvm = 0 ---------------- ------- ---------------- -------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1008.00 DOWNSTREAM ELEVATION 970.00 STREET LENGTH(FEET) 2700.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 323.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.04 HALFSTREET FLOODWIDTH (FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.21 PRODUCT OF DEPTH&VELOCITY = 8.54 28.27 STREETFLOW TRAVELTIME(MIN) = 5.48 TC(MIN) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2-120 SOIL CLASSIFICATION IS "All COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA AREA(ACRES) = 85.40 SUBAREA RUNOFF(CFS) 155-.52 EFFECTIVE AREA(ACRES) 202.90 AVERAGED Fm(INCH/HR) .097 TOTAL AREA(ACRES) = 202.90 PEAK FLOW RATE(CFS) = 369.50 END OF SUBAREA STREETFLOW HYDRAULICS: DTH(FEET) = 32.00 DEPTH(FEET) = 1.08 HALFSTREET FLOODWI FLOW VELOCITY(FEET/SEC-) = 8.83 DEPTH*VELOCITY = 9.53 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL. SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 700.00 UPSTREAM ELEVATION = 1052.00 DOWNSTREAM ELEVATION = 1045.00 ELEVATION DIFFERENCE = 7.00 TC = .304*(( 700.00** 3.00M 7.00)1** .20 10.493 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.843 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA RUNOFF(CFS) 21.58 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) 21.58 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< WTIPWLTTON QQ'? nn _- 1--% � - / - -- . - - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 140.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. ASSUMPTION .THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET/SEC-) = 5.75 PRODUCT OF DEPTH&VELOCITY = 4.64 STREETFLOW TRAVELTIME(MIN) = 11.89 TC(MIN) 22.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.439 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 SUBAREA AREMACRES) = 107.40 SUBAREA RUNOFF(CFS) 226.40 EFFECTIVE AREMACRES) 113.80 AVERAGED Fm(INCH/HR) .097 TOTAL AREA(ACRES) = 113.80 PEAK FLOW RATE(CFS) = 239.89 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .94 HALFSTREET FLOODWIDTH(FEET) 32.00 FLOW VELOCITY (FEET/ SEC - ) = 7.24 DEPTH*VELOCITY = 6.83 - FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE 6 ---------- ------ ------- ------------------------------------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 992.00 DOWNSTREAM ELEVATION 968.00 STREET LENGTH(FEET) 2700-00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 311.35 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STR ' EET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.10 HALFSTREET FLOODWiDTH(FEET) = 32.00 7.22 AVERAGE FLOW VELOCITY(FEET/SEC-) = PRODUCT OF DEPTH&VELOCITY = 7.94 28.62 STREETFLOW TRAVELTIME(MIN) = 6.23 TC(MIN) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.105 SOIL CLASSIFICATION I ' S ttAt' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) .0970 - nn CTTM 7%DWA 3:)TTWnVF ( rvq AVERAGED Fm(INCH/HR) = -097 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 348.42 END OF SUBAREA STREETFLOW HYDRAULICS: TH(FEET) = 32.00 DEPTH(FEET) = 1.16 HALFSTREET FLOODWID wTnw "ET-0CITY(FEET/SEC.) = 7.43 DEPTH*VELOCITY = 8.61 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 192.80 EFFECTIVE AREA(ACRES) 192.80 PEAK FLOW RATE(CFS) 348.42 END OF'RATIONAL METHOD ANALYSIS I I 11 1100 Aw AW rz u Jw td u pit Nr ir Fair es 3rh A !10*0 e. 4.- , :j .6: . "! . "S" . -.1 AIRS P wilt'. p: Z ij '16. I.. I A. Jf 9 40 0 -4 N1, -1 . - . f . - --, a MANY A VE IZ ---------- ....... _M t -q t� $pilaf A =2 "LL: 6JI Par r Tra > j 411 .3 In 21*1. 5- .21-:.7 -4 is L F t _!t- %_ -L . I d -23 vi. 77 T, 24 Polk 43, o4er Par 4 !Mark BLOO Park in -Lli 1 11314 A/ ow .,e 11S so Q rp. 0 =TT - j L qz) 1 0499 ..W oft !L '10, Scht X - Ave, 0" 094 9 - T, qv kiq Park V rq— ... . 0: SL soutt - ------- oRes ki es 006o.. q -ITOR Q. ck Trailer Patkit': I 146 r I ui Jurups Hill& ... VW Well 3c*% I've 110 d,o. b �oninmrtmq.: R . . — 1 , A 27' M F lily ( :3) q Deb self (316e 2 p /065 A. 17A -!ANA I ve T Well 29. 25 M V 41 0 41 Oil A . ........... )c T A, -7 Protn"MV Not - � A��, . i7 (row @AVE A VLr 4U�9UPA Arm# 99,? Palk Res, w 14, well .. ..... CREST .7 *1 * _r 'I-- w;il 7 7-- I f.rpt A -r- 0 r- 7 se.age \A k x/ IV 5 36 �I. A V AVC 4 N. LEGEND 4, WATERCOURSE. L CONCENTRATION POINT r DARY SUB—AREA BOUN 314. 33 j Sr , pl- 4 'Pi A (c PECLEZ CHANNEL HYDROLOGY �A _c (71, - T RY RA TIONALMETHOD M O.0 It. JUIrLApill 1CONCENTRATIORPOINTS 1��T- /A L L rvsitedev-out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 12/30/04 ---------------- -------------------------------------------- ----------- PROPOSED CONDTION RV SITE REH 12/30/04 ------ ----------------------------------------------------------------- Van Dell & Associates, Inc., Irvine, CA - SIN 953 --------------- --------------------------------------------------------- ********* Hydrology Study Control Information ------------------ ----------------------------------------------------- Rational hydrology study storm event year is 100.0 Computed rainfall intensity: rainfall 1.350 (In.) Storm year = 100.00 1 hour Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** soil c a sification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for Soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(FM)= 0.666(In/Hr) initial subarea data: Initial area flow distance 929.240(Ft.) Top (of initial area) elevation = 1920-OOO(Ft.) Bottom (of initial area) elevation = 1570-OOO(Ft.) Difference in elevation 350 . OOO(Ft.) Slope = 0.37665 S(%-)= 37.67 TC = k(O.886)*[(length�3)/(elevation change)1^0-2 Initial area time of concentration = 16.584 min. Rainfall intensity = 2.920(In/Hr) for a loo.o year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.695 Subarea runoff = 10.673(CFS) 5.260(Ac.) Total initial stream area = Pervious area fraction 1.000 Initial area Fm value 0.666(in/Hr) ...................................................................... Process from Point/Station 11.000 to Point/Station 64.000 IMPROVED CHANNEL TRAVEL TIME **** 15�1 D. L: 00 (Ft.) Upstz:��am point le�.ation =: 0 Downstream point elevation 1033-OOO(Ft.) Channel length thru subarea 2568.650(Ft.) Channel base width lo.000(Ft.) Slope or IZI of left channel bank 2.000 Slope or IZ' of right channel bank 2.000 Estimated mean flow rate at midpoint of channel 108.938(CFS) Manning's IN' = 0.020 Maximum depth of channel 5.000(Ft-) Flow(q) thru subarea = 108.938(CFS) Depth of flow = 0.498(Ft.), Average velocity 19.889(Ft/s) Channel flow top width = 11.992(Ft.) Flow Velocity 19.89(Ft/s) Travel time 2.15 min. Time of concentration = 18.74 min. Critical depth = 1.406(Ft.) Adding area flow to channel values input by user soil classification AP and SCS USER INPUT of soil data for subarea scs curve number for soil(AMC 2) = 62.52 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.644(In/Hr) Page I rvsitedev-out Rainfall intensity 2.714(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.686 96.860(AC.) Subarea runoff 179.463(CFS) for Total runoff = 190.136(CFS) 102.12(Ac.) Effective area this stream = 102.12(Ac.) Total Study Area (main stream No. 1) = Area averaged Fm value = 0.645(In/Hr) 102.12 (Ac.) End of computations, Total study Area The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 62-4 Page 2 Weighted SCS Curve Number Calculations Weighted Subarea Land Use Soil Type Cover SCS Curve Number Area (Ac) Area Fraction Curve Number 11 Open B Good Grass 61 5.26 1 61 640 . pen A ood Grass 38 6.32 0.07 62.52 Open —'�;ood Gr,a-!�!!!!, 61 65.32 0.67 Developed .13 IB ... . ......... Impe!'111 C! I 13 981 9.891 0.10 DeveloDed IR Resmi 41 561 15.331 0.16 Tl Tract 17027 0 T2 Jurupa Proposed T3 REH Dec 28, 2004 so 8040.5001005.600 1 1015.210 R 8143.7401005.810 1 .013 65.725 .000 0 R 8395.6801006.323 1 .013 .000 .000 1 ix 8430.0801006.380 3 2 .013 263.000 1006.880 .0 21.629 R 8537.2401006.590 3 .013 68.493 .000 1 R 8600.0001006.720 3 .013 .000 .000 2 R 9680.0001012.120 3 .013 .000 .000 0 ix 9711.2701012.280 5 4 .013 28.000 1018.240 45.0 .000 R 9713.2701012.290 5 .013 .000 .000 0 ix 9773.2501012.597 7 6 .013 190.000 1015.330 40.3 .000 R 9776.7501012.615 7 .013 .000 .000 0 ix 9790.8901012.687 9 8 .013 194.000 1014.400 45.0 .000 * 9796.3901012.714 9 .013 .000 .000 0 * 9862.4301013.030 9 .013 .000 .000 0 SH 9862.4301013.030 9 1013.030 CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 .000 6.000 .000 .000 .000 .00 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 3 0 .000 9.000 14.000 .000 .000 .00 CD 6 4 1 .000 3.500 .000 .000 .000 .00 CD 7 3 0 .000 9.000 14.000 .000 .000 .00 CD 8 4 1 .000 5.500 .000 .000 .000 .00 CD 9 3 0 .000 9.000 14.000 .000 .000 .00 Q 1484.000 .0 FILE: jurupa_�prop.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date:12-30-2004 Time: 1: 0:12 Tract 17027 Jurupa Proposed REH Dec 28, 2004 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow Top[Height/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 8040.500 1005.600 9.610 1015.210 2159.00 17.13 4.56 1019.77 .00 9.00 14.00 9.000 14.000 .00 0 .0 103.240 .0020 .0059 .61 .00 1.01 9.00 .013 .00 .00 BOX I I I I I I I I I I I I 8143.740 1005.810 10.785 1016.595 2159.00 17.13 4.56 1021.15 .00 9.00 14.00 9.000 14.000 .00 0 .0 251.939 .0020 .0059 1.48 10.78 1.01 9.00 .013 .00 .00 BOX I I I I I I I I I I I I 8395.680 1006.323 11.977 1018.300 2159.00 17.13 4.56 1022.86 .00 9.00 14.00 9.000 14.000 .00 0 .0 JUNCT STR .0017 .0045 .16 .00 1.01 .013 .00 .00 BOX I I I I I I I I I I I I 8430.080 1006.380 13.581 1019.961 1896.00 15.05 3.52 1023.48 .00 8.29 14.00 9.000 14.000 .00 0 .0 107.160 .0020 .0045 .48 .00 .88 9.00 .013 .00 .00 BOX I I I I I I I I I I I I 8537.240 1006.590 14.645 1021.235 1896.00 15.05 3.52 1024.75 .00 8.29 14.00 9.000 14.000 .00 0 .0 62.760 .0021 .0045 .28 14.65 .88 9.00 .013 .00 .00 BOX I I I I I I I I I I I I 8600.000 1006.720 15.151 1021.871 1896.00 15.05 3.52 1025.39 .00 8.29 14.00 9.000 14.000 .00 0 .0 1080.000 .0050 .0045 4.88 15.15 .88 7.20 .013 .00 .00 BOX I I I I I I I I I I I I 9680.000 1012.120 14.634 1026.754 1896.00 15.05 3.52 1030.27 .00 8.29 14.00 9.000 14.000 .00 0 .0 JUNCT STR .0051 .0044 .14 14.63 .88 .013 .00 .00 BOX I I I I I I I I I I I I 9711.270 1012.280 14.776 1027.056 1868.00 14.83 3.41 1030.47 .00 8.21 14.00 9.000 14.000 .00 0 .0 2.000 .0050 .0044 .01 14.78 .87 7.13 .013 .00 .00 BOX I I I I I I I I I I I I 9713.270 1012.290 14.775 1027.065 1868.00 14.83 3.41 1030.48 .00 8.21 14.00 9.000 14.000 .00 0 .0 JUNCT STR .0051 .0035 .21 14.77 .87 .013 .00 .00 BOX FILE: jurupaLprop.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date:12-30-2004 Time: 1: 0:12 Tract 17027 Jurupa Proposed REH Dec 28, 2004 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL 12rs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 9773.250 1012.597 15.318 1027.915 1678.00 13.32 2.75 1030.67 .00 7.64 14.00 9.000 14.000 .00 0 .0 3.500 .0051 .0035 .01 15.32 .78 6.50 .013 .00 .00 BOX I I I I 1 1 1 1 1 1 1 1 1 9776.750 1012.615 15.313 1027.928 1678.00 13.32 2.75 1030.68 .00 7.64 14.00 9.000 14.000 .00 0 .0 JUNCT STR .0051 .0028 .04 15.31 .78 .013 .00 .00 BOX I I I I I I I I I I I I 9790.890 1012.687 16.209 1028.896 1484.00 11.78 2.15 1031.05 .00 7.04 14.00 9.000 14.000 .00 0 .0 5.500 .0049 .0028 .02 16.21 .69 6.04 .013 .00 .00 BOX I I I I I I I I I I I I 9796.390 1012.714 16.197 1028.911 1484.00 11.78 2.15 1031.07 .00 7.04 14.00 9.000 14.000 .00 0 .0 66.040 .0048 .0028 .18 16.20 .69 6.10 .013 .00 .00 BOX I I I I I I I I I I I 1 1 9862.430 1013.030 16.064 1029.094 1484.00 11.78 2.15 1031.25 .00 7.04 14.00 9.000 14.000 .00 0 .0 V-3 50 0- ; I . E 9ma- laffil lull = — = m — rim M==== 9 — —mr= t7a z r7 ..... ..... 80 CONSTRUCTION NOTES (D CONCRETE BULKHEAD PER DETAIL ON SHEET 18. (D 36" TEMPORARY DROP INLET. LOCAL DEPRESSION NO. 313-0, CASE A, SEE DETAIL SHEET 16. @ TRANSITION STRUCTURE NO.3 PER L.A.C.F.C.D. STD. DWG. NO. 2-DISS. 4,/ Z81,11/W @ J.S. NO. I PER L.A-C.FC.D. STO. DWG. NO. 2-DISS. FT Trw 07 �j J.S. NO. 4, CASE 1, PER L.A.C.FC.D. STD DWG. 4 NO. 2 - 0193. MANHOLE NO. 3 PER L.A.C.F. C.D. STD. DWG. NO. 2-DIO4, CATCH BASIN PER A.RWA. sTa DWr._ NO. 300-0. 81 ^a,v J7 14'. 9' 82 _7 7_17 -T- 4-- -.1-. 4- r -T L ff . . . . . . . . . . . . - RE fj r - T� �L I I -L L t 71 H T -r —4 6, ------ . . . . . . 77 7_r T —.4 -4.4- - A T T A L . 4 . . . . . . . ...... A J7 i�_-_-_]T 7 r4a -4 1 k X� t - T -t.-- Lj- t]!� j r- -17 7 - PROFILE SCALE Z -Fa HORIZ: I"= 40' 7, VERT: I"= 4' _- I I % ; __ — 1 F . f 83 85 86 87 88 OLEANDER AVE. - ---I - - T 0 71AF a 7 —enoe,4 IF 0 —0 + DO A"OVED BY: CHINO BASIN MUNICIPAL OD r. I [S 7A Z/O w - WEsr WATER DISTRICT IZI Consulting Engineers, �KTA A�LI PAO 5 PIK �619)3?0_,Ua F- 275 _- "DR L.S7, -q. 22IWID - --AS-r _-z4r/rv, �wg 280 < NOTES II0 DESCRIPTION A,p IATI _, �TE MQ MT A E v I S 10 N S 7��_ =11Y FEB 1967 LS -IC 666�.F7 9/ OFFICE ENGINEER Qi, 57 SEE PROFILE ON SHEET 21. 71, z WS 2h 0 w Z (w �iry e7,T.1- 475! 55 To -HOD - _0 it 2 7 J .1.913Z 211q, Ld z x - ---I - - T 0 71AF a 7 —enoe,4 IF 0 —0 + DO SCALE'�"- 40' CITY OF FONTANA, CALIF PUBLIC WORKS DEP ,ARTMENT NN BY SCUTHRIDGE VILLAGE Ll`�40' IONED BY STORM DRAIN JURUPA AVENUE ;KE. f CITY �GINEER .... �!.0 E__'4 A"OVED BY: CHINO BASIN MUNICIPAL OD WILLIAM DCt5"/ ASL c AO [A ?7117i, �v WATER DISTRICT Consulting Engineers, �KTA A�LI PAO 5 PIK �619)3?0_,Ua F- 275 q3`65 277 278 _-z4r/rv, �wg 280 < NOTES II0 DESCRIPTION A,p IATI _, �TE MQ MT A E v I S 10 N S 7��_ =11Y FEB 1967 40 L OFFICE ENGINEER R.C.E. DATE 57 SEE PROFILE ON SHEET 21. 71, z WS w Z (w �iry e7,T.1- 475! 55 To -HOD - _0 it 2 J .1.913Z 211q, Ld z x & w w SCALE 1" 40' M % Q, 5 19045761� oo. oo < EA S 7' AL,67 ZA7c"ca 5ro N6. LTKI CURVE 2A k 0 0 A R 4* 09 L T //v _1_fl 1 1 �19.0..O.0, ft MATCH LINE STA. 84+00 SEE LEFT p� 20.00' 10E324 5 11"4 QZ) e.C,5 1 4 123'49'54" 9 18.99, Q) 01-eg 7-7 w_- (g URUPA AVE. 4.- SCALE'�"- 40' CITY OF FONTANA, CALIF PUBLIC WORKS DEP ,ARTMENT NN BY SCUTHRIDGE VILLAGE Ll`�40' IONED BY STORM DRAIN JURUPA AVENUE ;KE. f CITY �GINEER .... �!.0 E__'4 A"OVED BY: CHINO BASIN MUNICIPAL WILLIAM DCt5"/ ASL c AO [A ?7117i, �v WATER DISTRICT Consulting Engineers, �KTA A�LI PAO 5 PIK �619)3?0_,Ua !2 ENG� CITY II0 DESCRIPTION A,p IATI _, �TE MQ MT A E v I S 10 N S 7��_ =11Y FEB 1967 40 OFFICE ENGINEER R.C.E. DATE SCALE'�"- 40' CITY OF FONTANA, CALIF PUBLIC WORKS DEP ,ARTMENT NN BY SCUTHRIDGE VILLAGE Ll`�40' IONED BY STORM DRAIN JURUPA AVENUE ;KE. f CITY �GINEER .... �!.0 E__'4 = i t J, L -4- t7 - � --: -;�- — - 7 T- f T, -f- 4— JJ t T- 'T -1-7F 4- - F T' -771 L T 4 4- 7 J -L �-j 4 + 4 L T F I A t.--!:- T- -I- t -4 J-- --174 �'� 4 -T -q + .4 v -4 f J T L + I . ' 1 - -- --j t 4 L r -T- 4 4- -L 4 L L -T r f t L t —4- 4 L L 4- T 4�- T - L jr �4�4- 4— L T": t r t-7 L r t J 7- q -4 LI T -- -:.- � 4 - F-t�-. . -4 T 'A� L 4-- - -I- t T' H4 t T T- T, . �: -.1 - 1 1 . - -1 44- �T' ------ . . . . . . . L L T -T- 7 L 4- -1 f- t A -4 . .- - I - I- - - I I It .1 - 4 If - -- _ I- w 4 t tf - i i - ' t r T 7 4 f 4 -f- - - - f 4 - : I . - . i �' I ---I --: -t - -4- f 4-- T7 I �T t -T-F + Y A -- J-1- -f L -1 L - + 4 114. -TCF -A 4- t J.- I t - -t-- -- - T A T 4A k -- -1 - :1 .1� 4; -- -, --- - -� -I- - t -A - - . :--.: -- - I .-..= -77-7- T-4' j f E t i J A-] - 7 T- 4 -- T 7 4 �4 T - f �4 L4-1 j - f lw� -1 -li-:j , I --r - - -i t 1 1. J 4 j 7 4- L r 77. 4 J—! + r--4 r --T -t— 71' -1= r --r f--- PROFILE SCAL J- -T7 0 T T- f 1. 1 T H RIZ.: 40' TZ -4-41+ j jq -F-T- 1 .4 t t I I T vc7 t i 89 90 91 92 93 94 95 96 97 CONSTRUCTION NOTES MANHOLE NO.3 PER L.A.C.FC.D. STD. DWG. NO. 2-13104. L IL F L L- -J' 0 0 Furor- Alw- + 0 OD 0) 4- � + !2 2" 281 2 U) cr/ojv LIAle 285 286 287 < Lu ru�r F� Lj - 10' W z U) w LLI z w a: 16 0 /7 F R E C 0 R* 0 0 IR ON I N'x'j A. C f- 11,54-5 JURUPA AV Eo SCALE I 4o' A"flovoo By APPROVED CITY OF FONTANA, CALIFORNIA -4� —�E PUBLIC WORKS ASL -'ILIA- DRA" Bf MOM -W, y SCALE, 1113)1?fl-�220 . i, I OUTHRIDGE VILLAGE 40"' Consulting Engineers DMONED BY STORM DRAIN . ENGR. DAr - -IR LE JURUPA AVENUE NO W SHF REVISIONI 40' 140Q 91 DR. N _ET 150 DAAMB,�j I 1,g,�14 i F TI -7 9 Fic 7- jL p -4- f -1 L- T- -j d J - L JL -.-.k 71- 4 + - A-4 -f- - .. .... L t F -4 I J I L J T t J, L -4- t7 - � --: -;�- — - 7 T- f T, -f- 4— JJ t T- 'T -1-7F 4- - F T' -771 L T 4 4- 7 J -L �-j 4 + 4 L T F I A t.--!:- T- -I- t -4 J-- --174 �'� 4 -T -q + .4 v -4 f J T L + I . ' 1 - -- --j t 4 L r -T- 4 4- -L 4 L L -T r f t L t —4- 4 L L 4- T 4�- T - L jr �4�4- 4— L T": t r t-7 L r t J 7- q -4 LI T -- -:.- � 4 - F-t�-. . -4 T 'A� L 4-- - -I- t T' H4 t T T- T, . �: -.1 - 1 1 . - -1 44- �T' ------ . . . . . . . L L T -T- 7 L 4- -1 f- t A -4 . .- - I - I- - - I I It .1 - 4 If - -- _ I- w 4 t tf - i i - ' t r T 7 4 f 4 -f- - - - f 4 - : I . - . i �' I ---I --: -t - -4- f 4-- T7 I �T t -T-F + Y A -- J-1- -f L -1 L - + 4 114. -TCF -A 4- t J.- I t - -t-- -- - T A T 4A k -- -1 - :1 .1� 4; -- -, --- - -� -I- - t -A - - . :--.: -- - I .-..= -77-7- T-4' j f E t i J A-] - 7 T- 4 -- T 7 4 �4 T - f �4 L4-1 j - f lw� -1 -li-:j , I --r - - -i t 1 1. J 4 j 7 4- L r 77. 4 J—! + r--4 r --T -t— 71' -1= r --r f--- PROFILE SCAL J- -T7 0 T T- f 1. 1 T H RIZ.: 40' TZ -4-41+ j jq -F-T- 1 .4 t t I I T vc7 t i 89 90 91 92 93 94 95 96 97 CONSTRUCTION NOTES MANHOLE NO.3 PER L.A.C.FC.D. STD. DWG. NO. 2-13104. L IL F L L- -J' 0 0 Furor- Alw- + 0 OD 0) 4- � + !2 2" 281 2 U) cr/ojv LIAle 285 286 287 < Lu ru�r F� Lj - 10' W z U) w LLI z w a: 16 0 /7 F R E C 0 R* 0 0 IR ON I N'x'j A. C f- 11,54-5 JURUPA AV Eo SCALE I 4o' A"flovoo By APPROVED CITY OF FONTANA, CALIFORNIA -4� —�E PUBLIC WORKS ASL -'ILIA- DRA" Bf MOM -W, y SCALE, 1113)1?fl-�220 . i, I OUTHRIDGE VILLAGE 40"' Consulting Engineers DMONED BY STORM DRAIN . ENGR. DAr - -IR LE JURUPA AVENUE NO W SHF REVISIONI 40' 140Q 91 DR. N _ET 150 DAAMB,�j I 1,g,�14 M Existing Condition Declez Channel Normal Depth Calculations Existing Condition Worksheet for Rectangular Channel Project Description Worksheet Rectangular Channel - I Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.002000 ft/ft Depth 6.46 ft Bottom Width 24.00 ft Discharge 2,062.00 cfs 6 .4 6 ft 24.00 ft VAL HA NITS Project Engineer: MIS Department d:\program files\haestad\fmw\project2.fm2 FlowMaster v6.0 [614b] 12/30/2004 12:41 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Proposed Condition Declez Channel Normal Depth Calculations Proposed Condition Worksheet for Rectangular Channel Project Description 6.67 ft Worksheet Rectangular Channel - 2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data 6.67 ft Mannings Coefficient 0.013 Slope 0.002000 ft/ft Bottom Width 24.00 ft Discharge 2,159.00 cfs Results Depth 6.67 ft Flow Area 160.1 ft2 Wetted Perimeter 37.34 ft Top Width 24.00 ft Critical Depth 6.31 ft Critical Slope 0.002341 ft/ft Velocity 13.49 ft/s Velocity Head 2.83 ft Specific Energy 9.50 ft Froude Number 0.92 Flow Type Subcritical Project Engineer: MIS Department d:\program files\haestad\fmw\project2.fm2 FlowMaster v6.0 [614b] 12/30/2004 12:41 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 LOM Proposed Condition Worksheet for Rectangular Channel Project Description Worksheet Rectangular Channel - 2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.002000 ft/ft Depth 6.67 ft Bottom Width 24.00 ft Discharge 2,159.00 cfs 6 .6 7 ft -4.00 ft VIL H:1 NTS Project Engineer: MIS Department d:\program files\haestad\fmw\project2.fm2 FlowMaster v6.0 [614b] 12/30/2004 12:41 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2601.14 1078.26 48 1081.90 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2621.48 1078.51 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2626.48 1078.58 48 18 18 0.013 6.6 0.5 1079.83 1079.83 43.88 61.77 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2713.03 1079.66 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2722.15 1080.27 42 30 30 0.013 30.1 20.3 1080.41 1080.41 45.00 45.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2782.32 1081.02 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2782.32 1081.02 1 0.500 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2782.32 1081.02 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RVLINEI.DOC Page 2 of 3 X:\Users\EMR\Drainage\Wspg-VanDell\RVLINEI.DOC Page 3 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINE1 BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2601.14 1078.26 3.450 1081.710 156.2 13.55 2.852 1084.562 0.00 3.642 4.00 0.00 0.00 0 0.00 20.34 0.01229 .010615 0.22 3.210 0.00 2621.48 1078.51 3.642 1082.152 156.2 13.00 2.626 1084.778 0.00 3.642 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01400 .010549 0.05 0.00 2626.48 1078.58 4.243 1082.823 149.1 11.87 2.186 1085.009 0.00 3.589 4.00 0.00 0.00 0 0.00 86.55 0.01248 .010774 0.93 3.050 0.00 2713.03 1079.66 4.095 1083.755 149.1 11.87 2.186 1085.941 0.00 3.589 4.00 0.00 0.00 0 0.00 JUNCT STR 0.06689 .010199 0.09 0.00 2722.15 1080.27 5.164 1085.434 98.7 10.26 1.634 1087.068 0.00 3.054 3.50 0.00 0.00 0 0.00 60.17 0.01247 .009624 0.58 2.544 0.00 2782.32 1081.02 4.994 1086.014 98.7 10.26 1.634 1087.648 0.00 3.054 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2782.32 1081.02 6.437 1087.457 98.7 7.67 0.913 1088.370 0.00 4.230 10.00 2.00 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RVLINEI.DOC Page 3 of 3 DATE: 1/ 5/2005 TIME: 16:35 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 10.00 2.00 0.00 CD 48 4 4.00 CD 42 4 3.50 CD 30 4 2.50 CD 18 4 1.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINE1 BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) X:\Users\EMR\Drainage\Wspg-VanDell\RVLINEI.DOC Page I of 3 PAGE NO 3 DATE: 1/ 5/2005 TIME: 17: 3 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 10.00 3.50 0.00 CD 42 4 3.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE N. 1; 100 -YR STORM ANALYSIS FILENAME: RV1-2 BY: E M RUIZ JN 0881.0106 (PART 2 OF 2) X:\Users\EMR\Drainage\Wspg-VanDell\RV1-2.DOC Page 1 of 4 PAGE NO 3 X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 2 of 4 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2786.75 1096.00 42 1100.54 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2820.82 1097.87 42 0.013 0.00 43.38 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2884.46 1101.10 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2894.'77 1101.64 42 0.013 0.00 26.25 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2901.75 1102.00 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2901.75 1102.00 1 0.500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2901.75 1102.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 2 of 4 X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 3 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE N. 1; 100 -YR STORM ANALYSIS FILENAME: RV1-2 BY: E M RUIZ JN 0881.0106 (PART 2 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2786.75 1096.00 1.775 1097.775 98.7 20.15 6.303 1104.078 0.00 3.054 3.50 0.00 0.00 0 0.00 12.80 0.05489 .035587 0.46 1.580 0.00 2799.55 1096.70 1.807 1098.510 98.7 19.69 6.022 1104.532 0.00 3.054 3.50 0.00 0.00 0 0.00 21.27 0.05489 .032466 0.69 1.580 0.00 2820.82 1097.87 1.878 1099.748 98.7 18.77 5.474 1105.222 0.00 3.054 3.50 0.00 0.00 0 0.00 4.92 0.05075 .029987 0.15 1.615 0.00 2825.74 1098.12 1.894 1100.014 98.7 18.57 5.353 1105.367 0.00 3.054 3.50 0.00 0.00 0 0.00 17.95 0.05075 .027816 0.50 1.615 0.00 2843.69 1099.03 1.969 1101.000 98.7 17.70 4.867 1105.867 0.00 3.054 3.50 0.00 0.00 0 0.00 13.91 0.05075 .024566 0.34 1.615 0.00 2857.60 1099.74 2.047 1101.784 98.7 16.88 4.425 1106.209 0.00 3.054 3.50 0.00 0.00 0 0.00 11.00 0.05075 .021720 0.24 1.615 0.00 2868.60 1100.30 2.130 1102.425 98.7 16.09 4.022 1106.447 0.00 3.054 3.50 0.00 0.00 0 0.00 8.80 0,05075 .019232 0.17 1.615 0.00 2877.40 1100.74 2.218 1102.960 98.7 15.35 3.656 1106.616 0.00 3.054 3.50 0.00 0.00 0 0.00 7 .06 0.05075 .017063 0.12 1.615 0.00 2884.46 1101.10 2.313 1103.413 98.7 14.63 3.324 1106.737 0.00 3.054 3.50 0.00 0.00 0 0.00 0.96 0.05238 .015906 0.02 1.600 0.00 2885.42 1101.15 2.328 1103.478 98.7 14.52 3.274 1106.752 0.00 3.054 3.50 0.00 0.00 0 0.00 5.25 0.05238 .014693 0.08 1.600 0.00 2890.67 1101.42 2.429 1103.854 98.7 13.85 2.977 1106.831 0.00 3.054 3.50 0.00 0.00 0 0.00 4.10 0.05238 .013281 0.05 1.600 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 3 of 4 X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 4 of 4 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE N. 1; 100 -YR STORM ANALYSIS FILENAME: RVI -2 BY: E M RUIZ JN 0881.0106 (PART 2 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2894.77 1101.64 2.539 1104.179 98.7 13.20 2.707 1106.886 0.00 3.054 3.50 0.00 0.00 0 0.00 2.22 0.05158 .012089 0.03 1.607 0.00 2896.99 1101.76 2.617 1104.372 98.7 12.79 2.539 1106.911 0.00 3.054 3.50 0.00 0.00 0 0.00 2.54 0.05158 .011064 0.03 1.607 0.00 2899.53 1101.89 2.745 1104.631 98.7 12.19 2.308 1106.939 0.00 3.054 3.50 0.00 0.00 0 0.00 1.63 0.05158 .009998 0.02 1.607 0.00 2901.16 1101.97 2.887 1104.857 98.7 11.63 2.099 1106.956 0.00 3.054 3.50 0.00 0.00 0 0.00 0.59 0.05158 .009129 0.01 1.607 0.00 2901.75 1102.00 3.054 1105.054 98.7 11.08 1.907 1106.961 0.00 3.054 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2901.75 1102.00 5.885 1107.885 98.7 4.79 0.357 1108.242 0.00 2.913 10.00 3.50 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RVI-2.DOC Page 4 of 4 DATE: 4/ 9/2005 TIME: 18:45 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 18 4 1.50 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 RV-IA.DOC Page 1 of 6 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.27 1079.83 18 1081.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 127.81 1083.00 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE UIS DATA STATION INVERT SECT FP 127.81 1083.00 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 127.81 1083.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-IA.DOC Page 1 of 6 RV-IA.DOC Page 2 of 6 ISEE: VAN DELL AND ASSOCIATES PAGE� WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.27 1079.83 1.770 1081.600 0.5 0.28 0.001 1081,601 0.00 0.262 1.50 0.00 0.00 0 0.00 2.18 0.12412 .000022 0.00 0.100 0.00 104.45 1080.10 1.500 1OB1.600 0.5 0.28 0.001 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 1.11 0.12412 .000021 0.00 0.100 0.00 105.56 1080.24 1.360 1081.599 0.5 0.30 0.001 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.65 0.12412 .000021 0.00 0.100 0.00 106.21 1080.32 1.280 1081.599 0.5 0.31 0.002 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.54 0.12412 .000022 0.00 0.100 0.00 106.75 1080.39 1.213 1081.599 0.5 0.33 0.002 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.46 0.12412 .000024 0.00 0.100 0.00 107.21 1080.44 1.155 1081.598 0.5 0.34 0.002 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.43 0.12412 .000027 0.00 0.100 0.00 107.64 1080.50 1.102 1081.598 0.5 0.36 0.002 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.38 0.12412 .000030 0.00 0.100 0.00 108.02 1080.54 1.054 1081.598 0.5 0.38 0.002 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.36 0.12412 .000034 0.00 0.100 0.00 108.38 1080.59 1.010 1081.598 0.5 0.39 0.002 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.33 0.12412 .000038 0.00 0.100 0.00 108.71 1080.63 0.968 1081.598 0.5 0.41 0.003 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.31 0.12412 .000043 0.00 0.100 0.00 109.02 1080.67 0.929 1081.597 0.5 0.43 0.003 1081,600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.29 0.12412 .000048 0.00 0.100 0.00 RV-IA.DOC Page 2 of 6 RV-IA.DOC Page 3 of 6 .)SEE: VAN DELL AND ASSOCIATES PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 109.31 1080.70 0.893 1081.597 0.5 0.46 0.003 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.28 0.12412 .000054 0.00 0.100 0.00 109.59 1080.74 0.858 1081.597 0.5 0.48 0.004 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.26 0.12412 .000062 0.00 0.100 0.00 109.85 1080.77 0.826 1081.596 0.5 0.50 0.004 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.24 0.12412 .000071 0.00 0.100 0.00 110.09 1080.80 0.795 1081.596 0.5 0.53 0.004 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.24 0.12412 .000080 0.00 0.100 0.00 110.33 1080.83 0.765 1081.596 0.5 0.55 0.005 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.22 0.12412 .000091 0.00 0.100 0.00 110.55 1080.86 0.737 1081.595 0.5 0.58 0.005 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.22 0.12412 .000102 0.00 0.100 0.00 110.77 1080.88 0.710 1081.595 0.5 0.61 0.006 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.20 0.12412 .000117 0.00 0.100 0.00 110.97 1080.91 0.684 1081.594 0.5 0.64 0.006 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.19 0.12412 .000133 0.00 0.100 0.00 111.16 1080.93 0.660 1081.594 0.5 0.67 0.007 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.19 0.12412 .000151 0.00 0.100 0.00 111.35 1080.96 0.636 1081.593 0.5 0.70 0.008 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.17 0.12412 .000172 0.00 0.100 0.00 111.52 1080.98 0.614 1081.592 0.5 0.73 0.008 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.17 0.12412 .000195 0.00 0.100 0.00 RV-IA.DOC Page 3 of 6 RV-lA.DOC Page 4 of 6 L )SEE: VAN DELL AND ASSOCIATES F PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 111.69 1081.00 0.592 1081.591 0.5 0.77 0.009 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.16 0.12412 .000223 0.00 0.100 0.00 111.85 1081.02 0.572 1081.590 0.5 0.81 0.010 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.15 0.12412 .000255 0.00 0.100 0.00 112.00 1081.04 0.552 1081.590 0.5 0.85 0.011 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.14 0.12412 .000290 0.00 0.100 0.00 112.14 1081.06 0.533 1081.588 0.5 0.89 0.012 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.15 0.12412 .000330 0.00 0.100 0.00 112.29 1081.07 0.514 1081.587 0.5 0.93 0.013 1081.600 0.00 0.262 1.50 0.00 0.00 0 0.00 0.12 0-12412 .000377 0.00 0.100 0.00 112.41 1081.09 0.497 1081.586 0.5 0.98 0.015 1081.601 0.00 0.262 1.50 0.00 0.00 0 0.00 0.07 0.12412 .000432 0.00 0.100 0.00 112.48 1081.10 0.480 1081.578 0.5 1.03 0.016 1OB1.594 0.00 0.262 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 112.48 1081.10 0.122 1081.220 0.5 7.35 0.840 1082.060 0.00 0.262 1.50 0.00 0.00 0 0.00 0.70 0.12412 .121675 0.09 0.100 0.00 113.18 1081.18 0.123 1081.307 0.5 7.25 0.815 1082.122 0.00 0.262 1.50 0.00 0.00 0 0.00 5.59 0.12412 .111525 0.62 0.100 0.00 118.77 1081.88 0.127 1082.005 0.5 6.94 0.749 1082.754 0.00 0.262 1.50 0.00 0.00 0 0.00 2.37 0.12412 .097226 0.23 0.100 0.00 121.14 1082.17 0.131 1082.303 0.5 6.58 0.672 1082.975 0.00 0.262 1.50 0.00 0.00 0 0.00 1.46 0.12412 .084706 0.12 0.100 0.00 RV-lA.DOC Page 4 of 6 ASEE: VAN DELL AND ASSOCIATES PAGE� WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 122.60 1082.35 0.135 1082.489 0.5 6.33 0.622 1083.111 0.00 0.262 1.50 0.00 0.00 0 0.00 1.02 0.12412 .073924 0.08 0.100 0.00 123.62 1082.48 0.140 1082.620 0.5 6.02 0.564 1083.184 0.00 0.262 1.50 0.00 0.00 0 0.00 0.78 0.12412 .064495 0.05 0.100 0.00 124.40 1082.58 0.144 1082.721 0.5 5.75 0.513 1083.234 0.00 0.262 1.50 0.00 0.00 0 0.00 0.61 0.12412 .056209 0.03 0.100 0.00 125.01 1082.65 0.149 1082.801 0.5 5.43 0.459 1083.260 0.00 0.262 1.50 0.00 0.00 0 0.00 0.49 0.12412 .049078 0.02 0.100 0.00 125.50 1082.71 0.154 1082.868 0.5 5.21 0.421 1083.289 0.00 0.262 1.50 0.00 0.00 0 0.00 0.41 0.12412 .042820 0.02 0.100 0.00 125.91 1082.76 0.159 1082.923 0.5 4.95 0.381 1083.304 0.00 0.262 1.50 0.00 0.00 0 0.00 0.34 0.12412 .037336 0.01 0.100 0.00 126.25 1082.Bl 0.164 1082.971 0.5 4.72 0.345 1083.316 0.00 0.262 1.50 0.00 0.00 0 0.00 0.28 0.12412 .032595 0.01 0.100 0.00 126.53 1082.84 0.170 1083.012 0.5 4.50 0.315 1083.327 0.00 0.262 1.50 0.00 0.00 0 0.00 0.24 0,12412 .028498 0.01 0.100 0.00 126.77 1082.87 0.176 1083.047 0.5 4.31 0.288 1083.335 0.00 0.262 1.50 0.00 0.00 0 0.00 0.21 0.12412 .024852 0.01 0.100 0.00 126.98 1082.90 0.181 1083 .079 0.5 4.10 0.261 1083.340 0.00 0.262 1.50 0.00 0.00 0 0.00 0.18 0.12412 .021651 0.00 0.100 0.00 127.16 1082.92 0.187 1083.106 0.5 3.91 0.237 1083.343 0.00 O�262 1.50 0.00 0.00 0 0.00 0.14 0.12412 .018921 0.00 0.100 0.00 RV-IA.DOC Page 5 of 6 RV-]A.DOC Page 6 of 6 kEE: VAN DELL AND ASSOCIATES PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LATERAL Al, 100 -YR STORM EVENT FILENAME: RV-lA BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S- Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 127.30 1082.94 0.194 1083.130 0.5 3.73 0.216 1083.346 0.00 0.262 1.50 0.00 0.00 0 0.00 0.12 0.12412 .016528 0.00 0.100 0.00 127.42 1082.95 0.200 1083.152 0.5 3.55 0.195 1083.347 0.00 0.262 1.50 0.00 0.00 0 0.00 0.10 0.12412 .014422 0.00 0.100 0.00 127.52 1082.96 0.207 1083.171 0.5 3.38 0.177 1083.348 0.00 0.262 1.50 0.00 0.00 0 0.00 0.08 0.12412 .012599 0.00 0.100 0.00 127.60 1082.97 0.214 1083.188 0.5 3.23 0.162 1083.350 0.00 0.262 1.50 0.00 0.00 0 0.00 0.07 0.12412 .010999 0.00 0.100 0.00 127.67 1082.98 0.221 1083.204 0.5 3.09 0.148 1083.352 0.00 0.262 1.50 0.00 0.00 0 0.00 0.06 0.12412 .009595 0.100 0.00 127.73 1082.99 0.228 1083.218 0.5 2.94 0.134 1083.352 0.00 0.262 1.50 0.00 0.00 0 0.00 0.03 0.12412 .008377 0.00 0.100 0.00 127.76 1082.99 0.236 1083.230 0.5 2.79 0.121 1083.351 0.00 0.262 1.50 0.00 0.00 0 0.00 0.03 0.12412 .007319 0.00 0.100 0.00 127.79 1083.00 0.244 1083.242 0.5 2.67 0.111 1083.353 0.00 0.262 1.50 0.00 0.00 0 0.00 0.02 0.12412 .006391 0.00 0.100 0.00 127.81 1083.00 0,252 1083 .252 0.5 2.55 0.101 1083.353 0.00 0.262 1.50 0.00 0.00 0 0.00 0.00 0.12412 .005542 0.00 0.100 0.00 127.81 1083.00 0.262 1083.262 0.5 2.42 0.091 1083.353 0.00 0.262 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 127.81 1083.00 0.390 1083.390 0.5 0.32 0.002 1083.392 0.00 0.079 5.00 4.00 0.00 0 0.00 RV-]A.DOC Page 6 of 6 DATE: 4/ 9/2005 TIME: 18:39 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 18 4 1.50 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LATERAL IB; 100 -YR STORM EVENT FILENAME: RV-lV BY: E M RUIZ JN 0881.0106 RV-]B.DOC Page I of 3 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.89 1079.83 18 1081.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 118.03 1082.50 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT pp 118.03 1082.50 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 118.03 1082.50 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-]B.DOC Page I of 3 RV-IB.DOC Page 2 of 3 6E: VAN DELL AND ASSOCIATES Ft PAGE� WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LATERAL 1B; 100 -YR STORM EVENT FILENAME: RV-lV BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.89 1079.83 0.499 1080.329 7.1 13.81 2.963 1083.292 0.00 1.032 1.50 0.00 0.00 0 0.00 1.00 0.17635 .078230 0.08 0.400 0.00 103.89 1080.01 0.505 1080.512 7.1 13.55 2.851 1083.363 0.00 1.032 1.50 0.00 0.00 0 0.00 2.31 0.17635 .071401 0.16 0.400 0.00 106.20 1080.41 0.523 1080.936 7.1 12.93 2.597 1083.533 0.00 1.032 1.50 0.00 0.00 0 0.00 1.90 0.17635 .062599 0.12 0.400 0.00 108.10 1080.75 0.542 1081.291 7.1 12.33 2.359 1083.650 0.00 1.032 1.50 0.00 0.00 0 0.00 1.61 0.17635 .054B82 0.09 0.400 0.00 109.71 1081.03 0.561 1081.594 7.1 11.75 2.146 1083.740 0.00 1.032 1.50 0.00 0.00 0 0.00 1.37 0.17635 .048112 0.07 0.400 0.00 111.08 1081.27 0.581 1081.855 7.1 11.20 1.947 1083.802 0.00 1.032 1.50 0.00 0.00 0 0.00 1.15 0.17635 .042229 0.05 0.400 0.00 112.23 1081.48 0.603 1082.081 7.1 10.68 1.770 1083.851 0.00 1.032 1.50 0.00 0.00 0 0.00 1.00 0.17635 .037089 0.04 0.400 0.00 113.23 1081.65 0.625 1082.279 7.1 10.19 1.611 1083.890 0.00 1.032 1.50 0.00 0.00 0 0.00 0.87 0.17635 .032550 0.03 0.400 0.00 114.10 1081.81 0.647 1082.454 7.1 9.71 1.465 1083.919 0.00 1.032 1.50 0.00 0.00 0 0.00 0.74 0.17635 .028577 0.02 0.400 0.00 114.84 1081.94 0.671 1082.608 7.1 9.26 1.331 1083.939 0.00 1.032 1.50 0.00 0.00 0 0.00 0.63 0.17635 .025120 0.02 0.400 0.00 115.47 1082.05 0.696 1082.745 7.1 8.83 1.211 1083.956 0.00 1.032 1.50 0.00 0.00 0 0.00 0.54 0.17635 .022102 0.01 0.400 0.00 RV-IB.DOC Page 2 of 3 f ij )SEE: VAN DELL AND ASSOCIATES A PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LATERAL 1B; 100 -YR STORM EVENT FILENAME: RV-lV BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 116.01 1082.14 0.723 1082.867 7.1 8.42 1.101 1083.968 0.00 1.032 1.50 0.00 0.00 0 0.00 0.47 0.17635 .019456 0.01 0.400 0.00 116.48 1082.23 0.750 1082.976 7.1 8.03 1.002 1083.978 0.00 1.032 1.50 0.00 0.00 0 0.00 0.39 0.17635 .017132 0.01 0.400 0.00 116.87 1082.30 0.779 1083.074 7.1 7.65 0.909 1083.983 0.00 1.032 1.50 0.00 0.00 0 0.00 0.32 0.17635 .015099 0.00 0.400 0.00 117.19 1082.35 0.809 1083.161 7.1 7.30 0.827 1083.988 0.00 1.032 1.50 0.00 0.00 0 0.00 0.27 0.17635 .013320 0.00 0.400 0.00 117.46 1082.40 0.841 1083.240 7.1 6.96 0.752 1083.992 0.00 1.032 1.50 0.00 0.00 0 0.00 0.21 0.17635 .011767 0.00 0.400 0.00 117.67 1082.44 0.875 1083.311 7.1 6.64 0.684 1083.995 0.00 1.032 1.50 0.00 0.00 0 0.00 0.16 0.17635 .010405 0.00 0.400 0.00 117.83 1082.46 0.910 1083.375 7.1 6.33 0.622 1083.997 0.00 1.032 1.50 0.00 0.00 0 0.00 0.11 0.17635 .009212 0.00 0.400 0.00 117.94 1082.48 0.948 1083 .432 7.1 6.03 0.565 1083.997 0.00 1.032 1.50 0.00 0.00 0 0.00 0.07 0.17635 .008172 0.00 0.400 0.00 118.01 1082.50 0.988 1083.484 7.1 5.75 0.513 1083.997 0.00 1.032 1.50 0.00 0.00 0 0.00 0.02 0.17635 .007255 0.00 0,400 0.00 118.03 1082.50 1.032 1083.532 7.1 5.48 0.466 1OB3 . 998 0.00 1.032 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 118.03 1082.50 1.735 1084.235 7.1 1.02 0.016 1084.251 0.00 0.461 5.00 4.00 0.00 0 0.00 RV-IB.DOC Page 3 of 3 DATE: 1/ 5/2005 TIME: 19:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 6.00 0.00 CD 2 1 0 0.00 3.00 4.00 1.00 1.00 0.00 CD 30 4 2.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 1702-7 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881.0106 X:\Users\EMR\Drainage\Wspg-VanDell\RV- 1 CDOC Page I of 6 PAGE NO 3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IC.DOC Page 2 of 6 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.69 1080.47 30 1084.59 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1052.42 1082.36 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1069.48 1083.00 30 0.013 0.00 43.44 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1185.20 1113.20 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1223.73 1116.10 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1257.30 1118.63 30 0.013 0.00 85.49 0.00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1275.36 1120.00 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A TRANSITION U/S DATA STATION INVERT SECT N 1290.36 1123.42 2 0.015 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1342.07 1124.07 2 0.015 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1342.07 1124.07 2 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RV-IC.DOC Page 2 of 6 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IC.DOC Page 3 of 6 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1002.69 1080.47 0.889 1081.359 33.4 21.34 7.073 1088.432 0.00 1.966 2.50 0.00 0.00 0 0.00 2.67 0.03800 .091533 0.24 1.125 0.00 1005.36 1080.57 0.882 1081.454 33.4 21.56 7.219 1088.673 0.00 1.966 2.50 0.00 0.00 0 0.00 11.28 0.03800 .099331 1.12 1.125 0.00 1016.64 1081.00 0.852 1081.852 33.4 22.61 7.940 1089.792 0.00 1.966 2.50 0.00 0.00 0 0.00 10.15 0.03800 .113374 1.15 1.125 0.00 1026.79 1081.39 0.823 1082.209 33.4 23.72 8.738 1090.947 0.00 1.966 2.50 0.00 0.00 0 0.00 9.24 0.03800 .129423 1.20 1.125 0.00 1036.03 1081.74 0.795 1082.532 33.4 24.87 9.604 1092.136 0.00 1.966 2.50 0.00 0.00 0 0.00 8.51 0.03800 .147772 1.26 1.125 0.00 1044.54 1082.06 0.768 1082.828 33.4 26.09 10.573 1093.401 0.00 1.966 2.50 0.00 0.00 0 0.00 7.88 0.03800 .168773 1.33 1.125 0.00 1052.42 1082.36 0.742 1083.102 33.4 27.35 11.619 1094.721 0.00 1.966 2.50 0.00 0.00 0 0.00 3.27 0.03751 .185414 0.61 1.130 0.00 1055.69 1082.48 0.731 1083.213 33.4 27.93 12.110 1095.323 0.00 1.966 2.50 0.00 0.00 0 0.00 7.11 0.03751 .204395 1.45 1.130 0.00 1062.80 1082.75 0.706 1083.455 33.4 29.30 13.329 1096.784 0.00 1.966 2.50 0.00 0.00 0 0.00 6.68 0.03751 .233567 1.56 1.130 0.00 1069.48 1083.00 0.683 1083.683 33.4 30.73 14. 660 1098.343 0.00 1.966 2.50 0.00 0.00 0 0.00 1.25 0.26098 .248265 0.31 0.672 0.00 1070.73 1083.33 0.683 1084.010 33.4 30.67 14.607 1098.617 0.00 1.966 2.50 0.00 0.00 0 0.00 44.87 0.26098 .231929 10.41 0.672 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IC.DOC Page 3 of 6 X:\Users\EMR\Drainage\Wspg-VanDell\RV- I CDOC Page 4 of 6 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1115.60 1095.04 0.707 1095.742 33.4 29.25 13.282 1109.024 0.00 1.966 2.50 0.00 0.00 0 0.00 20.39 0.26098 .203046 4.14 0.672 0.00 1135.99 1100.36 0.732 1101.090 33.4 27.88 12.070 1113.160 0.00 1.966 2.50 0.00 0.00 0 0.00 12.88 0.26098 .177725 2.29 0.672 0.00 1148.87 1103.72 0.757 1104.474 33.4 26.57 10.963 1115.437 0.00 1.966 2.50 0.00 0.00 0 0.00 9.20 0.26098 .155589 1.43 0.672 0.00 1158.07 1106.12 0.784 1106.904 33.4 25.34 9.972 1116.876 0.00 1.966 2.50 0.00 0.00 0 0.00 7.05 0.26098 .136313 0.96 0.672 0.00 1165.12 1107.96 0.812 1108.771 33.4 24.17 9.070 1117.841 0.00 1.966 2.50 0.00 0.00 0 0.00 5.62 0.26098 .119394 0.67 0.672 0.00 1170.74 1109.43 0.840 1110.266 33.4 23.03 8.239 1118.505 0.00 1.966 2.50 0.00 0.00 0 0.00 4.60 0.26098 .104585 0.48 0.672 0.00 1175.34 1110.63 0.870 1111.496 33.4 21.96 7.488 1118.984 0.00 1.966 2.50 0.00 0.00 0 0.00 3.84 0.26098 .091670 0.35 0.672 0.00 1179.18 1111.63 0.901 1112.529 33.4 20.94 6.809 1119.338 0.00 1.966 2.50 0.00 0.00 0 0.00 3.25 0.26098 .080360 0.26 0.672 0.00 1182.43 1112.48 0.933 1113.409 33.4 19.96 6.189 1119.598 0.00 1.966 2.50 0.00 0.00 0 0.00 2.77 0.26098 .070491 0.20 0.672 0.00 1185.20 1113.20 0.968 1114.168 33.4 19.04 5.631 1119.799 0.00 1.966 2.50 0.00 0.00 0 0.00 5.40 0.07527 .065460 0.35 0.932 0.00 1190.60 1113.61 0.971 1114.578 33.4 18.94 5.573 1120.151 0.00 1.966 2.50 0.00 0.00 0 0.00 33.13 0.07527 .061036 2.02 0.932 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV- I CDOC Page 4 of 6 f LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1223.73 1116.10 1.006 1117.106 33.4 18.06 5.067 1122.173 0.00 1.966 2.50 0.00 0.00 0 0.00 0.98 0.07537 .056974 0.06 0.931 0.00 1224.71 1116.17 1.007 1117.181 33.4 18.04 5.056 1122.237 0.00 1.966 2.50 0.00 0.00 0 0.00 19.29 0.07537 .053406 1.03 0.931 0.00 1244 .00 1117.63 1.043 1118.670 33.4 17.21 4.598 1123.268 0.00 1.966 2.50 0.00 0.00 0 0.00 13.30 0.07537 .046895 0.62 0.931 0.00 1257.30 1118.63 1.082 1119.712 33.4 16.40 4.179 1123.891 0.00 1.966 2.50 0.00 0.00 0 0.00 1.12 0.07586 .043530 0.05 0.930 0.00 1258.42 1118.71 1.086 1119.801 33.4 16.31 4.130 1123.931 0.00 1.966 2.50 0.00 0.00 0 0.00 9.49 0.07586 .040583 0.39 0.930 0.00 1267.91 1119.43 1.127 1120.561 33.4 15.56 3.758 1124.319 0.00 1.966 2.50 0.00 0.00 0 0.00 7.45 0.07586 .035684 0.27 0.930 0.00 1275.36 1120.00 1.169 1121.169 33.4 14.83 3.416 1124.585 0.00 1.966 2.50 0.00 0.00 0 0.00 TRANS STR 0.22800 .027743 0.42 0.00 1290.36 1123.42 0.872 1124.292 33.4 7.86 0.960 1125.252 0.00 1.168 3.00 4.00 1.00 0 0.00 10.64 0.01257 .010769 0.11 0.840 1.00 1301.00 1123.55 0.884 1124.438 33.4 7.73 0.928 1125.366 0.00 1.168 3.00 4.00 1.00 0 0.00 17.55 0.01257 .009831 0.17 0.840 1.00 1318.55 1123.77 0.921 1124.695 33.4 7.37 0.844 1125.539 0.00 1.168 3.00 4.00 1.00 0 0.00 9.77 0.01257 .008566 0.08 0.840 1.00 1328.32 1123.90 0.958 1124.855 33.4 7.03 0.767 1125.622 0.00 1.168 3.00 4.00 1.00 0 0.00 6.04 0.01257 .007467 0.05 0.840 1.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IC.DOC Page 5 of 6 X:\Users\EMR\Drainage\Wspg-VanDell\RV-lC.DOC Page 6 of 6 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1334.36 1123.97 0.997 1124.970 33.4 6.70 0.698 1125.668 0.00 1.168 3.00 4.00 1.00 0 0.00 3.81 0.01257 .006511 0.02 0.840 1.00 1338.17 1124.02 1.038 1125.059 33.4 6.39 0.634 1125.693 0.00 1.168 3.00 4.00 1.00 0 0.00 2.32 0.01257 .005680 0.01 0.840 1.00 1340.49 1124.05 1.079 1125.129 33.4 6.09 0.576 1125.705 0.00 1.168 3.00 4.00 1.00 0 0.00 1.21 0.01257 .004956 0.01 0.840 1.00 1341.70 1124.07 1.122 1125.187 33.4 5.81 0.524 1125.711 0.00 1.168 3.00 4.00 1.00 0 0.00 0.37 0.01257 .004321 0.00 0.840 1.00 1342.07 1124.07 1.168 1125.238 33.4 5.53 0.475 1125.713 0.00 1.168 3.00 4.00 1.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-lC.DOC Page 6 of 6 Ro F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.00 3.50 0.00 CD 2 3 0 0.00 0.75 14.00 0.00 0.00 0.00 CD 30 4 2.50 CD 24 4 2.00 CD 18 4 1.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LINE 1D; 100 -YEAR STORM EVENT FILENAME: RV -1D BY: E M RUIZ JN 0881.0106 RV-ID.DOC Pagel of3 PAGE NO 3 DATE: 4/ 7/2005 TIME: 9:24 Ro F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.00 3.50 0.00 CD 2 3 0 0.00 0.75 14.00 0.00 0.00 0.00 CD 30 4 2.50 CD 24 4 2.00 CD 18 4 1.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LINE 1D; 100 -YEAR STORM EVENT FILENAME: RV -1D BY: E M RUIZ JN 0881.0106 RV-ID.DOC Pagel of3 PAGE NO 3 RV-ID.DOC Page 2 of 3 F 0 5 1 5 PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.69 1080.42 30 1084.59 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.24 1080.60 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1055.91 1080.69 30 0.013 0.00 45.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1083.82 1080.83 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1091.72 1081.36 24 24 0 0.013 4.7 0.0 1081.08 0.00 43.97 0.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1116.73 1081.49 24 0.013 0.00 63.69 0.00 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -I LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1119.93 1082.00 24 2 0 0.013 17.0 0.0 1089.00 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1138.89 1084.50 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1138.89 1084.50 1 0.500 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1138�89 1084.50 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-ID.DOC Page 2 of 3 L- �EE: VAN DELL AND ASSOCIATES F6 PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM LINE 1D; 100 -YEAR STORM EVENT FILENAME: RV -ID BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR ID02 . 69 1080.42 4.170 1084 .590 22.6 4 .60 0.329 1084.919 0.00 1.618 2.50 0.00 0.00 0 0.00 35.55 0.00S06 .003036 0.11 1.650 0.00 1038.24 1080.60 4.098 1084 .698 22.6 4.60 0 .329 1085.027 0.00 1.618 2.50 0.00 0.00 0 0.00 17.67 0.00509 .003036 0.05 1.650 0.00 1055.91 1080.69 4.108 1084.798 22.6 4.60 0.329 1085.127 0.00 1.618 2.50 0.00 0.00 0 0.00 27.91 0.00502 .003036 0. 08 1.656 0.00 1083 .82 1080. 83 4.053 1084 .883 22.6 4.60 0.329 1085.212 0.00 1.618 2.50 0.00 0.00 0 0.00 JUNCT STR 0.06709 .004648 0.04 0.00 1091.72 1081.36 3.536 1084.896 17.9 5.70 0.504 1085.400 0.00 1.524 2.00 0.00 0.00 0 0.00 25.01 0.00520 .006261 0.16 2.000 0.00 1116 .73 1081.49 3.648 1085.138 17.9 5.70 0.504 1085.642 0.00 1.524 2.00 0.00 0.00 0 0.00 JUNCT STR 0.15937 .003139 0.01 0.00 1119.93 1082.00 4.154 1086.154 0.9 0.29 0 .001 1086.155 0.00 0.326 2.00 0.00 0.00 0 0.00 16.33 0.13186 .000016 0.00 0.140 0.00 1136.26 1084.15 2.000 1086.154 0.9 0.29 0.001 1086.155 0.00 0.326 2.00 0.00 0.00 0 0.00 1�41 0.13186 .000015 0.00 0.140 0.00 1137.67 1084 .34 1.814 1086.153 0.9 0.30 0 .001 1086.154 0.00 0.326 2.00 0.00 0.00 0 0.00 0.81 0.13186 .000015 0.00 0.140 0.00 1138 .48 1084 .45 1.706 1086.152 0.9 0.32 0.002 1086.154 0.00 0.326 2 .00 0.00 0.00 0 0.00 0.41 0.13186 .000016 0.00 0.140 0.00 1138.89 1084.50 1.653 1086.153 0.9 0.32 0.002 1086.155 0.00 0.326 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1138.89 1084.50 1.656 1086.156 0.9 0.16 0.000 1086.156 0.00 0.127 6.00 3.50 0.00 0 0.00 RV-]D.DOC Page 3 of 3 74, CAO -1095 ------ RES.f VENU '10 562. E L= C 0 1 4 10182.50 il ol 10 9 W.'-8 5 102.1 1 J7 L-11 4. 00 1 �2 zt� 1 6 EL 15 L 76 .36 Ov Well UTLET 1 ..Ar L EL— 1 Oq, 102 L=1 72.79 T --ll .0 Jkl .:ET 2 E L 5 INLE L .515.1 o oo, 4A, L—1145 Ar oil 8. --181.82 12 to. DATE: 1/ 5/2005 TIME: 18:52 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(q) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 18 4 1.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN LATERAL 1E, 100 -YEAR STORM ANALYSIS FILENAME: RV -1E BY: E M RUIZ JN 0881.0106 X:\Users\EMR\Drainage\Wspg-VanDell\RV-lE.DOC Pagel of3 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 101.66 1081.08 18 1084.89 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 135.27 1084.75 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 135.27 1084.75 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 135.27 1084.75 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RV-lE.DOC Pagel of3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IE.DOC Page 2 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN LATERAL 1E, 100 -YEAR STORM ANALYSIS FILENAME: RV-lE BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 101.66 1081.08 3.810 1084.890 5.2 2.94 0.134 1085.024 0.00 0.878 1.50 0.00 0.00 0 0.00 21.64 0.10919 .002424 0.05 0.390 0.00 123.30 1083.44 1.500 1084.943 5.2 2.94 0.134 1085.077 0.00 0.878 1.50 0.00 0.00 0 0.00 0.04 0.10919 .002424 0.00 0.390 0.00 123.34 1083.45 1.500 1084.947 5.2 2.94 0.134 1085.081 0.00 0.878 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 123.34 1083.45 0.489 1083.936 5.2 10.40 1.680 1085.616 0.00 0.878 1.50 0.00 0.00 0 0.00 0.48 0.10919 .046339 0.02 0.390 0.00 123.82 1083.50 0.489 1083.988 5.2 10.38 1.673 1085.661 0.00 0.878 1.50 0.00 0.00 0 0.00 2.05 0.10919 .043389 0.09 0.390 0.00 125.87 1083.72 0.506 1084.230 5.2 9.90 1.523 1085.753 0.00 0.878 1.50 0.00 0.00 0 0.00 1.70 0.10919 .038011 0.06 0.390 0.00 127.57 1083.91 0.524 1084.433 5.2 9.44 1.383 1085.816 0.00 0.878 1.50 0.00 0.00 0 0.00 1.40 0.10919 .033323 0.05 0.390 0.00 128.97 1084.06 0.543 1084.606 5.2 9.00 1.257 1085.863 0.00 0.878 1.50 0.00 0.00 0 0.00 1.20 0.10919 .029215 0.04 0.390 0.00 130.17 1084.19 0.562 1084.755 5.2 8.58 1.143 1085.898 0.00 0.878 1.50 0.00 0.00 0 0.00 0.99 0.10919 .025626 0.03 0.390 0.00 131.16 1084.30 0.583 1084.884 5.2 8.19 1.041 1085.925 0.00 0.878 1.50 0.00 0.00 0 0.00 0.85 0.10919 .022493 0.02 0.390 0.00 132.01 1084 .39 0.604 1084.998 5.2 7.81 0.947 1085.945 0.00 0.878 1.50 0.00 0.00 0 0.00 0.71 0.10919 .019741 0.01 0.390 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IE.DOC Page 2 of 3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IE.DOC Page 3 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN LATERAL 1E, 100 -YEAR STORM ANALYSIS FILENAME: RV-lE BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 132.72 1084.47 0.626 1085.098 5.2 7.44 0.859 1085.957 0.00 0.878 1.50 0.00 0.00 0 0.00 0.60 0.10919 .017334 0.01 0.390 0.00 133.32 1084.54 0.649 1085.187 5.2 7.09 0.781 1085.968 0.00 0.878 1.50 0.00 0.00 0 0.00 0.51 0.10919 .015228 0.01 0.390 0.00 133.83 1084.59 0.673 1085.265 5.2 6.76 0.710 1085.975 0.00 0.878 1.50 0.00 0.00 0 0.00 0.41 0.10919 .013385 0.01 0.390 0.00 134.24 1084.64 0.698 1085.335 5.2 6.45 0.646 1085.981 0.00 0.878 1.50 0.00 0.00 0 0.00 0.33 0.10919 .011770 0.00 0.390 0.00 134.57 1084.67 0.724 1085.398 5.2 6.15 0.587 1085.985 0.00 0.878 1.50 0.00 0.00 0 0.00 0.26 0.10919 .010359 0.00 0.390 0.00 134.83 1084.70 0.752 1085.454 5.2 5.86 0.534 1085.988 0.00 0.878 1.50 0.00 0.00 0 0.00 0.20 0.10919 .009126 0.00 0.390 0.00 135.03 1084.72 0.781 1085.504 5.2 5.59 0.485 1085.989 0.00 0.878 1.50 0.00 0.00 0 0.00 0.14 0.10919 .008044 0.00 0.390 0.00 135.17 1084.74 0.811 1085.550 5.2 5.33 0.441 1085.991 0.00 0.878 1.50 0.00 0.00 0 0.00 0.08 0.10919 .007096 0.00 0.390 0.00 135.25 1084.75 0.843 1085.590 5.2 5.08 0.401 1085.991 0.00 0.878 1.50 0.00 0.00 0 0.00 0.02 0.10919 .006258 0.00 0.390 0.00 135.27 1084.75 0.878 1085.628 5.2 4.84 0.363 1085.991 0.00 0.878 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 135.27 1084.75 1.395 1086.145 5.2 0.93 0.013 1086.158 0.00 0.375 5.00 4.00 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-IE.DOC Page 3 of 3 Revised Hydraulic Analysis of the Jurupa Avenue Storm Drain Between Declez Channel and the Cypress Avenue Junction DATE, 1/ 5/2005 TIME: 21:26 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 8.00 0.00 CD is 4 1.50 CD 24 4 2.00 CD 42 4 3.50 CD 48 4 4.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE No. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page I of 11 PAGE NO 3 I W S ELEV 1072.77 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 55.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 2.3 1070.91 1070.91 44.00 67.50 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 30.11 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.8 0.0 1072.97 0.00 47.97 0.00 RADIUS ANGLE ANG PT MAN H 0.00 51.18 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.3 0.0 1074.27 0.00 65.03 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 2 of 11 F 0 5 1 5 P WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 103.84 1067.97 48 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 113.37 1068.28 48 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 134.97 1068.99 48 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 142.97 1069.25 48 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 163.59 106.9.66 48 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 168.59 1069.76 48 18 18 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 255.48 1071.50 48 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 279.13 1071.97 48 0.013 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 283.80 1072.07 48 24 0 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 324.00 1072.87 48 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 343.87 1073.27 48 0.013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 351.47 1073.92 42 24 0 0.013 W S ELEV 1072.77 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 55.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 2.3 1070.91 1070.91 44.00 67.50 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 30.11 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.8 0.0 1072.97 0.00 47.97 0.00 RADIUS ANGLE ANG PT MAN H 0.00 51.18 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.3 0.0 1074.27 0.00 65.03 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 2 of 11 PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1078.34 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 3 of I I RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 376.05 1074.90 42 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 443.46 1077.59 42 0.013 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 451.06 1077.89 42 24 0 0.013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 800.00 1091.80 42 0.013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 877.10 1093.95 42 0.013 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 919.66 1095.14 42 0.013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 938.48 1095.67 42 0.013 ELEMENT No 20 IS A REACH U/S DATA STATION INVERT SECT N 956.49 1096.17 42 0.013 ELEMENT No 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 964.49 1096.39 42 24 0 0.013 ELEMENT No 22 IS A REACH U/S DATA STATION INVERT SECT N 977.87 1096.77 42 0.013 ELEMENT No 23 IS A REACH U/S DATA STATION INVERT SECT N 1035.18 1098.37 42 0.01--. PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1078.34 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 3 of I I RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 4 of I I F 0 5 1 5 P PAGE NO 4 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1290.46 1105.50 42 0.013 0.00 38.39 0.00 1 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1394.21 1106.54 42 0.013 0.00 0.00 0.00 0 ELEMENT No 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1476.09 1107.36 42 0.013 0.00 12.31 0.00 1 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1510.46 1107.71 42 0.013 0.00 87.31 0.00 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1609.37 1108.70 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1644.97 1121.50 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1670.97 1123.00 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 31 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1670.97 1123.00 1 0.500 ELEMENT NO 32 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1670.97 1123.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 4 of I I X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 5 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE I WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 103.84 1067.97 2.410 1070.380 145.7 18.41 5.264 1075.644 0.00 3.561 4.00 0.00 0.00 0 0.00 9.53 0.03253 .022165 0.21 2.145 0.00 113.37 1068.28 2.434 1070.714 145."7 18.20 5.142 1075.856 0.00 3.561 4.00 0.00 0.00 0 0.00 21.60 0.03287 .020962 0.45 2.139 0.00 134.97 106B.99 2.503 1071.493 145.7 17.61 4.817 1076.310 0.00 3.561 4.00 0.00 0.00 0 0.00 8.00 0.03250 .019749 0.16 2.146 0.00 142.97 1069.25 2.532 1071.782 145.7 17.37 4.686 1076.468 0.00 3.561 4.00 0.00 0.00 0 0.00 20.62 0.01988 .019370 0.40 2.511 0.00 163.59 1069.66 2.536 1072.196 145.7 17.35 4.672 1076.868 0.00 3.561 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02000 .020197 0.10 0.00 168.59 1069.76 2.432 1072.192 142.9 17.87 4.957 1077.149 0.00 3.537 4.00 0.00 0.00 0 0.00 86.89 0.02003 .021495 1.87 2.473 0.00 255.48 1071.50 2.400 1073.900 142.9 18.15 5.117 1079.017 0.00 3.537 4.00 0.00 0.00 0 0.00 23.65 0.01987 .022116 0.52 2.480 0.00 279.13 1071.97 2.387 1074.357 142.9 18.27 5.184 1079.541 0.00 3.537 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02141 .023641 0.11 0.00 283.80 1072.07 2.263 1074.333 139.1 18.98 5.592 1079.925 0.00 3.502 4.00 0.00 0.00 0 0.00 40.20 0.01990 .025811 1.04 2.434 0.00 324.00 1072.87 2.218 1075.088 139.1 19.45 5.874 1080.962 0.00 3.502 4.00 0.00 0.00 0 0.00 19.87 0.02013 .027134 0.54 2.424 0.00 343.87 1073.27 2.193 1075.463 139.1 19.72 6.040 1081.503 0.00 3.502 4.00 0.00 0.00 0 0.00 JUNCT STR 0.08553 .032030 0.24 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 5 of 11 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 6 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 351.47 1073.92 2.055 1075.975 124.8 21.25 7.012 1082.987 0.00 3.280 3.50 0.00 0.00 0 0.00 24.58 0.03987 .036079 0.89 1.996 0.00 376.05 1074.90 2.068 1076.968 124.8 21.09 6.905 1083.873 0.00 3.280 3.50 0.00 0.00 0 0.00 67.41 0.03991 .034298 2.31 1.996 0.00 443.46 1077.59 2.125 1079.715 124.8 20.41 6.470 1086.185 0.00 3.280 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03947 .036064 0.27 0.00 451.06 1077.89 1.946 1079.836 118.8 21.62 7.261 1087.097 0.00 3.241 3.50 0.00 0.00 0 0.00 194.96 0.03986 .037267 7.27 1.936 0.00 646.02 1085.66 2.011 1087.673 118.8 20.75 6.689 1094.362 0.00 3.241 3.50 0.00 0.00 0 0.00 79.43 0.03986 .033241 2.64 1.936 0.00 725.45 1088.83 2.093 1090.921 118.8 19.79 6.081 1097.002 0.00 3.241 3.50 0.00 0.00 0 0.00 44.78 0.03986 .029418 1.32 1.936 0.00 770.23 1090.61 2.178 1092.791 118.8 18.87 5.529 1096.320 0.00 3.241 3.50 0.00 0.00 0 0.00 29 . 77 0.03986 .026074 0.78 1.936 0.00 800.00 1091.80 2.270 1094.070 118.8 17.99 5.025 1099.095 0.00 3.241 3.50 0.00 0.00 0 0.00 1.56 0.02789 .024506 0.04 2.172 0.00 801.56 1091.84 2.271 1094.115 118.8 17.98 5.020 1099.135 0.00 3.241 3.50 0.00 0.00 0 0.00 75.54 0.02789 .023134 1.75 2.172 0.00 877.10 1093.95 2.368 1096.318 118.8 17.15 4.565 1100.883 0.00 3.241 3.50 0.00 0.00 0 0.00 0.88 0.02796 .021749 0.02 2.170 0.00 877.98 1093.97 2.370 1096.345 118.8 17.13 4.555 1100.900 0.00 3.241 3.50 0.00 0.00 0 0.00 41.68 0.02796 .020546 0.86 2.170 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 6 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 919.66 1095.14 2.475 1097.615 118.8 16.33 4.142 1101.757 0.00 3.241 3.50 0.00 0.00 0 0.00 18.82 0.02816 .018683 0.35 2.165 0.00 938.48 1095.67 2.546 1098.218 118.8 15.83 3.891 1102.109 0.00 3.241 3.50 0.00 0.00 0 0.00 18.01 0.02776 .017252 0.31 2.175 0.00 956.49 1096.17 2.643 1098.813 118.8 15.24 3.607 1102.420 0.00 3.241 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02750 .021899 0.18 0.00 964.49 1096.39 1.998 1098.388 103.3 18.21 5.147 1103.535 0.00 3.105 3.50 0.00 0.00 0 0.00 13.38 0.02840 .027231 0.36 1.972 0.00 977.87 1096.77 2.000 1098.770 103.3 18.17 5.129 1103.899 0.00 3.105 3.50 0.00 0.00 0 0.00 57.31 0.02792 .026943 1.54 1.983 0.00 1035.18 1098.37 2.011 1100.381 103.3 18.06 5.063 1105.444 0.00 3.105 3.50 0.00 0.00 0 0.00 136.74 0.02793 .025183 3.44 1.982 0.00 1171.92 1102.19 2.091 1104.280 103.3 17.22 4.606 1108.886 0.00 3.105 3.50 0.00 0.00 0 0.00 59.09 0.02793 .022299 1.32 1.982 0.00 1231.01 1103.84 2.177 1106.017 103.3 16.42 4.188 1110.205 0.00 3.105 3.50 0.00 0.00 0 0.00 35.48 0.02793 . 019765 0.70 1.982 0.00 1266.49 1104.83 2.268 1107.099 103.3 15.66 3.807 1110.906 0.00 3.105 3.50 0.00 0.00 0 0.00 23.97 0.02793 .017552 0.42 1.982 0.00 1290.46 1105.50 2.365 1107.865 103.3 14.93 3.461 1111.326 0.00 3.105 3.50 0.00 0.00 0 0.00 18.35 0.01002 .017056 0.31 2.955 0.00 1308.81 1105.68 2.312 1107.996 103.3 15.32 3.642 1111.638 0.00 3.105 3.50 0.00 0.00 0 0.00 31.15 0.01002 .018699 0.58 2.955 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 7 of I I X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 8 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1339.96 1106.00 2.218 1108.214 103.3 16.06 4.006 1112.220 0.00 3.105 3.50 0.00 0.00 0 0.00 28.28 0.01002 .021080 0.60 2.955 0.00 1368.24 1106.28 2.130 1108.410 103.3 16.85 4.407 1112.817 0.00 3.105 3.50 0.00 0.00 0 0.00 25.97 0.01002 .023807 0.62 2.955 0.00 1394.21 1106.54 2.047 1108.387 103.3 17.67 4.848 1113.435 0.00 3.105 3.50 0.00 0.00 0 0.00 17.46 0.01001 .026421 0.46 2.960 0.00 1411.67 1106.71 1.990 1108.705 103.3 18.28 5.189 1113.894 0.00 3.105 3.50 0.00 0.00 0 0.00 22.88 0.01001 .029412 0.67 2.960 0.00 1434.55 1106.94 1.915 1108.859 103.3 19.17 5.708 1114.567 0.00 3.105 3.50 0.00 0.00 0 0.00 21.40 0.01001 .033331 0.71 2.960 0.00 1455.95 1107.16 1.843 1109.001 103.3 20.11 6.279 1115.280 0.00 3.105 3.50 0.00 0.00 0 0.00 20.14 0.01001 .037806 0.76 2.960 0.00 1476.09 1107.36 1.775 1109.135 103.3 21.09 6.907 1116.042 0.00 3.105 3.50 0.00 0.00 0 0.00 16.09 0.01018 .042410 0.68 2.926 0.00 1492.18 1107.52 1.720 1109.244 103.3 21.94 7.472 1116.716 0.00 3.105 3.50 0.00 0.00 0 0.00 18.28 0.01018 .047676 0.87 2.926 0.00 1510.46 1107.71 1.658 1109.368 103.3 23.01 8.219 1117.587 0.00 3.105 3.50 0.00 0.00 0 0.00 8.98 0.01001 .052399 0.47 2.960 0.00 1519.44 1107.80 1.627 1109.427 103.3 23.56 8.621 1118.048 0.00 3.105 3.50 0.00 0.00 0 0.00 16.83 0.01001 .057790 0.97 2.960 0.00 1536.27 1107.97 1.569 1109.537 103.3 24.71 9.483 1119.020 0.00 3.105 3.50 0.00 0.00 0 0.00 16.01 0.01001 .065754 1.05 2.960 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 8 of 11 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 9 of I I LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 5 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1552.28 1108.13 1.513 1109.642 103.3 25.92 10.434 1120.076 0.00 3.105 3.50 0.00 0.00 0 0.00 15.26 0.01001 .074837 1.14 2.960 0.00 1567.54 1108.28 1.459 1109.740 103.3 27.18 11.475 1121.215 0.00 3.105 3.50 0.00 0.00 0 0.00 14.58 0.01001 .085226 1.24 2.960 0.00 1582.12 1108.43 1.408 1109.835 103.3 28.51 12.623 1122.458 0.00 3.105 3.50 0.00 0.00 0 0.00 13.93 0.01001 .097116 1.35 2.960 0.00 1596.05 1108.57 1.359 1109.926 103.3 29.91 13.889 1123.815 0.00 3.105 3.50 0.00 0.00 0 0.00 13.32 0.01001 .110703 1.47 2.960 0.00 1609.37 1108.70 1.312 1110.012 103.3 31.36 15.271 1125.283 0.00 3.105 3.50 0.00 0.00 0 0.00 5.29 0.35955 .110821 0.59 0.980 0.00 1614.66 1110.60 1.358 1111.961 103.3 29.93 13.913 1125.874 0.00 3.105 3.50 0.00 0.00 0 0.00 4.64 0.35955 .097339 0.45 0.980 0.00 1619.30 1112.27 1.407 1113.677 103.3 28.54 12.644 1126.321 0.00 3.105 3.50 0.00 0.00 0 0.00 4.01 0.35955 .085423 0.34 0.980 0.00 1623.31 1113.71 1.458 1115.168 103.3 27.21 11.493 1126.661 0.00 3.105 3.50 0.00 0.00 0 0.00 3.48 0.35955 .075012 0.26 0.980 0.00 1626.79 1114.96 1.512 1116.475 103.3 25.94 10.450 1126.925 0.00 3.105 3.50 0.00 0.00 0 0.00 3.04 0.35955 .065909 0.20 0.980 0.00 1629.83 1116.06 1.568 1117.626 103.3 24.74 9.502 1127.128 0.00 3.105 3.50 0.00 0.00 0 0.00 2.67 0.35955 .057927 0.15 0.980 0.00 1632.50 1117.02 1.626 1118.644 103.3 23.58 8.637 1127.281 0.00 3.105 3.50 0.00 0.00 0 0.00 2.35 0.35955 .050949 0.12 0.980 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 9 of I I X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 10 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 6 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1634.85 1117.86 1.688 1119.549 103.3 22.49 7.851 1127.400 0.00 3.105 3.50 0.00 0.00 0 0.00 2.06 0.35955 .044846 0.09 0.980 0.00 1636.91 1118.60 1.752 1120.355 103.3 21.44 7.138 1127.493 0.00 3.105 3.50 0.00 0.00 0 0.00 1.82 0.35955 .039492 0.07 0.980 0.00 1638.73 1119.26 1.819 1121.076 103.3 20.44 6.490 1127.566 0.00 3.105 3.50 0.00 0.00 0 0.00 1.60 0.35955 .034802 0.06 0.980 0.00 1640.33 1119.83 1.889 1121.'721 103.3 19.49 5.899 1127.620 0.00 3.105 3.50 0.00 0.00 0 0.00 1.40 0.35955 .030703 0.04 0.980 0.00 1641.73 1120.34 1.964 1122.301 103.3 18.58 5.362 1127.663 0.00 3.105 3.50 0.00 0.00 0 0.00 1.24 0.35955 .027117 0.03 0.980 0.00 1642.97 1120.78 2.042 1122.822 103.3 17.72 4.875 1127.697 0.00 3.105 3.50 0.00 0.00 0 0.00 1.07 0.35955 .023976 0.03 0.980 0.00 1644.04 1121.16 2.125 1123.290 103.3 16.90 4.433 1127.723 0.00 3.105 3.50 0.00 0.00 0 0.00 0.93 0.35955 .021232 0.02 0.980 0.00 1644.97 1121.50 2.213 1123.713 103.3 16.11 4.029 1127.742 0.00 3.105 3.50 0.00 0.00 0 0.00 1.18 0.05769 .019758 0.02 1.598 0.00 1646.15 1121.57 2.227 1123.795 103.3 15.99 3.968 1127.763 0.00 3.105 3.50 0.00 0.00 0 0.00 6.77 0.05769 .018472 0.13 1.598 0.00 1652.92 1121.96 2.322 1124.281 103.3 15.24 3.607 1127.888 0.00 3.105 3.50 0.00 0.00 0 0.00 5.50 0.05769 .016426 0.09 1.598 0.00 1658.42 1122.28 2.423 1124.699 103.3 14.53 3.280 1127.979 0.00 3.105 3.50 0.00 0.00 0 0.00 4.39 0.05769 .014644 0.06 1.598 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 10 of 11 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 11 of 11 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 7 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY* E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1662.81 1122.53 2.532 1125.061 103.3 13.86 2.981 1128.042 0.00 3.105 3.50 0.00 0.00 0 0.00 3.41 0.05769 .013104 0.04 1.598 0.00 1666.22 1122.73 2.651 1125.377 103.3 13.21 2.710 1128.087 0.00 3.105 3.50 0.00 0.00 0 0.00 2.51 0.05-769 .011783 0.03 1.598 0.00 1668.73 1122.87 2.782 1125.653 103.3 12.60 2.464 1128.117 0.00 3.105 3.50 0.00 0.00 0 0.00 1.64 0.05769 .010670 0.02 1.598 0.00 1670.37 1122.96 2.929 1125.894 103.3 12.01 2.240 1128.134 0.00 3.105 3.50 0.00 0.00 0 0.00 0.60 0.05769 .009784 0.01 1.598 0.00 1670.97 1123.00 3.105 1126.105 103.3 11.45 2.035 1128.140 0.00 3.105 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1670.97 1123.00 6.821 1129.821 103.3 1.89 0.056 1129.877 0.00 1.731 7.00 8.00 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2.DOC Page 11 of 11 DATE: 4/ 9/2005 TIME: 17:28 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 18 4 1.50 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 RV-2A.DOC Page 1 of 6 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.88 1071.01 18 1072.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 118.03 1074.50 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 118.03 1074.50 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 118.03 1074.50 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2A.DOC Page 1 of 6 RV-2A.DOC Page 2 of 6 L� ASEE: VAN DELL AND ASSOCIATES A PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.88 1071.01 1.290 1072.300 0.7 0.43 0.003 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.30 0.23036 .000043 0.00 0.100 0.00 103.18 1071.08 1.221 1072.300 0.7 0.45 0.003 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.25 0.23036 .000048 0.00 0.100 0.00 103.43 1071.14 1.162 1072.299 0.7 0.48 0.004 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.23 0.23036 .000053 0.00 0.100 0.00 103.66 1071.19 1.109 1072.299 0.7 0.50 0.004 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.21 0.23036 .000058 0.00 0.100 0.00 103.87 1071.24 1.060 1072.299 0.7 0.52 0.004 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.20 0.23036 .000065 0.00 0.100 0.00 104.07 1071.28 1.015 1072.298 0.7 0.55 0.005 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.17 0.23036 .000073 0.00 0.100 0.00 104.24 1071.32 0.974 1072.298 0.7 0.58 0.005 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.17 0.23036 .000083 0.00 0.100 0.00 104.41 1071.36 0.934 1072.297 0.7 0.60 0.006 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.16 0.23036 .000093 0.00 0.100 0.00 104.57 1071.40 0.898 1072.297 0.7 0.63 0.006 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.15 0.23036 .000105 0.00 0.100 0.00 104.72 1071.43 0.863 1072.296 0.7 0.66 0.007 1072,303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.14 0.23036 .000120 0.00 0.100 0.00 104.86 1071.46 0.830 1072.295 0 .7 0.70 0.008 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.13 0.23036 .000135 0.00 0.100 0.00 RV-2A.DOC Page 2 of 6 RV-2A.DOC Page 3 of 6 L, �)SEE: VAN DELL AND ASSOCIATES A PAGE� I WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 104.99 1071.50 0.799 1072.295 0.7 0.73 0.008 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.12 0.23036 .000153 0.00 0.100 0.00 105.11 1071.53 0.769 1072.294 0.7 0.77 0.009 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.12 0.23036 .000174 0.00 0.100 0.00 105.23 1071.55 0.741 1072.293 0.7 0.80 0.010 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.12 0.23036 .000198 0.00 0.100 0.00 105.35 1071.58 0.714 1072.292 0.7 0.84 0.011 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.10 0.23036 .000225 0.00 0.100 0.00 105.45 1071.60 0.688 1072.291 0.7 0.88 0.012 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.11 0.23036 .000255 0.00 0.100 0.00 105.56 1071.63 0.663 1072.290 0.7 0.93 0.013 1072.303 0.00 0.311 1.50 0.00 0.00 0 0.00 0.08 0.23036 .000291 0.00 0.100 0.00 105.64 1071.65 0.639 1072.285 0.7 0.97 0.015 1072.300 0.00 0.311 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 105.64 1071.65 0.125 1071.771 0.7 10.00 1.553 1073.324 0.00 0.311 1.50 0.00 0.00 0 0.00 1.62 0.23036 .208791 0.34 0.100 0.00 107.26 1072.02 0.127 1072.146 0.7 9.59 1.428 1073.574 0.00 0.311 1.50 0.00 0.00 0 0.00 2.80 0.23036 .185637 0.52 0.100 0.00 110.06 1072.66 0.132 1072.797 0.7 9.21 1.317 1074.114 0.00 0.311 1.50 0.00 0.00 0 0.00 1.6B 0.23036 .162173 0.27 0.100 0.00 111.74 1073.05 0.136 1073.188 0.7 8.75 1.189 1074.377 0.00 0.311 1.50 0.00 0.00 0 0.00 1.16 0.23036 .141507 0.16 0.100 0.00 RV-2A.DOC Page 3 of 6 f L 4SEE: VAN DELL AND ASSOCIATES A I P" PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 112.90 1073.32 0.141 1073.460 0.7 8.33 1.078 1074.538 0.00 0.311 1.50 0.00 0.00 0 0.00 0.88 0.23036 .123439 0.11 0.100 0.00 113.78 1073.52 0.145 1073.666 0.7 7.95 0.983 1074.649 0.00 0.311 1.50 0.00 0.00 0 0.00 0.69 0.23036 .107565 0.07 0.100 0.00 114.47 1073.68 0.150 1073.829 0.7 7.61 0.899 1074.728 0.00 0.311 1.50 0.00 0.00 0 0.00 0.55 0.23036 .093905 0.05 0.100 0.00 115.02 1073.81 0.155 1073.962 0.7 7.22 0.809 1074.771 0.00 0.311 1.50 0.00 0.00 0 0.00 0.46 0.23036 .081921 0.04 0.100 0.00 115.48 1073.91 0.160 1074.074 0.7 6.86 0.731 1074.805 0.00 0.311 1.50 0.00 0.00 0 0.00 0.39 0.23036 .071418 0.03 0.100 0.00 115.87 1074.00 0.165 1074.168 0.7 6.54 0.665 1074.833 0.00 0.311 1.50 0.00 0.00 0 0.00 0.33 0.23036 .062342 0.02 0.100 0.00 116.20 1074.08 0.171 1074.250 0.7 6.25 0.607 1074.857 0.00 0.311 1.50 0.00 0.00 0 0.00 0.28 0.23036 .054498 0.02 0.100 0.00 116.48 1074.14 0.177 1074.320 0.7 5.98 0.556 1074.876 0.00 0.311 1.50 0.00 0.00 0 0.00 0.25 0.23036 .047519 0.01 0.100 0.00 116.73 1074.20 0.182 1074.382 0.7 5.69 0.503 1074.885 0.00 0.311 1.50 0.00 0.00 0 0.00 0.20 0.23036 .041467 0.01 0.100 0.00 116.93 1074.25 0.189 1074.436 0.7 5.43 0.457 1074.893 0.00 0.311 1.50 0.00 0.00 0 0.00 0.19 0.23036 .036242 0.01 0.100 0.00 117.12 1074.29 0.195 1074.485 0.7 5.19 0.417 1074.902 0.00 0.311 1.50 0.00 0.00 0 0.00 0.16 0.23036 .031592 0.01 0.100 0.00 RV-2A.DOC Page 4 of 6 RV-2A.DOC Page 5 of 6 b� ISEE: VAN DELL AND ASSOCIATES p PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 117.28 1074.33 0.201 1074.527 0.7 4.93 0,377 1074.904 0.00 0.311 1.50 0.00 0.00 0 0.00 O�13 0.23036 .027564 0.00 0.100 0.00 117.41 1074.36 0.208 1074.566 0.7 4.70 0.343 1074.909 0.00 0.311 1.50 0.00 0.00 0 0.00 0.12 0.23036 .024078 0.00 0.100 0.00 117.53 1074.38 0.215 1074.600 0.7 4.49 0.313 1074.913 0.00 0.311 1.50 0.00 0.00 0 0.00 0.10 0.23036 .021017 0.00 0.100 0.00 117.63 1074.41 0.222 1074.630 0.7 4.27 0.283 1074.913 0.00 0.311 1.50 0.00 0.00 0 0.00 0.09 0.23036 .018358 0.00 0.100 0.00 117.72 1074.43 0.230 1074.657 0.7 4.07 0.257 1074.914 0.00 0.311 1.50 0.00 0.00 0 0.00 0.07 0.23036 .016030 0.00 0.100 0.00 117.79 1074.44 0.237 1074.682 0.7 3.89 0.235 1074.917 0.00 0.311 1.50 0.00 0.00 0 0.00 0.06 0.23036 .013983 0.00 0.100 0.00 117.85 1074.46 0.245 1074.704 0.7 3.70 0.213 1074.917 0.00 0.311 1.50 0.00 0.00 0 0.00 0.05 0.23036 .012224 0.00 0.100 0.00 117.90 1074.47 0.254 1074.724 0.7 3.54 0.194 1074.918 0.00 0.311 1.50 0.00 0.00 0 0.00 0.04 0.23036 .010681 0.00 0.100 0.00 117.94 1074.48 0.262 1074.742 0.7 3.37 0.176 1074.918 0.00 0.311 1.50 0.00 0.00 0 0.00 0.04 0.23036 .009324 0.00 0.100 0.00 117.98 1074.49 0.271 1074.759 0.7 3.21 0.160 1074.919 0.00 0.311 1.50 0.00 0.00 0 0.00 0.02 0.23036 .008145 0.00 0.100 0.00 118.00 1074.49 0.280 1074.773 0.7 3.06 0.145 1074.918 0.00 0.311 1.50 0.00 0.00 0 0.00 0.02 0.23036 .007118 0.00 0.100 0.00 RV-2A.DOC Page 5 of 6 L- JSEE: VAN DELL AND ASSOCIATES FL PAGE J WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-A, 100 -YR STORM EVENT FILENAME: RV -2A BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 118.02 1074.50 0.290 1074.787 0.7 2.92 0.132 1074.919 0.00 0.311 1.50 0.00 0.00 0 0.00 0.01 0.23036 .006218 0.00 0.100 0.00 118.03 1074.50 0.299 1074.799 0.7 2.79 0.121 1074.920 0.00 0.311 1.50 0.00 0.00 0 0.00 0.00 0.23036 .005399 0.00 0.100 0.00 118.03 1074.50 0.311 1074.811 0.7 2.64 0.108 1074.919 0.00 0.311 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 118.03 1074.50 0.464 1074.964 0.7 0.38 0.002 1074.966 0.00 0.098 5.00 4.00 0.00 0 0.00 RV-2A.DOC Page 6 of 6 DATE: 4/ 9/2005 TIME: 17:22 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 18 4 1.50 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-B, 100 -YR STORM EVENT FILENAME: RV -2B BY: E M RUIZ JN 0881.0106 RV-2B.DOC Page I of 4 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.16 1071.01 18 1072.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 126.51 1074.50 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 126.51 1074.50 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 126.51 1074.50 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2B.DOC Page I of 4 RV-2B.DOC Page 2 of 4 ?SEE: VAN DELL AND ASSOCIATES F6- -l?" PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-B, 100 -YR STORM EVENT FILENAME: RV -2B BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.16 1071.01 0.305 1071.315 3.2 12.45 2.407 1073.722 0.00 0.681 1.50 0.00 0.00 0 0.00 1.74 0.14333 .111838 0.19 0.280 0.00 103.90 1071.26 0.307 1071.566 3.2 12.31 2.352 1073.918 0.00 0.681 1.50 0.00 0.00 0 0.00 5.04 0.14333 .103000 0.52 0.280 0.00 108.94 1071.98 0.317 1072.299 3.2 11.72 2.133 1074.432 0.00 0.681 1.50 0.00 0.00 0 0.00 3.43 0.14333 .089993 0.31 0.280 0.00 112.37 1072.47 0.328 1072.802 3.2 11.19 1.944 1074.746 0.00 0.681 1.50 0.00 0.00 0 0.00 2.56 0.14333 .078665 0.20 0.280 0.00 114.93 1072.84 0.339 1073.180 3.2 10.67 1.767 1074.947 0.00 0.681 1.50 0.00 0.00 0 0.00 1.99 0.14333 .068782 0.14 0.280 0.00 116.92 1073.13 0.351 1073.477 3.2 10.16 1.602 1075.079 0.00 0.681 1.50 0.00 0.00 0 0.00 1.61 0.14333 .060164 0.10 0.280 0.00 118.53 1073.36 0.363 1073.719 3.2 9.70 1.460 1075.179 0.00 0.681 1.50 0.00 0.00 0 0.00 1.33 0.14333 .052587 0.07 0.280 0.00 119.86 1073.55 0.375 1073.922 3.2 9.25 1.328 1075.250 0.00 0.681 1.50 0.00 0.00 0 0.00 1.10 0.14333 .045973 0.05 0.280 0.00 120.96 1073.70 0.388 1074.093 3.2 8.82 1.207 1075.300 0.00 0,681 1.50 0.00 0.00 0 0.00 0.93 0.14333 .04023B 0.04 0.280 0.00 121.89 1073.84 0.402 1074.240 3.2 8.40 1.095 1075.335 0.00 0.681 1.50 0.00 0.00 0 0.00 0.80 0.14333 .035197 0.03 0.280 0.00 122.69 1073.95 0.415 1074,368 3.2 8.00 0.994 1075.362 0.00 0.681 1.50 0.00 0.00 0 0.00 0.67 0.14333 .030787 0.02 0.280 0.00 RV-2B.DOC Page 2 of 4 L, IRE: VAN DELL AND ASSOCIATES F6. J PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-B, 100 -YR STORM EVENT FILENAME: RV -2B BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 123.36 1074.05 0.430 1074.479 3.2 7.64 0.906 1075.385 0.00 0.681 1.50 0.00 0.00 0 0.00 0.58 0.14333 .026960 0.02 0.280 0.00 123.94 1074.13 0.445 1074.577 3.2 7.27 0.821 1075.398 0.00 0.681 1.50 0.00 0.00 0 0.00 0.50 0.14333 .023592 0.01 0.280 0.00 124.44 1074.20 0.460 1074.663 3.2 6.94 0.748 1075.411 0.00 0.681 1.50 0.00 0.00 0 0.00 0.42 0.14333 .020G60 0.01 0.280 0.00 124.86 1074.26 0.477 1074.740 3.2 6.61 0.679 1075.419 0.00 0.681 1.50 0.00 0.00 0 0.00 0.36 0.14333 .018097 0.01 0.280 0.00 125.22 1074.32 0.493 1074.808 3.2 6.31 0.619 1075.427 0.00 0.681 1.50 0.00 0.00 0 0.00 0.30 0.14333 .015849 0.00 0.280 0.00 125.52 1074.36 0.511 1074. 869 3.2 6.02 0.562 1075.431 0.00 0.681 1.50 0.00 0.00 0 0.00 0.26 0.14333 .013892 0.00 0.280 0.00 125.78 1074.39 0.529 1074.924 3.2 5.73 0.511 1075.435 0.00 0.681 1.50 0.00 0.00 0 0.00 0.21 0.14333 .012177 0.00 0.280 0.00 125.99 1074.42 0.548 1074.973 3.2 5.47 0.465 1075.438 0.00 0.681 1.50 0.00 0.00 0 0.00 0.16 0.14333 .010680 0.00 0.280 0.00 126.15 1074.45 0.568 1075.017 3.2 5.21 0.422 1075.439 0.00 0.681 1.50 0.00 0.00 0 0.00 0.14 0.14333 .009368 0.00 0.280 0.00 126.29 1074.47 0.588 1075.057 3.2 4.97 0.383 1075.440 0.00 0.681 1.50 0.00 0.00 0 0.00 0.10 0.14333 .008220 0.00 0.280 0.00 126.39 1074.48 0.610 1075.092 3.2 4.74 0.349 1075.441 0.00 0.681 1.50 0.00 0.00 0 0.00 0.07 0.14333 .007217 0.00 0.280 0.00 RV-2B.DOC Page 3 of 4 L J)SEE: VAN DELL AND ASSOCIATES A J PAGE 3' WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-B, 100 -YR STORM EVENT FILENAME: RV -2B BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 126.46 1074.49 0.632 1075.125 3.2 4.52 0.317 1075.442 0.00 0.681 1.50 0.00 0.00 0 0.00 0.04 0.14333 .006336 0.00 0.280 0.00 126.50 1074.50 0.655 1075.154 3.2 4.31 0.289 1075.443 0.00 0.681 1.50 0.00 0.00 0 0.00 0.01 0.14333 .005555 0.00 0.280 0.00 126.51 1074.50 0.681 1075.181 3.2 4.10 0.261 1075.442 0.00 0.681 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 126.51 1074.50 1.046 1075.546 3.2 0.76 0.009 1075.555 0.00 0.271 5.00 4.00 0.00 0 0.00 RV-2B.DOC Page 4 of 4 DATE: 4/ 9/2005 TIME: 17:55 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 8.00 7.00 0.00 CD 24 4 2.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT 17027 (RV SITE) CITY OF FONTANA SD LATERAL 2C, 100 -YR STORM ANALYSIS FILENAME: RV -2C BY: EMR RV-2C.DOC Page I of 3 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.65 1073.88 24 1075.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.71 1076.00 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT pp 115.71 1076.00 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 115.71 1076.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2C.DOC Page I of 3 RV-2C.DOC Page 2 of 3 L� iSEE: VAN DELL AND ASSOCIATES A PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA SD LATERAL 2C, 100 -YR STORM ANALYSIS FILENAME: RV -2C BY: EMR STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.65 1073.88 0.438 1074.318 6.3 12.40 2.388 1076.706 0.00 0.889 2.00 0.00 0.00 0 0.00 0.99 0.16233 .068348 0.07 0.350 0.00 103.64 1074.04 0.444 1074.484 6.3 12.14 2.28B 1076.772 0.00 0.889 2.00 0.00 0.00 0 0.00 1.92 0.16233 .062085 0.12 0.350 0.00 105.56 1074.35 0.459 1074.811 6.3 11.56 2.075 1076.886 0.00 0.889 2.00 0.00 0.00 0 0.00 1.60 0.16233 .054282 0.09 0.350 0.00 107.16 1074.61 0.475 1075.087 6.3 11.03 1.890 1076.977 0.00 0.889 2.00 0.00 0.00 0 0.00 1.35 0.16233 .047466 0.06 0.350 0.00 108.51 1074.83 0.491 1075.323 6.3 10.52 1.718 1077.041 0.00 0.889 2.00 0.00 0.00 0 0.00 1.15 0.16233 .041502 0.05 0.350 0.00 109.66 1075.02 0.508 1075.526 6.3 10.02 1.558 1077.084 0.00 0.889 2.00 0.00 0.00 0 0.00 0.99 0,16233 .036291 0.04 0.350 0.00 110.65 1075.18 0.525 1075,704 6.3 9.56 1.419 1077.123 0.00 0.889 2.00 0.00 0.00 0 0.00 0.85 0.16233 .031732 0.03 0.350 0.00 111.50 1075.32 0.543 1075.860 6.3 9.12 1.291 1077.151 0.00 0.889 2.00 0.00 0.00 0 0.00 0.73 0.16233 .027764 0.02 0.350 0.00 112.23 1075.44 0.562 1075.998 6.3 8.69 1.173 1077.171 0.00 0.889 2.00 0.00 0.00 0 0.00 0.63 0.16233 .024307 0.02 0.350 0.00 112.86 1075.54 0.582 1076.119 6.3 8.29 1.067 1077.186 0.00 0.889 2.00 0.00 0.00 0 0.00 0.55 0.16233 .021278 0.01 0.350 0.00 113.41 1075.63 0.602 1076.228 6.3 7.89 0.968 1077.196 0.00 0.889 2.00 0.00 0.00 0 0.00 0.46 0.16233 .018624 0.01 0.350 0.00 RV-2C.DOC Page 2 of 3 RV-2C.DOC Page 3 of 3 l( �SEE: VAN DELL AND ASSOCIATES PAGE WATER SURFACE k'A.0FILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA SD LATERAL 2C, 100 -YR STORM ANALYSIS FILENAME: RV -2C BY: EMR STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 113.87 1075.70 0.623 1076.325 6.3 7.53 0.880 1077.205 0.00 0.889 2.00 0.00 0.00 0 0.00 0.40 0.16233 .016309 0.01 0.350 0.00 114.27 1075.77 0.645 1076.411 6.3 7.18 0.801 1077.212 0.00 0.889 2.00 0.00 0.00 0 0.00 0.34 0.16233 .014288 0.00 0.350 0.00 114.61 1075.82 0.668 1076.489 6.3 6.85 0.728 1077.217 0.00 0.889 2.00 0.00 0.00 0 0.00 0.28 0.16233 .012522 0.00 0.350 0.00 114.89 1075.87 0.692 1076.558 6.3 6.53 0.662 1077.220 0.00 0.8B9 2.00 0.00 0.00 0 0.00 0.24 0.16233 .010972 0.00 0.350 0.00 115.13 1075.90 0.716 1076.621 6.3 6.23 0.602 1077.223 0.00 0.889 2.00 0.00 0.00 0 0.00 0.18 0.16233 .009617 0.00 0.350 0.00 115,31 1075.94 0.742 1076.678 6.3 5.93 0.546 1077.224 0.00 0.889 2.00 0.00 0.00 0 0.00 0.15 0.16233 .008437 0.00 0.350 0.00 115.46 1075.96 0.769 1076.729 6.3 5.66 0.498 1077.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.11 0.16233 .007404 0.00 0.350 0.00 115.57 1075.98 0.797 1076.775 6.3 5.39 0.452 1077.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.08 0.16233 .006498 0.00 0.350 0.00 115.65 1075.99 0.826 1076.816 6.3 5.14 0.411 1077.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.05 0.16233 .005704 0.00 0.350 0.00 115.70 1076.00 0.856 1076.854 6.3 4.90 0.373 1077.227 0.00 0.889 2.00 0.00 0.00 0 0.00 0.01 0.16233 .005002 0.00 0.350 0.00 115.71 1076.00 0.889 1076.889 6.3 4.67 0.339 1077.228 0.00 0.889 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 115.71 1076.00 1.372 1077.372 6.3 0.66 0.007 1077,379 0.00 0.293 8.00 7.00 0.00 0 0.00 RV-2C.DOC Page 3 of 3 DATE: 1/ 5/2005 TIME: 22: 6 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 24 4 2.00 F 0 5 1 5 p PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-D, 100 -YEAR STORM EVENT FILENAME: RV -2D BY: E M RUIZ JN 0881.0106 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Pagel of3 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 104.70 1074.63 24 1075.72 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 138.79 1079.37 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 138.79 1079.37 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 138.79 1079.37 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Pagel of3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Page 2 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-D, 100 -YEAR STORM EVENT FILENAME: Rv-2D BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 104.70 1074. 63 0.718 1075.348 17.6 17.34 4.669 1080.017 0.00 1.512 2.00 0.00 0.00 0 0.00 1.82 0.13904 .077851 0.14 0.620 0.00 106.52 1074.88 0.725 1075.607 17.6 17.09 4.534 1080.141 0.00 1.512 2.00 0.00 0.00 0 0.00 5 . '72 0.13904 .071587 0.41 0.620 0.00 112.24 1075.68 0.751 1076.430 17.6 16.30 4.124 1080.554 0.00 1.512 2.00 0.00 0.00 0 0.00 4.56 0.13904 .062814 0.29 0.620 0.00 116.80 1076.31 0.779 1077.091 17.6 15.53 3.747 1080.838 0.00 1.512 2.00 0.00 0.00 0 0.00 3.72 0.13904 .055135 0.21 0.620 0.00 120.52 1076.83 0.807 10�7.637 17.6 14.81 3.408 1081.045 0.00 1.512 2.00 0.00 0.00 0 0.00 3.10 0.13904 .048378 0.15 0.620 0.00 123.62 1077.26 0.836 1078.097 17.6 14.13 3.098 1081.195 0.00 1.512 2.00 0.00 0.00 0 0.00 2.60 0.13904 .042478 0.11 0.620 0.00 126.22 1077.62 0.867 1078.489 17.6 13.47 2.816 1081.305 0.00 1.512 2.00 0.00 0.00 0 0.00 2.20 0.13904 .037323 0.08 0.620 0.00 128.42 1077.93 0.899 1078.827 17.6 12.85 2.563 1061.390 0.00 1.512 2.00 0.00 0.00 0 0.00 1.87 0.13904 .032812 0.06 0.620 0.00 130.29 1078.19 0.933 1079.121 17.6 12.25 2.329 1081.450 0.00 1.512 2.00 0.00 0.00 0 0.00 1.61 0.13904 .028864 0.05 0.620 0.00 131.90 1078.41 0.968 1079.379 17.6 11.67 2.115 1081.494 0.00 1.512 2.00 0.00 0.00 0 0.00 1.36 0.13904 .025404 0.03 0.620 0.00 133.26 1078.60 1.005 1079.607 17.6 11.13 1.924 1081.531 0.00 1.512 2.00 0.00 0.00 0 0.00 1.18 0.13904 .022371 0.03 0.620 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Page 2 of 3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Page 3 of 3 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 1702� (RV SITE) CITY OF FONTANA, CALIFORNIA STORM DRAIN LATERAL 2-D, 100 -YEAR STORM EVENT FILENAME: RV -2D BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 134.44 1078.77 1.043 1079.808 17.6 10.62 1.750 1081.558 0.00 1.512 2.00 0.00 0.00 0 0.00 0.99 0.13904 .019718 0.02 0.620 0.00 135.43 1078.90 1.084 1079.986 17.6 10.12 1.591 1081.577 0.00 1.512 2.00 0.00 0.00 0 0.00 0.84 0.13904 .017396 0.01 0.620 0.00 136.27 1079.02 1.126 1080.145 17.6 9.65 1.446 1081.591 0.00 1.512 2.00 0.00 0.00 0 0.00 0.69 0.13904 .015366 0.01 0.620 0.00 136.96 1079.12 1.172 1080.287 17.6 9.20 1.314 1081.601 0.00 1.512 2.00 0.00 0.00 0 0.00 0.58 0.13904 .013591 0.01 0.620 0.00 137.54 1079.20 1.219 1080.415 17.6 8.77 1.194 1081.609 0.00 1.512 2.00 0.00 0.00 0 0.00 0.45 0.13904 .012035 0.01 0.620 0.00 137.99 1079.26 1.270 1080.529 17.6 8.37 1.087 1081.616 0.00 1.512 2.00 0.00 0.00 0 0.00 0.36 0.13904 .010676 0.00 0.620 0.00 138.35 1079.31 1.323 1080.631 17.6 7.97 0.987 1081.618 0.00 1.512 2.00 0.00 0.00 0 0.00 0.24 0.13904 .009490 0.00 0.620 0.00 138.59 1079.34 1.381 1080.723 17.6 7.60 0.898 1081.621 0.00 1.512 2.00 0.00 0.00 0 0.00 0.15 0.13904 .008461 0.00 0.620 0.00 138.74 1079.36 1.443 1080.806 17.6 7.25 0.816 1081.622 0.00 1.512 2.00 0.00 0.00 0 0.00 0.05 0.13904 .007565 0.00 0.620 0.00 138.79 1079.37 1.512 1080.882 17.6 6.91 0.741 1081.623 0.00 1.512 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 138.79 1079.37 2.667 1082.037 17.6 1.65 0.042 1082.079 0.00 0.844 5.00 4.00 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2D.DOC Page 3 of 3 R .&DOC DATE: 4/ 9/2005 TIME: 19:30 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 4.00 0.00 CD 24 4 2.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TRACT NO. 17027 (RV SITE) CITY OF FONTANA LINE NO. 2-E, 100YEAR STORM EVENT FILENAME: RV -2E BY: E M RUIZ JN 0881.0106 RV-2E.DOC Page I of 3 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.10 1080.81 24 1082.26 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 128.14 1083.50 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 128.14 1083.50 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 128.14 1083.50 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2E.DOC Page I of 3 R', LDOC LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA LINE NO. 2-E, 100YEAR STORM EVENT FILENAME: RV -2E BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.10 1080.81 0.442 1081.252 6.4 12.40 2.389 1083.641 0.00 0.896 2.00 0.00 0.00 0 0.00 1.92 0.10330 .067962 0.13 0.400 0.00 104 .02 1081.01 0.447 1081.456 6.4 12.19 2.308 1083.764 0.00 0.896 2.00 0.00 0.00 0 0.00 4.75 0.10330 .062213 0.30 0.400 0.00 108.77 1081.50 0.462 1081.961 6.4 11.64 2.103 1084.064 0.00 0.896 2.00 0.00 0.00 0 0.00 3.57 0.10330 .054387 0.19 0.400 0.00 112.34 1081.87 0.478 1082.346 6.4 11.09 1.910 1084.256 0.00 0.896 2.00 0.00 0.00 0 0.00 2.83 0.10330 .047550 0.13 0.400 0.00 115.17 1082.16 0.494 1082.654 6.4 10.58 1.73B 1084.392 0.00 0.896 2.00 0.00 0.00 0 0.00 2.28 0.10330 .041570 0.09 0.400 0.00 117.45 1082.40 0.511 1082.907 6.4 10.08 1.577 1084.484 0.00 0.896 2.00 0.00 0.00 0 0.00 1.87 0.10330 .036370 0.07 0.400 0.00 119.32 1082.59 0.529 1083.118 6.4 9.61 1.434 1084,552 0.00 0.896 2.00 0.00 0.00 0 0.00 1.57 0.10330 .031821 0.05 0.400 0.00 120.89 1082.75 0.547 1083.298 6.4 9.16 1.302 1084.600 0.00 0.896 2.00 0.00 0.00 0 0.00 1.32 0.10330 .027837 0.04 0.400 0.00 122.21 1082.89 0.566 1083 .454 6.4 8.73 1.184 1084.638 0.00 0.896 2.00 0.00 0.00 0 0.00 1.11 0.10330 .024366 0.03 0.400 0.00 123.32 1083.00 0.586 1083.588 6.4 8.33 1.078 1084.666 0.00 0.896 2.00 0.00 0.00 0 0.00 0.94 0.10330 .021339 0.02 0.400 0.00 124.26 1083.10 0.607 1083.706 6.4 7.94 0.979 1084.685 0.00 0.896 2.00 0.00 0.00 0 0.00 0.81 0.10330 .018687 0.02 0.400 0.00 RV-2E.DOC Page 2 of 3 Rl, D 0 C LICENSEE: VAN DELL AND ASSOCIATES P0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA LINE NO. 2-E, 100YEAR STORM EVENT FILENAME: RV -2E BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO, PIER L/ELEM so SF AVE HF NORM DEPTH ZR 125.07 1083.18 0.628 1083.811 6.4 7.57 0.891 1084.702 0.00 0.896 2.00 0.00 0.00 0 0.00 0.67 0.10330 .016362 0.01 0.400 0.00 125.74 1083.25 0.650 1083.903 6.4 7.22 0.810 1084.713 0.00 0.896 2.00 0.00 0.00 0 0.00 0.57 0.10330 .014332 0.01 0.400 0.00 126.31 1083.31 0.673 1083.984 6.4 6.88 0.735 1084.719 0.00 0.896 2.00 0.00 0.00 0 0.00 0.48 0.10330 .012558 0.01 0.400 0.00 126.79 1083.36 0.697 1084.057 6.4 6.56 0.669 1084.726 0.00 0.896 2.00 0.00 0.00 0 0.00 0.38 0.10330 .011008 0.00 0.400 0.00 127.17 1083 .40 0.722 1084.122 6.4 6.26 0.608 1084.730 0.00 0.896 2.00 0.00 0.00 0 0.00 0.32 0.10330 .009653 0.00 0.400 0.00 127.49 1083.43 0.748 1084.181 6.4 5.96 0.552 1084.733 0.00 0.896 2.00 0.00 0.00 0 0.00 0.24 0.10330 .008467 0.00 0.400 0.00 127.73 1083.46 0.775 1084.233 6.4 5.69 0.503 1084.736 0.00 0.896 2.00 0.00 0.00 0 0.00 0.19 0.10330 .007428 0.00 0.400 0.00 127.92 1083.48 0.803 1084.260 6.4 5.42 0.457 1084.737 0.00 0.896 2.00 0.00 0.00 0 0.00 0.13 0.10330 .006518 0.00 0.400 0.00 128.05 1083 .49 0.832 1084.322 6.4 5.17 0.416 1084.738 0.00 0.896 2.00 0.00 0.00 0 0.00 0.07 0.10330 .005724 0.00 0.400 0.00 128.12 1083 .50 0.863 1084.360 6.4 4.93 0.378 1084.738 0.00 0.896 2.00 0.00 0.00 0 0.00 0.02 0.10330 .005020 0.00 0.400 0.00 128.14 1083.50 0.896 1084.396 6.4 4.70 0.342 1084.738 0.00 0.896 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 128.14 1083.50 1.356 1084.856 6.4 1.18 0.022 1084.878 0.00 0.430 5.00 4.00 0.00 0 0.00 RV-2E.DOC Page 3 of 3 DATE: 1/ 5/2005 TIME: 22:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 3.50 0.00 CD 24 4 2.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page I of 7 PAGE NO 3 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 2 of 7 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.43 1096.17 24 1098.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.42 1097.30 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 127.93 1097.67 24 0.013 0.00 31.86 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 235.00 1100.80 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 311.90 1131.00 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 311.90 1131.00 1 0.500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 311.90 1131.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 2 of 7 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE I WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FTLENAME: "RV -2F" BY: E M RUTZ JN 0881.0106 STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ ID NO. Zl, NO PIER AVBPP L/ELEM so SF AVE HE NORM DEPTH ZR 102.43 1096.17 0.762 1096.932 16.1 14 . 65 3.333 1100.265 0.00 1. 447 2.00 0.00 0.00 0 0.00 7.21 0.08699 .050227 0.36 0.670 0.00 109.64 1096.80 0.788 1097.585 16.1 13.99 3.038 1100.623 0.00 1.447 2.00 0.00 0.00 0 0.00 5.78 0.08699 .044171 0.26 0.670 0.00 115.42 1097.30 0.817 1098.117 16.1 13.34 2.763 1100.880 0.00 1.447 2.00 0.00 0.00 0 0.00 12.51 0.02958 .043303 0.54 0.894 0.00 127.93 1097.67 0.797 1098.467 16.1 13.80 2.955 1101.422 0.00 1.447 2.00 0.00 0.00 0 0.00 10.96 0.02923 .047599 0.52 0.900 0.00 138.89 1097.99 0.775 1098.765 16.1 14.30 3.175 1101.940 0.00 1.447 2.00 0.00 0.00 0 0.00 12.02 0.02923 .053382 0.64 0.900 0.00 150.91 1098.34 0.748 1099.090 16.1 14.99 3.489 1102.5V9 0.00 1.447 2.00 0.00 0.00 0 0.00 10.21 0.02923 .060861 0.62 0.900 0.00 161.12 1098.64 0.722 1099.362 16.1 15.72 3.839 1103.201 0.00 1.447 2.00 0.00 0.00 0 0.00 8.96 0.02923 .069449 0.62 0.900 0.00 170.08 1098.90 0. 698 1099.600 16.1 16.50 4.225 1103.825 0.00 1.44� 2.00 0.00 0.00 0 0.00 7.96 0.02923 .079270 0.63 0.900 0.00 178.04 1099.13 0.674 1099.809 16.1 17.29 4. 644 1104.453 0.00 1.447 2.00 0.00 0.00 0 0.00 7.21 0.02923 .090467 0.65 0.900 0.00 185.25 1099.35 0.651 1099.997 16.1 18.15 5.116 1105.113 0.00 1.447 2.00 0.00 0.00 0 0.00 6. 60 0.02923 .103218 0. 68 0.900 0.00 191.85 1099.54 0.628 1100.16'7 16.1 19.03 5.624 1105.791 0.00 1.447 2.00 0.00 0.00 0 0.00 6.11 0.02923 .117827 0.72 0.900 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 3 of 7 5 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 4 of 7 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 197.96 1099.72 0.607 1100.324 16.1 19.95 6.180 1106.504 0.00 1.447 2.00 0.00 0.00 0 0.00 5.67 0.02923 .134642 0.76 0.900 0.00 203.63 1099.88 0.587 1100.470 16.1 20.94 6.806 1107.276 0.00 1.447 2.00 0.00 0.00 0 0.00 5.30 0.02923 .153834 0.82 0.900 0.00 208.93 1100.04 0.567 1100.605 16.1 21.96 7.491 1108.096 0.00 1.447 2.00 0.00 0.00 0 0.00 4.98 0.02923 .175752 0.88 0.900 0.00 213.91 1100.18 0.548 1100.732 16.1 23.03 8.238 1108.970 0.00 1.447 2.00 0.00 0.00 0 0.00 4.69 0.02923 .200910 0.94 0.900 0.00 218.60 1100.32 0.530 1100.851 16.1 24.14 9.047 1109.898 0.00 1.447 2.00 0.00 0.00 0 0.00 4.43 0.02923 .229646 1.02 0.900 0.00 223.03 1100.45 0.512 1100.962 16.1 25.31 9.951 1110.913 0.00 1.447 2.00 0.00 0.00 0 0.00 4.20 0.02923 .262495 1.10 0.900 0.00 227.23 1100.57 0.495 1101.068 16.1 26.57 10.960 1112.028 0.00 1.447 2.00 0.00 0.00 0 0.00 3.98 0.02923 .300016 1.19 0.900 0.00 231.21 1100.69 0.478 1101.167 16.1 27.85 12.048 1113.215 0.00 1.447 2.00 0.00 0.00 0 0.00 3.79 0.02923 .343192 1.30 0.900 0.00 235.00 1100.80 0.463 1101.263 16.1 29.22 13.258 1114.521 0.00 1.447 2.00 0.00 0.00 0 0.00 6.96 0.39272 .362455 2.52 0.460 0.00 241.96 1103.53 0.465 1103.997 16.1 29.01 13.067 1117.064 0.00 1.447 2.00 0.00 0.00 0 0.00 20.64 0.39272 .335998 6.93 0.460 0.00 262.60 1111.64 0.481 1112.122 16.1 27.66 11.883 1124.005 0.00 1.447 2.00 0.00 0.00 0 0.00 10.74 0.39272 .293720 3.15 0.460 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 4 of 7 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 273.34 1115.86 0.497 1116.356 16.1 26.35 10.782 1127.138 0.00 1.447 2.00 0.00 0.00 0 0.00 7.10 0.39272 .256927 1.82 0.460 0.00 280.44 1118.64 0.515 1119.159 16.1 25.16 9.827 1128.986 0.00 1.447 2.00 0.00 0.00 0 0.00 5.21 0.39272 .224776 1.17 0.460 0.00 285.65 1120.69 0.532 1121.222 16.1 23.96 8.913 1130.135 0.00 1.447 2.00 0.00 0.00 0 0.00 4.04 0.39272 .196607 0.79 0.460 0.00 289.69 1122.28 0.551 1122.827 16.1 22.84 8.098 1130.925 0.00 1.447 2.00 0.00 0.00 0 0.00 3.25 0.39272 .172095 0.56 0.460 0.00 292.94 1123.55 0.570 1124.124 16.1 21.79 7.370 1131.494 0.00 1.447 2.00 0.00 0.00 0 0.00 2.69 0.39272 .150616 0.41 0.460 0.00 295.63 1124.61 0.590 1125.199 16.1 20.77 6.701 1131.900 0.00 1.447 2.00 0.00 0.00 0 0.00 2.25 0.39272 .131811 0.30 0.460 0.00 297.88 1125.50 0.610 1126.106 16.1 19.80 6.090 1132.196 0.00 1.447 2.00 0.00 0.00 0 0.00 1.92 0.39272 .115401 0.22 0.460 0.00 299.80 1126.25 0.632 1126.881 16.1 18.90 5.545 1132.426 0.00 1.447 2.00 0.00 0.00 0 0.00 1.65 0.39272 .101091 0.17 0.460 0.00 301.45 1126.90 0.654 1127.551 16.1 18.01 5.036 1132.597 0.00 1.44� 2.00 0.00 0.00 0 0.00 1.43 0.39272 .088536 0.13 0.460 0.00 302.88 1127.46 0. 677 1128.136 16.1 17.16 4.575 1132.711 0.00 1.447 2.00 0.00 0.00 0 0.00 1.25 0.39272 .077571 0.10 0.460 0.00 304.13 1127.95 0.701 1128.648 16.1 16.36 4.157 1132.805 0.00 1.447 2.00 0.00 0.00 0 0.00 1.08 0.39272 .067989 0.07 0.460 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 5 of 7 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 305.21 1128.37 0.726 1129.101 16.1 15.60 3.779 1132.880 0.00 1.447 2.00 0.00 0.00 0 0.00 0.96 0.39272 .059638 0.06 0.460 0.00 306.17 1128.75 0.753 1129.501 16.1 14.88 3.438 1132.939 0.00 1.447 2.00 0.00 0.00 0 0.00 0.84 0.39272 .052332 0.04 0.460 0.00 307.01 1129.08 0.780 1129.858 16.1 14.19 3.124 1132.982 0.00 1.447 2.00 0.00 0.00 0 0.00 0.73 0.39272 .045907 0.03 0.460 0.00 307.74 1129.37 0.808 1130.176 16.1 13.53 2.842 1133.018 0.00 1.447 2.00 0.00 0.00 0 0.00 0.65 0.39272 .040279 0.03 0.460 0.00 308.39 1129.62 0.837 1130.460 16.1 12.90 2.584 1133.044 0.00 1.447 2.00 0.00 0.00 0 0.00 0.58 0.39272 .035366 0.02 0.460 0.00 308.97 1129.85 0.868 1130.715 16.1 12.30 2.349 1133.064 0.00 1.447 2.00 0.00 0.00 0 0.00 0.50 0.39272 .031073 0.02 0.460 0.00 309.47 1130.05 0.900 1130.945 16.1 11.73 2.135 1133.080 0.00 1.447 2.00 0.00 0.00 0 0.00 0.44 0.39272 .027318 0.01 0.460 0.00 309.91 1130.22 0.934 1131.151 16.1 11.18 1.941 1133.092 0.00 1.447 2.00 0.00 0.00 0 0.00 0.38 0.39272 .024030 0.01 0.460 0.00 310.29 1130.37 0.969 1131.336 16.1 10.66 1.765 1133.101 0.00 1.447 2.00 0.00 0.00 0 0.00 0.33 0.39272 .021149 0.01 0.460 0.00 310.62 1130.50 1.006 1131.504 16.1 10.16 1.604 1133.108 0.00 1.447 2.00 0.00 0.00 0 0.00 0.29 0.39272 .018632 0.01 0.460 0.00 310.91 1130.61 1.045 1131.655 16.1 9.69 1.459 1133.114 0.00 1.447 2.00 0.00 0.00 0 0.00 0.24 0.39272 .016422 0.00 0.460 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 6 of 7 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 5 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 311.15 1130.71 1.085 1131.792 16.1 9.24 1.326 1133.118 0.00 1.447 2.00 0.00 0.00 0 0.00 0.21 0.39272 .014486 0.00 0.460 0.00 311.36 1130.79 1.128 1131.915 16.1 8.81 1.206 1133.121 0.00 1.447 2.00 0.00 0.00 0 0.00 0.17 0.39272 .012797 0.00 0.460 0.00 311.53 1130.85 1.173 1132.027 16.1 8.40 1.095 1133.122 0.00 1.447 2.00 0.00 0.00 0 0.00 0.13 0.39272 .011318 0.00 0.460 0.00 311.66 1130.91 1.221 1132.128 16.1 8.01 0.996 1133.124 0.00 1.447 2.00 0.00 0.00 0 0.00 0.11 0.39272 .010026 0.00 0.460 0.00 311.77 1130.95 1.272 1132.220 16.1 7.64 0.906 1133.126 0.00 1.447 2.00 0.00 0.00 0 0.00 0.07 0.39272 .008897 0.00 0.460 0.00 311.84 1130.98 1.326 1132.303 16.1 7.28 0.823 1133.126 0.00 1.447 2.00 0.00 0.00 0 0.00 0.05 0.39272 .007909 0.00 0.460 0.00 311.89 1130.99 1.383 1132.378 16.1 6.94 0.748 1133.126 0.00 1.447 2.00 0.00 0.00 0 0.00 0.01 0.39272 .007045 0.00 0.460 0.00 311.90 1131.00 1.447 1132.447 16.1 6.61 0.679 1133.126 0.00 1.447 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 311.90 1131.00 2.441 1133.441 16.1 1.88 0.055 1133.496 0.00 0.870 7.00 3.50 0.00 0 0.00 X:\Users\EMR\Drainage\Wspg-VanDell\RV-2F.DOC Page 7 of 7 WSPG Calculation for Proposed Storm Drain Lines DATE: 4/ 6/2005 TIME: 14: 5 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 48 4 4.00 CD 60 4 5.00 CD 1 3 0 0.00 4.00 5.00 0.00 0.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: 'IRV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page I of 8 W S ELEV 1030.22 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 3.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 145.5 0.0 1067.97 0.00 35.00 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 2 of 8 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1010.82 1017.10 60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1033.50 1018.18 60 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1072.37 1020.04 60 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1225.43 1027.36 60 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1320.75 1031.91 60 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1546.00 1042.62 60 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1733.21 1046.36 60 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1790.00 1047.50 60 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1830.03 1050.43 60 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 2050.88 1066.61 60 0.013 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2062.88 1068.09 48 48 0 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 2083.02 1069.13 48 0.013 W S ELEV 1030.22 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 3.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 145.5 0.0 1067.97 0.00 35.00 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 2 of 8 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 3 of 8 F 0 5 1 S PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2150.00 1072.60 48 0.013 0.00 13.05 0.00 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2553.23 1077.66 48 0.013 0.00 78.58 0.00 1 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 25B9.14 1078.11 4B 0.013 0.00 91.44 0.00 0 ELEMENT NO 16 IS A REACH U/S DATA STATION - INVERT SECT N RADIUS ANGLE ANG PT MAN H 2601.14 1078.26 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2601.14 1078.26 48 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 3 of 8 L 'SEE: VAN DELL AND ASSOCIATES A PAGE WATER SURFACE PROFILE LISTI14G TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1010.82 1017.10 13.120 1030.220 301.7 15.37 3.666 1033.886 0.00 4.676 5.00 0.00 0.00 0 0.00 22.68 0.04762 .013419 0.30 2.590 0.00 1033.50 1018.18 12.344 1030.524 301.7 15.37 3.666 1034.190 0.00 4.676 5.00 0.00 0.00 0 0.00 38.87 0.04785 .013419 0.52 2.587 0.00 1072.37 1020.04 11.733 1031.773 301.7 15.37 3.666 1035.439 0.00 4.676 5.00 0.00 0.00 0 0.00 64.06 0.04782 .013419 0.86 2.587 0.00 1136.43 1023.10 9.527 1032.630 301.7 15.37 3.666 1036.296 0.00 4.676 5.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1136.43 1023.10 2.628 1025.731 301.7 28.85 12.921 1038.652 0.00 4.676 5.00 0.00 0.00 0 0.00 89.00 0.04782 .044800 3.99 2.587 0.00 1225.43 1027.36 2.649 1030.009 301.7 28.57 12.675 1042.684 0.00 4.676 5.00 0.00 0.00 0 0.00 95.32 0.04773 .043136 4.11 2.588 0.00 1320.75 1031.91 2.690 1034.600 301.7 28.02 12.194 1046.794 0.00 4.676 5.00 0.00 0.00 0 0.00 76.35 0.04755 .040760 3.11 2.591 0.00 1397.10 1035.54 2.742 1038.282 301.7 27.36 11.624 1049.906 0.00 4.676 5.00 0.00 0.00 0 0.00 91.40 0.04755 .037166 3.40 2.591 0.00 1488.50 1039.89 2.850 1042.736 301.7 26.09 10.568 1053.304 0.00 4.676 5.00 0.00 0.00 0 0.00 57.50 0.04755 .032838 1.89 2.591 0.00 1546.00 1042.62 2.965 1045.585 301.7 24.87 9.608 1055.193 0.00 4.676 5.00 0.00 0.00 0 0.00 28.95 0.01998 .031616 0.92 3.444 0.00 1574.95 1043.20 2.917 1046.115 301.7 25.37 9.991 1056.106 0.00 4.676 5.00 0.00 0.00 0 0.00 60. B9 0.01998 .034545 2.10 3.444 0.00 RV.DOC, TR 17027 OFFSITE DRANAGE SYSTEM Page 4 of 8 L ;SEE: VAN DELL AND ASSOCIATES Flt PAGE WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN OB81.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1635.84 1044.41 2.805 1047.220 301.7 26.60 10.989 1058.209 0.00 4.676 5.00 0.00 0.00 0 0.00 51.88 0.01998 .039116 2.03 3.444 0.00 1687.72 1045.45 2.699 1048,150 301.7 27.90 12.088 1060.238 0.00 4.676 5.00 0.00 0.00 0 0.00 45.49 0.01998 .044342 2.02 3.444 0.00 1733.21 1046.36 2.599 1048.959 301.7 29.26 13.297 1062.256 0.00 4.676 5.00 0.00 0,00 0 0.00 17.64 0.02007 .048396 0.85 3.438 0.00 1750.85 1046.71 2.557 1049.271 301.7 29.85 13.836 1063.107 0.00 4.676 5.00 0.00 0.00 0 0.00 39.15 0.02007 .053033 2.08 3.438 0.00 1790.00 1047.50 2.464 1049. 964 301.7 31.31 15.219 1065.183 0.00 4.676 5.00 0.00 0.00 0 0.00 40.03 0.07319 .054441 2.18 2.285 0.00 1830.03 1050.43 2.517 1052-947 301.7 30.47 14.418 1067.365 0.00 4.676 5.00 0.00 0.00 0 0.00 41.02 0.07326 .050003 2.05 2.285 0.00 1871.05 1053.43 2.591 1056.026 301.7 29.36 13,385 1069.411 0.00 4.676 5.00 0.00 0.00 0 0.00 39.09 0.07326 .044722 1.75 2.285 0.00 1910.14 1056.30 2.692 1058.991 301.7 27.99 12.167 1071.158 0.00 4.676 5.00 0.00 0.00 0 0.00 29.61 0.07326 .039450 1.17 2.285 0.00 1939.75 1058.47 2.797 1061.266 301.7 26.69 11.061 1072.327 0.00 4 .676 5.00 0.00 0.00 0 0.00 23.26 0.07326 .034835 0.81 2.285 0.00 1963.01 1060.17 2.909 1063.081 301.7 25.45 10.055 1073.136 0.00 4.676 5.00 0.00 0.00 0 0.00 18.75 0.07326 .030802 0.58 2.285 0.00 1981.76 1061.55 3.027 1064.573 301.7 24.26 9.142 1073.715 0.00 4.676 5.00 0.00 0.00 0 0.00 15.35 0.07326 .027272 0.42 2.285 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 5 of 8 L JSEE: VAN DELL AND ASSOCIATES P, -;Ip PAGE' WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1997.11 1062.67 3.152 1065.823 301.7 23.13 8.311 1074.134 0.00 4.676 5.00 0.00 0.00 0 0.00 12.68 0.07326 .024186 0.31 2.285 0.00 2009.79 1063.60 3.285 1066.885 301.7 22.06 7.555 1074.440 0.00 4.676 5.00 0.00 0.00 0 0.00 10.53 0.07326 .021493 0.23 2.285 0.00 2020.32 1064.37 3.427 1067.798 301.7 21.03 6.869 1074.667 0.00 4.676 5.00 0.00 0.00 0 0.00 8.71 0.07326 .019149 0.17 2.285 0.00 2029.03 1065.01 3.580 1068.589 301.7 20.05 6.244 1074.833 0.00 4.676 5.00 0.00 0.00 0 0.00 7.15 0.07326 .017118 0.12 2.285 0.00 2036.18 1065.53 3.746 1069.279 301.7 19.12 5.676 1074.955 0.00 4.676 5.00 0.00 0.00 0 0.00 5.77 0.07326 .015370 0.09 2.285 0.00 2041.95 1065.96 3.928 1069.884 301.7 18.23 5,160 1075,044 0.00 4.676 5.00 0.00 0.00 0 0.00 4.45 0.07326 .013892 0.06 2.285 0.00 2046.40 1066.28 4.133 1070.415 301.7 17.38 4.691 1075.106 0.00 4.676 5.00 0.00 0.00 0 0.00 3.13 0.07326 .012693 0.04 2.285 0.00 2049.53 1066.51 4.370 1070.881 301.7 16.57 4.265 1075.146 0.00 4.676 5.00 0.00 0.00 0 0.00 1.35 0.07326 .011881 0.02 2.285 0.00 2050.88 1066.61 4.676 1071.286 301.7 15.80 3 .876 1075.162 0.00 4.676 5.00 0.00 0.00 0 0.00 JUNCT STR 0.12333 .011711 0.14 0.00 2062.88 1068.09 6.171 1074.261 156.2 12.43 2.399 1076.660 0.00 3.642 4.00 0.00 0.00 0 0.00 12.68 0.05164 .011825 0.15 1.950 0.00 2075.56 1068.74 5.667 1074.412 156.2 12.43 2.399 1076.811 0.00 3.642 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 6 of 8 L iSEE: VAN DELL AND ASSOCIATES F't P PAGE WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2075.56 1068.74 2.352 1071.097 156.2 20.33 6.417 1077.514 0.00 3.642 4.00 0.00 0.00 0 0.00 7.46 0.05164 .027303 0.20 1.950 0.00 2083.02 1069.13 2.384 1071.514 156.2 20.00 6.210 1077.724 0.00 3.642 4.00 0.00 0.00 0 0.00 11.43 0.05181 .025751 0.29 1.947 0.00 2094.45 1069.72 2.444 1072.166 156.2 19.41 5.852 1078.018 0.00 3.642 4.00 0.00 0.00 0 0.00 15.15 0.05181 .023369 0.35 1.947 0.00 2109.60 1070.51 2.545 1073.052 156.2 18.51 5.321 1078.373 0.00 3.642 4.00 0.00 0.00 0 0.00 12.09 0.05181 .020733 0.25 1.947 0.00 2121.69 1071.13 2.653 1073.786 156.2 17.65 4.837 1078.623 0.00 3.642 4.00 0.00 0.00 0 0.00 9.70 0.05181 .018436 0.18 1.947 0.00 2131.39 1071.64 2.769 1074.405 156.2 16.83 4.397 1078.802 0.00 3.642 4.00 0.00 0.00 0 0.00 7.80 0.05181 .016436 0.13 1.947 0.00 2139.19 1072.04 2.893 1074.933 156.2 16.05 3.998 1078.931 0.00 3.642 4.00 0.00 0.00 0 0.00 6.13 0.05181 .014705 0.09 1.947 0.00 2145.32 1072.36 3.029 1075.386 156.2 15.30 3 .634 1079.020 0.00 3.642 4.00 0.00 0.00 0 0.00 4.68 0.05181 .013223 0.06 1.947 0.00 2150.00 1072.60 3.179 1075.779 156.2 14.59 3.304 1079.083 0.00 3.642 4.00 0.00 0.00 0 0.00 204.71 0.01255 .012501 2.56 3.177 0.00 2354.71 1075.17 3.188 1078.357 156.2 14.54 3.284 1081.641 0.00 3.642 4.00 0.00 0.00 0 0.00 198.52 0.01255 .011905 2.36 3.177 0.00 2553.23 1077.66 3.359 1081.019 156.2 13.87 2.985 1084.004 0.00 3.642 4.00 0.00 0.00 0 0.00 35.91 0.01253 .011062 0.40 3.180 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 7 of 8 L� SEE: VAN DELL AND ASSOCIATES Ft PAGE WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2589.14 1078.11 3.483 1081.593 156.2 13.45 2.809 1084.402 0.00 3.642 4.00 0.00 0.00 0 0.00 12.00 0.01250 .010549 0.13 3.183 0.00 2601.14 1078.26 3.642 1081.902 156.2 13.00 2.626 1084.528 0.00 3.642 4.00 0.00 0.00 0 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 8 of 8 Velocity Control Rain Calculations -r[4(OA Ke- - 14 A4AQLM- Table 111-2.-UnifOrmfl0w'n circular sections flowing partly full. From Referenceill-3. a . dischwgs in cubic fedn per mKond by Manning's formuie c*pth of flow Menning's CoeffiCiOnt r7d D - dismew of pep@ pp. tft channel bottom and of dw vffm WOO= . f fi. A - W" Of fi0w . slope ot . hydrwAic redws A Ft on an -;W/-3SI/2 d A On 11-2 On CiW3SI/2 C�2 0.01 0.0013 0 0.00" O=W7 0AI OA027 0.4127 o.2S31 0-'M2 0.239 u.247 1.442 IAIS .0 .02 0 � �2 0.0037 0 0.0132 ob=l IOA7 6.56 0 .52 0.53 0.4227 o�M2 OM5 13" 0 .2 .03 n O.OD69 0.0197 0.00074 0.0013B 7.38 0.54 OA327 o.2621 02*3 1.362 0.04 0.0105 0.0262 005 - 0.0147 OA= 0.00= 6.55 0.55 0."26 0.4526 o.2649 0.2676 0.271 0.279 1-336 1.311 0.06 O.OV92 a n cAO328 6.96 6A7 10 .56 0.57 OA625 0.2703 0.297 1286 0.07 o.0242 0.0451 OM455 0.00804 BAD 0.58 0.4724 o.2728 0-19S I�m 0.08 0.0294 O.OS13 0�00775 4.76 0.59 0.4822 0.2753 0.303 12-38 0.09 0.0350 0.0575 010 OJDI609 OAM OAO067 4.49 0.60 0.4920 0.5018 0.2776 o.2799 0.311 0.319 1.215 1.192 0.11 0.0470 0.0005 OAl lei 4.25 4.04 0.61 0.62 05115 02821 0.327 1.170 0.12 OJOBU I OA755 OA14 17 0.01674 3.86 0.63 oA212 o.2642 OM5 1.148 0.13 0-0500 OX813 0.01952 3.09 0.64 0.5306 OM62 O -W 1.126 0.14 0.060 O.OB7i 0.15 0.0739 0.0929 OJOM 344 -'3AI 0.65 O-SAO4 O-WAS9 - 0.2882 0-2900 03W 0�m IJOS I D" 0.16 0.0611 OAM Oj=7 3.28 OW 0.67 O -S594 0.2917 0-166 1 A64 0.17 OANS 0.1042 0.0291 O.O= 3.17 0.68 0.5687 0.2933 0.373 1.0" 0.18 0.0961 0.1097 OAM 3.06 OA9 05790 02948 0.380 1.024 0.19 0.1039 0.1152 0.20 0.1118 0.1206 0.0406 2.96 0.70 o.5872 0.9)64 02M 0.2975 03BB 0395 1.004 0-965 0.21 0.1199 o.i259 OA448 2.87 2.79 0.71 0.72 OW54 0-1987 0.402 O-qG5 0.22 0.1281 0.1312 OA492 2.71 0.73 0.6143 O.2NS 0.409 0-947 0.23 0.1365 0.1354 0.0537 2A3 0.74 0.6231 03DOS 0.416 0328 0.24 0.1449 .0.1416 0.0585 0.2s o.iS35 0.1406 0.0634 2.56 0.75 0.6319 0.6405 0.3017 0.3o24 0.422 OA29 0.910 0291 0.26 0.1623 0.,1516 OJOWS 2.49 2A2 0.76 0.77 0.6"9 0 2031 0.435 0273 0.27 0.1711 OS586 0.0732 o.0793 2.36 0.76 OA573 0-3036 0."1 0.856 0.28 0.1800 0.1614 OAS49 2.30 0.79 0.6656 0.3039 0.447 0338 0.29 0.1890 0.1662 0.30 0.1962 .0.1709 OD907 2.25 0.80 OS736 0.6815 0-14042 0.3043 0.453 0.458 0221 0204 0.31 0.2074 0.1756 0.09W 2.20 2.14 021 022 OJOW o3O43 0.463 0.787 0.32 0.2167 oASO2 0.1027 0.1089 2.09 OJ33 Osseo 03041 0.468 0.770 0.33 0.2260 0.1847 o.iiW 2.06 0.84 o.7043 03D38 OA73 oem 0.34 0=5 0.1891 0.3S 0.2450 O-IWS 0.1218 2.00 OJ35 0.7115 0.7196 0.3033 0.3026 0.477 0.481 0.736 0.720 0.36 O-IWP46 0.1978 0.1254 IS"S 1.916 026 0.87 o.7254 03018 0.485 0.703 0.37 0-2,642 01-Im OA351 0.1420 1.875 OAS 0.7320 0.3007 0.488 0.687 OZ70 038 0.2739 02836 0-1062 0.2102 0.1490 1.835 0.89 0.7jS4 02995 0.491 O�39 0.40 0.2934 0.2142 0.1561 1.797 0-90 0.7"S 0.7504 02980 02963 0.494 0.496 0.654 o.637 OAl 01 � 0.2182 o.i633 1.760 1.724 021 OA2 0.7560 029" 0.497 0.621 OA2 0.3130 02M 0.1706 0.1779 Lm 0.93 0.7612 0.2921 OA96 0r3O4 01M OA3 O.T*9 0 2M 0.1854 1.055 0.94 0.7662 0--im 0.498 OA4 0.3328 02M OA6 0.3428 0.2331 0.1929 lim 025 0.7707 0.7749 Ozm 0.2S29 0.498 0.496 0.571 0.553 0.46 0.3527 0.2356 0.201 IAGO lim 0.96 027 0.7785 0.2787 0.494 0-1.35 0.47 0.3627 0.2401 0208 1.530 0." 0.7817 o.2735 0.489 0.517 0.48 0.3727 0.243S 0.216 iAOO 029 0.7841 02666 0.493 OA96 0.49 03827 0.2468 0.224 0.232 1.471 1.00 1 0.7854 1 0.2500 1 ol 463 1 0.463 0.50 03927 0.2.500 1 D = depth of' water d = diameter of' conduit Los Angeles Cod ."iood Control District FACTORS FOR CIRCULAR CONDUITS FLOWING PARTLY FULL Tabulated Valuep K = momentum C = Pressure (Q/d)2 d3 F = Velocity Head (Q/d2)2 D K C F D d K C F D d K C F D K C F .00 00 .0000 00 .25 2026 .0157 0.659 950 .0792 .0833 1007 .75 .0492 .2121 .038 '. 01 23,919 .0000 9188. .26 .1916 .0173 0.589 151 .0773 0873 .0958 76 .0485 .2185 .037 .02 8,403 .0000 1134., .27 .1817 .0190 0.530 52 .0753 .0 * 414 .0912 .77 .0479 .2249 .03( .03 4. 507 .0001 326. .28 .1727 .0207 0.479 953 .0736 410956 .0869 .78 .0,473 .2314 .03r, ,04 2.961 .0002 140,9 .29 .1645 .0226 0.435 .54 0719 .0998 .0829 979 0467 .2380 .03,r .05 2.115 .0003 71.9 .30 .1569 .0255 0.395 .55 .0703 .91042 .0793 -80 .0462 2447 -03/ .06 1.620 .0005 /,2.1 .31 .1493 .0266 0.361 .56 .0687 .1087 .0758 81 .0456 .2515 .03' ,07 1.285 .0007 26.5 .32 .1435 .0287 0.331 .57 o672 i1133 .0726 .82 .0,451 .2584 .031< .08 1.058 .0010 17,97 .33 .1376 .0309 0.304 .58 .0658 .1179 .0696 .83 .0446 .2653 .03; ,09 0.888 .0013 12,.68 .34 .1320 .0332 0.2.80 .59 .0645 .1227 .0668 .84 .0441 .2723 .031 .10 0.760 .0017 9,28 .35 .1269 .0356 0.259 .60 0632 .1276 .0641 85 .0437 .2794 -03( .11 0.662 .0021 7,03 .36 .1221 .0381 0.240 .61 .0620 .1326 .0617 .86 .0433 .2865 .03( .12 0.582 .0026 5,45 .37 .1177 0407 0.222 .62 .0608 .1376 .0594 87 .0429 .2938 .0Z .13 0.518 .0032 4 1 31 .38 .1135 .0434 0,207 63 .0597 .1428 .0572 88 .0425 .3011 M . i i, o.466 .0038 3,48 .3c) .1096 0462 .1931 .64 .0586 .1481 .0551 .89 .0421 .3084 M .15 0.421 001,5 2.84 40 1060 :0491 .1804 �65 .0575 .1534 .0532 .90 .0418 3158 .02f J6 0.383 .0053 2,36 .41 .1026 .0520 .1689 .66 .0565 .1589 .0514 .91 .0414 .3233 r .02 , .17 0.351 oo61- 1.982 .42 .0993 .0551 .1585 .67 .0559 .164,4 .0496 .92 .0411 3308 .02', �18 0.324 .0070 1.681 .43 .0963 .0583 .1489 .68 .0547 .1700 .0480 .93 .0408 .3384 ON .19 0.299 .0080 3.438 .44 .0934 x616 .1402 .69 .0538 .1758 .0465 -94 .0406 .346o 021 .20 0.278 .0091 1,21,2 .45 .0907 .0650 J321 70 .0530 .1816 .0450 .95 .0403 .3537 .021 .21 0.259 .0103 i.,o8o .46 .0882 o684. .12/,8 M .0521- .1875 .0437 .96 .0401 .3615 .021 .22 0.243 .0115 0.91,6 -47 .0857 .0720 .1180 72 .0514 .1935 .0424 .97 .0399 .3692 .024 .23 0. 228 .0128 0.83) .48 .0834 .0757 .111.8 .73 .0506 .1996 .0411 .98 .0398 .3770 .021 .24 0.215 .01.43 0.,140 .49 .0813 .0795 .1060 .74 101,99 .2058 .0400 .*99 .0397 .3848 .021 1.00 .0396 .3927 .029 -0 co LINE 1 VAN DELL AND ASSOCIATES, INC. 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 949-474-1400 4, '57 A- V ts' -7 A/4 Z) -T NJO. o PROJECT B . DATE 4- ot,05�_ CHK DATE PAGE -OF --,) � 4 9 4- 0 3-37 St = ( � q'o t T W5-�_ �(Pa-v� +- 1-1 -77 Pkl.97 P/ VELOCITY CONTROL RINGS CALCULATIONS Using Pressure and Momentum Equation Tract 17027, RV S ite Line 1 VCR Sta: 27+84.00 Basic Equation: [(C2)d A 3] +K2(Q/ )A 2 (Cl)*d A 3 + K1 ([A-Ar]/A) (Q/d)A 2 - ([Cl*d A 3]-[Crdr A 3]) Legend: Values d= pipe inside dia. –77--75-0 3 ft h=- height of ring `3,60 inch dr= VCR inside diameter D1= depth of flow upstream from VCR, I'M ft D2= depth of flow downstream from VCR ft Dr= flow in the VCR = D2 -h 1.65 ft Q= design discharge -77578-.70 A= area of pipe 9.62 sf X= area of VCR 7.07 _sf Ar= area of ring = A -A' 2.55 sf II j I Yields: (From LACFCD Table of factors for pipes flowing partly full) D1/d KI C1 0.38 0.1135 P..0434 Dr/d K2 C2 0.471 0.0857 Dr/dr Kr Cr 0.55 0.0703. 011042 ... . .. ... I I -- - . _____L RIGHT SIDE OF EQUATION (Upstream from VC Variance -R) Value= ��69.J13 —0. 1 _3% LEFT SIDE OF EQUATION (Downstream from VCR) Value= 69.03 DATE: 4/ 9/2005 TIME: 11:55 P0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 8.00 0.00 CD 48 4 4.00 CD 42 4 3.50 CD 30 4 2.50 CD 18 4 1.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINEI BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) RVLINEI.DOC Page] of6 PAGE NO 3 RVLINEI.DOC Page 2 of 6 F 0 5 1 PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2601.14 1078.26 48 1081.90 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2626.48 1078.58 4B 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2631.48 1078.64 48 18 18 0.013 6.6 0.5 1079.83 1079.83 43.88 61.77 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2713.03 1079.66 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2722.15 1080.27 42 30 30 0.013 30.1 20.3 1080.41 1080.41 45.00 45.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2756.00 1080.69 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2786.75 1088.80 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2820.82 1097.78 42 0.013 0.00 43.37 0.00 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2884.46 1101.10 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2894.77 1101.64 42 0.013 0.00 26.26 0.00 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2901.75 1102.00 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2901.75 1102.00 1 0.500 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2901.75 1102.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RVLINEI.DOC Page 2 of 6 .4SEE: VAN DELL AND ASSOCIATES p P PAGE' WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINE1 BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2601.14 1078.26 2.736 1080.996 156.2 17.05 4.516 1085.512 0.00 3.642 4.00 0.00 0.00 0 0.00 25.34 0.01263 .018430 0.47 3.167 0.00 2626.48 1078.58 2.683 1081.263 156.2 17.43 4.718 1085.981 0.00 3.642 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01200 .020984 0.10 0.00 2631.48 1078.64 2.428 1081.068 149.1 18.68 5.419 1086.487 0.00 3.589 4.00 0.00 0.00 0 0.00 13.92 0.01251 .023565 0.33 3.046 0.00 2645.40 1078.81 2.393 1081,207 149.1 19.01 5.609 1086.816 0.00 3.589 4.00 0.00 0.00 0 0.00 35.58 0.01251 .025655 0.91 3.046 0.00 2680.98 1079.26 2.300 1081.559 149.1 19.93 6.170 1087.729 0.00 3.589 4.00 0.00 0.00 0 0.00 32.05 0.01251 .029029 0.93 3.046 0.00 2713.03 1079.66 2.213 1081.873 149.1 20.91 6.787 1088.660 0.00 3.589 4.00 0.00 0.00 0 0.00 JUNCT STR 0.06689 .067074 0.61 0.00 2722.15 1080.27 1.327 1081.597 98.7 29.52 13.536 1095.133 0.00 3.054 3.50 0.00 0.00 0 0.00 8.56 0.01241 .107674 0.92 2.550 0.00 2730.71 1080.38 1.297 1081.673 98.7 30.41 14.357 1096.030 0.00 3.054 3.50 0.00 0.00 0 0.00 12.94 0.01241 .119932 1.55 2.550 0.00 2743.65 1080.54 1.253 1081.790 98.7 31.89 15.792 1097.582 0.00 3.054 3.50 0.00 0.00 0 0.00 12.35 0.01241 .136837 1.69 2.550 0.00 2756.00 1080.69 1.210 1081.900 98.7 33.45 17.370 1099.270 0.00 3.054 3.50 0.00 0.00 0 0.00 1.97 0.26374 .144419 0.28 1.036 0.00 2757.97 1081.21 1.216 1082.426 98.7 33.21 17.126 1099.552 0.00 3.054 3.50 0.00 0.00 0 0.00 11.68 0.26374 .134161 1.57 1.036 0.00 RVLINEI.DOC Page 3 of 6 RVLINEI.DOC Page 4 of 6 L 4SEE: VAN DELL AND ASSOCIATES Fz ' PAGE WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINEI BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2769.65 1084.29 1.259 1085.550 98.7 31.67 15.570 1101.120 0.00 3.054 3.50 0.00 0.00 0 0.00 9.38 0.26374 .117603 1.10 1.036 0.00 2779.03 1086.77 1.304 1088.069 98.7 30.19 14.155 1102.224 0.00 3.054 3.50 0.00 0.00 0 0.00 7.72 0.26374 .103153 0.80 1.036 0.00 2786.75 1088.80 1.352 1090.152 98.7 28.78 12.865 1103.017 0.00 3.054 3.50 0.00 0.00 0 0.00 5.32 0.26358 .091543 0.49 1.036 0.00 2792.07 1090.20 1.391 1091.594 98.7 27.69 11.909 1103.503 0.00 3.054 3.50 0.00 0.00 0 0.00 5.66 0.26358 .081377 0.46 1.036 0.00 2797.73 1091.69 1.442 1093.137 98.7 26.40 10.826 1103.963 0.00 3.054 3.50 0.00 0.00 0 0.00 4.85 0.26358 .071440 0.35 1.036 0.00 2802.58 1092.97 1.494 1094.468 98.7 25.17 9.839 1104.307 0.00 3.054 3.50 0.00 0.00 0 0.00 4.18 0.26358 .062749 0.26 1.036 0.00 2806.76 1094 .07 1.550 1095.624 98.7 24.00 8.946 1104.570 0.00 3.054 3.50 0.00 0.00 0 0.00 3.63 0.26358 .055150 0.20 1.036 0.00 2810.39 1095.03 1.607 1096.638 98.7 22.88 8.132 1104.770 0.00 3.054 3.50 0.00 0.00 0 0.00 3.16 0.26358 .048483 0.15 1.036 0.00 2813.55 1095.86 1.667 1097.530 98.7 21.82 7.394 1104.924 0.00 3.054 3.50 0.00 0.00 0 0.00 2.75 0.26358 .042664 0.12 1.036 0.00 2816.30 1096.59 1.731 1098.320 98.7 20.81 6.721 1105.041 0.00 3.054 3.50 0.00 0.00 0 0.00 2.41 0.26358 .037572 0.09 1.036 0.00 2818.71 1097.22 1.797 1099.021 98.7 19.84 6.109 1105.130 0.00 3.054 3.50 0.00 0.00 0 0.00 2.11 0.26358 .033105 0.07 1.036 0.00 RVLINEI.DOC Page 4 of 6 NSEE: VAN DELL AND ASSOCIATES k ip PAGE' 3 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: RVLINE1 BY: E M RUIZ JN 0881.0106 (PART 1 OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2820.82 1097.78 1.867 1099.647 96.7 18.91 5.554 1105.201 0.00 3.054 3.50 0.00 0.00 0 0.00 7.85 0.05217 .030283 0.24 1.602 0.00 2828.67 1098.19 1.894 1100.083 98.7 18.57 5.353 1105.436 0.00 3.054 3.50 0.00 0.00 0 0.00 16.90 0.05217 .027816 0.47 1.602 0.00 2845.57 1099.07 1.969 1101.040 98.7 17.70 4.867 1105.907 0.00 3.054 3.50 0.00 0.00 0 0.00 13.21 0.05217 .024566 0.32 1.602 0.00 2858.78 1099.76 2.047 1101.807 98.7 16.88 4.425 1106.232 0.00 3.054 3.50 0.00 0.00 0 0.00 10.48 0.05217 .021720 0.23 1.602 0.00 2869.26 1100.31 2.130 1102.437 98.7 16.09 4.022 1106.459 0.00 3.054 3.50 0.00 0.00 0 0.00 8.43 0.05217 .019232 0.16 1.602 0.00 2877.69 1100.75 2.218 1102.965 98.7 15.35 3.656 1106.621 0.00 3.054 3.50 0.00 0.00 0 0.00 6.77 0.05217 .017063 0.12 1.602 0.00 2884.46 1101.10 2.313 1103.413 98.7 14.63 3.324 1106.737 0.00 3.054 3.50 0.00 0.00 0 0.00 0.96 0.05238 .015906 0.02 1.600 0.00 2885.42 1101.15 2.328 1103.478 98.7 14.52 3.274 1106.752 0.00 3.054 3.50 0.00 0.00 0 0.00 5.25 0.05238 .014893 0.08 1.600 0.00 2890.67 1101.42 2.429 1103.854 98.7 13.85 2.977 1106.831 0.00 3.054 3.50 0.00 0.00 0 0.00 4.10 0.05238 .013281 0.05 1.600 0.00 2894.77 1101.64 2.539 1104.179 98.7 13.20 2.707 1106.886 0.00 3.054 3.50 0.00 0.00 0 0.00 2.22 0.05158 .012089 0.03 1.607 0.00 2896.99 1101.76 2.617 1104.372 98.7 12.79 2.539 1106.911 0.00 3.054 3.50 0.00 0.00 0 0.00 2.54 0.05158 .011064 0.03 1.607 0.00 RVLINEI.DOC Page 5 of 6 NSEE: VAN DELL AND ASSOCIATES �p PAG9-- 4 WATER SURFACE rROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 17 100 -YEAR STORM EVENT FILENAME: RVLINE1 BY: E M RUIZ JN 0881.0106 (PART I OF 2) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2899.53 1101.89 2.745 1104.631 98.7 12.19 2.308 1106.939 0.00 3.054 3.50 0.00 0.00 0 0.00 1.63 0.05158 .009998 0.02 1.607 0.00 2901.16 1101.97 2.887 1104.857 98.7 11.63 2.099 1106,956 0.00 3.054 3.50 0.00 0.00 0 0.00 0.59 0.05158 .009129 0.01 1.607 0.00 2901.75 1102.00 3.054 1105.054 98.7 11.08 1.907 1106.961 0.00 3.054 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2901.75 1102.00 6.486 1108.486 98.7 1.90 0.056 1108.542 0.00 1.679 7.00 8.00 0.00 0 0.00 RVLINELDOC Page 6 of 6 I DATE: 4/ 9/2005 TIME: 12: 1 P0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 8.00 0.00 CD 48 4 4.00 CD 42 4 3.50 CD 30 4 2.50 CD 18 4 1.50 HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: VCR -1 BY: E M RUIZ JN 0881.0106 WITH VCR PAGE NO 3 VCR-LDOC Pagel of4 WITH VELOCITY CONTROL RING F 0 5 1 E WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2601.14 1078.26 48 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 2626.48 1078.58 48 0.013 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2631.48 1078.64 48 is 18 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 2713.03 1079.66 48 0.013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2722.15 1080.27 42 30 30 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 2756.00 1080.69 42 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 2784.00 1088.07 42 0.01_. ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 2784.00 1088.07 42 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W S ELEV 1081.90 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.6 0.5 1079.83 1079.B3 43.8B 61.77 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 30.1 20.3 1080.41 1080.41 45.00 45.00 W S ELEV 1089.97 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-l.DOC Page 2 of 4 WITH VELOCITY CONTROL RING kSEE: VAN DELL AND ASSOCIATES t �p PAGE' I WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: VCR -1 BY: E M RUIZ JN 0881.0106 WITH VCR STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2601.14 1078.26 3.195 1081.455 156.2 14.51 3.271 1084 . '726 0.00 3.642 4.00 0.00 0.00 0 0.00 25.34 0.01263 .012389 0.31 3.167 0.00 2626.48 107B . 58 3.201 1081.781 156.2 14.49 3.259 1085.040 0.00 3.642 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01200 .014013 0.07 0.00 2631.48 1078.64 2.780 1081.420 149.1 15.99 3.972 1085.392 0.00 3.589 4.00 0.00 0.00 0 0.00 17.49 0.01251 .015863 0.28 3.046 0.00 2648.97 1078.86 2.753 1081.612 149.1 16.16 4.057 1085.669 0.00 3.589 4.00 0.00 0.00 0 0.00 64.06 0.01251 .017059 1.09 3.046 0.00 2713 .03 1079.66 2.639 1082.299 149.1 16.95 4.463 1086.762 0.00 3.589 4.00 0.00 0.00 0 0.00 JUNCT STR 0.06689 .040650 0.37 0.00 2722.15 1080.27 1.518 1081.788 98.7 24.67 9.450 1091.238 0.00 3.054 3.50 0.00 0.00 0 0.00 2.67 0.01241 .063898 0.17 2.550 0.00 2724.82 1080.30 1.509 1081.812 98.7 24.86 9.593 1091.405 0.00 3.054 3.50 0.00 0.00 0 0.00 16.00 0.01241 .069011 1.10 2.550 0.00 2740.82 1080.50 1.455 1081.957 98.7 26.07 10.553 1092.510 0.00 3.054 3.50 0.00 0.00 0 0.00 15.1B 0.01241 .078S99 1.19 2.550 0.00 2756.00 1080.69 1.405 1082.095 98.7 27.34 11.607 1093.702 0.00 3.054 3.50 0.00 0.00 0 0.00 1.10 0.26357 .082652 0.09 1.036 0.00 2757.10 1080.98 1.414 1082.395 98.7 27.09 11.392 1093.787 0.00 3.054 3.50 0.00 0.00 0 0.00 5.27 0.26357 .076607 0.40 1.036 0.00 2762.37 1082.37 1.466 1083.834 98.7 25.82 10.355 1094.189 0.00 3.054 3.50 0.00 0.00 0 0.00 4.52 0.26357 .067282 0.30 1.036 0.00 VCR-I.DOC Page 3 of 4 WITH VELOCITY CONTROL RING NSEE: VAN DELL AND ASSOCIATES _')p PAGE� 2 WATER SURFACE PROFILE LISTING TRACT 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE DRAINAGE SYSTEM, LINE NO. 1; 100 -YEAR STORM EVENT FILENAME: VCR -1 BY: E M RUIZ JN OB81.0106 WITH VCR STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SP AVE HF NORM DEPTH ZR 2766.89 1083.56 1.520 1085.079 98.7 24.63 9.417 1094.496 0.00 3.054 3.50 0.00 0.00 0 0.00 3.91 0.26357 .059110 0.23 1.036 0.00 2770.80 1084.59 1.576 1086.167 98.7 23.48 8.559 1094.726 0.00 3.054 3.50 0.00 0.00 0 0.00 3.40 0.26357 .051959 0.18 1.036 0.00 2774.20 1085.49 1.635 1087.121 98.7 22.39 7.782 1094,903 0.00 3.054 3.50 0.00 0.00 0 0.00 2.96 0.26357 .045697 0.14 1.036 0.00 2777.16 1086.27 1.696 1087.964 98.7 21.35 7.075 1095.039 0.00 3.054 3.50 0.00 0.00 0 0.00 2.59 0.26357 .040218 0.10 1.036 0.00 2779.75 1086.95 1.761 1088.712 98.7 20.35 6.431 1095.143 0.00 3.054 3.50 0.00 0.00 0 0.00 2.27 0.26357 .035422 0.08 1.036 0.00 2782.02 1087.55 1.828 1089.377 98.7 19.40 5.846 1095.223 0.00 3.054 3.50 0.00 0.00 0 0.00 1.98 0.26357 .031225 0.06 1.036 0.00 2784.00 1088.07 1.900 1089.970 98.7 18.50 5.315 1095.285 0.00 3.054 3.50 0.00 0.00 0 0.00 VCR-LDOC Page 4 of 4 WITH VELOCITY CONTROL RING LATERALlC VAN DELL AND ASSOCIATES, INC. 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 949-474-1400 PROJECTNO. W. 016)(. BY DATE f CHK DATE PAGE �=OF �- V 4A 31 AA :� 1, �7 17 A�47- s yc� - 7: 0 -q �: I t6- -&_ I T �15, P 2, 41 (�cc- ) W�& (a-, (cq'741 ,Y TAN- 30---L 4-6c) (4- �AaAA,� 5W -T z VELOCITY CONTROL RINGS CALCULATIONS Using Pressure and Momentum Equation Tract 17027, RV Site Lateral 1-C 11+21.48 VCR Station= Basic Equation:-- [(C2)d A 3] +K2(Q/d )A 2 (Cl)*d A 3 + KI ([A-Ar]/A) (Q/d )A 2 - ('Cl*d A 3]- rdrA3]) Legend: Values d= pipe inside dia. 2.50 h height of ring V R i-nsi-d--e-diam`et—er--- i nch 2.25 ft D1= depth of flow upstream �n '11,77'0,72 15 MEW 0.83 ft ft it-— - - -- — D2= depth of flow downstream from VCR Dr= f-lo—w in fh-�VCR = D2- — Q= design discharge cfs A= area of pipe 4.91 sf A'= area of VCR 3.98 sf Ar= area of ring = A -A' 0.93 Yields: (From LACFCD Table of factors for pipes flo ing partly full D1/d KI C1 0.29 �,, �0.1645 0.0226 Dr/d K2 C2 0.33 0.1376 0.0309 Dr/dr Kr Cr 0.37 0,1177 0,0407 RIGHT SIDE OF EQUATION (Up tream from VCR) Variance Value= 24.25 -2.09% -CCF -F —EQ UAT T S I D E 0- 1-0 N (D o nstream from VCR) Value= -24.75 I DATE: 4/ 6/2005 TIME: 17:32 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y (1) Y (2) Y (3) Y (4) Y (5) Y (6) Y (7) Y (8) Y (9) Y (10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 6.00 0.00 CD 2 1 0 0.00 3.00 4.00 1.00 1.00 0.00 CD 30 4 2.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE IC; 100 -YEAR STORM EVENT, WITH VCR FILENAME: VCR -1C BY: E M RUIZ JN 0881.0106 CALCS WITH VELOCITY CONTROL RING AT UPSTREAM END PAGE NO 3 VCR-IC.DOC Page I of 4 Lateral I -C with velocity control ring W S ELEV 1081.74 W S ELEV 1097.49 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 43.44 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-lC.DOC Page 2 of 4 Lateral I -C with velocity control ring F 0 5 1 5' WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1002.69 1080.47 30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1052.42 1082.36 30 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1069.4B 1OB3.00 30 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1121.4B 1096.54 30 0.013 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1121.48 1096.54 30 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W S ELEV 1081.74 W S ELEV 1097.49 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 43.44 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-lC.DOC Page 2 of 4 Lateral I -C with velocity control ring L jSEE: VAN DELL AND ASSOCIATES Fi PAGE� WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT, WITH VCR FILENAME: VCR -1C BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1002.69 1080.47 0.919 1081.389 33.4 20.43 6.480 1087.869 0.00 1.966 2.50 0.00 0.00 0 0.00 8.48 0.03800 .083299 0.71 1.125 0.00 1011.17 1080.79 0.898 1081.690 33.4 21.03 6.869 1088.559 0.00 1.966 2.50 0.00 0.00 0 0.00 11.98 0.03800 .092756 1.11 1.125 0.00 1023.15 1081.25 0.867 1082.115 33.4 22.06 7.557 1089.672 0.00 1.966 2.50 0.00 0.00 0 0.00 10.71 0.03800 .105868 1.13 1.125 0.00 1033.86 1081.65 0.83B 1082.493 33.4 23.13 8.308 1090.801 0.00 1.966 2.50 0.00 0.00 0 0.00 9.68 0.03800 .120841 1.17 1.125 0.00 1043.54 1082.02 0.809 1082 .832 33.4 24.27 9.149 1091.981 0.00 1.966 2.50 0.00 0.00 0 0.00 8.86 0.03800 .137962 1.23 1.125 0.00 1052.42 1082 .36 0.782 1083 .142 33.4 25.46 10.063 1093.205 0.00 1.966 2.50 0.00 0.00 0 0.00 1.47 0.03751 .148544 0.22 1.130 0.00 1053.89 1082.41 0.777 1OB3 . 192 33.4 25.63 10.203 1093.395 0.00 1.966 2.50 0.00 0.00 0 0.00 8.08 0.03751 .160646 1.30 1.130 0.00 1061.97 1082.72 0.751 1083.469 33.4 26.89 11.230 1094.699 0.00 1.966 2.50 0.00 0.00 0 0.00 7.51 0.03751 113575 1*38 1.130 0.00 1069.48 1083 .00 0.726 1083.726 33.4 2 8.19 12.336 1096.062 0.00 1.966 2.50 0.00 0.00 0 0.00 10.80 0.26038 .186787 2.02 0.673 0.00 1080.28 1085.81 0.744 1086.556 33.4 27.24 11.525 1098.081 0.00 1.966 2.50 0.00 0.00 0 0.00 10.90 0.26038 .166687 1.82 0.673 0.00 1091.18 1088.65 0.770 1089.421 33.4 25.97 10.474 1099.895 0.00 1.966 2.50 0.00 0.00 0 0.00 8.09 0.26038 .145951 1.18 0.673 0.00 m VCR-IC.DOC Page 3 of4 Lateral I -C with velocity control ring L 4SEE: VAN DELL AND ASSOCIATES PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT, WITH VCR FILENAME: VCR -IC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1099.27 1090.76 0.797 1091.553 33.4 24.76 9.519 1101.072 0.00 1.966 2.50 0.00 0.00 0 0.00 6.32 0.26038 .127821 0.81 0.673 0.00 1105.59 1092.40 0.825 1093.226 33.4 23.60 8.652 1101.878 0.00 1.966 2.50 0.00 0.00 0 0.00 5.10 0.26038 .112011 0.57 0.673 0.00 1110.69 1093.73 0.855 1094.585 33.4 22.51 7.866 1102.451 0.00 1.966 2.50 0.00 0.00 0 0.00 4.22 0.26038 .098178 0.41 0.673 0.00 1114.91 1094.83 O.B85 1095.715 33.4 21.47 7.155 1102.870 0.00 1.966 2.50 0.00 0.00 0 0.00 3.55 0.26038 .086057 0.31 0.673 0.00 1118.46 1095.75 0.917 1096.671 33.4 20.47 6.504 1103.175 0.00 1.966 2.50 0.00 0.00 0 0.00 ,'g - Q� 0.26038 .075472 0.23 0.673 0.00 1121.48 1096.54 0.950 1 1097.490 33.4 19.51 5.910 1103.400 0.00 1.966 2.50 0.00 0.00 0 0.0c or Tt-00 �-o VCR-IC.DOC Page 4 of 4 Lateral I -C with velocity control ring DATE: 4/ 7/2005 TIME: 11:37 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 5.00 6.00 0.00 CD 2 1 0 0.00 3.00 4.00 1.00 1.00 0.00 CD 30 4 2.50 HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE IC; 100 -YEAR STORM EVENT FILENAME; RV-lC BY: E M RUIZ JN 0881.0106 RV-]C.DOC Page I of 6 PAGE NO 3 RV-IC.DOC Page 2 of 6 F 0 5 1 5' PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.69 1080.47 30 1081.74 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1052.42 1OB2.36 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1069.48 1083.00 30 0.013 0.00 43.44 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT KAN H 1185.20 1113.20 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1223.73 1116.10 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1257.30 1118.63 30 0.013 0.00 85.49 0.00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1275.36 1120.00 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A TRANSITION U/S DATA STATION INVERT SECT N 1290.36 1123.42 2 0.015 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1342.07 1124.07 2 0.015 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1342.07 1124.07 2 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-IC.DOC Page 2 of 6 i L 3EE: VAN DELL AND ASSOCIATES F( PAGE WATER SURFACE P.0FILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881,0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1002.69 1080.47 0. 889 1081.359 33.4 21.34 7.073 1088.432 0.00 1.966 2.50 0.00 0.00 0 0.00 2.67 0.03800 .091533 0.24 1.125 0.00 1005.36 1080.57 0.882 1081.454 33.4 21.56 7.219 1068.673 0.00 1.966 2.50 0.00 0.00 0 0.00 11.28 0.03800 .099331 1.12 1.125 0.00 1016.64 10B1.00 0.852 1081.852 33.4 22.61 7.940 1089.792 0.00 1.966 2.50 0.00 0.00 0 0.00 10.15 0.03800 .113374 1.15 1.125 0.00 1026.79 1081.39 0.823 1082.209 33.4 23.72 8.738 1090.947 0.00 1.966 2.50 0.00 0.00 0 0.00 9.24 0.03800 .129423 1.20 1.125 0.00 1036.03 1081.74 0.795 1082.532 33.4 24.87 9.604 1092.136 0.00 1.966 2.50 0.00 0.00 0 0.00 8.51 0.03800 .147772 1.26 1.125 0.00 1044.54 1082.06 0.768 1082.828 33.4 26.09 10.573 1093.401 0.00 1.966 2.50 0.00 0.00 0 0.00 7.88 0.03800 .168773 1.33 1.125 0.00 1052.42 1082.36 0.742 1083.102 33.4 27.35 11.619 1094.721 0.00 1.966 2.50 0.00 0.00 0 0.00 3.27 0.03751 .185414 0.61 1.130 0.00 1055.69 1082.48 0.731 1083.213 33.4 27.93 12.110 1095.323 0.00 1.966 2.50 0.00 0.00 0 0.00 7.11 0.03751 .204395 1.45 1.130 0.00 1062.80 1082.75 0.706 1083.455 33.4 29.30 13.329 1096.784 0.00 1.966 2.50 0.00 0.00 0 0.00 6.68 0.03751 .233567 1.56 1.130 0.00 1069.48 1083.00 0.683 1083.683 33.4 30.73 14.660 1098.343 0.00 1.966 2.50 0.00 0.00 0 0.00 1.25 0.26098 .248265 0.31 0.672 0.00 1070.73 1083.33 0.683 1084.010 33.4 30.67 14.607 1098.617 0.00 1.966 2.50 0.00 0.00 0 0.00 44.87 0.26098 .231929 10.41 0.672 0.00 RV-]C.DOC Page 3 of 6 L! - -�SEE: VAN DELL AND ASSOCIATES FG- P PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE IC; 100 -YEAR STORM EVENT FILENAME: RV -IC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1115.60 1095.04 0.707 1095.742 33.4 29.25 13.282 1109.024 0.00 1.966 2.50 0.00 0.00 0 0.00 20.39 0.26098 .203046 4.14 0.672 0.00 1135.99 1100.36 0.732 1101.090 33.4 27.88 12.070 1113.160 0.00 1.966 2.50 0.00 0.00 0 0.00 12.88 0.26098 .177725 2.29 0.672 0.00 1148.87 1103.72 0.757 1104.474 33.4 26.57 10.963 1115.437 0.00 1.966 2.50 0.00 0.00 0 0 00 9.20 0.26098 .155589 1.43 0.672 0.00 1158.07 1106.12 0.784 1106.904 33.4 25.34 9.972 1116.876 0.00 1.966 2.50 0.00 0.00 0 0.00 7.05 0.26098 .136313 0.96 0.672 0.00 1165.12 1107.96 0.812 1108.771 33.4 24.17 9.070 1117.841 0.00 1.966 2.50 0.00 0.00 0 0.00 5.62 0.26098 .119394 0.67 0.672 0.00 1170.74 1109,43 0.840 1110.266 33.4 23.03 8.239 1118.505 0.00 1.966 2.50 0.00 0.00 0 0.00 4.60 0.26098 .104585 0.48 0.672 0.00 1175.34 1110.63 0.870 1111.496 33.4 21,96 7.488 1118.984 0.00 1.966 2.50 0.00 0.00 0 6.00 3.84 0.26098 .091670 0.35 0.672 0.00 1179.18 1111.63 0.901 1112.529 33.4 20.94 6.809 1119.338 0.00 1.966 2.50 0.00 0.00 0 0.00 3.25 0.26098 .080360 0.26 0.672 0.00 1182.43 1112.48 0.933 1113.409 33.4 19.96 6.189 1119.598 0.00 1.966 2.50 0.00 0.00 0 0.00 2.77 0.26098 .070491 0.20 0.672 0.00 1185.20 1113.20 0.968 1114.168 33.4 19.04 5.631 1119.799 0.00 1.966 2.50 0.00 0.00 0 0.00 5.40 0.07527 .065460 0.35 0.932 0.00 1190.60 1113.61 0.971 1114.578 33.4 18.94 5.573 1120.151 0.00 1.966 2.50 0.00 0.00 0 0.00 33.13 0.07527 .061036 2.02 0.932 0.00 RV-IC.DOC Page 4 of 6 I 8EE: VAN DELL AND ASSOCIATES F� PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE IC; 100 -YEAR STORM EVENT FILENAME: RV -IC BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1223.73 1116.10 1.006 1117.106 33.4 18.06 5.067 1122.173 0.00 1.966 2.50 0.00 0.00 0 0.00 0.98 0.07537 .056974 0.06 0.931 0.00 1224.71 1116.17 1.007 1117.181 33.4 18.04 5.056 1122.237 0.00 1.966 2.50 0.00 0.00 0 0.00 19.29 0.07537 .053406 1.03 0.931 0.00 1244.00 1117.63 1.043 1118.670 33.4 17.21 4.598 1123.268 0.00 1.966 2.50 0.00 0.00 0 0.00 13.30 0.07537 .046895 0.62 0.931 0.00 1257.30 1118.63 1.082 1119.712 33.4 16.40 4.179 1123.891 0.00 1.966 2.50 0.00 0.00 0 0.00 1.12 0.07586 .043530 0.05 0.930 0.00 1258.42 1118.71 1.086 1119.801 33.4 16.31 4.130 1123.931 0.00 1.966 2.50 0.00 0.00 0 0.00 9.49 0.07586 .0405B3 0.39 0.930 0.00 1267.91 1119.43 1.127 1120.561 33.4 15.56 3.758 1124.319 0.00 1.966 2.50 0.00 0.00 0 0.00 7.4S 0.07586 .035684 0.27 0.930 0.00 1275.36 1120.00 1.169 1121.169 33.4 14.83 3.416 1124.585 0.00 1.966 2.50 0.00 0.00 0 0.00 TRANS STR 0.22800 .027743 0.42 0.00 1290.36 1123.42 0.872 1124.292 33.4 7.86 0.960 112S.252 0.00 1.168 3.00 4.00 1.00 0 0.00 10.64 0.01257 .010769 0.11 0.840 1.00 1301. 00 1123.55 0.884 1124.438 33.4 7.73 0.928 112S.366 0.00 1.168 3.00 4.00 1.00 0 0.00 17.55 0.01257 .009831 0.17 0.840 1.00 1318.55 1123.77 0.921 1124.695 33.4 7.37 0.844 1125.539 0.00 1.168 3.00 4.00 1.00 0 0.00 9.77 0.01257 .008566 0.08 0.840 1.00 1328.32 1123.90 0.958 1124.8S5 33.4 7.03 0.767 1125.622 0.00 1.168 3.00 4.00 1.00 0 0.00 6.04 0.01257 .007467 0.05 0.840 1.00 RV-lC.DOC Page 5 of 6 J L'- SEE: VAN DELL AND ASSOCIATES FO 2 PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD LINE 1C; 100 -YEAR STORM EVENT FILENAME: RV-lC BY: E M RUIZ JN 0881,0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1334.36 1123.97 0.997 1124.970 33.4 6.70 0.698 1125.668 0.00 1.168 3.00 4.00 1.00 0 0.00 3.81 0.01257 .006511 0.02 0.840 1.00 1338.17 1124.02 1.038 1125.059 33.4 6.39 0.634 1125.693 0.00 1.168 3.00 4.00 1.00 0 0.00 2.32 0.01257 .005680 0.01 0.840 1.00 1340.49 1124.05 1.079 1125.129 33.4 6.09 0.576 1125.705 0.00 1.168 3.00 4.00 1.00 0 0.00 1.21 0.01257 .004956 0.01 0.840 1.00 1341.70 1124.07 1.122 1125.187 33.4 5.81 0.524 1125.711 0.00 1.168 3.00 4.00 1.00 0 0.00 0.37 0.01257 .004321 0.00 0.840 1.00 1342.07 1124.07 1.168 1125.238 33.4 5.53 0.475 1125.713 0.00 1.168 3.00 4.00 1.00 0 0.00 RV-IC.DOC Page 6 of 6 LINE 2 VAN DECL AND ASSOCIATES, INC. PROJECT 9. o (o & 17801 CARTWRIGHT ROAD BY - DATE 4- _61 IRVINE, CALIFORNIA 92614 CHK DATE 949-474-1400 PAGE -OF �a'ocvr'f 0 'v to 1�4 �L U )"_)l. _)7 tr&A'A, I& + 7. -2- 4-4 u 2- -_ a-, Do 00 VELOCITY CONTROL RI -N -G -S-, CALCULATIONS Using Pressure and Momentum Equation Tract 17027, RV Site, Basic Line 2___ VCR-.Sta-.:- 16+22.32 [(C2)d A 31 +K2(Q/ )A 2 (Cl)*d A 3 + K1 ([A-Ar]/A)*(Q/d)A 2 - (*Cl*d A 3]- rdr A 31) Legend: pipe inside dia. height of ring VCR inside diameter depth of flow upstream from depth of flow downstream from VCR Values ft d= h= dr= D1= D2= 3'.00 inch ft 3.00 ... 1.4 ft ft ft cfs sf sf Variance -1.69% Dr= flow in the VCR = D2 -h 1.75 Q= A= Ar= Yields: design discharge "103.30 area of pipe VCR area of ring = A -A' (From LACFCD Table DI/d KI 9.62 7.07 pipes flowing 2.551sf partly full) of factors for C1 0.41 O�,0520 Dr/d K2 C2 0.50 0.0792 0.0833 Dr/dr Kr Cr 0.58 -U658. 0.1179 RIGHT SIDE EQ ON (Upstream from VCR) 'V�Ju e--= L:c�T--S-I-D--E--O-F—E-Q-U—A-T—ION—(Downstream from VCR) Value= DATE: 4/ 9/2005 TIME! 16: 5 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(q) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 8.00 0.00 CD 18 4 1.50 CD 24 4 2.00 CD 42 4 3.50 CD 48 4 4.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: 'IRV-2" BY: E M RUIZ JN 0881.0106 PAGE NO 3 VCR-2.DOC - Page 1 of 10 WITH VELOCITY CONTROL RING F 0 5 1 5 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 103.84 1067.97 48 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 113.37 1068.28 48 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 134.97 1068.99 48 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 142.97 1069.25 48 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 168.59 1069.76 48 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 173.59 1069.86 48 18 18 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT N 255.48 1071.50 48 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 311.98 1072.63 48 0.013 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 316.65 1072.73 48 24 0 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 324.00 1072.87 48 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 343.87 1073.27 48 0.013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 351.47 1073.92 42 24 0 0.013 W S ELEV 1072.77 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 55.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 2.3 1071.01 1071.01 44.00 67.50 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 71.94 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.8 0.0 1073.88 0.00 47.97 0.00 RADIUS ANGLE ANG PT MAN H 0.00 9.36 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.3 0.0 1074.27 0.00 65.03 0.00 VCR-2.DOC Page 2 of 10 WITH VELOCITY CONTROL RING PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1080.81 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 VCR-2.DOC Page 3 of 10 WITH VELOCITY CONTROL RING F 0 5 1 51' WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 376.05 1074.90 42 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 443.46 1077.59 42 0.013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 505.41 1080.06 42 0.013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 513.01 1080.36 42 24 0 0.013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 800.00 1091.80 42 0.013 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 877.10 1093.95 42 0.013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 919.66 1095.14 42 0.013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 938.48 1095.67 42 0.013 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N 955.49 1096.14 42 0.013 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 964.49 1096.41 42 24 0 0.013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 977.87 1096.77 42 0.013 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1080.81 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 VCR-2.DOC Page 3 of 10 WITH VELOCITY CONTROL RING W S ELEV 1115.35 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 38.39 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 12.31 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 87.31 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-2.DOC Page 4 of 10 WITH VELOCITY CONTROL RING F 0 5 1 5, WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N 1035.18 1098.37 42 0.013 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N 1290.46 1105.50 42 0.013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N 1394.21 1106.19 42 0.013 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N 1476.09 1106.74 42 0.013 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N 1510.46 1106.96 42 0.013 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N 1606.32 1107.60 42 0.013 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N 1622.32 1113.35 42 0.013 ELEMENT NO 31 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1622.32 1113.35 42 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W S ELEV 1115.35 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 38.39 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 12.31 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 87.31 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-2.DOC Page 4 of 10 WITH VELOCITY CONTROL RING I SEE: VAN DELL AND ASSOCIATES PAGE' i WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: 'IRV-21' BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 103.84 1067.97 2.400 1070.370 145.7 18.51 5.318 1075.688 0.00 3.561 4.00 0.00 0.00 0 0.00 9.53 0.03253 .022464 0.21 2.145 0.00 113.37 1068.28 2.423 1070.703 145.7 18.30 5.199 1075.902 0.00 3.561 4.00 0.00 0.00 0 0.00 21.60 0.03287 .021299 0.46 2.139 0.00 134.97 1068 .99 2.487 1071.477 145.7 17.74 4.886 1076.363 0.00 3.561 4.00 0.00 0.00 0 0.00 8.00 0.03250 .020124 0.16 2.146 0.00 142.97 1069.25 2.516 1071.766 145.7 17.51 4.760 1076.526 0.00 3.561 4.00 0.00 0.00 0 0.00 25.62 0.01991 .019783 0.51 2.510 0.00 168.59 1069.76 2.516 1072.276 145.7 17.50 4.756 1077.032 0.00 3.561 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02000 .020662 0.10 0.00 173.59 1069.86 2.414 1072.274 142.9 18.03 5.047 1077.321 0.00 3.537 4.00 0.00 0.00 0 0.00 81.89 0.02003 .022140 1.81 2.473 0.00 255.48 1071.50 2.372 1073.872 142.9 18.41 5.262 1079.134 0.00 3.537 4.00 0.00 0.00 0 0.00 56.50 0.02000 .023388 1.32 2.474 0.00 311.98 1072.63 2.330 1074 .960 142.9 18.82 5.497 1080.457 0.00 3.537 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02141 .025471 0.12 0.00 316.65 1072.73 2.211 1074 .941 139.1 19.52 5.917 1080.858 0.00 3.502 4.00 0.00 0.00 0 0.00 7.35 0.01905 .027105 0.20 2.470 0.00 324.00 1072.87 2.201 1075.071 139.1 19.64 5.987 1081.058 0.00 3.502 4.00 0.00 0.00 0 0.00 19.87 0.02013 .027856 0.55 2.424 0.00 343.87 1073.27 2.174 1075,444 139.1 19.93 6.167 1081.611 0.00 3.502 4.00 0.00 0.00 0 0.00 JUNCT STR 0.08553 .032961 0.25 0.00 VCR-2.DOC Page 5 of 10 WITH VELOCITY CONTROL RING L- ..SEE: VAN DELL AND ASSOCIATES F6- PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: "RV -211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 351.47 1073.92 2.036 1075.956 124.8 21.49 7.172 1083.128 0.00 3.280 3.50 0.00 0.00 0 0.00 24.58 0.03987 .037289 0.92 1.996 0.00 376.05 1074.90 2.044 1076.944 124.8 21.39 7.103 1084.047 0.00 3.280 3.50 0.00 0.00 0 0.00 67.41 0.03991 .036072 2.43 1.996 0.00 443.46 1077.59 2.080 1079.670 124.8 20.94 6.808 1086.478 0.00 3.280 3.50 0.00 0.00 0 0.00 61.95 0.03987 .033634 2.08 1.996 0.00 505.41 1080.06 2.140 1082.200 124.8 20.24 6.363 1088.563 0.00 3.2BO 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03947 .035293 0.27 0.00 513.01 1080.36 1.959 1082.319 118.8 21.44 7.138 1089.457 0.00 3.241 3.50 0.00 0.00 0 0.00 134.74 0.03986 .036798 4.96 1.936 0.00 647.75 1085.73 2.013 1087.744 118.8 20.73 6.675 1094.419 0.00 3.241 3.50 0.00 0.00 0 0.00 78.41 0.03986 .033155 2.60 1.936 0.00 726.16 1088.86 2.094 1090. 951 118.8 19.77 6.069 1097.020 0.00 3.241 3.50 0.00 0.00 0 0.00 44.27 0.03986 .029341 1.30 1.936 0.00 770.43 1090.62 2.180 1092.801 118.8 18.85 5.516 1098.317 0.00 3.241 3.50 0.00 0.00 0 0.00 29.57 0.03986 .026011 0.77 1.936 0.00 800.00 1091.80 2.272 1094.072 118.8 17.97 5,016 1099.088 0.00 3.241 3.50 0.00 0.00 0 0.00 4.76 0.02789 .024388 0.12 2.172 0.00 804.76 1091.93 2.276 1094.209 11B.8 17.93 4.993 1099.202 0.00 3.241 3.50 0.00 0.00 0 0.00 72.34 0.02789 .022971 1.66 2.172 0.00 877.10 1093.95 2.374 1096.324 118.8 17.10 4.538 1100.862 0.00 3.241 3.50 0.00 0.00 0 0.00 2.92 0.02796 .021543 0.06 2.170 0.00 VCR-2.DOC Page 6 of 10 WITH VELOCITY CONTROL RING L- 8EE: VAN DELL AND ASSOCIATES F6 j PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: 'IRV-2-1 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 880.02 1094 .03 2.380 1096.412 118.8 17.04 4.511 1100.923 0.00 3.241 3.50 0.00 0.00 0 0.00 39.64 0.02796 .020301 0.80 2.170 0.00 919.66 1095.14 2.487 1097.627 118.8 16.25 4.101 1101.728 0.00 3.241 3.50 0.00 0.00 0 0.00 18.82 0.02816 .018438 0.35 2.165 0.00 938.48 1095.67 2.564 1098.234 118.8 15.73 3.842 1102.076 0.00 3.241 3.50 0.00 0.00 0 0.00 17.01 0.02763 .017021 0.29 2.180 0.00 955.49 1096.14 2.657 1098.797 118.8 15.16 3.569 1102.366 0.00 3.241 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03000 .021513 0.19 0.00 964.49 1096.41 2.011 1098.421 103.3 18.06 5.063 1103.484 0.00 3.105 3.50 0.00 0.00 0 0.00 13.38 0.02691 .026718 0.36 2.006 0.00 977.87 1096.77 2.011 1098.781 103.3 18.06 5.063 1103.844 0.00 3.105 3.50 0.00 0.00 0 0.00 57.31 0.02792 .026364 1.51 1.983 0.00 1035.18 1098.37 2.028 1100.398 103.3 17.87 4.960 1105.358 0.00 3.105 3.50 0.00 0.00 0 0.00 105.80 0.02793 .024563 2.60 1.982 0.00 1140.98 1101.33 2.107 1103.432 103.3 17.07 4.524 1107.956 0.00 3.105 3.50 0.00 0.00 0 0.00 53.00 0.02793 .021793 1.16 1.982 0.00 1193.98 1102.81 2.193 1104.998 103.3 16.28 4.113 1109.111 0.00 3.105 3.50 0.00 0.00 0 0.00 32.64 0.02793 .019322 0.63 1.982 0.00 1226.62 1103.72 2.286 1106.003 103.3 15.52 3.739 1109.742 0.00 3.105 3.50 0.00 0.00 0 0.00 22.47 0.02793 .017167 0.39 1.982 0.00 1249.09 1104.35 2.384 1106.729 103.3 14.80 3.399 1110.128 0.00 3.105 3.50 0.00 0.00 0 0.00 16.06 0.02793 .015287 0.25 1.982 0.00 VCR-2.DOC Page 7 of 10 WITH VELOCITY CONTROL RING Lr')SEE: VAN DELL AND ASSOCIATES if) PAGE WATER SURFACE PTOFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO, 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: "RV -211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1265.15 1104.79 2.490 1107.283 103.3 14.11 3.090 1110.373 0.00 3.105 3.50 0.00 0.00 0 0.00 11.63 0.02793 .013659 0.16 1.982 0.00 1276.78 1105.12 2.605 1107.723 103.3 13.45 2.809 1110.532 0.00 3.105 3.50 0.00 0.00 0 0.00 8.25 0.02793 .012256 0.10 1.982 0.00 1285.03 1105.35 2.731 1108.079 103.3 12.82 2.554 1110.633 0.00 3.105 3.50 0.00 0.00 0 0.00 5.43 0.02793 .011065 0.06 1.982 0.00 1290.46 1105.50 2.872 1108.372 103.3 12.23 2.322 1110.694 0.00 3.105 3.50 0.00 0.00 0 0.00 10.81 0.00665 .010800 0.12 3.500 0.00 1301.27 1105.57 2.793 1108.365 103.3 12.55 2.444 1110.809 0.00 3.105 3.50 0'.00 0.00 0 0.00 22.36 0.00665 .011678 0.26 3.500 0.00 1323.63 1105.72 2.661 1108.382 103.3 13.16 2.688 1111.070 0.00 3.105 3.50 0.00 0.00 0 0.00 23.66 0.00665 .012983 0.31 3.500 0.00 1347.29 1105.88 2.542 1108.420 103.3 13.80 2.957 1111.377 0.00 3.105 3.50 0.00 0.00 0 0.00 23.64 0.00665 .014507 0.34 3.500 0.00 1370.93 1106.04 2.432 1108.467 103.3 14.47 3.253 1111.720 0.00 3.105 3.50 0.00 0.00 0 0.00 23.28 0.00665 .016268 0.38 3.500 0.00 1394.21 1106.19 2.331 1108.521 103.3 15.18 3.578 1112.099 0.00 3.105 3.50 0.00 0.00 0 0.00 18.15 0.00672 .018066 0.33 3.500 0.00 1412.36 1106.31 2.254 1108.566 103.3 15.77 3.862 1112.428 0.00 3.105 3.50 0.00 0.00 0 0.00 22.02 0.00672 .020124 0.44 3.500 0.00 1434.38 1106.46 2.163 1108.623 103.3 16.54 4.249 1112.872 0.00 3.105 3.50 0.00 0.00 0 0.00 21.25 0.00672 .022707 0.48 3.500 0.00 VCR-2.DOC Page 8 of 10 WITH VELOCITY CONTROL RING EE: VAN DELL AND ASSOCIATES Fll PAGE WATER SURFACE P�OFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1455.63 1106.60 2.078 1108.681 103.3 17.35 4.673 1113.354 0.00 3.105 3.50 0.00 0.00 0 0.00 20.46 0.00672 .025669 0.53 3.500 0.00 1476.09 1106.74 1.999 1108.739 103.3 18.20 5.141 1113.880 0.00 3.105 3.50 0.00 0.00 0 0.00 15.58 0.00640 .028654 0.45 3.500 0.00 1491.67 1106.84 1.937 1108.777 103.3 18.90 5.544 1114.321 0.00 3.105 3.50 0.00 0.00 0 0.00 18.79 0.00640 .032068 0.60 3.500 0.00 1510.46 1106.96 1.865 1108.825 103.3 19.82 6.097 1114.922 0.00 3.105 3.50 0.00 0.00 0 0.00 14.39 0.00668 .035854 0.52 3.500 0.00 1524.85 1107.06 1.810 110B.866 103.3 20.57 6.573 1115.439 0.00 3.105 3.50 0.00 0.00 0 0.00 17.62 0.00668 .040170 0.71 3.500 0.00 1542.47 1107.17 1.743 1108.917 103.3 21.58 7.231 1116.148 0.00 3.105 3.50 0.00 0.00 0 0.00 16.93 0.00668 .045611 0.77 3.500 0.00 1559.40 1107.29 1.679 1108.966 103.3 22.63 7.951 1116.917 0.00 3.105 3.50 0.00 0.00 0 0.00 16.26 0.00668 .051825 0.84 3.500 0.00 1575.66 1107.39 1.618 1109.013 103.3 23.74 8.749 1117.762 0.00 3.105 3.50 0.00 0.00 0 0.00 15.63 0.00668 .058931 0.92 3.500 0.00 1591.29 1107.50 1.560 1109.060 103.3 24.89 9.621 1118.681 0.00 3.105 3.50 0.00 0.00 0 0.00 15.03 0.00668 .067064 1.01 3.500 0.00 1606.32 1107.60 1.505 1109.105 103.3 26.11 10.588 1119.693 0.00 3.105 3.50 0.00 0.00 0 0.00 1.92 0.35937 .068750 0.13 0.980 0.00 1608.24 1108.29 1.538 1109.826 103.3 25.37 9.998 1119.824 0.00 3.105 3.50 0.00 0.00 0 0.00 2.86 0.35937 .062093 0.18 0.980 0.00 VCR-2.DOC Page 9 of 10 WITH VELOCITY CONTROL RING L- SEE: VAN DELL AND ASSOCIATES F6 2 PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT, WITH VCR FILENAME: 'IRV-2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1611.10 1109.32 1.595 1110.913 103.3 24.20 9.092 1120,005 0.00 3.105 3.50 0.00 0.00 0 0.00 2.52 0.35937 .054582 0.14 0.980 0.00 1613.62 1110.22 1.654 1111.877 103.3 23.07 6.263 1120.140 0.00 3.105 3.50 0.00 0.00 0 0.00 2.21 0.35937 .048015 0.11 0.980 0.00 1615.83 1111.02 1.717 1112.735 103.3 22.00 7.514 1120.249 0.00 3.105 3.50 0.00 0.00 0 0.00 1.95 0.35937 .042270 0.08 0.980 0.00 1617.78 1111.72 1.782 1113.500 103.3 20.97 6.829 1120.329 0.00 3.105 3.50 0.00 0.00 0 0.00 1.71 0.35937 .037236 0.06 0.980 0.00 1619.49 1112.33 1.851 1114.185 103.3 20.00 6.209 1120.394 0.00 3.105 3.50 0.00 0.00 0 0.00 1.51 0.35937 .032834 0.05 0.980 0.00 1621.00 1112.88 1.923 1114.799 103.3 19.07 5.645 1120.444 0.00 3.105 3.50 0.00 0.00 0 0.00 1.32 0.35937 .02B9B3 0.04 0.980 0.00 5.130 1120.480 0.00 3.105 3.50 " 0.00 0.00 0 0.00 1622.32 1113.35 2.000 1115.35 103.3 18.18 VCR-2.DOC Page 10 of 10 WITH VELOCITY CONTROL RING DATE: 4/ 9/2005 TIME: 15: 4 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) YM Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 8.00 0.00 CD 18 4 1.50 CD 24 4 2.00 CD 42 4 3.50 CD 48 4 4.00 HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 RV-2.DOC Page I of 12 PAGE NO 3 RV-2.DOC Page 2 of 12 W S ELEV 1072.77 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 55.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 2.3 1071.01 1071.01 44.00 67.50 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 71.94 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.8 0.0 1073.88 0.00 47.97 0.00 RADIUS ANGLE ANG PT MAN H 0.00 9.36 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.3 0.0 1074.27 0.00 65.03 0.00 F 0 5 1 5 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 103.84 1067.97 48 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 113.37 1068.28 48 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 134.97 1068.99 48 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 142.97 1069.25 48 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 168.59 1069.76 48 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 173.59 1069.86 48 18 18 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 255.48 1071.50 48 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 311.98 1072.63 48 0.013 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 316.65 1072.73 48 24 0 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 324.00 1072.87 48 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 343.87 1073.27 48 0,013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 351.47 1073.92 42 24 0 0,013 RV-2.DOC Page 2 of 12 W S ELEV 1072.77 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 55.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 2.3 1071.01 1071.01 44.00 67.50 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 71.94 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.8 0.0 1073.88 0.00 47.97 0.00 RADIUS ANGLE ANG PT MAN H 0.00 9.36 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.3 0.0 1074.27 0.00 65.03 0.00 RV-2.DOC Page 3 of 12 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1080.81 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 F 0 5 1 S WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 376.05 1074.90 42 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 443.46 1077.59 42 0.013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 505.41 1080.06 42 0.013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 513.01 1060.36 42 24 0 0.013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 800.00 1091.80 42 0.013 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 877.10 1093.95 42 0.013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 919.66 1095.14 42 0.013 ELEMENT NO 20 IS A REACH UIS DATA STATION INVERT SECT N 938.48 1095.67 42 0.013 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N 955.49 1096.14 42 0.013 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 964.49 1096.41 42 24 0 0.013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 977.67 1096.77 42 0.013 RV-2.DOC Page 3 of 12 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 85.83 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6.0 0.0 1080.81 0.00 60.53 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 54.19 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 22.93 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 15.5 0.0 1096.92 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 17.04 0.00 0 RV-2.DOC Page 4 of 12 F 0 5 1 PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.18 1098.37 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1290.46 1105.50 42 0.013 0.00 38.39 0.00 1 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1394.21 1106.19 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1476.09 1106.74 42 0.013 0.00 12.31 0.00 1 ELEMENT NO 28 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1510.46 1106.96 42 0.013 0.00 87.31 0.00 0 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1606.32 1107.60* 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1644.97 1121.50 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1670.97 1123.00 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 32 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1670.97 1123.00 1 0.500 ELEMENT NO 33 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1670.97 1123.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING WARNING NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2.DOC Page 4 of 12 NSEE: VAN DELL AND ASSOCIATES p P PAGE' I WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 103.84 1067. 97 2.400 1070.370 145.7 18.51 5.318 1075.688 0.00 3.561 4.00 0.00 0.00 0 0.00 9.53 0.03253 .022464 0.21 2.145 0.00 113.37 1068.28 2.423 1070.703 145.7 18.30 5.199 1075.902 0.00 3.561 4.00 0.00 0.00 0 0.00 21 .60 0.03287 .021299 0.46 2.139 0.00 134 .97 1068.99 2.487 1071.477 145.7 17.74 4.886 1076.363 0.00 3.561 4.00 0.00 0.00 0 0.00 8.00 0.03250 .020124 0.16 2.146 0.00 142 .97 1069.25 2.516 1071.766 145.7 17.51 4.760 1076.526 0.00 3.561 4.00 0.00 0.00 0 0.00 25.62 0.01991 .019783 0.51 2.510 0.00 168.59 1069.76 2.516 1072.276 145.7 17.50 4.756 1077.032 0.00 3.561 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02000 .020662 0.10 0.00 173.59 1069.86 2.414 1072.274 142.9 18.03 5.047 1077.321 0.00 3.537 4.00 0.00 0.00 0 0.00 81.89 0.02003 .022140 1.81 2.473 0.00 255.48 1071.50 2.372 1073.872 142.9 18.41 5.262 1079.134 0.00 3.537 4.00 0.00 0.00 0 0.00 56.50 0.02000 .023388 1.32 2.474 0.00 311.98 1072.63 2.330 1074.960 142.9 18.82 5.497 1080.457 0.00 3.537 4.00 0.00 0.00 0 0.00 JUNCT STR 0.02141 .025471 0.12 0.00 316.65 1072.73 2.211 1074.941 139.1 19.52 5.917 1080.858 0.00 3.502 4.00 0.00 0.00 0 0.00 7.35 0.01905 .027105 0.20 2.470 0.00 324.00 1072.87 2.201 1075.071 139.1 19.64 5.987 1081.058 0.00 3.502 4.00 0.00 0.00 0 0.00 19.87 0.02013 .027856 0.55 2.424 0.00 343 .87 1073.27 2.174 1075.444 139.1 19.93 6.167 1081.611 0.00 3.502 4.00 0.00 0.00 0 0.00 JUNCT STR 0.08553 .032961 0.25 0.00 RV-2.DOC Page 5 of 12 ASEE: VAN DELL AND ASSOCIATES i 1p PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 351.47 1073 .92 2.036 1075.956 124 .8 21.49 7.172 1083 . 12B 0.00 3.280 3.50 0.00 0.00 0 0.00 24.58 0.03987 .037289 0.92 1.996 0.00 376.05 1074 .90 2.044 1076.944 124.8 21.39 7.103 1084.047 0.00 3,280 3.50 0.00 0.00 0 0.00 67.41 0.03991 .036072 2.43 1.996 0.00 443.46 1077.59 2.080 1079.670 124.8 20.94 6.808 1086.478 0.00 3.280 3.50 0.00 0.00 0 0.00 61.95 0.03987 .033634 2.08 1.996 0.00 505.41 1080.06 2.140 1082.200 124.8 20.24 6.363 1088.563 0.00 3.280 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03947 .035293 0.27 0.00 513.01 1080.36 1.959 1082.319 118.8 21.44 7.138 1089.457 0.00 3.241 3.50 0.00 0.00 0 0.00 134.33 0.03986 .036808 4.94 1.936 0.00 647.34 1085.71 2.013 1087.72B 118.8 20.74 6.677 1094.405 0.00 3.241 3.50 0.00 0.00 0 0.00 78.67 0.03986 .033174 2.61 1.936 0.00 726.01 1088.85 2.094 1090.944 118.8 19.77 6.071 1097.015 0.00 3.241 3.50 0.00 0.00 0 0.00 44.35 0.03986 .029358 1.30 1.936 0.00 770.36 1090.62 2.180 1092.799 118.8 18.85 5.518 1098.317 0.00 3.241 3.50 0.00 0.00 0 0.00 29.64 0. 03986 .026024 0.77 1.936 0.00 800.00 1091.80 2.272 1094.072 118.8 17.98 5.017 1099.089 0.00 3.241 3.50 0.00 0.00 0 0.00 4.08 0.02789 .024413 0.10 2.172 0.00 804 .08 1091.91 2.275 1094 .189 118.8 17.94 4.999 1099.188 0.00 3.241 3.50 0.00 0.00 0 0.00 73 .02 0.02789 .023006 1.68 2.172 0.00 877.10 1093.95 2.373 1096.323 118.8 17.11 4.544 1100.867 0.00 3.241 3.50 0.00 0.00 0 0.00 2 .13 0.02796 .021608 0.05 2.170 0.00 RV-2.DOC Page 6 of 12 I ip .4SEE: VAN DELL AND ASSOCIATES h PACE 3 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 879.23 1094.01 2.377 1096.387 118.8 17.07 4.527 1100.914 0.00 3.241 3.50 0.00 0.00 0 0.00 40.43 0.02796 .020390 0.82 2.170 0.00 919.66 1095.14 2,483 1097.623 118.8 16.28 4.116 1101.739 0.00 3.241 3.50 0.00 0.00 0 0.00 18.82 0.02816 .018524 0.35 2.165 0.00 938.48 1095.67 2.558 1098.228 118.8 15.76 3.859 1102.087 0.00 3.241 3.50 0.00 0.00 0 0.00 17.01 0.02763 .017123 0.29 2.180 0.00 955.49 1096.14 2.649 1098.789 118.8 15.21 3.590 1102.379 0.00 3.241 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03000 .021652 0.19 0.00 964.49 1096.41 2.007 1098.417 103.3 18.10 5.087 1103,504 0.00 3.105 3.50 0.00 0.00 0 0.00 13.38 0.02691 .026882 0.36 2.006 0.00 977.87 1096.77 2.007 1098.777 103.3 18.10 5.087 1103.864 0.00 3.105 3.50 0.00 0.00 0 0.00 57.31 0.02792 .026574 1.52 1.983 0.00 1035.18 1098.37 2.022 1100.392 103.3 17.94 4.996 1105.388 0.00 3.105 3.50 0.00 0.00 0 0.00 70.47 0.02793 .025599 1.80 1.982 0.00 1105.65 1100.34 2.056 1102.394 103.X 17.58 4.799 1107.193 0.00 3.105 3.50 0.00 0.00 0 0.00 79.66 0.02793 .023495 1.87 1.982 0.00 1185.31 1102.56 2.139 1104 .702 103.3 16.76 4.362 1109.064 0.00 3.105 3.50 0.00 0.00 0 0.00 43.18 0.02793 .020808 0.90 1.982 0.00 1228.49 1103.77 2.228 1105.997 103.3 15.98 3.966 1109.963 0.00 3.105 3.50 0.00 0.00 0 0.00 28.15 0.02793 .018461 0.52 1.982 0.00 1256.64 1104.56 2.322 1106.877 103.3 15.24 3.606 1110.483 0.00 3.105 3.50 0.00 0.00 0 0.00 19.61 0.02793 .016416 0.32 1.982 0.00 RV-2.DOC Page 7 of 12 RV-2.DOC Page 8 of 12 L- - JSEE: VAN DELL AND ASSOCIATES Fi PAGE WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: 'IRV-211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1276.25 1105.10 2.424 1107.527 103.3 14.53 3.278 1110.805 0.00 3.105 3.50 0.00 0.00 0 0.00 14.21 0.02793 .014639 0.21 1.982 0.00 1290.46 1105.50 2.533 1108.033 103.3 13.85 2.980 1111.013 0.00 3.105 3.50 0.00 0.00 0 0.00 14.25 0.00665 .014299 0.20 3.500 0.00 1304 .71 1105.60 2.466 1108.061 103.3 14.26 3.157 1111.218 0.00 3.105 3.50 0.00 0.00 0 0.00 23.32 0.00665 .015686 0.37 3.500 0.00 1328.03 1105.75 2.361 1108.111 103.3 14.95 3.472 1111.583 0.00 3.105 3.50 0.00 0.00 0 0.00 22.81 0.00665 .017620 0.40 3.500 0.00 1350.84 1105.90 2.264 1108.166 103.3 15.68 3.820 1111.986 0.00 3.105 3.50 0.00 0.00 0 0.00 22.06 0.00665 .019843 0.44 3.500 0.00 1372.90 1106.05 2.173 1108.221 103.3 16.45 4.201 1112.422 0.00 3.105 3.50 0.00 0.00 0 0.00 21.31 0.00665 .022394 0.48 3.500 0.00 1394.21 1106.19 2.088 1108.278 103.3 17.25 4.623 1112.901 0.00 3.105 3.50 0.00 0.00 0 0.00 5.36 0.00672 .024127 0.13 3.500 0.00 1399.57 1106.23 2.067 1108.293 103.3 17.46 4.734 1113.027 0.00 3.105 3.50 0.00 0.00 0 0.00 20.29 0.00672 .026104 0.53 3.500 0.00 1419.86 1106.36 1.987 1108.349 103.3 18.31 5.207 1113.556 0.00 3.105 3.50 0.00 0.00 0 0.00 19.53 0.00672 .029549 0.58 3.500 0.00 1439.39 1106.49 1.912 1108.405 103.3 19.21 5.729 1114.134 0.00 3.105 3.50 0.00 0.00 0 0.00 18.71 0.00672 .033486 0.63 3.500 0.00 1458.10 1106.62 1.840 1108.459 103.3 20.14 6.301 1114.760 0.00 3.105 3.50 0.00 0.00 0 0.00 17.99 0.00672 .037985 0.68 3.500 0.00 RV-2.DOC Page 8 of 12 JSEE: VAN DELL AND ASSOCIATES r, )p PAGE WATER SURFACE eROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1476.09 1106.74 1.772 1108.512 103.3 21.13 6.932 1115.444 0.00 3.105 3.50 0.00 0.00 0 0.00 0.67 0.00640 .040505 0.04 3.500 0.00 1476.96 1106.75 1.769 1108.515 103.3 21.18 6.964 1115.479 0.00 3.105 3.50 0.00 0.00 0 0.00 17 .07 0.00640 .043377 0.74 3.500 0.00 1494 .03 1106.86 1.704 1108.559 103.3 22.21 7.660 1116.219 0.00 3.105 3.50 0.00 0.00 0 0.00 16.43 0.00640 .049284 0.81 3.500 0.00 1510.46 1106.96 1.643 1108.603 103.3 23.29 8.424 1117.027 0.00 3.105 3.50 0.00 0.00 0 0.00 11.91 0.00668 .055036 0.66 3.500 0.00 1522.37 1107.04 1.59B 1108.638 103.3 24.12 9.037 1117.675 0.00 3.105 3.50 0.00 0.00 0 0.00 15.41 0.00668 .061606 0.95 3.500 0.00 1537.78 1107.14 1.541 1108.683 103.3 25.31 9.944 1118.627 0.00 3.105 3.50 0.00 0.00 0 0.00 14 .81 0.00668 .070106 1.04 3.500 0.00 1552 .59 1107.24 1.486 1108.727 103.3 26.54 10.939 1119.666 0.00 3.105 3.50 0.00 0.00 0 0.00 14.24 0.00668 .079826 1.14 3.500 0.00 1566.83 1107.34 1.434 1108.770 103.3 27.84 12.032 1120.802 0.00 3.105 3.50 0.00 0.00 0 0.00 13.68 0.00668 .090920 1.24 3.500 0.00 1580.51 1107.43 1.383 1108.811 103.3 29.20 13.237 1122.048 0.00 3.105 3.50 0.00 0.00 0 0.00 13 .16 0.00668 .103596 1.36 3.500 0.00 1593.67 1107.52 1.335 1108.851 103.3 30.62 14.555 1123.406 0.00 3.105 3.50 0.00 0.00 0 0.00 12.65 0.00668 118123 1.49 3.500 0.00 1606.32 1107.60 1.289 1108.889 103.3 32.11 16.011 1124.900 0.00 3.105 3.50 0.00 0.00 0 0.00 2.95 0.35964 .122051 0.36 0.980 0.00 RV-2.DOC Page 9 of 12 kSEE: VAN DELL AND ASSOCIATES 11, jP PAGE 6 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1609.27 1108.66 1.311 1109.971 103.3 31.39 15.299 1125.270 0.00 3,105 3.50 0.00 0.00 0 0.00 5.40 0.35964 .110960 0.60 0.980 0.00 1614.67 1110.60 1.358 1111.961 103.3 29.93 13.913 1125.874 0.00 3.105 3.50 0.00 0.00 0 0.00 4.64 0.35964 .097339 0.45 0.980 0.00 1619.31 1112.27 1.407 1113.677 103.3 28.54 12.644 1126.321 0.00 3.105 3.50 0.00 0.00 0 0.00 4.00 0.35964 .085423 0.34 0.980 0�00 1623.31 1113.71 1.458 1115.169 103.3 27.21 11.493 1126.662 0.00 3.105 3.50 0.00 0.00 0 0.00 3.4B 0.35964 .075012 0.26 0.980 0.00 1626.79 1114.96 1.512 1116.475 103.3 25.94 10.450 1126.925 0.00 3.105 3.50 0.00 0.00 0 0.00 3.05 0.35964 .065909 0.20 0.980 0.00 1629.84 1116.06 1.568 1117.626 103.3 24.74 9.502 1127.12B 0.00 3.105 3.50 0.00 0.00 0 0.00 2.67 0.35964 .057927 0.15 0.980 0.00 1632.51 1117.02 1.626 1118.644 103.3 23.58 8,637 1127.281 0.00 3.105 3.50 0.00 0.00 0 0.00 2.34 0.35964 .050949 0.12 0.980 0.00 1634.85 1117.86 1.688 1119.549 103.3 22.49 7.851 1127.400 0.00 3.105 3.50 0.00 0.00 0 0.00 2.06 0.35964 .044846 0.09 0.980 0.00 1636.91 1118.60 1.752 1120.355 103.3 21.44 7,138 1127.493 0.00 3.105 3.50 0.00 0.00 0 0.00 1.82 0.35964 .039492 0.07 0.980 0.00 1638.73 1119.26 1.819 1121.076 103.3 20.44 6.490 1127.566 0.00 3.105 3.50 0.00 0.00 0 0.00 1.60 0.35964 .034802 0.06 0.980 0.00 1640.33 1119.83 1.889 1121.721 103.3 19.49 5.899 1127.620 0.00 3.105 3.50 0.00 0.00 0 0.00 1.41 0.35964 .030703 0.04 0.980 0.00 RV-2.DOC Page 10 of 12 �SEE: VAN DELL AND ASSOCIATES 1�' �p PAGE 7 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: 'IRV-211 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1641.74 1120.34 1.964 1122.301 103.3 18.5B 5.362 1127.663 0.00 3.105 3.50 0.00 0.00 0 0.00 1.23 0.35964 .027117 0.03 0.980 0.00 1642.97 1120.78 2.042 1122.822 103.3 17.72 4.875 1127.697 0.00 3.105 3.50 0.00 0.00 0 0.00 1.07 0.35964 .023976 0.03 0.980 0.00 1644.04 1121.16 2.125 1123.290 103.3 16.90 4.433 1127.723 0.00 3.105 3.50 0.00 0.00 0 0.00 0.93 0.35964 .021232 0.02 0.980 0.00 1644.97 1121.50 2.213 1123.713 103.3 16.11 4.029 1127.742 0.00 3.105 3.50 0.00 0.00 0 0.00 1.18 0.05769 .019758 0.02 1.598 0.00 1646.15 1121.57 2.227 1123.795 103.3 15.99 3.968 1127.763 0.00 3.105 3.50 0.00 0.00 0 0.00 6.77 0.05769 .018472 0.13 1.598 0.00 1652.92 1121.96 2.322 1124.281 103.3 15.24 3.607 1127.888 0.00 3.105 3.50 0.00 0.00 0 0.00 5.50 0.05769 .016426 0.09 1.598 0.00 1658.42 1122.28 2.423 1124.699 103.3 14.53 3.280 1127.979 0.00 3.105 3.50 0.00 0.00 0 0.00 4.39 0.05769 .014644 0.06 1.598 0.00 1662.81 1122.53 2.532 1125.061 103.3 13.86 2.981 1128.042 0.00 3.105 3.50 0.00 0.00 0 0.00 3.41 0.05769 .013104 0.04 1.598 0.00 1666.22 1122.73 2.651 1125.377 103.3 13.21 2.710 1128.087 0.00 3.105 3.50 0.00 0.00 0 0.00 2.5'1 0.05769 .011783 0.03 1.598 0.00 1668.73 1122.87 2.782 112S.653 103.3 12.60 2.464 112B.117 0.00 3.105 3.50 0.00 0.00 0 0.00 1.64 0.05769 .010670 0.02 1.598 0.00 1670.37 1122.96 2.929 1125.894 103.3 12.01 2.240 1128.134 0.00 3.105 3.50 0.00 0.00 0 0.00 0.60 0.05769 .009784 0.01 1.598 0.00 RV-2.DOC Page 11 of 12 AL L. ASEE: VAN DELL AND ASSOCIATES _;P PAGE 8 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE SD SYSTEM LINE NO. 2; 100 -YEAR STORM EVENT FILENAME: "RV -2" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1670.97 1123.00 3.105 1126.105 103.3 11.45 2.035 1128.140 0.00 3.105 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1670.97 1123.00 6.821 1129.821 103.3 1.89 0,056 1129.877 0.00 1.731 7.00 8.00 0.00 0 0.00 RV-2.DOC Page 12 of 12 LATERAL 2-F VAN DELL AND ASSOCIATES, INC. PROJECT NO 'o 104 17801 CARTWRIGHT ROAD BY — DATE — CHK DATE — IRVINE, CALIFORNIA 92614 PAGE — 949-474-1400 6�' o c� T'f OD P-01-0 L- L -+06'e T -A cz +& 2� Im 9-7 + -7- o ot A- 0 4 I f V t No J cfL) TA-4r!�,U (I lt� �- , tie VELOCITY CONTROL RINGS CALCULATIONS Using Pressure and Momentu Equation ------ Tract 17027, RV Site 2-F VCR Station= 2+63.00 -Lateral Basic Equation: [(C2)d A 31 +K2(Q/d )A 2 (Cl)*d A 3 + K1 ([A-Ar]/A)*(Q/d )A 2 - C1*d A 3]-[ rdr A 31) Values d= pipe inside dia. h dr= height of ring VCR inside diameter 2.25 D-4-4 ft ft D1= depth of flow upstream from VCR —downstream D2= Dr= �fflwi from VCR flow in the VCR = D2 -h M-260 ft 0.53 ft -----Q= designdischarge 16,10 cfs; A= area of pipe 4.91 sf X= area of VCR 3.98 Ar=, area of ring = A -A' 0.93 sf Yields: from LACFCD Table of factors for pipes flowing partly f 11) D1/d K1 C1 0.18 '0.824b. Dr/d K2 C2 0.211 :10.0103 Dr/dr Kr Cr 0.23 0,2280 RIGHT SIDE OF EQUATION �(U Arearn from VCR) A—UP Variance 2.03% Value=1 11.03 -CE—FTSIDE OF EQUATION (Do nstream from VCR) Value= -10.81 DATE: 4/ 8/2005 TIME: 18:14 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 3.50 0.00 CD 30 4 2.50 HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME- 'IRV-2F" BY: E M RUIZ JN 0881.0106 PAGE NO 3 VCR-2F.DOC Page I of 5 Calcs with velocity control ring W S ELEV 1098.60 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 31.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 W S ELEV 1114.70 V1 VCR -217.130C Page 2 of 5 Calcs with velocity control ring F 0 5 1 5, WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 102.43 1096.67 30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 115.42 1097.02 30 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 127.93 1097.37 30 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 235.00 1100.30 30 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 263.00 1114.05 30 0.013 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 263.00 1114.05 30 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W S ELEV 1098.60 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 31.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 W S ELEV 1114.70 V1 VCR -217.130C Page 2 of 5 Calcs with velocity control ring L GEE: VAN DELL AND ASSOCIATES PAGE WATER SURFACE PxOFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102 .43 1096.67 0.780 1097.450 16.1 12.32 2.356 1099.806 0.00 1.355 2.50 0.00 0.00 0 0.00 12.99 0.02694 .036046 0.47 0.830 0.00 115.42 1097.02 0.764 1097.784 16.1 12.68 2.496 1100.280 0.00 1.355 2.50 0.00 0.00 0 0.00 12.51 0.02798 .039234 0.49 0.822 0.00 127.93 1097.37 0.746 1098.116 16.1 13.09 2.660 1100.776 0.00 1.355 2.50 0.00 0.00 0 0.00 10.80 0.02737 .042944 0.46 0.830 0.00 138.73 1097.66 0.728 1098.393 16.1 13.53 2.842 1101.235 0.00 1.355 2.50 0.00 0.00 0 0.00 12.54 0.02737 .048114 0.60 0.830 0.00 151.27 1098.01 0.704 1098.713 16.1 14.19 3.124 1101.837 0.00 1.355 2.50 0.00 0.00 0 0.00 10.45 0.02737 .054978 0.57 0.830 0.00 161.72 1098.30 0.680 1098.975 16.1 14.88 3.438 1102.413 0.00 1.355 2.50 0.00 0.00 0 0.00 9.06 0.02737 . 062B12 0.57 0.830 0.00 170.78 1098.54 0,657 1099.200 16.1 15.62 3.787 1102.987 0.00 1.355 2.50 0.00 0.00 0 0.00 8.02 0.02737 .071787 0.58 0.830 0.00 178.80 1098.76 0.635 1099.397 16.1 16.38 4.165 1103.562 0.00 1.355 2.50 0.00 0.00 0 0.00 7.22 0.02737 .082075 0.59 0.830 0.00 186.02 1098.96 0.614 1099.574 16.1 17.16 4.575 1104.149 0.00 1.355 2.50 0.00 0.00 0 0.00 6.59 0.02737 .093881 0.62 0.830 0.00 192.61 1099.14 0.594 1099.734 16.1 18.01 5.036 1104.770 0.00 1.355 2.50 0.00 0.00 0 0.00 6.04 0.02737 .107366 0.65 0.830 0.00 198.65 1099.31 0.574 1099.879 16.1 18.90 5.545 1105.424 0.00 1.355 2.50 0.00 0.00 0 0.00 5.61 0.02737 .122778 0.69 0.830 0.00 VCR-2F.DOC Page 3 of 5 Calcs with velocity control ring L iSEE: VAN DELL AND ASSOCIATES PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSItE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: 'IRV-2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 204.26 1099.46 0.555 1100.014 16.1 19.80 6.090 1106.104 0.00 1.355 2.50 0.00 0.00 0 0.00 5.22 0.02737 .140480 0.73 0.830 0.00 209.48 1099.60 0.537 1100.139 16.1 20.77 6.701 1106.840 0.00 1.355 2.50 0.00 0.00 0 0.00 4.90 0.02737 .160715 0.79 0.830 0.00 214.38 1099.74 0.519 1100.255 16.1 21.79 7.370 1107.625 0.00 1.355 2.50 0.00 0.00 0 0.00 4.60 0.02737 .183865 0.85 0.830 0.00 218.98 1099.86 0.502 1100.364 16.1 22 . 8*7 8.121 1108.485 0.00 1.355 2.50 0.00 0.00 0 0.00 4.34 0.02737 .210493 0.91 0.830 0.00 223.32 1099.98 0.4B6 1100.466 16.1 23.96 8.913 1109.379 0.00 1.355 2.50 0.00 0.00 0 0.00 4.10 0.02737 .240968 0.99 0.830 0.00 227.42 1100.09 0.470 1100.563 16.1 25.16 9.827 1110.390 0.00 1.355 2.50 0.00 0.00 0 0.00 3.89 0.02737 .275882 1.07 0.830 0.00 231.31 1100.20 0,455 1100.654 16.1 26.35 10.782 1111.436 0.00 1.355 2.50 0.00 0.00 0 0.00 3.69 0.02737 1\ 315897 1.17 0.830 0.00 235.00 1100.30 0.440 1100.740 16.1 (27.66A 11.883 1112.623 0.00 1.355 2.50 0.00 0.00 0 0.00 1� 3.91 0.49107 1- 322962 1.26 0.400 0.00 238.91 1102.22 0.449 1102.671 16.1 26.83 11.181 1113.852 0.00 1.355 2.50 0.00 0.00 0 0.00 4.96 0.49107 .289156 1.43 0.400 0.00 243.87 1104.65 0.464 1105.118 16.1 25.56 10.141 1115.259 0.00 1.355 2.50 0.00 0.00 0 0.00 3.80 0.49107 .252632 0.96 0.400 0.00 247.67 1106.52 0.480 1107.001 16.1 24.39 9.240 1116.241 0.00 1.355 2.50 0.00 0.00 0 0.00 3.04 0.49107 .220743 0.67 0.400 0.00 ('A A)c VCR-2F.DOC Page 4 of 5 Calcs with velocity control ring L �SEE: VAN DELL AND ASSOCIATES Fi PAGE' WATER SURFACE PROFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: 'IRV-2F11 BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 250.71 1108.02 0.496 1108.512 16.1 23.23 6.381 1116.893 0.00 1.355 2.50 0.00 0.00 0 0.00 2.50 0.49107 .192868 0.48 0.400 0.00 253.21 1109.24 0.513 1109.757 16.1 22.18 7.636 1117.393 0.00 1.355 2.50 0.00 0.00 0 0.00 2.10 0.49107 .168628 0.35 0.400 0.00 255.31 1110.27 0.531 1110.804 16.1 21.13 6.932 1117.736 0.00 1.355 2.50 0.00 0.00 0 0.00 1.78 0.49107 .147433 0.26 0.400 0.00 257.09 1111.15 0.549 1111.697 16.1 20.15 6.305 1118.002 0.00 1.355 2.50 0.00 0.00 0 0.00 1.53 0.49107 .128808 0.20 0.400 0.00 258.62 1111.90 0.567 1112.467 16.1 19.21 5.732 1118.199 0.00 1.355 2.50 0.00 0.00 0 0.00 1.32 0.49107 .112590 0.15 0.400 0.00 259.94 1112.55 0.587 1113.137 16.1 18.32 5.209 1118.346 0.00 1.355 2.50 0.00 0.00 0 0.00 1.16 0.49107 .098475 0.11 0.400 0.00 261.10 1113.12 0.607 1113.724 16.1 17.46 4,735 1118.459 0.00 1.355 2.50 0.00 0.00 0 0.00 1.01 0.49107 .086114 0.09 0.400 0.00 262.11 1113.61 0.628 1114.242 16.1 16.65 4.304 1118.546 0.00 1.355 2.50 0.00 0.00 0 0.00 .0-89 0.49107 .075333 0.07 0.400 0.00 263.00) 1114.05 0.650 1114.700 1.6.1 (15. 8� 3.915 1118.615 0.00 1.355 2.50 0.00 0.00 0 0 . 0C Ttk cx U-5 -% VCR-2F.DOC Page 5 of 5 Calcs with velocity control ring DATE: 4/ 8/2005 TIME: 11:43 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 7.00 3.50 0.00 CD 30 4 2.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 ANALYSIS WITHOUT VELOCITY CONTROL RINGS PAGE NO 3 RV-2F.DOC Page I of 8 Analysis without velocity control rings RV-2FDOC Page 2 of 8 Analysis without velocity control rings F 0 5 1 5 PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.43 1096.67 30 1098.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.42 1097.02 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 127.93 1097.37 30 0.013 0.00 31.86 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 235.00 1100.30 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 291.00 1127.80 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 311.90 1131.00 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 311.90 1131.00 1 0.500 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 311.90 1131.00 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV-2FDOC Page 2 of 8 Analysis without velocity control rings Ll EE: VAN DELL AND ASSOCIATES FOt PAGE WATER SURFACE Pr-r'ILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 102.43 1096.67 0.772 1097.442 16.1 12.50 2.426 1099.868 0.00 1.355 2.50 0.00 0.00 0 0.00 12.99 0.02694 .037663 0.49 0.830 0.00 115.42 1097.02 0.754 1097.774 16.1 12.90 2.584 1100.358 0.00 1.355 2.50 0.00 0.00 0 0.00 12.51 0.02798 .041385 0.52 0.822 0.00 127.93 1097.37 0.735 1098.105 16.1 13.37 2.777 1100.882 0.00 1.355 2.50 0.00 0.00 0 0.00 4.48 0.02737 .044328 0.20 0.830 0.00 132.41 1097.49 0.727 1098.220 16.1 13.56 2.857 1101.077 0.00 1.355 2.50 0.00 0.00 0 0.00 12.41 0.02737 .048447 0.60 0.830 0.00 144.82 1097.83 0.703 1098.535 16.1 14.22 3.141 1101.676 0.00 1.355 2.50 0.00 0.00 0 0.00 10.37 0.02737 .055358 0.57 0.830 0.00 155.19 1098.12 0.679 1098.795 16.1 14.92 3.457 1102.252 0.00 1.355 2.50 0.00 0.00 0 0.00 8.99 0.02737 .063244 0.57 0.830 0.00 164.18 1098.36 0.656 1099.018 16.1 15.65 3.801 1102.819 0.00 1.355 2.50 0.00 0.00 0 0.00 7.98 0.02737 .072277 0.58 0.830 0.00 172.16 1098.58 0.634 1099.214 16.1 16.41 4.182 1103.396 0.00 1.355 2.50 0.00 0.00 0 0.00 7.18 0.02737 .082633 0.59 0.830 0.00 179.34 1098.78 0.613 1099.390 16.1 17.22 4.604 1103.994 0.00 1.355 2.50 0.00 0.00 0 0.00 6.56 0.02737 .094515 0.62 0.830 0.00 185.90 1098.96 0.593 1099.549 16.1 18.05 5.059 1104.608 0.00 1.355 2.50 0.00 0.00 0 0.00 6.02 0.02737 .108087 0.65 0.830 0.00 191.92 1099.12 0.573 1099.694 16.1 18.94 5.571 1105.265 0.00 1.355 2.50 0.00 0.00 0 0.00 5.58 0.02737 .123597 0.69 0.830 0.00 RV-2F.DOC Page 3 of 8 Analysis without velocity control rings Li �EE: VAN DELL AND ASSOCIATES FCk PAGE WATER SURFACE PRuFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 197.50 1099.27 0.554 1099.828 16.1 19.85 6.120 1105.948 0.00 1.355 2.50 0.00 0.00 0 0.00 5.21 0.02737 .141412 0.74 0.830 0.00 202.71 1099.42 0.536 1099.952 16.1 20.83 6.736 1106.688 0.00 1.355 2.50 0.00 0.00 0 0.00 4.88 0.02737 .161775 0.79 0.830 0.00 207.59 1099.55 0.518 1100.068 16.1 21.85 7.410 1107.478 0.00 1.355 2.50 0.00 0.00 0 0.00 4.59 0.02737 .185069 0.85 0.830 0.00 212.18 1099.68 0.501 1100.177 16.1 22.90 8.144 1108.321 0.00 1.355 2.50 0.00 0.00 0 0.00 4.33 0.02737 .211864 0.92 0.830 0.00 216.51 1099.79 0.485 1100.279 16.1 24.03 8.966 1109.245 0.00 1.355 2.50 0.00 0.00 0 0.00 4.09 0.02737 .242526 0.99 0.830 0.00 220.60 1099.91 0.469 1100.375 16.1 25.20 9.857 1110.232 0.00 1.355 2.50 0.00 0.00 0 0.00 3.88 0.02737 .277652 1.08 0.830 0.00 224.48 1100.01 0.454 1100.466 16.1 26.44 10.853 1111.319 0.00 1.355 2.50 0.00 0.00 0 0.00 3.68 0.02737 .317864 1.17 0.830 0.00 228.16 1100.11 0.439 1100.552 16.1 27.71 11.924 1112.476 0.00 1.355 2.50 0.00 0.00 0 0.00 3.51 0.02737 .363953 1.28 0.830 0.00 231.67 1100.21 0.425 1100.634 16.1 29.06 13.114 1113.748 0.00 1.355 2.50 0.00 0.00 0 0.00 3 .33 0.02737 .416867 1.39 0.830 0.00 235.00 1100.30 0.411 1100.711 16.1 30.49 14.438 1115.149 0.00 1.355 2.50 0.00 0.00 0 0.00 8.36 0.49107 .434045 3.63 0.400 0.00 243.36 1104.41 0.416 1104.823 16.1 29.98 13-958 1118.781 0.00 1.355 2.50 0.00 0.00 0 0.00 13.21 0.49107 .396213 5.23 0.400 0.00 RV-2F.DOC Page 4 of 8 Analysis without velocity control rings L'. �EE: VAN DELL AND ASSOCIATES F0kE PACE WATER SURFACE PhuFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 256.57 1110.89 0.430 1111.323 16.1 28.55 12.653 1123.976 0.00 1.355 2.50 0.00 0.00 0 0.00 7.84 0.49107 .345939 2.71 0.400 0.00 264.41 1114.74 0.444 1115.186 16.1 27.24 11.524 1126.710 0.00 1.355 2.50 0.00 0.00 0 0.00 5.46 0.49107 .302057 1.65 0.400 0.00 269.87 1117.42 0.459 1117.882 16.1 25.97 10.471 1128.353 0.00 1.355 2.50 0.00 0.00 0 0.00 4.12 0.49107 .263968 1.09 0.400 0.00 273.99 1119.45 0.475 1119.922 16.1 24.77 9.527 1129.449 0.00 1.355 2.50 0.00 0.00 0 0.00 3.26 0.49107 .230701 0.75 0.400 0.00 277.25 1121.05 0.491 1121.539 16.1 23.61 8.654 1130.193 0.00 1.355 2.50 0.00 0.00 0 0.00 2.66 0.49107 .201613 0.54 0.400 0.00 279.91 1122.35 0.508 1122.862 16.1 22.52 7.873 1130.735 0.00 1.355 2.50 0.00 0.00 0 0.00 2.22 0.49107 .176200 0.39 0.400 0.00 282.13 1123.44 0.525 1123.968 16.1 21.47 7.156 1131.124 0.00 1.355 2.50 0.00 0.00 0 0.00 1.87 0,49107 .153976 0.29 0.400 0.00 284.00 1124.36 0.543 1124.906 16.1 20.46 6.499 1131.405 0.00 1.355 2.50 0.00 0.00 0 0.00 1.61 0.49107 .134557 0.22 0.400 0.00 285.61 1125.15 0.561 1125.714 16.1 19.52 5.914 1131.628 0.00 1.355 2.50 0.00 0.00 0 0.00 1.38 0.49107 .117643 0.16 0.400 0.00 286.99 1125.83 0.581 1126.414 16.1 18.59 5.367 1131.781 0.00 1.355 2.50 0.00 0.00 0 0.00 1.21 0.49107 .102859 0.12 0.400 0.00 288.20 1126.43 0.600 1127.027 16.1 17.73 4.882 1131.909 0.00 1.355 2.50 0.00 0.00 0 0.00 1.06 0.49107 .089911 0.10 0.400 0.00 RV-2F.DOC Page 5 of 8 Analysis without velocity control rings L 4EE: VAN DELL AND ASSOCIATES F(' PAGE WATER SURFACE PmOFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY: E M RUIZ jN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 289.26 1126.94 0.621 1127.565 16.1 16.91 4.441 1132.006 0.00 1.355 2.50 0.00 0.00 0 0.00 0.93 0.49107 .076636 0.07 0.400 0.00 290.19 1127.40 0.642 1128.042 16.1 16.12 4.033 1132.075 0.00 1.355 2.50 0.00 0.00 0 0.00 0.81 0.49107 .068797 0.06 0.400 0.00 291.00 1127.80 0.665 1128.465 16.1 15.38 3.672 1132.137 0.00 1.355 2.50 0.00 0.00 0 0.00 3.23 0.15311 .060271 0.19 0.532 0.00 294.23 1128.30 0.687 1128.982 16.1 14.68 3.345 1132.327 0.00 1.355 2.50 0.00 0.00 0 0.00 2.79 0.15311 .052796 0.15 0.532 0.00 297.02 1128.72 0.711 1129.433 16.1 13.99 3.038 1132.471 0.00 1.355 2.50 0.00 0.00 0 0.00 2.35 0.15311 .046215 0.11 0.532 0.00 299.37 1129.08 0.736 1129.818 16.1 13.34 2.763 1132.581 0.00 1.355 2.50 0.00 0.00 0 0.00 2.00 0.15311 .040466 0.08 0.532 0.00 301.37 1129.39 0.762 1130.150 16.1 12.72 2.511 1132.661 0.00 1.355 2.50 0.00 0.00 0 0.00 1.72 0.15311 .035424 0.06 0.532 0.00 303.09 1129.65 0.788 1130.439 16.1 12.12 2.282 1132.721 0.00 1.355 2.50 0.00 0.00 0 0.00 1.47 0.15311 .031016 0.05 0.532 0.00 304.56 1129.88 0.816 1130-692 16.1 11.56 2.074 1132.766 0.00 1.355 2.50 0.00 0.00 0 0.00 1.27 0.15311 .027174 0.03 0.532 0.00 305.83 1130.07 0.845 1130.915 16.1 11.02 1.886 1132.801 0.00 1.355 2.50 0.00 0.00 0 0.00 1.09 0.15311 .023813 0.03 0.532 0.00 306.92 1130.24 0.875 1131-113 16.1 10.51 1.715 1132.828 0.00 1.355 2.50 0.00 0.00 0 0.00 0.95 0.15311 .020870 0.02 0.532 0.00 RV-2F.DOC Page 6 of 8 Analysis without velocity control rings Ll EE: VAN DELL AND ASSOCIATES FO� PAGE WATER SURFACE PhuFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME.- "RV -2F" BY: E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 307.87 1130.38 0.906 1131.288 16.1 10.02 1.559 1132.847 0.00 1.355 2.50 0.00 0.00 0 0.00 0.80 0.15311 .018299 0.01 0.532 0.00 308.67 1130.51 0.939 1131.445 16.1 9.55 1.418 1132.863 0.00 1.355 2.50 0.00 0.00 0 0.00 0.70 0.15311 .016048 0.01 0.532 0.00 309.37 1130.61 0.972 1131.585 16.1 9.11 1.289 1132.874 0.00 1.355 2.50 0.00 0.00 0 0.00 0.58 0.15311 .014079 0.01 0.532 0.00 309.95 1130.70 1.008 1131.710 16.1 8.68 1.171 1132,881 0.00 1.355 2.50 0.00 0.00 0 0.00 0.50 0.15311 .012363 0.01 0.532 0.00 310.45 1130.78 1.045 1131.823 16.1 8.28 1.065 1132.888 0.00 1.355 2.50 0.00 0.00 0 0.00 0.41 0.15311 .010856 0.00 0.532 0.00 310.86 1130.84 1.083 1131.924 16.1 7.90 0.968 1132.892 0.00 1.355 2.50 0.00 0.00 0 0.00 0.34 0.15311 .009536 0.00 0.532 0.00 311.20 1130.89 1.123 1132.015 16.1 7.53 0.880 1132.895 0.00 1.355 2.50 0.00 0.00 0 0.00 0.26 0.15311 .008382 0.00 0.532 0.00 311.46 1130.93 1.165 1132.097 16.1 7.18 0.800 1132.897 0.00 1.355 2.50 0.00 0.00 0 0.00 0.20 0.15311 .007373 0.00 0.532 0.00 311.66 1130.96 1.209 1132.172 16.1 6.84 0.727 1132.899 0.00 1.355 2.50 0.00 0.00 0 0.00 0.13 0.15311 .006490 0.00 0.532 0.00 311.79 1130.98 1.255 1132.239 16.1 6.53 0.661 1132.900 0.00 1.355 2.50 0.00 0.00 0 0.00 0.08 0.15311 .005715 0.00 0.532 0.00 311.87 1131.00 1.303 1132.299 16.1 6.22 0.601 1132.900 0.00 1.355 2.50 0.00 0.00 0 0.00 0.03 0.15311 .005031 0.00 0.532 0.00 RV-2FDOC Page 7 of 8 Analysis without velocity control rings L', ;EE: VAN DELL AND ASSOCIATES FG, 4 PAGE WATER SURFACE PhuFILE LISTING TRACT NO. 17027 (RV SITE) CITY OF FONTANA, CALIFORNIA ONSITE STORM DRAIN SYSTEM LATERAL NO. 2-F; 100 -YR STORM ANALYSIS FILENAME: "RV -2F" BY- E M RUIZ JN 0881.0106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 311.90 1131.00 1.355 1132.355 16.1 5.93 0.545 1132.900 0.00 1.355 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 311.90 1131.00 2.006 1133.006 16.1 2.29 0.082 1133.088 0.00 0.870 7.00 3.50 0.00 0 0.00 RV -217.130C Page 8 of 8 Analysis without velocity control rings OFFSITE VAN DELL AND ASSOCIATES, INC. PROJECT NQ. '�R ( , 610 BY -DATE 17801 CARTWRIGHT ROAD IRVINE, CALIFORNIA 92614 CHK DATE PAGE -OF 949-474-1400 0�fc;'�Tc-' TUM Au 1. 7 j g, (e 7 ci G'v o-42-67 Sr, qr VELOCITY CONTROL RINGS CALCULATIONS U-s—ing 0�re"6reaWd--M-- omentum Equation I - -1 1 Tract 17027, RV Site Basi - c - E . q - u I ation: ... Pffsite system along Cypress Avenue V C- R S-ta-:- --j_j9_t02. 00 [(C2)d A 3] +K2(Q/ )A 2 (Cl)*d A 3 + K1 ([A-Ar]/A)*(Q/d)A 2 - ([Cl*d A 3]-[ rdr A 3]) Legend: pipe inside dia. height o -f rin-g---,-- VCR inside diameter depth of flow upstream from VCR depth of flow downstream from VCR flow in the VCR D2 -h design. -discharge--- area of pipe area of VCR area of ring (From LACFCD Table of factors for pipes flo D1/d KI C1 d= ------,h= dr= D1= D2= Dr= Q= 5.00 ft inch 3.00 4.50 ----- ft ft 2.67 ft 3.00 ft cfs sf 301.70 A= A'= Yields: 19.63 15.90 sf i!lg _partly full) 0.53 0.0736 0..0956 Dr/d K2 C2 0.60, 0.0632, 0,12761 Dr1dr Kr C r 0.67 0.0559 0. 1644 RIGHT SIDE OF EQUATION (Upstream from VCR) Value= 232.04 LEFT SIDE OF EQUATION (Downstream from VCR) -L-value= Variance -0.54% DATE: 4/ 6/2005 TIME: 14: 5 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 48 4 4.00 CD 60 4 5.00 CD 1 3 0 0.00 4.00 5.00 0.00 0.00 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8B10104) RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page] of8 PAGE NO 3 W S ELEV 1030.22 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 3.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 145.5 0.0 1067.97 0.00 35.00 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 2 of 8 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1010.82 1017.10 60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1033.50 1018.18 60 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1072.37 1020.04 60 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1225.43 1027.36 60 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1320.75 1031.91 60 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1546.00 1042.62 60 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1733.21 1046.36 60 0.013 ELEMENT NO B IS A REACH U/S DATA STATION INVERT SECT N 1790.00 1047.50 60 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1830.03 1050.43 60 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 2050.88 1066.61 60 0.013 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2062.88 1068.09 48 46 0 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 2083.02 1069.13 48 0.013 W S ELEV 1030.22 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 3.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 145.5 0.0 1067.97 0.00 35.00 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 2 of 8 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RV.DOC, TR 17027 OFFSlTE DRAINAGE SYSTEM Page 3 of 8 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2150.00 1072.60 48 0.013 0.00 13.05 0.00 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2553.23 1077.66 48 0.013 0.00 78.58 0.00 1 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2589.14 1078.11 48 0.013 0.00 91.44 0.00 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2601.14 1078.26 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2601.14 1078.26 48 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC RV.DOC, TR 17027 OFFSlTE DRAINAGE SYSTEM Page 3 of 8 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 1 WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0681.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1010.82 1017.10 13.120 1030.220 301.7 15.37 3.666 1033.886 0.00 4.676 5.00 0.00 0.00 0 0.00 22.68 0.04762 .013419 0.30 2.590 0.00 1033 .50 1018.18 12.344 1030.524 301.7 15.37 3.666 1034.190 0.00 4.676 5.00 0.00 0.00 0 0.00 3B.87 0.04785 .013419 0.52 2.587 0.00 1072.37 1020.04 11.733 1031.773 301.7 15.37 3.666 1035.439 0.00 4.676 5.00 0.00 0.00 0 0.00 64.06 0.04782 .013419 0.86 2.587 0.00 1136.43 1023.10 9.527 1032.630 301.7 15.37 3.666 1036.296 0.00 4.676 5.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1136.43 1023.10 2.628 1025.731 301.7 28.85 12.921 1038.652 0.00 4.676 5.00 0.00 0.00 0 0.00 89.00 0.04782 .044800 3.99 2.587 0.00 1225.43 1027.36 2.649 1030.009 301.7 28.57 12.675 1042.684 0.00 4.676 5.00 0.00 0.00 0 0.00 95.32 0.04773 .043136 4.11 2.588 0.00 1320.75 1031.91 2.690 1034.600 301.7 28.02 12.194 1046.794 0.00 4.676 5.00 0.00 0.00 0 0.00 76.35 0.04755 .040760 3.11 2.591 0.00 1397.10 1035.54 2.742 1038.282 301.7 27.36 11.624 1049.906 0.00 4.676 5.00 0.00 0.00 0 0.00 91.40 0.04755 .037166 3.40 2.591 0.00 1488.50 1039.89 2.850 1042.736 301.7 26.09 10.568 1053.304 0.00 4.676 5.00 0.00 0.00 0 0.00 57.50 0.04755 .03283B 1.89 2.591 0.00 1546.00 1042.62 2.965 1045.S85 301.7 24.87 9.608 1055.193 0.00 4.676 5.00 0.00 0.00 0 0.00 28.95 0.01998 .031616 0.92 3.444 0.00 1574.95 1043.20 2.917 1046.115 301.7 25.37 9 .991 1056.106 0.00 4.676 5.00 0.00 0.00 0 0.00 60.89 0.01998 .034545 2.10 3.444 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 4 of 8 L�CENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 2 WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1635.84 1044 .41 2.805 1047.220 301.7 26.60 10. 989 1058.209 0.00 4.676 5.00 0.00 0.00 0 0.00 51.88 0.01998 .039116 2.03 3.444 0.00 1687.72 1045.45 2.699 1048 � 150 301.7 27.90 12.088 1060.238 0.00 4.676 5.00 0.00 0.00 0 0.00 45.49 0.01998 .044342 2.02 3.444 0.00 1733.21 1046.36 2.599 1048.959 301.7 29.26 13.297 1062.256 0.00 4.676 5.00 0.00 0.00 0 0.00 17.64 0.02007 .048396 0.85 3.438 0.00 1750.85 1046 . '71 2.557 1049.271 301.7 29.85 13.836 1063.107 0.00 4.676 5.00 0.00 0.00 0 0.00 39.15 0.02007 .053033 2.08 3.438 0.00 1790.00 1047.50 2.464 1049.964 301.7 31.31 15.219 1065.183 0.00 4.676 5.00 0.00 0.00 0 0.00 40.03 0.07319 .054441 2.18 2.285 0.00 1830.03 1050.43 2.517 1052.947 301.7 30.47 14.418 1067.365 0.00 4.676 5.00 0.00 0.00 0 0.00 41.02 0.07326 .050003 2.05 2.285 0.00 1871.05 1053.43 2.591 1056.026 301.7 29.36 13.385 1069.411 0.00 4.676 5.00 0.00 0.00 0 0.00 39.09 0.07326 .044722 1.75 2.285 0.00 1910.14 1056.30 2.692 1058.991 301.7 27.99 12.167 1071.158 0.00 4.676 5.00 0.00 0.00 0 0.00 29.61 0.07326 .039450 1.17 2.285 0.00 1939.75 1058.47 2.797 1061.266 301.7 26.69 11.061 1072.327 0.00 4.676 5.00 0.00 0.00 0 0.00 23.26 0.07326 .034835 0.81 2.285 0.00 1963 .01 1060.17 2.909 1063.081 301.7 25.45 10.055 1073.136 0.00 4.676 5.00 0.00 0.00 0 0.00 18.75 0.07326 .030802 0.58 2.285 0.00 1981.76 1061.55 3.027 1064 .573 301.7 24.26 9.142 1073.715 0.00 4.676 5.00 0.00 0.00 0 0.00 15.35 0.07326 .027272 0.42 2.285 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 5 of 8 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 3 WATER SURFACE PROFILE LISTING TR 1702-7 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1997.11 1062.67 3.152 1065.823 301.7 23.13 8.311 1074.134 0.00 4.676 5.00 0.00 0.00 0 0.00 12.68 0.07326 .024186 0.31 2.285 0.00 2009.79 1063 .60 3.285 1066.885 301.7 22.06 7.555 1074.440 0.00 4.676 5.00 0-00 0.00 0 0.00 10.53 0.07326 .021493 0.23 2.285 0.00 2020.32 1064.37 3.427 1067.798 301.7 21.03 6.869 1074.667 0.00 4.676 5.00 0.00 0.00 0 0.00 8.71 0.07326 .019149 0.17 2.285 0.00 2029.03 1065.01 3.580 1068.589 301.7 20.05 6.244 1074 . B33 0.00 4.676 5.00 0.00 0.00 0 0.00 7.15 0. 07326 .017118 0.12 2.285 0.00 2036.18 1065.53 3 .746 1069.279 301.7 19.12 5.676 1074.955 0.00 4.676 5.00 0.00 0.00 0 0.00 5.77 0.07326 .015370 0.09 2.285 0.00 2041.95 1065.96 3.928 1069.884 301.7 18.23 5.160 1075.044 0.00 4.676 5.00 0.00 0.00 0 0.00 4.45 0.07326 .013892 0.06 2.285 0.00 2046.40 1066.28 4.133 1070.415 301.7 17.38 4.691 1075.106 0.00 4.676 5.00 0.00 0.00 0 0.00 3.13 0.07326 .012693 0.04 2.285 0.00 2049.53 1066.51 4.370 1070.881 301.7 16.57 4.265 1075.146 0.00 4.676 5.00 0.00 0.00 0 0.00 1.35 0.07326 .011881 0.02 2.285 0.00 2050.88 1066.61 4.676 1071.286 301.7 15.80 3.876 1075.162 0.00 4.676 5.00 0.00 0.00 0 0.00 JUNCT STR 0.12333 .011711 0.14 0.00 2062.88 1068.09 6.171 1074.261 156.2 12.43 2.399 1076.660 0.00 3.642 4.00 0.00 0.00 0 0.00 12 .68 0.05164 .011825 0.15 1,950 0.00 2075.56 1068.74 5.667 1074.412 156.2 12.43 2.399 1076.811 0.00 3.642 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 6 of 8 LICENSEE: VAN DELL AND ASSOCIATES FOS15P PAGE 4 WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2075.56 1068.74 2.352 1071.097 156.2 20.33 6.417 1077.514 0.00 3.642 4.00 0.00 0.00 0 0.00 7.46 0.05164 .027303 0.20 1.950 0.00 2083.02 1069.13 2.384 1071.514 156.2 20.00 6.210 1077.724 0.00 3.642 4.00 0.00 0.00 0 0.00 11.43 0.051BI .025751 0.29 1.947 0.00 2094.45 1069.72 2.444 1072 .166 156.2 19.41 5.852 1078.018 0.00 3.642 4.00 0.00 0.00 0 0.00 15.15 0.05181 .023369 0.35 1.947 0.00 2109.60 1070.51 2.545 1073 .052 156.2 1B.51 5.321 1078.373 0.00 3.642 4.00 0.00 0.00 0 0.00 12.09 0.05181 .020733 0.25 1.947 0.00 2121.69 1071.13 2.653 1073 .786 156.2 17.65 4 . B37 1078.623 0.00 3.642 4.00 0.00 0.00 0 0.00 9.70 0.05181 .018436 0.18 1.947 0.00 2131.39 1071.64 2.769 1074 .405 156.2 16.83 4.397 1078.802 0.00 3.642 4.00 0.00 0.00 0 0.00 7.80 0.05181 .016436 0.13 1.947 0.00 2139.19 1072.04 2.893 1074.933 156.2 16.05 3.998 1078.931 0.00 3.642 4.00 0.00 0.00 0 0.00 6.13 0 . 051B1 .014705 0.09 1.947 0.00 2145.32 1072 .36 3.029 1075.386 156.2 15.30 3.634 1079.020 0.00 3.642 4.00 0.00 0.00 0 0.00 4.68 0.05181 .013223 0.06 1.947 0.00 2150.00 1072.60 3.179 1075.779 156.2 14.59 3.304 1079.083 0.00 3.642 4.00 0.00 0.00 0 0.00 204.71 0.01255 .012501 2.56 3.177 0.00 2354.71 1075.17 3.188 1078.357 156.2 14.54 3.284 1081.641 0.00 3.642 4.00 0.00 0.00 0 0.00 198.52 0.01255 .011905 2.36 3.177 0.00 2553.23 1077.66 3.359 1081.019 156.2 13.87 2.985 1084.004 0.00 3.642 4.00 0.00 0.00 0 0.00 35.91 0.01253 .011062 0.40 3.180 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 7 of 8 LICENSEE: VAN DELL AND ASSOCIATES F0515P PAGE 5 WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT FILENAME: "RVII BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 2589.14 1078.11 3 .483 1081.593 156.2 13.45 2.809 1084.402 0.00 3.642 4.00 0.00 0.00 0 0.00 12.00 0.01250 .010549 0.13 3.183 0.00 2601.14 1078.26 3.642 1081.902 156.2 13.00 2.626 1084.528 0.00 3.642 4.00 0.00 0.00 0 0.00 RV.DOC, TR 17027 OFFSITE DRAINAGE SYSTEM Page 8 of 8 DATE: 4/10/2005 TIME: 11:13 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) YM Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 48 4 4.00 CD 60 4 5.00 CD 1 3 0 0.00 4.00 5.00 0.00 0.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT WITH VELOCITY CONT. RING FILENAME: "VCR -RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) VCR-RV.DOC Page] of4 WITH VELOCITY CONTROL RING W S ELEV 1030.22 W S ELEV 1058.95 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 F 0 5 1 5 RADIUS ANGLE ANG PT MAN H 0.00 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 U/S DATA STATION INVERT SECT 1010.82 1017.10 60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1033.50 101B.18 60 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1072.37 1020.04 60 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1225.43 1027.36 60 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1320.75 1031.91 60 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1546.00 1042.62 60 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1733.21 1046.36 60 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1790.00 1047.50 60 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1830.03 1050.43 60 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1902.00 1055.70 60 0.013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1902.00 1055.70 60 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W S ELEV 1030.22 W S ELEV 1058.95 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 49.49 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 7.86 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 4.61 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 3.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 VCR-RV.DOC Page 2 of 4 WITH VELOCITY CONTROL RING 4SEE: VAN DELL AND ASSOCIATES PAGE I WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT WITH VELOCITY CONT. RING FILENAME: "VCR -RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1010.82 1017.10 13.120 1030.220 301.7 15.37 3.666 1033.886 0.00 4.676 5.00 0.00 0.00 0 0.00 22.68 0.04762 .013419 0.30 2.590 0.00 1033.50 1018.18 12.344 1030.524 301.7 15.37 3.666 1034.190 0.00 4.676 5.00 0.00 0.00 0 0.00 38.87 0.04785 .013419 0.52 2.587 0.00 1072.37 1020.04 11.733 1031.773 301.7 15.37 3.666 1035.439 0.00 4.676 5.00 0.00 0.00 0 0.00 65.65 0.04782 .013419 0.88 2.587 0.00 1138.02 1023 .18 9.474 1032 .654 301 .7 15.37 3 .666 1036.320 0.00 4.676 5.00 0 .00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1138.02 1023.18 2.637 1025.817 301.7 28.73 12.820 1038.637 0.00 4.676 5.00 0.00 0.00 0 0.00 87.41 0.04782 .044193 3.86 2.587 0.00 1225.43 1027.36 2.662 1030.022 301.7 28.38 12.511 1042.533 0.00 4.676 5.00 0.00 0.00 0 0.00 95.32 0.04773 .042167 4.02 2.588 0.00 1320.75 1031.91 2.714 1034 .624 301.7 27.72 11.931 1046.555 0.00 4.676 5.00 0.00 0.00 0 0.00 31.69 0.04755 .040275 1.28 2.591 0.00 1352.44 1033.42 2.737 1036.154 301.7 27.42 11.675 1047.829 0.00 4.676 5.00 0.00 0.00 0 0.00 93 .76 0.04755 .037378 3.50 2.591 0.00 1446.20 1037.87 2.845 1040 .720 301.7 26.14 10.613 1051.333 0.00 4.676 5.00 0.00 0.00 0 0.00 58.57 0.04755 .033021 1.93 2.591 0.00 1504.77 1040.66 2.959 1043.619 301.7 24.93 9.649 1053.268 0.00 4.676 5.00 0.00 0.00 0 0.00 41.23 0.04755 .029213 1.20 2.591 0.00 1546.00 1042.62 3.080 1045.700 301.7 23.77 8.771 1054.471 0.00 4.676 5.00 0.00 0.00 0 0.00 60.51 0.01998 .028667 1.73 3.444 0.00 VCR-RV.DOC Page 3 of4 WITH VELOCITY CONTROL RING NSEE: VAN DELL AND ASSOCIATES .5p PAGE 2 WATER SURFACE PROFILE LISTING TR 17027 (RV SITE) CITY OF FONTANA OFFSITE DRAINAGE SYSTEM, 100 -YR STORM EVENT WITH VELOCITY CONT. RING FILENAME: "VCR -RV" BY: E M RUIZ JN 0881.0106 (FILE LOCATION: 8810104) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM so SF AVE HF NORM DEPTH ZR 1606.51 1043.83 2.994 1046.823 301.7 24.58 9.383 1056.206 0.00 4.676 5.00 0.00 0.00 0 0.00 69.26 0 . 0199B .031851 2.21 3.444 0.00 1675.77 1045.21 2.878 1048 .090 301.7 25.78 10.322 1058.412 0.00 4.676 5.00 0.00 0.00 0 0.00 57.44 0.01998 .036040 2.07 3.444 0.00 1733 .21 1046 .36 2.769 1049.129 301.7 27.04 11.353 1060.482 0.00 4.676 5.00 0.00 0.00 0 0.00 8.13 0.02007 .038648 0.31 3.438 0.00 1741.34 1046.52 2.752 1049.275 301.7 27.24 11.521 1060.796 0.00 4.676 5.00 0.00 0.00 0 0.00 48.66 0.02007 .041626 2.03 3.438 0.00 1790.00 1047.50 2.649 1050.149 301.7 28.57 12.675 1062.824 0.00 4.676 5.00 0.00 0.00 0 0.00 B . 96 0.07319 .043554 0.39 2.285 0.00 1798.96 1048.16 2.673 1050.829 301.7 28.24 12.380 1063.209 0.00 4.676 5.00 0.00 0.00 0 0.00 31.07 0.07319 .040361 1.25 2.285 0.00 1830.03 1050.43 2.778 1053.208 301.7 26.92 11.255 1064.463 0.00 4.676 5.00 0.00 0.00 0 0.00 22.66 0.07322 .035794 0.81 2.285 0.00 1852 .69 1052.09 2.880 1054 .970 301.7 25.76 10.306 1065.276 0.00 4.676 5.00 0.00 0.00 0 0.00 19.82 0.07322 .031795 0.63 2.285 0.00 1872 .51 1053.54 2.996 1056.537 301.7 24.56 9.370 1065.907 0.00 4.676 5.00 0.00 0.00 0 0.00 16.16 0.07322 .028139 0.45 2.285 0.00 1888.67 1054.72 3.119 1057.843 301.7 23.42 8.517 1066.360 0.00 4.676 5.00 0.00 0.00 0 0.00 13.33 0.07322 .024944 0.33 2.285 0.00 1902.00 1055.70 3.250 1058.950 301.7 22.33 7.744 1066.694 0.00 4.676 5.00 0.00 0.00 0 0.00 VCR-RV.DOC Page 4 of 4 WITH VELOCITY CONTROL RING Riprap Sizing Calculations RIPRAP DESIGN PROJECT: Tract 17027 RV Site SECTION: Inlet Riprap Analysis for Line 2 /\J0DC- CALC BY: DJH Ref: U.S. Army Corps of Engineers, EM 1110-2-1601, 1 July 1991, w/ Change 1, 30 June 1994 Assume SSID Specific Weight of Stone, y, 165 pcf Try W50(min) = 975.00 lbs D50(min) = 2.24 ft D100(max) 3.84 ft D30(min) = 1.87 ft D90(min) = 2.70 ft Dl,(min) = 1.52 ft D,5(min) = 2.65 ft RIPRAP GRADATION Percent Lighter Limits of Stone By Weight (SSD) Weight, lbs 100 1950 - 4875 50 975 - 1444 15 305 - 722 Minimum Layer Thickness, T* 46.0 in Use Layer Thickness, T = 36.0 in SIZE Limits of Stone Diameter. in 33.91 - 46.03 26.92 - 30.68 18.27 - 24.35 m Vt 13,-L5 -fos --�' �z 145 175 -f+ m c _16 c - (D CD L _16 AVERAGE VELOCITY, FPS SPHERICAL DIAMETER 050, FT BASIC EQUATIONS WHERE: V FPS :VELOCITY, Ts SPECIFIC STONE WEIGHT, L6/FT3 V -C[2gl?i_WlI/z(D5O 'rW Tw -SPECIFIC WEIGHT OF wArER, 62.5 LWFT3 1/2 W50 - WEI HT OF STONE. SUBSCRIPT DENOTES STONE STA'BILITY I li PERCC;ENT OF TOTAL WEIGHT OF MATERIAL CONTAINING STONE OF LESS WEIGHT. VELOCITY VS STONE DIAMETER [GW.,0\1/3 D50 . SPHERICAL DIAMETER OF STONE HAVING Dn- TIVS C THE SAME WEIGHT AS Wso ISBASH CONSTANT (O�" FOR HIGH HYDRAULIC DE31GN CHART 712-1 TURBULENCE LEVEL FLOW AND 1.2k (41MEET I OF 9) ,OR LOW TURDULENCE LEVEL FLOW) REV 0-34, 9-70 WES 0-57 ACCELERATION OF GRAVITY, FT/SECZ Vt 13,-L5 -fos --�' �z 145 175 -f+ m c _16 c - (D CD L _16 IT! 03 2 -A M c— C S. -16 011 C? AVERAGE VELOCITY, FPS SPHERICAL DIAMETER Dsa, FT BASIC EQUATIONS WHERE: V :VELOCITY, FPS 73 SPECIFIC STONE WEIGHT, Lg/Fj 3 v c 12 9( 7 'fW 1/2 Tw SPECIFIC WEIGHT OF WATER, 59.5 LB/FT3 Wso WEI OF STOKE. SUBSCRIPT DENOTES STONE STABILITY PERGCHETNT OF TOTAL WEIGHT Of MATERIAL CONTAINING STONE OF LESS WEIGHT. VELOCITY VS STONE DIAMETER D30 SPHERICAL DIAMETER OF STONE HAVING DSO THE SAME WEIGHT AS W50 ISBASH CONSTANT (A" FOR HIGH HYDRAULIC DESIGN C14ART 712-1 TURBULENCE LEVEL FLOW AND 1.20 (SHEET 2 OF 0) FOR LOW TURBULENCE LEVEL FLOW) ACCELERATION OF GRAVITY,FT/SECS REY 4-36,9-70 WE3 0-57 -A M c— C S. -16 011 C? Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channel - 1 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Slope 0.270584 ft/ft Left Side Slope 1.00 V:H Right Side Slope 1.00 V:H Bottom Width 12.00 ft Discharge 82.62 cfs Results Depth 0.50 ft Flow Area 6.2 ft2 Wetted Perimeter 13.41 ft Top Width 13.00 ft Critical Depth 1.10 ft Critical Slope 0.019289 ft/ft Velocity 13.25 ft/s Velocity Head 2.73 ft Specific Energy 3.23 ft Froude Number 3.37 Flow Type Supercritical Project Engineer: MIS Department d:\program files\haestad\fmw\project5.fm2 FlowMaster v6.0 [614b] 1/3/2005 5:52 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page I Structural Calculation VAN DELLAND ASSOCIATES, INC. Project Namimne ....... VA,Engiriaers Plannem Surveyors Project No ........... l7sa.i cartwriaht Roa.d. Irvine, GA.- 926`14 Str. Name ............ T:(i,till) 474-1400 F:(949) 22b-5989 rn Desi Van Del ICE -.Ca Lyn by ............ Internet Site* www DESIGN DATA DEAD LOAD: CONCRETE DENSITY, w = 150 CFS SOIL DENSITY, w = 120 CFS CONCH -- : WORKING VC 4,000 psi fy 60,000 Psi SHEAR AND BOND STRESSES PER ACI 318-88. GEOTECHNICAL: ACTIVE EFP (LEVEL) 37 psf ACTIVE EFP (2: 1) 57 psF PASSIVE EFP = 350 psf MAX FOUNDATION PRESSURE 3500 psf FOR ADDITIONAL INFORMATION AND GEOTECHNICAL PARAMETERS NOT SHOWN REFER. TO RMA GROUP'S GEOTECNICAL REPORT, TRACT NO. 17027, CITY OF FONTANA, CALIFORNIA, DATE JULY 9, 2004 VAN DELL AND ASSOCIATES, INC. Project Name ....... RV � rrE5' Engineers Planners Surveyors TLA Cf. Project No ........... 1780 1 Cartwright Road. Irvine, GA. 926 14 Str. Name ............ T:(949) 474-1400 F:(949) 225-5989 ITI ... ; Site: www.VanDeliCE.com Design by ....... I -- 5-TiZE55 (�KNLS5 6c4z L 7- ,Ai-"�- SIMPLY �eA(Y] A"�LYSIS IS AKLICD -PUZ R . 'i S e' 0 f Sl Aj T11; E x —r -s -q4A-r wtL-L A,-��uALL� 0 C (Z- - 5 T -1Z. -,TA61L1T\/ IS oy- 6Y )"SeecftutJ. A Acce�5 izo 1� k/1'' (Y L 071 Q� -= H Z 3 2 -Sl IQUF MI -1 r 56F— A11AL460---,-- [-I- = 1f\V = _fb P�- r r T -� Zo Va" 0 of 5T're- 16 - V'V)Ax= ff /+ FL, FL,F- 4�: COX -ryz� L—S I - a -J) ,,,Al-(,. Pao(�',o < C -- V"' J c PL :n V 1q, 7-) VAN DELL AND ASSOCIATES, INC. Project Name ....... Engineers Planners Surveyors Project No ........... . 7"Cr, 1700 1 Cartwright Road, Irvine, GA. 92614 -6989 Str. Name ............ . ),yj I Til ' ' T:(,949) 474-140D F:(949) 225 x a m Internet Site: Www.V8rTDeIIcE.0 Design by ............. 11 S-9 5 4T, 1,2/ . '� SIEC-rbA/ 3 ' ( /1-�) -#q e'12- 6V\J (-W-v ve/z'Jr\/ r-)E14-1vE> hl:� A Ovi It CC-vf'z-L7J rj:c, VJT 37--D 11 -2,7 (-L!) — # '-OIL- kF-SULTAK Err AC —I '-�' b L & -2- A5- z V, 2- SURCHARGE PRESSURE (PT. LOADING) P 16000 # X 2 ft H 7 ft m = X/H = 0.285714 ... Use Eq.10.70 m > 0.4 m < 0.4 Ea.10.69 Ea.10.70 y Ph Ph n = y/H 0 0 0 0.5 103.6498 0.071429 1 317.7732 0.142857 1.5, 480.8207 0.214286 2 529.0284 0.285714 2.5 490.4798 0.357143 3 413.7046 0.428571 3.5 331.6426 0.5 4 259.2241 0.571429 4.5 200.5598 0.642857 5 154.9547 0.714286 5.5 120.1618 0.785714 6 93.79182 0.857143 6.5 73.79853 0.928571 7 58.57442 1 7.5 46-90572 1.071429 8 37.89266 1.142857 8.5 30.87287 1.2142T6 9 25.35908 1.285714 §Igg'' PEI Mlim T5 Mmi; will §Igg'' PEI Mlim m VAN DELL AND ASSOCIATES, INC. Project Name ....... Z-V� Engineers Planners Surveyors Project No ........... TIZ i7aoi cartwright Road. Irvine, GA. 92614 F:(949) 225-6989 T:(949) 4T4-1400 Str. Name ............ CPit "VesidZir-Ai www.Van13eIICE.00m Internet Site: Design by ............ .. SIfT EC -H Is 51 ri(I I LAIL -Tb SE -CA -1 �--,J rlr—�ErLE-kT Vt�F Ys FL CON, Tr--, L41 f '�. ' I 17 J 14 _CL F5 << -5, 1 5LA t ---------- SURCHARGE PRESSURE (PT. LOADING) p 16000 # X 2 ft H 9 ft m = X/H = 0.222222 ... Use Eq. 10.70 m > 0.4 m < 0.4 Ea.10.69 Ea.10.70 y Ph Ph n = y/H 0.5 39.35452 0.05555 1 133.3849 0.111111 1.5 232.0374 0.166667 2 297-5401 0.222222 2.5 319.9344 0.277778 3 308-3959 0.333333 3.5 277.4474 0.38888� 4 239.0492 0.444444 4.5 200.6233 0.5 5 165.8534 0.555556 5.5 136.0616 0.611111 6 111.3118 0.666667 6.5 91.1038 0.722222 7 74.75236 0.777778 7.5 61.5714 0.833333 8 50.95043 0.888889 8.5 42.3769 0.944444 35.43391 1 [E�9 9 5 29.78824 1.055556 Horiz. Surcharge Pressure( Pt Load) 350- M ill's I 300 -k 250- 200- 150 I Im 100 RIM 50 Oil n rmz n, Ml- -5, v; 0 0 2 4 6 8 10 VAN DELL AND ASSOCIATES, INC. Engineers Planners Surveyors Project Name ....... P -Y ITE'. Project No ........... , 1780 1 Cartwrlg ht Road, lrvins, GA. 92614 T:(949) 474-1400 F:(949) 225-5989 Str. Name ............ �M -Internat Site: www.VartOolICE.com Design by ............ �114) I L-A tZ -rb S6(-ffU&J E OPJ /0 01'-' G 01\)L-�l PEFTH r' 5FIIN 5" S' PL + PLF S VwAx IwA X (CALC 14 - � / , 5— 1 SG' PLJ�l EFC, ESS- PL( - 0 -2-6 - '57 /1 fs=130olr�s-'- z4ouo V" -F(,, ::: �l '.4-3 1'-�; "-'- F�,; / - Mo f�"l 6 I- 1- 12- �LA,6 m,/ tr -� e / 4 " r w i�Fr- r�, K I SURCHARGE PRESSURE (PT. LOADING) P 16000 # X 2 ft H 5.5 ft m = X/H = 0.363636 ... Use Eq.10.70 m > 0.4 m < 0.4 Ea.10.69 Eci.10.70 y Ph Ph n = y/H 0.5 256.9154 0.09090 1 680.4009 0.181818 1.5 855.5536 0.272727 2, 784.7053 0.363636 2.5 620.996 0.454545 3 460.0845 0.545455 3.5 332.5931 0.636364 4 239.5688 0.727273 4.5 173.7506 0.818182 5 127.5108 0.909091 5.5 94.88087 1 6 71.62237 1.090909 6.5. 54.83326 1.18181 7 42.54851 1.272727 7.5 33.43609 1.363636 8 26.58648 1.454545 8.5 21.3721 1.545455 9 17.35479 1.636364 9.51 14.2248 1.727273 1 1 1 VAN DELLAND ASSOCIATES, INC. Project Name ....... Engineers Manners Surveyors Project No ........... 1700 1 CartwrIght Road. Irvine, GA. 926 14 T:(949) 474-1400 F:(949) 225-5989 Str. Name ............ . www.Van Dal ICE cam Internet Site: Design by ....... J, �5p S 4T r -CTI 0 iQ P eo� i'�Ql s I L SLZLAU�E- IS C'1") LY -2— f T- 1,S. -T-H -�z 10 F -F -r) (--A L- C-�AWM-"EJ-Z" WALL - WAX 7- S (,I V"'IX NAL -Y51 AX S -s (c C o C -A w 01 .5 t LA 6 "/ e + & I, - /�- OK VJ 6 F VAN DELL AND ASSOCIATES, INC. Erigir.eers Plartryers Surveyors Project Name ....... FV Project No ........... Tr?-Acr -I,- 0;2-� i Tsai cartwright Road, Irvine, GA. 92614 Str. Name ......... IA, T:(949) 474-1400 F:(949) 225-SO89 ... it www.VanDalICE.com Design by ............ . I nternel Site: IS -2 VVA L -L- L -;C1 LUA�75 14okIS Lis -A At Vil 51 ft -i /,i Aj e Page 1 REC-CHNL TITLE CITY OF FONTANA TRACT 17027 (RV SITE) - 10'Wx3'H RECT CHANNEL (MECT 10 Wcx-f-J 2- WWATtatJ t#pjMftAo- Q"ftt-) DIMENSION 10.00 3.00 0.5 MATERIAL 1463. 24000. 8.9 500. LIMITS 12. 12. 0. 18. COVER 3.0 3.0 3.0 3.0 3.0 3.0 LOADING 40.0 0. 56.0 0. 0. 2.0 19.2 THICKNESS 12.00 12.00 12.00 12.00 BAR1 5. 12. 6. 6.00 3. 6.00 BAR2 0. 0. 0. 0.00 0. 0.00 BAR3 0. 0. 0. 0.00 0. 0.00 BAR4 4. 12. 0. 0.00 3. 6.00 BAR5 0. 0. 0. 0.00 0. 0.00 BAR6 0. 0. 0. 0.00 0. 0.00 BAR7 5. 12. 6. 6.00 0. 0.00 BARB 0. 0. 0. 0.00 0. 0.00 BAR9 0. 0. 0. 0.00 0. 0.00 RUN e Page 1 REC_CHNL TITLE CITY OF FONTANA - TRACT 17027 (RV SITE) - 10'Wx3'H RECT CHANNEL DI14ENSION 10.00 3.00 0.5 MATERIAL 1463. 24000. 8.9 500. LIMITS 12. 12. 0. 18. COVER 3.0 3.0 3.0 3.0 3.0 3.0 ***CAUTION --CHECK DESIGN WALL THICKNESS FOR SPACE BETWEEN STEEL CURTAINS LOADING 40.0 0. 56.0 0. 0. 2.0 19.2 THICKNESS 12.00 12.00 12.00 12.00 BAR1 5. 12. 6. 6.00 3. 6.00 BAR2 0. 0. 0. 0.00 0. 0.00 BAR3 0. 0. 0. 0.00 0. 0.00 BAR4 4. 12. 0. 0.00 3. 6.00 BAR5 0. 0. 0. 0.00 0. 0.00 BAR6 0. 0. 0. 0.00 0. 0.00 BAR7 5. 12. 6. 6.00 0. 0.00 BARS 0. 0. 0. 0.00 0. 0.00 BAR9 0. 0. 0. 0.00 0. 0.00 RUN 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: JOHN M.-TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 10'Wx3'H RECT CHANNEL 10.00' WIDE BY 3.00' HIGH CHANNEL WITH .50, HEEL - DESIGN CRITERIA **- 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS PC < 1463. PSI WALL THICKNESS > 12.00 INCHES FS < 24000. PSI SLAB THICKNESS > 12.00 INCHES N 8.9 STEEL AREA > .00 SQ INS/FT BOND < 500. PSI LONG SPACING < 18. INCHES K = 227. STEEL COVER LOADINGS WALL -INSIDE = 3.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 3.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 3.00 INCHES TRIANG INWARD < 56.0 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE = .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 3.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES - THICKNESSES TOP OF WALL 12.00 INCHES SLAB AT CENTER LINE 12.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES - STEEL LAYOUT *** *** MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT. INS. FT. INS. FT. INS. FT. INS. B-1 5. 12.00 6. 6.00 3. 6.00 + 5. 9.00 3. 6.00 B-2 0. .00 0. .00 0. .00 B-3 0. .00 0. .00 0. .00 0 Page I *** QUANTITIES *** CONCRETE .70 CU YD/FT TRANSVERSE STEEL 39.1 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL 30. BARS Page 2 TOTAL STEEL 59.2 LB/FT B-1 CUTOFF AT 2.75 FEET B-2 CUTOFF AT .00 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 2.75 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET ORANGE COUNTY FLOOD CONTROL DISTRICT REC-CHNL B-4 4. 12.00 0. .00 3. 6.00 + PROGRAM 1 . .00 3. 6.00 B-5 0. .00 0. .00 0. .00 CHANNEL B-6 0. .00 0. .00 0. .00 0 DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL B-7 5. 12.00 6. 6.00 0. .00 + DISTANCE MOMENT 6. 3.00 0. .00 B-8 0. .00 0. .00 0. .00 LBS B-9 0. .00 0. .00 0. .00 LENGTHS ARE AS SPECIFIED IN THE INPUT DATA PSI PSI SQ INS + 0. 0. 12.00 0. 0. .0 HORIZONTAL LENGTHS EXCLUDE LAP Page 2 TOTAL STEEL 59.2 LB/FT B-1 CUTOFF AT 2.75 FEET B-2 CUTOFF AT .00 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 2.75 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET ORANGE COUNTY FLOOD CONTROL DISTRICT REI60RCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: JOHN M. TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 10'Wx3'H RECT CHANNEL - CHANNEL TENTH POINT DATA - DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 3.00 0. 0. 12.00 0. 0. .0 .00 .00 2.70 46. 452. 12.00 6. 212. 4.5 27.41 .31 2.40 177. 856. 12.00 23 . 823. 8.5 51.94 .31 2.10 378. 1180. 12.00 50. 1762. 11.7 71.59 .31 1.80 631. 1417. 12.00 83. 2937. 14.1 85.92 .31 1.50 916. 1576. 12.00 121. 4263. 15.6 95.58 .31 1.20 1219. 1677. 12.00 160. 5675. 16.6 101.71 .31 .90 1531. 1739. 12.00 202. 7130. 17.3 105.45 .31 .60 1848. 1776. 12.00 243. 8605. 17.6 107.71 .31 .30 2167. 1800. 12.00 285. 10089. 17.9 109.16 .31 .00 2487. 1818. 12.00 327. 11582. 18.0 110.26 .31 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 3.00 0. 0. 12.00 0. 0. .0 .00 .00 2.70 0. 2. 12.00 0. 1. .0 .13 .20 2.40 1. 7. 12.00 0. 10. .1 .54 .20 2.10 5. 16. 12.00 1. 35. .2 1.21 .20 1.80 12. 29. 12.00 2. 83. .3 2.16 .20 1.50 23. 45. 12.00 4. 162. .4 3.37 .20 1.20 39. 65. 12.00 6. 279. .6 4.85 .20 .90 62. 88. 12.00 10. 443. .9 6.60 .20 .60 92. 115. 12.00 15. 662. 1.1 8.62 .20 .30 131. 146. 12.00 21. 942. 1.4 10.91 .20 .00 180. 180. 12.00 29. 1292. 1.8 13.47 .20 1 ORANGE COUNTY FLOOD CONTROL DISTRICT Page 2 TOTAL STEEL 59.2 LB/FT B-1 CUTOFF AT 2.75 FEET B-2 CUTOFF AT .00 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 2.75 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET I REC-CHNL REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRA14 LICENSED TO: JOHN M. TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 10'Wx3'H RECT CHANNEL SLAB CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 2898. 54. 12.00 381. 13496. .5 3.26 .31 .50 2567. 75. 12.00 338. 11956. .7 4.55 .31 1.00 2252. 183. 12.00 296. 10488. 1.8 11.13 .31 1.50 1959, 274. 12.00 258. 9126. 2.7 16.60 .31 2.00 1696. 347. 12.00 223. '7898. 3.4 21.07 .31 2.50 1466. 407. 12.00 193. 6826. 4.0 24-66 .31 3.00 1273. 453. 12.00 168. 5928. 4.5 27-47 .31 3.50 1120. 487. 12.00 147. 5216. 4.8 29.56 .31 4.00 1009. 511. 12.00 133. 4701. 5.1 31.01 .31 4.50 942. 525. 12.00 124. 4390. 5.2 31-86 .31 5.00 920. 530. 12.00 121. 4285. 5.3 32.14 .31 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 485. 529. 12.00 64. 2257. 5.2 32.08 .31 .50 638. 489. 12.00 84. 2974. 4.8 29.64 .31 1.00 761. 448. 12.00 100. 3544. 4.4 27.17 .31 1.50 857. 409. 12.00 113. 3990. 4.1 24.78 .31 2.00 930. 372. 12.00 122. 4332. 3.7 22.55 .31 2.50 985. 339. 12.00 130. 4590. 3.4 20.54 .31 3.00 1026. 311. 12.00 135. 4778. 3.1 18.83 .31 3.50 1054. 288. 12.00 139. 4911. 2.9 17.46 .31 4.00 1073. 271. 12.00 141. 4998. 2.7 16.45 .31 4.50 1084. 261. 12.00 143. 5048. 2.6 15.84 .31 5.00 1087. 258. 12.00 143. 5064. 2.6 15.63 .31 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS M014ENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. Page 3 B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT .00 FEET B-1 CUTOFF AT 5.76 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 5.26 FEET TITLE CITY OF FONTANA TRACT 17027 (RV SITE) - 4'Wx7'H RV-TS1 TRANSITION STRUCTURE SSM*tj cftnllMt- DIMENSION 4.00 7.00 0.5 MATERIAL 1463. 24000. 8.9 500. LIMITS 12. 12. 0. 18. COVER 3.0 3.0 3.0 3.0 3.0 3.0 LOADING 40.0 0. 56.0 0. 0. 2.0 19.2 THICKNESS 10.00 12.00 11.00 12.00 BAR1 5. 6. 2. 6.00 6. 6.00 BAR2 0. 0. 0. 0.00 0. 0.00 BAR3 0. 0. 0. 0.00 0. 0.00 BAR4 4. 12. 0. 0.00 6. 6.00 BAR5 0. 0. 0. 0.00 0. 0.00 BAR6 0. 0. 0. 0.00 0. 0.00 BAR7 5. 12. 2. 6.00 0. 0.00 BAR8 0. 0. 0. 0.00 0. 0.00 BAR9 0. 0. 0. 0.00 0. 0.00 RUN Page 1 RV�_TS1 TITLE CITY OF FONTANA - TRACT 17027 (RV SITE) - 4'Wx7'H TRANSITION STRUCTURE DIMENSION 4.00 7.00 0.5 MATERIAL 1463. 24000. 8.9 500. LIMITS 12. 12. 0. 18. COVER 3.0 3.0 3.0 3.0 3.0 3.0 --ICAUTION--CHECK DESIGN WALL THICKNESS FOR SPACE BETWEEN STEEL CURTAINS LOADING 40.0 0. 56.0 0. 0. 2.0 19.2 THICKNESS 10.00 12.00 11.00 12.00 BAR1 5. 6. 2. 6.00 6. 6.00 BAR2 0. 0. 0. 0.00 0. 0.00 BAR3 0. 0. 0. 0.00 0. 0.00 BAR4 4. 12. 0. 0.00 6. 6.00 BAR5 0. 0. 0. 0.00 0. 0.00 BAR6 0. 0. 0. 0.00 0. 0.00 BAR7 5. 12. 2. 6.00 0. 0.00 BAR8 0. 0. 0. 0.00 0. 0.00 BAR9 0. 0. 0. 0.00 0. 0.00 RUN ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: JOHN M. TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 4'Wx7'H TRANSITION STRUCTURE 4.00, WIDE BY 7.00' HIGH CHANNEL WITH .50' HEEL - DESIGN CRITERIA - 0 MATERIAL CONSTRAINTS LIMITING CONSTRAINTS FC < 1463. PSI WALL THICKNESS > 12.00 INCHES FS < 24000. PSI SLAB THICKNESS > 12.00 INCHES N 8.9 STEEL AREA > .00 SQ INS/FT BOND < 500, PSI LONG SPACING < 18. INCHES K = 227. STEEL COVER LOADINGS WALL -INSIDE = 3.00 INCHES TRIANG OUTWARD < 40.0 PSF-EFP WALL -OUTSIDE = 3.00 INCHES UNIFORM INWARD < .0 PSF WALL -TOP = 3.00 INCHES TRIANG INWARD < 56.0 PSF-EFP SLAB -TOP = 3.00 INCHES DIST TO SLOPE = .00 FEET SLAB -BOTTOM = 3.00 INCHES SURCHRG HEIGHT = .00 FEET SLAB -END = 3.00 INCHES DIST TO TRUCK = 2.00 FEET TRUCK SURCHRG < 19.2 KIPS BAR SPACING MINIMUM = 9. INCHES MAXIMUM = 18. INCHES INCREMENT = 1. INCHES - THICKNESSES TOP OF WALL 10.00 INCHES SLAB AT CENTER LINE 11.00 INCHES BASE OF WALL 12.00 INCHES SLAB AT FACE OF WALL 12.00 INCHES - STEEL LAYOUT *** - MAXIMUM LENGTHS BAR BAR BAR HORIZONTAL VERTICAL HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH LENGTH LENGTH INS. FT, INS. FT. INS. FT. INS. FT. INS. B-1 5. 6.00 2. 6.00 6. 6.00 + 2. 9.00 7. 6.00 B-2 0. .00 0. .00 0. .00 B-3 0. .00 0. .00 0. .00 0 Page 1 **. QUANTITIES *** CONCRETE .72 CU YD/FT TRANSVERSE STEEL 61.4 LB/FT LONGIT. STEEL NO. 4. AT 16. IN LONGIT. STEEL 34. BARS RVLTSI B-4 4. 12.00 0. .00 6. 6.00 + I . .00 7. 6.00 B-5 0. .00 0. .00 0. .00 B-6 0. .00 0. .00 0. .00 0 B-7 5. 12.00 2. 6.00 0. .00 + 3. 3.00 0. .00 B-8 0. .00 0. .00 0. .00 B-9 0. .00 0. .00 0. .00 LENGTHS ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB + HORIZONTAL LENGTHS EXCLUDE LAP 1 ORANGE COUNTY FLOOD CONTROL DISTRICT REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: JOHN M. TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 4'Wx7'H TRANSITION STRUCTURE - CHANNEL TENTH POINT DATA - DISTANCES ARE MEASURED FROM THE INTERSECTION OF THE CHANNEL FACE OF THE WALL AND THE CHANNEL FACE OF THE SLAB WALL CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 7.00 0. 0. 10.00 0. 0. .0 .00 .00 6.30 237. 974. 10.20 34. 715. 12.5 38.26 .61 5.60 818. 1530. 10.40 112. 2397. 19.1 58.39 .61 4.90 1531. 1739. 10.60 202. 4363. 21.1 64.52 .61 4.20 2273. 1806. 10.80 287. 6305. 21.3 65.23 .61 3.50 3029. 1848. 11.00 367. 8161. 21.3 65.00 .61 2.80 3818. 1908. 11.20 444. 10050. 21.4 65.41 .61 2.10 4668, 2001. 11.40 522. 11982. 21.9 66.88 .61 1.40 5608. 2129. 11.60 604. 14046. 22.7 69.43 .61 .70 6664. 2292. 11.80 691. 16297. 23.9 72.99 .61 .00 7862. 2490. 12.00 '786. 18781. 25.3 77.45 .61 WALL CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS 7.00 0. 0. 10.00 0. 0. .0 .00 .00 6.30 2. 10. 10.20 1. 21. .1 .92 .20 5.60 18. 39. 10.40 4. 161. .5 3.59 .20 4.90 62. 88. 10.60 13. 527. 1.0 7.85 .20 4.20 146. 157. 10.80 29. 1217. 1.8 13.59 .20 3.50 286. 245. 11.00 55 . 2316. 2.7 20.69 .20 2.80 494. 353. 11.20 91. 3902. 3.8 29.05 .20 2.10 784. 480. 11.40 139. 6045. 5.0 38.57 .20 1.40 1171. 627. 11.60 200. 8808. 6.4 49.18 .20 .70 1667. 794. 11.80 274. 12249. 8.0 60.79 .20 .00 2287. 980. 12.00 363 . 16419. 9.6 73.34 .20 1 ORANGE COUNTY FLOOD CONTROL DISTRICT Page 2 TOTAL STEEL 84.1 LB/FT B-1 CUTOFF AT 6.50 FEET B-2 CUTOFF AT .00 FEET B-3 CUTOFF AT .00 FEET B-4 CUTOFF AT 6.50 FEET B-5 CUTOFF AT .00 FEET B-6 CUTOFF AT .00 FEET R\L-TS1 REINFORCED CONCRETE RECTANGULAR CHANNEL CHECK PROGRAM LICENSED TO: JOHN M. TETTEMER & ASSOCIATES CITY OF FONTANA - TRACT 17027 (RV SITE) - 4'WX7'H TRANSITION STRUCTURE SLAB CHECK EARTH FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 8379. 1059. 12.00 838. 20019. 10.8 32.94 .61 .20 8187. 1128. 11.90 834. 19790. 11.6 35.50 .61 .40 8013. 1189. 11.80 831. 19597. 12.4 37.87 .61 .60 7856. 1243. 11.70 830. 19445. 13.1 40.06 .61 .80 7719. 1289. 11.60 831. 19337. 13.8 42.05 .61 1.00 7602. 1328. 11.50 834. 19277, 14.4 43.85 .61 1.20 7505. 1360. 11.40 839. 19267. 14,9 45.45 .61 1.40 7429. 1384. 11.30 847. 19312. 15.3 46.86 .61 1.60 7375. 1402. 11.20 858. 19415. 15.7 48.05 .61 1.80 7342. 1412. 11.10 871. 19578. 16.0 49.03 .61 2.00 7331. 1416. 11.00 888. 19803. 16.3 49.79 .61 SLAB CHECK CHANNEL FACE DISTANCE MOMENT SHEAR THICKNESS CONCRETE STEEL UNIT BOND AREA OF FEET FT LBS LBS INCHES STRESS STRESS SHEAR STRESS STEEL PSI PSI PSI PSI SQ INS .00 3215. 1501. 12.00 423. 14973. 14.9 91.03 .31 .20 3349. 1512. 11.90 449. 15782. 15.2 92.77 .31 .40 3469. 1521. 11.80 473. 16536. 15.5 94.44 .31 .60 3573. 1529. 11.70 496. 17234. 15.7 96.05 .31 .80 3662. 1536. 11.60 518. 17876. 16.0 97.61 .31 1.00 3737. 1541. 11.50 539. 18463. 16.2 99.12 .31 1.20 3798. 1545. 11.40 558. 18995. 16.5 100.60 .31 1.40 3845. 1548. 11-30 576. 19469. 16.7 102.06 .31 1.60 3878. 1550. 11.20 592. 19886. 16.9 103.48 .31 1.80 3898. 1551. 11.10 607. 20244. 17.2 104.89 .31 2.00 3905. 1551. 11.00 620. 20540. 17.4 106.27 .31 NEGATIVE MOMENTS AND STEEL AREAS ARE APPLICABLE TO OPPOSITE FACE OF SLAB DESIGN PROGRAM TRANSFERS MOMENT INTERNALLY AND DESIGNS FOR MAXIMUM CONDITION. CHECK PROGRAM APPLIES NEGATIVE MOMENTS TO GIVEN STEEL AREAS TRANSFERRED FROM OPPOSITE FACE OF SLAB. Page 3 B-3 CUTOFF AT .00 FEET B-2 CUTOFF AT .00 FEET B-1 CUTOFF AT 2.50 FEET B-9 CUTOFF AT .00 FEET B-8 CUTOFF AT .00 FEET B-7 CUTOFF AT 2.50 FEET